SWA000128_Design Calculations_20211214

RAEFORD COMMONS
STORMWATER IMPACT ANALYSIS
October 01, 2021
PREPARED FOR:
Forge Investment Group, LLC
PREPARED BY:
Timmons Group, NC License No. C-1652
Mike Zaccardo, PE
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
919.532.3281 phone [phone] fax
m i ke. zaccardo(a)ti m m ons. com
www.timmons.com
owess
i s
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
Table of Contents

Hwy 78 North
Sanford, NC
Proiect Number: 45739
Project Summary
Introduction
Raeford Commons is a proposed single-family community comprising of 191 lots on 85.19 acres
located approximately 500 LF West from W Palmer St and in between Thomas Dr and Roger St in Raeford,
NC. The site is zoned R-12 and will be served by public water and sewer.
Stormwater Methodology
• For each individual storm drainage inlet, a drainage area was measured as well as assigning
impervious surface percentage. From this impervious percentage a rational `C' value was
calculated. Impervious surfaces were given a `C' value of 0.95. This data was used for pipe
sizing. The average "C" value for the site is 0.60.
RCP is specified for all storm pipe on site and off site with a Manning's N value of 0.013
• Spread calculations have been performed using the 4" storm event, and have been
performed using a 5 minute ToC. Maximum allowable spread is 7.25 feet from face of
curb. Structures are spaced/placed to prevent flow crossing an intersection at intersecting
streets.
• The storm water network has been designed to pass the 10-year event and are sized to handle the
10-YR storm keeping the HGL within the structures.
• The pipes were sized using Hydraflow Storm Sewers. This program accepts the input data from
each inlet, as well as physical characteristics of the storm system to be designed, and calculates
flow rates and pipe sizes through the system. For rainfall data, NOAA precipitation depths and
intensities were utilized. Each inlet was modeled to capture 100% of the drainage area flow.
The minimum storm drainage pipe size used for this project is 15 inches.
• The NRCS Method and Hydraflow Hydrographs Extension for Autodesk Civil 3D were used to
model the pre- and post -development peak flows as well as proposed pond routing to each POI.
Time of Concentration (Tc) calculations were performed using TR-55 methodology for each POI.
The results are provided in the section below.
1 I www.timmons.com
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
Stormwater Treatment and Detention
Stormwater conveyances will be provided to meet the NCDEQ requirements to control gutter spread
and minimum pipe sizes to convey the required storm events.
Four (4) Points of Investigation (POI) are identified on -site for the purpose of studying the pre- to post -
development effects of the project on stormwater peak flows. The SCS Method was used to analyze the
difference between the pre- and post -development peak runoff rates for the 1-year (24hr) storm, the 10-year
(24hr) storm, and the 25-year (24hr) storm events. In addition, the 100-year storm event has been analyzed to
ensure safe passage through the site.
Pre/Post Stormwater Analysis
Point of Interest 1
Drainage Area Q1 cfs Q10 cfs Q25 cfs Q100 (cfs)
Pre -Development 4.075 13.92 18.85 27.57
Post -Development w/Detention 2.249 7.163 9.627 13.87
Point of Interest 2
Drainage Area Q1 cfs Q10 cfs Q25 cfs Q100 (cfs)
Pre -Development 35.84 91.94 118.07 161.41
Post -Development w/Detention 3.951 18.26 25.88 39.25
Point of Interest 3
Drainage Area Q1 cfs Q10 cfs Q25 cfs Q100 (cfs)
Pre -Development 53.2 156.41 206.55 291.02
Post -Development w/Detention 11.54 42.68 114.19 244.56
Point of Interest 4
Drainage Area Q1 cfs Q10 cfs Q25 cfs Q100 (cfs)
Pre -Development 6.566 23.25 31.37 46.52
Post -Development w/Detention 1.26 4.585 6.302 9.274
Total Site Discharge
Drainage Area Q1 cfs Q10 cfs Q25 cfs Q100 (cfs)
Pre -Development 99.68 285.52 374.84 526.52
Post -Development w/Detention 19 72.688 155.99 306.85
TIMMONS GROUP
1 1 www.timmons.com

Area Maps
Pre -Development Peak Flow Map
Post Development Peak Flow Map
SCM Drainage Map
TIMMONS GROUP
RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
21 www.timmons.com

LEGEND
�. / /
. / /�
SHALLOW CONCENTRATED
_ , I-
-'
- - PROPOSED BOUNDARY
- - - - - - - - POI 1 DRAINAGE AREA
/ / //
I I/
FLOW
'�
®
'�
- - - - - - - POI 2 DRAINAGE AREA
/
/
I I it
1377 LF
-�
♦
�� `
- - - - - - I POI 3 DRAINAGE AREA
,/ //
/ I/
I
I� I
0.2% SLOPE
/
\\
- - - - - - - - POI 4 DRAINAGE AREA
/ /
I
�'` I I
I I / i�i� ♦
/
`�
TIME OF CONCENTRATION PATH
J
CENTERLINE OF CREEK
I / I
POI #1
" WETLANDS
I I I
DA: 1.72 AC
NEUSE RIPARIAN BUFFER
I
CN: 71
- - - - - EXISTING CONTOUR
TC: 4.3 MIN
= SHALLOW CONCENTRATED
_
FLOW
L
�^
s
�
1 YR POST
10 YR POST
25 YR POST
100 YR POST
1 YR PRE
10 YR
25 YR
100 YR
POI
W/DETENTION
W/DETENTION
W/DETENTION
W/DETENTION
(cfs)
PRE (cfs)
PRE (cfs)
PRE (cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1
4.075
2.249
13.92
7.163
18.85
9.627
27.57
13.87
2
1 35.84
3.951
91.94
1 18.26
118.07
25.88
161.41
39.25
3
53.2
11.54
156.41
42.68
206.55
114.19
291.02
244.46
4
6.566
1.26
23.25
4.585
31.37
6.302
46.52
9.274
TOTAL
99.681
19
285.52
72.688
374.84
155.999
526.52
306.854
Poll
1 1��
in - woo
i�
v WE
,� , �' �i;�� � � � � + II �.� �III►_ � ,,
l -
�: � _ Z �n�ws�oa�t��� � � _ • I`� �. � �I ���;..'�'�-"�� lit
CN: 69
POST -DEVELOPMENT
•,•P DRAINAGE
11 AREA
1 1 � ' 11
• • Commons
1 300, •11
TIMMONS GROUP
/-CHANNEL FLOW
304 LF /
0.898% SLOPE /
POI #2
DA: 10.44 AC i
/ CN: 69
TC: 33 MIN �

u�m
- - PROPOSED BOUNDARY
- - - - - - - - POI 1 DRAINAGE AREA
- - - - - - - POI 2 DRAINAGE AREA
- - - - - - I POI 3 DRAINAGE AREA
- - - - - - - - POI 4 DRAINAGE AREA
TIME OF CONCENTRATION PATH
CENTERLINE OF CREEK
" WETLANDS
NEUSE RIPARIAN BUFFER
EXISTING CONTOUR
SOIL GROUP A
SOIL GROUP B
SOIL GROUP C
SOIL GROUP D
'7 -
\\\1k,
�4) SHALLOW CONCENTRATED
FLOW
/ / // ( I I 1595 LF-
/ 0.22% SLOPE
SHALLOW CONCENTRATED \ 1 ) I ) 1 POI #1 / \ \ l POI #2 / I
FLOW \ I I ( I I DA: 3.27 AC _ ' h I
569 LF I III / \" I \a- DA: 34.27 AC 1
1.17% SLOPE / I 1 I CN: 69 aB , (, \ CN: 81 ( I
1 YR POST
10 YR POST
25 YR POST
100 YR POST
1 YR PRE
10 YR
25 YR
100 YR
P01
W/DETENTION
W/DETENTION
W/DETENTION
W/DETENTION
(cfs)
PRE (cfs)
PRE (cfs)
PRE (cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1
4.075
2.249
13.92
7.163
18.85
9.627
27.57
13.87
2
35.84
3.951
91.94
18.26
118.07
25.88
161.41
39.25
3
53.2
11.54
156.41
42.68
206.55
114.19
291.02
244.46
4
6.566
1.26
23.25
4.585
31.37
6.302
46.52
9.274
TOTAL
99.681
19
285.52
72.688
374.84
155.999
526.52
306.854
NoA ^ / �• TC: 35.1 MIN
J / FaB �f \\/a1 J> >^ -4 J`nc JD �J J . \/ \ \ \ Sn\ /
c y
je yNo t II J j /j J �- �\ ✓/ y / / I!�
FaA + FaA ' f / y `° •-(- .� . ( \p // �V" ;
\ 1. / Co
v / aA ! . r /
_IS \ `\ r � �.. //I /�Q / ; / 0 DpA 1��\ \ / r( II� N o B - J Q - ; o < ��) t �'
)gyp ✓ a 1J/ /// / / / yl
I I 1 \ \ / I 1 I I ° - / / �/ 1. _ - I �� '/c 7r v / _- ~ J / ✓\Q J J \ ` "r f
1 \ \ l \ •� - t I � I I !r � ;, // � J, ry p •` o v k +'~.. I� �� -r o /( /// / / / / Jlll II
ID t \ \ \ \ \\ // // �� \I 1 I / I I FaA
)/1 ��, ° l ) I / /I r /~ / / / r./\ �i✓� v p\ ) ep I /
O I , < ! I ` ` l I l 215 �� f �� ,a \� ` �-- 1 .d r N � I I I I I
- \ / I J �t l ') r 1,- -� \ Z70C 1 „1 �j/ ^ J 1 \ I 1 1 1 1 (
Ln
J \ I° (( I 1 \ ` / / ! /� / 1 ` �[' v �� ( r �-` / 1 o c' �\ \� �I 1\� / 1 1 \\CA
FaA !J \ �� \ J / ✓ i / / u / O'\, o -) 1
- J 2/ram o / b Z L \ 11 I J la
10,
a rL��o
a NOA >r ) / L } ` / J ® I 1 0 / n\ 4 J •^ L P / 1 \ \ I I •� f / J ) \/ / % ii /�
/J < r eso r 2� ^1 \1 / 4 ■ I\ / r _ FaB P0I#3
7� ,✓\ / �� ,' ' // .' . /; - ° •C I No ! / J \ -, - /• 1
\ \ f s r _ ^ ' t J - ` <� \ . - _ r r / / s/! \y " DA: 59.32 AC
J y a""" `` / :=� a.:"-�-� ^ + , , /• �• = ` _ �• / `_ - - J I/ j.
CN: 76
- SHALLOW CONCENTRATED �^��= "/� > " "'° : �� - _� r , " ' �"+`= 4" .® 60' �� 5 r ^� °r J TC: 29.6 MIN
_ - FLOW
- - 800 LF i _"""`"` .= V" "� r= t rt'/ S /i r /.• c'`"".:`•�''"_" Y2" 60:`=.•ry'% /
SHALLOW
1.11 % SLOPE CONCENTRATED FLOW
- _ POI#4- �� ° 850LF �:"�SJT • r' - J\ �`" " W
1.71 /° SLOPE :t ." " . `,"� ` r - 1265 ""
TC: 7.8 MIN \ �I )) I \ \� \ 1"W/ / -� 1 `�= / / , - \ CHANNEL FLOW
I I \ I I `"" 2383 LF ( " �� ) L
- / \ \ \ I J / ( �j \ / ♦ 0,5SLOPE " " /
/°
PRE -DEVELOPMENT DRAINAGE AREA MAP
Raeford Commons - June 2, 2021
SCALE 1 "=300' ` %
EMq
0 300' 600' TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
S:\331\47049-Raeford_Commons\DWG\47049-331C-SPHYDR-PRE.dwg I Plotted on 8/4/2021 4:44 PM I by Colie Crosby

LEGEND
l / I -�
/ / /l / / ��1�/j/
/' /' //
-]
\
l
- - PROPOSED BOUNDARY
I /
- - - - - - - - SCM I DRAINAGE AREA
- - - - - - - SCM 2 DRAINAGE AREA
/ / // /
Il ////
TIME OF CONCENTRATION PATH
CENTERLINE OF CREEK
WETLANDS
NEUSE RIPARIAN BUFFER
- - - - EXISTING CONTOUR
/It
1 YR POST
10 YR POST
25 YR POST
100 YR POST
1 YR PRE
10 YR
25 YR
100 YR
POI
W/DETENTION
W/DETENTION
W/DETENTION
W/DETENTION
(cfs)
PRE (cfs)
PRE (cfs)
PRE (cfs)
(cfs)
(cfs)
(cfs)
(cfs)
1
4.075
2.249
13.92
7.163
18.85
9.627
27.57
13.87
2
35.84
3.951
91.94
18.26
118.07
25.88
161.41
39.25
3
53.2
11.54
156.41
42.68
206.55
114.19
291.02
244.46
4
6.566
1.26
23.25
4.585
31.37
6.302
46.52
9.274
TOTAL
99.681
19
285.52
72.688
374.84
155.999
526.52
306.854
�II� +
C� .
we
i
f�
04
SCALE 11
SCM DRAINAGE
11 AREA
1 MAP
Raeford Commons
1 300, •11
TIMMONS GROUP

.•lie,0a
•
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Raeford Commons
Calculated By: Colie Crosby
Wet Pond DesignSCM
Pollutant / Nutrient Removal
Project No.: 47049
Date: 9/21/2021
1
Total Suspended Solids (TSS)
85%
Nitrogen
30%
Phosphorus
40%
Post -Development Drainage Area
Basin Characteristics
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Qty (# of Lots)
Imp / Lot (SF)
Total Imp Area
Impervious Lots
3.91
Single Family
41.5
4100
3.91
Impervious RMI
3.24
0.00
Managed Pervious
18.29
0.00
Impervious Other
0.05
0.00
0.00
0.00
Subtotal
42
-
3.91
Streets and SW
Description
Length (LF)
Imp (SF) / LF
Total Imp Area
50' ROW
3524
40
3.24
0.00
0.00
0.00
0.00
0.00
Subtotal
3.24
Other
Parking Lot
2133
0.05
Total to Pond (AC)
25.48
0.00
Pond Basin C
0.52
Grand Total Impervious Area (AC):
7.19
Surface
Drainage Area to SCM
Impervious Area
Offsite Impervious Area
Area to
Acres
0.00
Drainage Area Ratio for Permanent Pool Sizing
Required Surface Area of Permanent Pool
Onsite Impervious Area
7.19
Average Depth (ft) =
4.0
Total Impervious Area
7.19
SA/DA Ratio =
0.89
Required SA (ft2) =
9,878
Total Drainage Area To SCM
25.48
SA as Shown (ft2) =
21,731
Percent Impervious Area
28%
SA/DA Ratio from latest NCDENR BMP Manual

Elevation
(ft)
SA DA ••
Main Forebay
Area (sf) Area (sf)
Depth
(ft)
Main
Inc. Vol (cf)
Pool)
Forebay
Inc. Vol (cf)
Total
Vol (cf)
257.0
Bottom of Sediment Storage
258.0
14,982
0
0.0
Top of Sediment Storage
259.0
16,289
3,000
1.0
15,636
1,500
17,136
260.0
17,620
3,350
2.0
16,955
3,175
37,265
261.0
18,977
4,300
3.0
18,299
3,825
59,389
262.0
20,358
5,000
4.0
19,668
4,650
83,706
263.0
21,731
6,000
5.0
21,045
5,500
110,251
Total
5.0
91,601
18,650
110,251
Verify
the ForebayVolume Is Approximately•
Pool Volume.20%
Elevation
(ft)
Water Quality
Main
Area (sf)
and Quantity
Forebay
Area (sf)
Volumes (Above
Depth
(ft)
Permanent / Normal
Inc Total
Vol (cf)
Pool)
Accum' Total
I Vol (cf)
263.0
21,731
6,000
0.00
Permanent Pool
Elevation
Notes
263.5
31,508
-
0.50
13,310
13,310
263.95
33,838
-
0.95
14,808
28,118
WQE / TPE
264.0
34,078
-
1.00
11589
29,707
265.0
36,713
-
2.00
35,396
65,103
266.0
39,404
-
3.00
38,059
103,162
267.0
42,149
4.00
40,777
143,939
268.0
44,946
5.00
43,548
187,487
269.0
47,800
-
6.00
46,373
233,860
davg = [Vperm pool
AverageVerify the • of •••
- [0.5 X Depth max over shelf X Perimeter perm pool X Width submerged part of shelf] Abottom of shelf
Vperm =
91,601 C.F. (Main Pond)
Abottom shelf =
21,731 S.F. (Main Pond)
Depth of Water over shelf=
0.00 FT
Perimeter perm pool =
830 L.F. (Main Pond)
Width submerged part of shelf =
0.0 FT
Davg =
4.22 FT
Depth for SA/DA = 4.00 FT (Round Dav down to nearest 0.5 ft)
1.0"Quality Runoff• •
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Where:
Rv = Runoff Coefficient, in/in
I = Percent Impervious
1= 28.2%
Rv = 0.05 + 0.009(1)
Rv = 0.304
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =
1.0 inch
Drainage Area =
25.48 acres
Storage Required =
28,118 cu. ft.
Depth
Volume Storage For
PPE SA (SF)
1.0" Runoff Above Permanent Pool (Provided)
Top Temp Pool SA (SF)
Volume (CF) Elevation
0.95
21,731
33,838
28,118
263.95

Size Water Quality Orifice for (2-5) Day Drawdown for 1 Runoff
Q .. = CdA 2 h l z (Orifice Equation; Cd=0.60)
Volume
3.00 Orifice Diameter (inches)
0.83 Driving Head to Centroid of Orifice (ft)
0.12 Q1.0" Drawdown Rate (cfs)
28,118 Water Quality Volume (VW )
VW /(Q1" x 86,400) Drawdown Time (days)
iiiiiiiIN
ir,71.!IF Time da s 2 - 5 da s
•• • Riser Data & Elevations
Pond Type Wet Pond
TSS Removal
85%
Top of Pond / Berm
269.00 ft
Secondary Spillway Width
70.00 ft
Bottom of Secondary Spillway
267.50 ft
Top of Riser
266.50 ft (at least 1' Above TPE)
Riser Type / Size
4X4 ft
Top of Water Quality / Temp Pool Elev
263.95 ft (1" Runoff)
Top of Veg. Shelf
264.00 ft
Permanent Pool Elevation (Normal Pool)
263.00 ft
Water Quality Orifice Elevation & Size
263.00 ft
3.00 in
Secondary Orifice Elevation & Size (Rise & Span)
265.50 ft (2) TOTAL
8.00 inch 12.00 inch
Bottom of Veg. Shelf
263.00 ft
^ Rise ^ Span
Top of Sediment Storage / Pond Bottom
258.00 ft
Bottom of Sediment Storage
257.00 ft (Min 1 ft)
Invert Out of Riser
263.00 ft
Outlet Pipe Size
30.00 in Diameter RCP
Outlet Pipe Length & Slope
69.00 ft
0.58 %
Downstream Outlet Elevation
262.60 ft
1 Yr Water Surface Elev / Peak Flow (CFS)
264.99 ft
0.32 CFS
2 Yr Water Surface Elev Peak Flow (CFS)
NA ft
0.00 CFS
10 Yr Water Surface Elev Peak Flow (CFS)
266.60 ft
7.61 CFS
25 Yr Water Surface Elev Peak Flow (CFS)
267.15 ft
31.75 CFS
100 Yr Water Surface Elev Peak Flow CFS 267.96 ft
•• • Detail
Top of Riser: 266.50 3 in WQ Orifice
Top of WQ Pool: 263.95 263.00
------------------• •---
Pond Bottom
258.00
_
Perm Pool Sediment Bottom Invert Out: 263.00
263.00 257.00 Base: 257.00
115.65 CFS
Elev
10' Berm 269.00
100 Yr 267.96
Spillway 267.50
25 Yr 267.15
10 Yr 266.60
2 Yr NA
1 Yr 264.99
See Plan for
accurate outlet design
Inv Out:
262.60
69 LF of 30" RCP @
0.58%

Riser Dimensions
Anti-Bouyancy
Weight of Structure
Displaced Volume
Outside Width
5.00 ft
Walls =
12,825 LBS
V = LxWx(HT) = C.F.
Inside Width
4.00 ft
Base =
3,675 LBS
Outside Length
5.00 ft
FILL =
13,200 Ibs
Displaced Water =
Inside Length
4.00 ft
C.F. * 62.4 PCF = LBS
Height
9.50 ft
Outlet Pipe =
368 LBS
Base Thick' (ft)
0.50 ft
WQ Orifice =
4 LBS
Add 15% Factor of Safety
Wall Thick' (ft)
0.50 ft
Ext Base (ft)
1.00 ft
Weir #1 =
50 LBS
V = 250 C.F.
Areas removed from Riser
Weir #2 =
0 LBS
Disp. Water = 15,600 LBS
Outlet Pipe
4.91 ft
Weir #3 =
0 LBS
15% F.S. = 2,340 LBS
WQ Orifice
0.05 ft
Weir #4 =
0 LBS
Orifice #1
0.67 ft
Other #1 =
0 LBS
Safety Factor 1.63
Orifice #2
0.00 ft
Orifice #3
0.00 ft
Weight =
29,278 LBS
Weight = 17,940 LBS
Orifice #4
Other
0.00 ft
0.00 ft
Dam / Berm
Precast Concrete Riser Structure to be 4 ft x 4 ft x 9.5 ft Tall, With a 0.5 ft Thick Precast Extended
Base
Planting Summary Requirements
Non -Clumping Turf Grass
6' Shelf Length
727
Area of Shelf =
4362 SF
(50 Plants per 200 SF of Area)
Quantity
Type
Root
Common Name
Scientific Name
Planting Size Notes
364
Herbaceous
Container
Quill Sedge
Cerex Tenera
4" Pot 24"-36" OC
364
Herbaceous
Container
Virginia Sweetspire
Itea Virginica
4" Pot 24"-36" OC
364
Herbaceous
Container
Joe Pye Weed
Eupat' Fistulosus
4" Pot 24"-36" OC

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Project: Raeford Commons
Calculated By: Colie Crosby
Wet Pond DesignSCM
Pollutant
Project No.: 47049
Date: 9/21/2021
2
Total Suspended Solids (TSS)
85%
Nitrogen
30%
Phosphorus
40%
Post -Development Drainage Area
Basin Characteristics
Estimated Impervious
Area to Pond
Lots
Description
Acres
Description
Qty (# of Lots)
Imp / Lot (SF)
Total Imp Area
Impervious Lots
12.66
Single Family
134.5
4100
12.66
Impervious RNV
7.11
0.00
Managed Pervious
28.89
0.00
Impervious Other
0.00
0.00
0.00
0.00
Subtotal
136
-
12.66
Streets and SW
Description
Length (LF)
Imp (SF) / LF
Total Imp Area
50' ROW
7746
40
7.11
0.00
0.00
0.00
0.00
0.00
Subtotal
7.11
Other
Parking Lot
0.00
Total to Pond (AC)
48.66
0.00
Pond Basin C
0.59
Grand Total Impervious Area (AC):
19.77
Surface
Drainage Area to SCM
Impervious Area
Offsite Impervious Area
Area to
Acres
0.00
Drainage Area Ratio for Permanent Pool Sizing
Required Surface Area of Permanent Pool
Onsite Impervious Area
19.77
Average Depth (ft) =
4.0
Total Impervious Area
19.77
SA/DA Ratio =
1.27
Required SA (ft2) =
26,919
ainage Area To SCM
EPeent
48.66
SA as Shown (ft2) =
44,563
Impervious Area
41 %
SAIDA Ratio from latest NCDENR BMP Manual

SA DA Pond Volumes
Elevation Main Forebay
(ft) Area (sf) Area (sf)
and Areas (Below
Depth
(ft)
Permanent / Normal Pool)
Main Forebay
Inc. Vol (cf) Inc. Vol (cf)
Total
Vol (cf)
252.0
Bottom of Sediment Storage
253.0
28,867
0
0.0
Top of Sediment Storage
254.0
31,949
4,525
1.0
30,408
2,263
32,671
255.0
35,059
5,577
2.0
33,504
5,051
71,226
256.0
38,198
6,674
3.0
36,629
6,126
113,980
257.0
41,366
7,817
4.0
39,782
7,246
161,007
258.0
44,563
9,006
5.0
42,965
8,412
212,383
Total
5.0
183,287
29,096
212,383
Verify the ForebayVolume Is Approximately
(16% - •
16%
Elevation
(ft)
Water Quality
Main
Area (sf)
and Quantity
Forebay
Area (sf)
VolumesA••ve Permanent / Normal
Depth Inc Total
(ft) Vol (cf)
Pool)
FAccum' Total
Vol (cf)
258.0
44,563
9,006
0.00
Permanent Pool
Elevation
Notes
259.0
54,957
-
1.00
49,760
49,760
259.4
59,230
-
1.41
23,669
73,429
WQE / TPE
260.0
65,264
-
2.00
36,442
109,871
261.0
70,515
-
3.00
67,890
177,761
262.0
75,821
4.00
73,168
250,929
263.0
81,181
5.00
78,501
329,430
264.0
86,596
-
6.00
83,889
413,319
265.0
92066
-
7.00
89,331
502,650
davg = [Vperm pool -
AverageVerify the • of '••
[0.5 X Depth max over shelf X Perimeter perm pool X Width submerged part of shelf] / Abottom of shelf
Vperm =
183,287 C.F. (Main Pond)
Abottom shelf =
44,563 S.F. (Main Pond)
Depth of Water over shelf=
0.00 FT
Perimeter perm pool=
1,701 L.F. (Main Pond)
Width submerged part of shelf =
0.0 FT
Davg =
4.11 FT
Depth for SA/DA= 4.00 FT (Round Day down to nearest 0.5 ft)
1.0"Quality Runoff• •
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Where:
Rv = Runoff Coefficient, in/in
I = Percent Impervious
1= 40.6%
Rv = 0.05 + 0.009(1)
Rv = 0.416
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
Design Rainfall =
1.0 inch
Drainage Area =
48.66 acres
Storage Required =
73,429 cu. ft.
Depth
Volume• • For
PPE SA (SF)
1" Runoff Above Permanent Pool•
Top Temp Pool SA (SF)
• •
Volume (CF)
Elevation
1.41
44,563
59,230
73,429
259.41

Size Water Quality •
Q .. = CdA 2 h
Day Drawdown
(Orifice Equation; Cd=0.60)
4.00
Orifice Diameter (inches)
1.25
Driving Head to Centroid of Orifice (ft)
0.27
Q1.0" Drawdown Rate (cfs)
73,429
Water Quality Volume (VW )
VW /(Q1" x 86,400)
Drawdown Time (days)
3.1
Pond
Pond Type
Drawdown Time da s 2 - 5 da s
Riser Data & Elevations
Wet Pond
TSS Removal
85%
Top of Pond / Berm
265.00 ft
Secondary Spillway Width
60.00 ft
Bottom of Secondary Spillway
263.50 ft
Top of Riser
262.00 ft (at least 1' Above TPE)
Riser Type / Size
5x5 ft
Top of Water Quality / Temp Pool Elev
259.41 ft (1" Runoff)
Top of Veg. Shelf
259.00 ft
Permanent Pool Elevation (Normal Pool)
258.00 ft
Water Quality Orifice Elevation & Size
258.00 ft 4.00 in
Secondary Orifice Elevation & Size (Rise & Span)
260.00 ft (3) TOTAL 8.00 inch 12.00 inch
Bottom of Veg. Shelf
258.00 ft ^ Rise ^ Span
Top of Sediment Storage / Pond Bottom
253.00 ft
Bottom of Sediment Storage
252.00 ft (Min 1 ft)
Invert Out of Riser
258.00 ft
Outlet Pipe Size
36.00 in Diameter RCP
Outlet Pipe Length & Slope
99.46 ft 0.50 %
Downstream Outlet Elevation
257.50 ft
1 Yr Water Surface Elev / Peak Flow (CFS)
259.59 ft 7.52 CFS
2 Yr Water Surface Elev Peak Flow (CFS)
NA ft 0.00 CFS
10 Yr Water Surface Elev Peak Flow (CFS)
262.17 ft 19.79 CFS
25 Yr Water Surface Elev Peak Flow (CFS)
262.89 ft 53.77 CFS
100 Yr Water Surface Elev Peak Flow CFS 263.98 ft 137.19 CFS
Pond Detail
Top of Riser: 262.00 4 in WQ Orifice Elev
Top of WQ Pool: 259.41 258.00 10' Berm 265.00
100 Yr 263.98
Spillway 263.50
25 Yr 262.89
10 Yr 262.17
2 Yr NA
Pond Bottom 1 Yr 259.59
253.00
See Plan for
accurate outlet design
IF 11F Inv Out:
257.50
Perm Pool Sediment Bottom Invert Out: 258.00 99.46 LF of 36" RCP @
258.00 252.00 Base: 252.00 0.50%

Riser Dimensions
Anti-Bouyancy
Calculationsfor the Riser Structure
Weight of Structure
Displaced Volume
Outside Width
5.00 ft
Walls =
13,500 LBS
V = LxWx(HT) = C.F.
Inside Width
4.00 ft
Base =
3,675 LBS
Outside Length
5.00 ft
FILL =
13,200 Ibs
Displaced Water =
Inside Length
4.00 ft
C.F. * 62.4 PCF = LBS
Height
10.00 ft
Outlet Pipe =
530 LBS
Base Thick' (ft)
0.50 ft
WQ Orifice =
7 LBS
Add 15% Factor of Safety
Wall Thick' (ft)
0.50 ft
Ext Base (ft)
1.00 ft
Weir #1 =
50 LBS
V = 263 C.F.
Areas removed from Riser
Weir #2 =
0 LBS
Disp. Water = 16,380 LBS
Outlet Pipe
7.07 ft
Weir #3 =
0 LBS
15% F.S. = 2,457 LBS
WQ Orifice
0.09 ft
Weir #4 =
0 LBS
Orifice #1
0.67 ft
Other #1 =
0 LBS
Safety Factor 1.58
Orifice #2
0.00 ft
Orifice #3
0.00 ft
Weight =
29,789 LBS
Weight = 18,837 LBS
Orifice #4
Other
0.00 ft
0.00 ft
Dam / Berm
Precast Concrete Riser Structure to be 4 ft x 4 ft x 10 ft Tall, With a 0.6 ft Thick Precast Extended
Base
Planting Summary Requirements
Non -Clumping Turf Grass
6' Shelf Length
1634
Area of Shelf =
9804 SF
(50 Plants per 200 SF of Area)
Quantity
Type
Root
Common Name
Scientific Name
Planting Size Notes
817
Herbaceous
Container
Quill Sedge
Cerex Tenera
4" Pot 24"-36" OC
817
Herbaceous
Container
Virginia Sweetspire
Itea Virginica
4" Pot 24"-36" OC
817
Herbaceous
Container
Joe Pye Weed
Eupat' Fistulosus
4" Pot 24"-36" OC

Rainfall Data
NOAA Rainfall Precipitation Depth Estimate
NOAA Rainfall Precipitation Intensity Estimate
TIMMONS GROUP
RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
31 www.timmons.com

5/13/2021
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*
Latitude: 34.978*, Longitude:-79.25°
Elevation: 270.81 ft**
'source: ESRI Maps "k0
"source: USGS ""
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
5.23
(4.76-5.77)
6.17
(5.63-6.82)
7.20
(6.56-7.94)
7.98
(7.25-8.78)
8.90
(8.05-9.78)
9.58
(8.64-10.5)
10.2
(9.17-11.2)
10.8
(9.66-11.9)
11.6
(10.2-12.7)
12.2
(10.7-13.3)
4.18
4.94
5.77
6.38
7.09
7.63
8.12
8.57
9.16
9.57
10-min
(3.80-4.61)
(4.50-5.45)
(5.25-6.36)
(5.79-7.02)
(6.41-7.79)
(6.88-8.36)
1 (7.28-8.90)
1 (7.66-9.40)
1 (8.10-10.0)
1 (8.41-10.5)
15-min
3.137 3884
3.7 4.56
4.43 5636
4.88 5892
5.42 6058
5.81--74.06
6. 4-67450
6.44-72.90
6. 0 8842
7.04 8178
2.39
2.86
3.45
3.904.85
5.24
5.62
6.11
6.48
30-min
(2.17-2.63) 11
(2.61-3.15)
(3.15-3.81)
(3.54-4.29)
(4.01-4.88)
(4.37-5.32)
(4.70-5.74)
(5.02-6.15)
(5.41-6.70)
(5.70-7.11)
419
60-min
6
1
8
7
(1.3664)
(1.64 1998)
(2.02 2144)
(2. 0- 79)
(2.67 325)
(2. 6-3.60)
(3.24 395)
(3.52 4432)
(3.88 481)
(4. 6 5.19)
0.867
1.05
1.32
1.53
1.81
2.03
2.26
2.49
2.80
3.05
2-hr
(0.784-0.969)
(0.951-1.17) 1
1 (1.62-2.01)
(1.81-2.26)
1 (2.00-2.51)
(2.19-2.76)
(2.45-3.11)
(2.65-3.39)
0.611
0.741
0.935
1.09
1.31
1.48
1.67
1.86
2.13
2.35
3-hr
(0.553-0.685)
(0.670-0.830)
(0.844-1.05)
(0.982-1.22)
(1.17-1.46)
1 (1.32-1.65)
1 (1.47-1.85)
1 (1.63-2.07)
(1.84-2.37)
(2.01-2.61)
0.365
0.443
0.559
0.653
0.785
0.893
1.01
1.13
1.30
1.44
6-hr
(0.331-0.407)
(0.402-0.492)
(0.507-0.620)
(0.590-0.724)
(0.703-0.868)
(0.795-0.986)
(0.890-1.11)
(0.987-1.24)
1 (1.12-1.43)
1 (1.23-1.58)
0.214
0.259
0.329
0.387
0.468
0.535
0.607
0.684
0.796
0.887
12-hr
(0.194-0.238)
(0.234-0.289)
(0.297-0.366)
(0.348-0.430)
(0.417-0.518)
(0.474-0.591)
(0.532-0.670)
(0.594-0.754)
(0.680-0.876)
(0.748-0.976)
0.127
0.153
0.194
0.227
0.272
0.308
0.345
0.384
0.437
0.479
24-hr
(0.118-0.137)
(0.142-0.166)
(0.180-0.210)
(0.210-0.245)
(0.250-0.293)
(0.282-0.332)
(0.316-0.372)
(0.350-0.414)
(0.396-0.471)
(0.433-0.517)
0.074
0.089
0.112
0.130
0.155
0.175
0.195
0.217
0.246
0.269
2-day
(0.069-0.079)
(0.083-0.096)
(0.104-0.120)
(0.120-0.139)
(0.143-0.166)
(0.161-0.188)
(0.179-0.210)
(0.198-0.233)
(0.224-0.265)
(0.244-0.290)
0.052
0.063
0.078
0.091
0.108
0.122
0.136
0.150
0.170
0.186
3-day
(0.049-0.056)
(0.059-0.067)
(0.073-0.084)
(0.085-0.097)
(0.100-0.116)
(0.112-0.130)
(0.125-0.145)
(0.138-0.161)
(0.156-0.183)
(0.169-0.200)
0.041
0.050
0.062
0.071
0.085
0.095
0.106
0.117
0.133
0.145
4-day
(0.039-0.044)
(0.047-0.053)
(0.058-0.066)
(0.067-0.076)
(0.079-0.090)
(0.088-0.101)
(0.098-0.113)
(0.108-0.125)
(0.122-0.142)
(0.132-0.155)
0.027
0.033
0.040
0.046
0.054
0.061
0.068
0.074
0.084
0.091
7-day
(0.026-0.029)
(0.031-0.035)
(0.038-0.043)
(0.043-0.049)
(0.051-0.058)
(0.056-0.065)
(0.063-0.072)
(0.069-0.080)
(0.077-0.090)
(0.083-0.098)
0.022
0.026
0.032
0.036
0.042
0.046
0.051
0.056
0.062
0.067
10-day
(0.021-0.023)
(0.025-0.028)
(0.030-0.034)
(0.034-0.038)
(0.039-0.044)
(0.043-0.049)
(0.048-0.054)
(0.052-0.059)
(0.057-0.066)
(0.062-0.071)
0.015
0.018
0.021
0.023
0.027
0.030
0.033
0.035
0.039
0.042
20-day
(0.014-0.016)
(0.017-0.019)
(0.020-0.022)
(0.022-0.025)
(0.025-0.029)
(0.028-0.032)
(0.030-0.034)
(0.033-0.037)
(0.036-0.042)
(0.039-0.045)
2
30-day
0.01 013
0.014- 015
0.016-0 018
0.018-0 020
0.020-0.023
0.02 -0 025
0.024-0 027
0.025-0 029
0.028-0 031
0.029-0.033
0.010
0.012
0.014
0.015
0.017
0.019
0.020
0.021
0.023
0.024
45-day
(0.010-0.011)
(0.012-0.013)
(0.013-0.015)
(0.015-0.016)
(0.016-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.022)
(0.022-0.024)
(0.023-0.026)
0.009
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.020
0.021
60-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.019-0.021)
(0.019-0.022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9780&Ion=-79.250O&data=intensity&units=english&series=pds 1 /4

5/13/2021
Precipitation Frequency Data Server
I016NSI61*1
° 0.100
•L
49
CL
a 0.010
PD5-based intensity -duration -frequency (IDF) curves
Latitude- 34.9780 Longitude- -79.2500'
0.001
N A tb �y �{
LA O L' A O rl C'V f1�1 q rx O O O Ln O
H rn �n � N rn ITLc
Duration
100.000
10.000
L
k
41
c
1.000
G�
° 0.100
L
49
a 0.010
0.0011 i i i i i i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMTY Thu May 13 16:47-39 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— "in —
2-day
— 10-min —
3-day
15-min —
"ay
— 30-min —
7-day
— 60-min —
10-day
— 2-fir —
20-day
— 3-hr —
30-day
— "r —
45-day
— 12-hr —
50-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9780&Ion=-79.250O&data=intensity&units=english&series=pds 2/4

5/13/2021 Precipitation Frequency Data Server
y A10N
r h
Raeford
!
Urn
2mi
Large scale terrain
Winston-Salem Q r
■ . Durham
Greensboro • Rocky iVi0Un1
Raleigh
■
NORTH CAROL INA Gree
Charlotte Fayettville ■
Jacks,
1 T H C A R O L I N A Wilmington + 3 fa
—
100km
Omi
._
Large scale map
Y}iFis#on�lem Greensboro �
4 Durham Rocky Mount
v
Raleigh
N orttl Green
Carolina
art otte
' Fayetteville
-- I Jacks(
Wilm
100km
Omi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9780&Ion=-79.250O&data=intensity&units=english&series=pds 3/4

5/13/2021
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9780&Ion=-79.250O&data=intensity&units=english&series=pds 4/4

5/24/2021
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, USA*
Latitude: 34.98070, Longitude:-79.25240
Elevation: 274.18 ft**
'source: ESRI Maps "k0
"source: USGS ""
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
����������
2
5
10
25
50
100
200
500
1000
0.436
0.514
0.600
0.665
0.742
0.798
0.852
0.902
0.964
1.01
5-min
(0.397-0.481)
(0.469-0.568)
(0.547-0.662)
(0.604-0.732)
(0.671-0.815)
(0.720-0.875)
(0.764-0.933)
(0.805-0.988)
(0.853-1.06)
(0.890-1.11)
0.696
0.823
0.961
1.06
1.18
1.27
1.35
1.43
1.53
1.60
10-min
(0.634-0.768)
(0.750-0.908)
(0.875-1.06)
(0.965-1.17)
1 (1.07-1.30)
1 (1.15-1.39)
1 (1.21-1.48)
1 (1.28-1.57)
(1.35-1.67)
(1.40-1.75)
15-min
0.793-0960
0.943-1.14
1.11-21?34
1.223148
1.36-r1065
1.45-6176
1.531187
1.61-61098
1. 02?11
1. 60.20
1.19
1.43
1.73
1.95
2.22
2.42
2.62
2.81
3.06
3.24
30-min
(1 .09-1.32)
(1.30-1.58)
(1.57-1.91)
(1.77-2.14)
(2.01-2.44)
(2.19-2.66)
(2.35-2.87)
(2.51-3.08)
(2.70-3.35)
(2.85-3.56)
1.49
1.79
2.21
2.54
2.96
3.28
3.61
3.94
4.38
4.73
60-min
(1.36-1.64)
(1.64-1.98)
(2.02-2.44)
(2.30-2.79)
(2.67-3.25)
(2.96-3.60)
(3.24-3.95)
(3.52-4.32)
(3.88-4.81)
1.73
2.10
2.64
3.06
3.62
4.06
4.52
4.98
5.61
6.11
2-hr
(1 .57-1.94)
(1.90-2.35)
(2.39-2.95)
(2.76-3.41)
(3.24-4.03)
(3.63-4.52)
(4.01-5.02)
(4.39-5.53)
(4.90-6.22)
(5.29-6.78 )
1.84
2.23
2.81
3.28
3.92
4.45
5.00
5.58
6.40
7.06
3-hr
(1 .66-2.06)
(2.01-2.49)
(2.54-3.14)
(2.95-3.66)
(3.51-4.37)
(3.96-4.96)
(4.41-5.56)
(4.89-6.20)
(5.54-7.11)
(6.04-7.84)
6-hr
(1.98 2944)
(2. 0 2595)
(3.03 3572)
(3.53 4134)
(4.2175.20)
(4. 6 5590)
(5.33 6365)
(5.917 43)
(6. 2 8855)
(7.35 9146)
2.58
3.12
3.96
4.66
5.64
6.45
7.32
8.24
9.59
10.7
12-hr
(2 .33-2.87)
(2.82-3.48)
(3.58-4.41)
(4.19-5.18)
(5.03-6.24)
(5.71-7.13)
(6.41-8.07)
(7.16-9.09)
(8.19-10.6)
(9.01-11.8)
3.04
3.68
4.67
5.45
6.52
7.39
8.28
9.21
10.5
24-hr
(2 .82-3.29)
(3.42-3.98)
(4.32-5.04)
(5.03-5.88)
(6.00-7.04)
(6.78-7.97)
(7.57-8.93)
(8.40-9.93)
(9.51-11.3)
10.4-12.4
3.53
4.26
5.36
6.23
7.43
8.38
9.37
10.4
11.8
12.9
2-day
(3.29-3.80)
1 (3.97-4.59)
(4.98-5.77)
1 (5.78-6.70)
1 (6.86-7.98)
1 (7.73-9.01)
1 (8.61-10.1)
1 (9.51-11.2)
(10.7-12.7)
3.75
4.52
5.65
6.54
7.78
8.76
9.78
10.8
12.3
3-day
(3.51-4.02)
(4.22-4.84)
(5.26-6.05)
(6.09-7.00)
(7.21-8.32)
(8.10-9.38)
(9.01-10.5)
(9.94-11.6)
( 11.2-13.2)
12.2-14.4
3.97
4.78
5.94
6.86
8.13
9.14
10.2
11.3
12.7
13.9
4-day
(3.72-4.24)
(4.47-5.10)
(5.55-6.33)
(6.40-7.31)
(7.56-8.66)
(8.47-9.74)
(9.41-10.9)
(10.4-12.0)
( 11.7-13.6)
( 12.7-14.9)
4.61
5.51
6.77
7.77
9.14
10.2
11.4
12.5
14.1
15.3
7-day
(4.31-4.92)
1 (5.16-5.89)
1 (6.33-7.24)
(7.25-8.30)
(8.50-9.76)
1 (9.49-10.9)
1 (10.5-12.1)
1 (11.5-13.4)
(12.9-15.1)
5.28
6.30
7.62
8.65
10.0
11.1
12.2
13.4
14.9
16.1
10iiay
(4 .97-5.61)
1 (5.93-6.70)
1 (7.17-8.09)
1 (8.13-9.18)
1 (9.41-10.7)
1 (10.4-11.8)
1 (11.4-13.0)
1 (12.4-14.2)
(13.8-15.9)
7.11
8.42
10.0
11.3
13.0
14.3
15.6
17.0
18.8
20.2
20iiay
(6.72-7.54)
1 (7.96-8.93)
1 (9.45-10.6)
1 (12.2-13.7)
1 (13.4-15.1)
1 (14.6-16.6)
1 (15.8-18.0)
(17.4-20.0)
(18.7-21.5)
3oiiay
g 37 9334
9.87---141.0
1115- 2.9
12.8- 4.3
1415- 6.2
15 7--17.7
17.0- 9.2
18 29 0.6
19?9- 2.6
2121�24.1
11.2
13.1
15.1
16.6
18.6
20.0
21.5
22.9
24.8
26.2
45iiay
(10 6-11.8)
1 (12.4-13.8)
1 (14.3-15.9)
1 (15.7-17.5)
1 (17.5-19.6)
1 (18.9-21.2)
1 (20.2-22.7)
1 (21.5-24.2)
(23.2-26.3)
13.4
15.7
17.9
19.5
21.7
23.3
24.8
26.4
28.3
29.8
60iiay
(12 7-14.1)
(14.9-16.5)
(17.0-18.8)
(18.5-20.5)
(20.5-22.8)
(22.0-24.5)
(23.5-26.1)
(24.9-27.8)
(26.6-29.9)
(28.0-31.5)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9807&Ion=-79.2524&data=depth&units=english&series=pds 1 /4

5/24/2021 Precipitation Frequency Data Server
M'.ill
25
C
t 20
a-1
a
Ul
U
0 15
49
,a
�-j 10
a
i
30
25
c
s 20
Li
a 15
49
a
10
CL
PDS-based depth -duration -frequency (DDF) curves
Latitude_ 34.9907D, Longitude--79.2524D
................ ..............
•
N A lb�{
Lis O Lil O O L-I rV A q O O O Ln O
L� ri rn Lp rl N rn ITLG
Duration
..................
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon May 24 19.29:15 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 10
— 25
50
100
200
500
1000
Duration
— "in —
2-day
— 10-min —
3-day
15-min —
"ay
— 30--min —
7-day
— 60-min —
10-day
— 2-fir —
20-day
— 3-hr —
30-day
— "r —
45-day
— 12-hr —
50-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9807&Ion=-79.2524&data=depth&units=english&series=pds 2/4

5/24/2021
Precipitation Frequency Data Server
Large scale terrain
Winston-Salem Q
■ , Durham
Rocky
Greensboro • iVi0Un1
Raleigh
NORTH CAROL INA Gree
Charlotte Fayettville
Jacks,
1 T H C A R O L I N A Wilmington + 3 fa
—
100km
Omi
._
Large scale map
Y}iFis#on�lem Greensboro �
4 Durham Rocky Mount
v
Raleigh
N orttl Green
Carolina
art otte
' Fayetteville
-- I Jacks(
Wilm
100km
Omi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9807&Ion=-79.2524&data=depth&units=english&series=pds 3/4

5/24/2021
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9807&Ion=-79.2524&data=depth&units=english&series=pds 4/4

Storm Analysis 100 Series
Storm Sewer Summary Report
Velocity Report
Inlet Report
Hydraulic Grade Line Computation
TIMMONS GROUP
RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
41 www.timmons.com

STORM PIPE DESIGN
INLETTYPE
STRUCTURE
A
TC
ILo
C
Ci ((ILEA
QLo (T-)
QCAPATM
PIPELENGTH
PIPESIZE
MATERIAL
PIPESLOPE
UPPERINV
LOWER INV
RIM ELEV UP
RIM ELEV DOWN
HGLUP
HGLDOWN
FROM
TO
(AC)
(MIN)
(IN/HR)
(CFS)
(CFS)
(CFS)
(FT)
(I N)
m
(FT)
(FT)
(FT)
(FT)
(FT)
(FT)
COMB
CB 101
OUT
0.53
12.5
5.51
0.60
2.35
41.02
67.46
73
42
RCP
0.45
261.83
261.50
271.88
265.38
265.10
265.00
COMB
CB 102
CB 101
0.26
11.3
5.75
0.60
1.15
31.22
63.30
240
42
RCP
0.40
262.78
261.83
274.28
271.88
265.69
265.51
COMB
CB 103
CB 102
0.25
10.3
5.94
0.60
1.11
28.99
42.33
221
36
RCP
0.40
264.17
263.28
274.52
274.28
266.30
266.00
COMB
CB 104
CB 103
0.35
9.7
6.08
0.60
1.55
28.79
42.01
161
36
RCP
0.40
264.81
264.17
272.38
274.52
266.78
266.53
COMB
CB 105
CB 104
0.24
9.2
6.18
0.60
1.06
19.88
42.07
73
36
RCP
0.40
265.10
264.81
271.58
272.38
267.61
267.58
COMB
CB 106
CB 105
0.31
8.7
6.31
0.60
1.37
18.39
26.59
119
30
RCP
0.42
266.10
265.60
271.78
271.58
268.01
267.84
COMB
CB 107
CB 106
0.42
8.2
6.44
0.60
1.86
12.87
17.12
131
24
RCP
0.57
267.75
267.00
273.10
271.78
269.04
268.50
COMB
CB 108
CB 107
0.56
7.2
6.69
0.60
2.48
9.84
16.80
181
24
RCP
0.55
268.75
267.75
275.04
273.10
269.87
269.04
COMB
CB 109
CB 108
0.02
7.0
6.75
0.60
0.09
7.66
15.99
30
24
RCP
0.50
268.90
268.75
275.05
275.04
269.88
269.87
COMB
CB 110
CB 109
0.08
6.6
6.87
0.60
0.35
7.71
14.72
59
24
RCP
0.42
269.15
268.90
275.04
275.05
270.18
269.93
COMB
CB 111
CB 110
0.14
6.5
6.90
0.60
0.62
7.41
7.42
30
18
RCP
0.50
269.80
269.65
275.00
275.04
271.03
270.88
COMB
CB 115
CB 111
0.01
5.5
7.22
0.60
0.04
1.82
13.22
62
15
RCP
4.19
272.67
270.05
276.74
275.00
273.21
271.64
GRATE
DI 116
CB 115
0.41
5.0
7.38
0.60
1.81
1.81
6.46
40
15
RCP
1.00
273.07
272.67
276.52
276.74
273.61
273.21
COMB
CB 112
CB 111
0.32
6.2
6.97
0.60
1.42
5.15
6.30
58
15
RCP
0.95
270.60
270.05
276.25
275.00
272.01
271.64
COMB
CB 113
CB 112
0.12
5.7
7.14
0.60
0.53
3.90
4.27
103
15
RCP
0.44
271.05
270.60
277.31
276.25
272.66
272.29
GRATE
DI 114
CB 113
0.79
5.0
7.38
0.60
3.50
3.50
7.69
121
15
RCP
1.42
272.76
271.05
279.18
277.31
273.51
272.83
COMB
CB 117
CB 107
0.46
5.0
7.38
0.60
2.04
2.04
4.57
30
15
RCP
0.50
268.65
268.50
273.10
273.10
269.23
269.08
COMB
CB 123
CB 102
0.65
5.0
7.38
0.60
2.88
2.88
4.57
30
15
RCP
0.50
267.75
267.60
274.28
274.28
268.47
268.32
COMB
CB 118
CB 106
0.41
5.8
7.11
0.60
1.81
5.21
4.57
30
15
RCP
0.50
267.50
267.35
271.78
271.78
268.75
268.60
GRATE
DI 119
CB 118
0.81
5.0
7.38
0.60
3.58
3.58
7.67
139
15
RCP
1.41
269.47
267.50
274.02
271.78
270.23
268.89
COMB
CB 124
CB 101
0.55
5.9
7.07
0.60
2.43
11.97
15.99
30
24
RCP
0.50
263.60
263.45
271.88
271.88
265.59
265.51
GRATE
DI 125
CB 124
0.42
5.2
7.31
0.60
1.86
9.95
32.86
135
24
RCP
2.11
266.45
263.60
271.70
271.88
267.58
265.70
GRATE
D1126
D1125
1.85
5.0
7.38
0.60
8.19
8.19
9.69
80
15
RCP
2.25
269.00
267.20
272.50
271.70
270.12
268.08
COMB
CB 120
CB 105
0.26
5.0
7.38
0.60
1.15
1.15
4.57
30
15
RCP
0.50
267.00
266.85
271.58
271.58
267.85
267.84
COMB
CB 121
CB 104
0.56
5.7
7.14
0.60
2.48
9.34
7.17
30
18
RCP
0.47
266.45
266.31
272.38
272.38
268.05
267.81
GRATE
DI 122
CB 121
1.62
5.0
7.38
0.60
7.17
7.17
10.24
171
18
RCP
0.95
268.08
266.45
274.33
272.38
269.12
268.26
COMB
CB 151
#N/A
0.25
14.0
5.27
0.60
1.11
35.17
69.97
54
42
RCP
0.48
261.26
261.00
268.91
264.88
264.55
264.50
COMB
CB 152A
CB 151
0.38
13.9
5.29
0.60
1.68
34.51
63.63
30
42
RCP
0.40
261.38
261.26
268.91
268.91
264.68
264.66
COMB
CB 153
CB 152A
0.03
13.3
5.38
0.60
0.13
15.66
63.72
60
42
RCP
0.40
261.62
261.38
269.39
268.91
265.17
265.15
COMB
CB 154
CB 153
0.31
12.7
5.48
0.60
1.37
15.86
63.46
63
42
RCP
0.40
261.87
261.62
268.99
269.39
265.23
265.21
COMB
CB 155
CB 154
0.54
11.4
5.72
0.60
2.39
14.11
47.18
164
36
RCP
0.50
263.19
262.37
270.68
268.99
264.39
265.29
COMB
CB 156
CB 155
0.33
9.7
6.08
0.60
1.46
10.65
26.01
234
30
RCP
0.40
264.63
263.69
273.12
270.68
265.75
264.80
COMB
CB 157
CB 156
0.03
8.6
6.34
0.60
0.13
9.86
25.86
141
30
RCP
0.40
265.19
264.63
274.61
273.12
266.24
265.94
COMB
CB 158
CB 157
0.18
8.2
6.42
0.60
0.80
9.86
15.17
60
24
RCP
0.45
265.96
265.69
274.09
274.61
267.14
266.87
COMB
CB 159
CB 158
0.07
8.1
6.46
0.60
0.31
9.23
15.45
30
24
RCP
0.47
266.10
265.96
274.10
274.09
267.60
267.57
COMB
CB 160
CB 159
0.02
7.7
6.55
0.60
0.09
8.53
15.16
60
24
RCP
0.45
266.37
266.10
274.61
274.10
267.96
267.91
COMB
CB 161
CB 160
0.37
7.0
6.76
0.60
1.64
8.72
14.77
131
24
RCP
0.43
266.93
266.37
273.32
274.61
268.28
268.13
COMB
CB 162A
CB 161
0.39
6.5
6.90
0.60
1.73
7.37
15.19
71
24
RCP
0.45
267.25
266.93
272.90
273.32
268.44
268.39
COMB
CB 162B
CB 162A
0.38
5.9
7.08
0.60
1.68
2.80
1.89
81
15
RCP
0.09
268.07
268.00
273.59
272.90
269.40
269.25
COMB
CB 163B
CB 162B
0.28
5.0
7.38
0.60
1.24
1.24
1.75
54
15
RCP
0.07
268.16
268.12
273.98
273.59
269.52
269.50
COMB
CB 163A
CB 162A
0.73
5.0
7.38
0.60
3.23
3.23
6.64
30
18
RCP
0.40
267.87
267.75
272.87
272.90
268.80
268.77
COMB
CB 164
CB 159
0.14
5.0
7.38
0.60
0.62
0.62
13.99
69
15
RCP
4.69
270.09
266.85
274.52
274.10
270.40
267.91
COMB
CB 165
CB 155
0.65
5.0
7.38
0.60
2.88
2.88
11.18
30
18
RCP
1.13
265.03
264.69
270.66
270.68
265.67
265.21
COMB
CB 166
CB 154
0.40
5.0
7.38
0.60
1.77
1.77
8.83
30
18
RCP
0.71
264.08
263.87
268.92
268.99
264.58
265.29
COMB
CB 152B
CB 152A
0.45
5.0
7.38
0.60
1.99
1.99
9.13
5
15
RCP
2.00
263.73
263.63
268.90
268.91
265.16
265.15
GRATE
DI 167
CB 152A
0.24
5.4
7.24
0.60
1.06
22.60
43.32
133
36
RCP
0.42
262.44
261.88
268.84
268.91
265.29
265.15
GRATE
D1168
D1167
4.96
5.0
7.38
0.60
21.95
21.95
47.24
72
36
RCP
0.50
262.90
262.54
270.58
268.84
264.41
265.54

GUTTER SPREAD CALCULATIONS
BASIN
BYPASS
DRAINAGE
Q
Q
LONG.
GUTTER
BASIN ID
Tc
I
C
Q (INLET)
Q (BYPASSED)
TYPE
STRUCTURE
AREA
(BYPASS)
(CAPTURED)
SLOPE
SPREAD
(AC)
(MIN)
(IN/HR)
(CFS)
(CFS)
(CFS)
(CFS)
(FT/FT)
(FT)
CB 101
COMB
NONE
0.53
5
4.00
0.60
1.27
NONE
0.99
0.28
0.01
6.59
CB 102
COMB
NONE
0.26
5
4.00
0.60
0.62
NONE
0.56
0.06
0.01
4.64
CB 103
COMB
NONE
0.25
5
4.00
0.60
0.60
NONE
0.55
0.05
0.01
4.54
CB 104
COMB
NONE
0.35
5
4.00
0.60
0.84
NONE
0.73
0.11
0.01
5.16
CB 105
COMB
NONE
0.24
5
4.00
0.60
0.58
NONE
0.58
NONE
SAG
1.76
CB 106
COMB
NONE
0.31
5
4.00
0.60
0.74
NONE
0.74
NONE
SAG
2.00
CB 107
COMB
NONE
0.42
5
4.00
0.60
1.01
NONE
0.83
0.18
0.01
5.91
CB 108
COMB
NONE
0.56
5
4.00
0.60
1.34
NONE
1.03
0.31
0.01
6.75
CB 109
COMB
NONE
0.02
5
4.00
0.60
0.05
NONE
0.05
NONE
0.01
1.21
CB 110
COMB
NONE
0.08
5
4.00
0.60
0.19
NONE
0.19
NONE
SAG
0.96
CB 111
COMB
NONE
0.14
5
4.00
0.60
0.34
NONE
0.34
NONE
SAG
1.32
CB 115
COMB
NONE
0.01
5
4.00
0.60
0.02
NONE
0.02
NONE
0.03
0.78
CB 112
COMB
NONE
0.32
5
4.00
0.60
0.77
NONE
0.67
0.10
0.01
5.17
CB 113
COMB
NONE
0.12
5
4.00
0.60
0.29
NONE
0.28
NONE
0.01
2.88
CB 117
COMB
NONE
0.46
5
4.00
0.60
1.10
NONE
0.89
0.22
0.01
6.17
CB 123
COMB
NONE
0.65
5
4.00
0.60
1.56
NONE
1.16
0.40
0.01
7.22
CB 118
COMB
NONE
0.41
5
4.00
0.60
0.98
NONE
0.98
NONE
SAG
2.00
CB 124
COMB
NONE
0.55
5
4.00
0.60
1.32
NONE
1.02
0.30
0.01
6.70
CB 120
COMB
NONE
0.26
5
4.00
0.60
0.62
NONE
0.62
NONE
SAG
1.84
CB 121
COMB
NONE
0.56
5
4.00
0.60
1.34
NONE
1.05
0.29
0.01
6.36
CB 151
COMB
NONE
0.25
5
4.00
0.60
0.60
NONE
0.60
NONE
SAG
1.80
CB 152A
COMB
NONE
0.38
5
4.00
0.60
0.91
NONE
0.91
NONE
SAG
2.00
CB 153
COMB
NONE
0.03
5
4.00
0.60
0.07
NONE
0.07
NONE
0.01
1.40
CB 154
COMB
NONE
0.31
5
4.00
0.60
0.74
NONE
0.74
NONE
SAG
2.00
CB 155
COMB
NONE
0.54
5
4.00
0.60
1.30
NONE
1.00
0.29
0.01
6.64
CB 156
COMB
NONE
0.33
5
4.00
0.60
0.79
NONE
0.68
0.11
0.01
5.25
CB 157
COMB
NONE
0.03
5
4.00
0.60
0.07
NONE
0.07
NONE
0.01
1.40
CB 158
COMB
NONE
0.18
5
4.00
0.60
0.43
NONE
0.43
NONE
SAG
1.51
CB 159
COMB
NONE
0.07
5
4.00
0.60
0.17
NONE
0.17
NONE
SAG
0.89
CB 160
COMB
NONE
0.02
5
4.00
0.60
0.05
NONE
0.05
NONE
0.01
1.21
CB 161
COMB
NONE
0.37
5
4.00
0.60
0.89
NONE
0.75
0.14
0.01
5.56
CB 162A
COMB
NONE
0.39
5
4.00
0.60
0.94
NONE
0.94
NONE
SAG
2.00
CB 162B
COMB
NONE
0.38
5
4.00
0.60
0.91
NONE
0.74
0.17
0.01
6.63
CB 163B
COMB
NONE
0.28
5
4.00
0.60
0.67
NONE
0.58
0.09
0.01
5.74
CB 163A
COMB
NONE
0.73
5
4.00
0.60
1.75
NONE
1.75
NONE
SAG
4.88
CB 164
COMB
NONE
0.14
5
4.00
0.60
0.34
NONE
0.32
0.01
0.01
3.77
CB 165
COMB
NONE
0.65
5
4.00
0.60
1.56
NONE
1.16
0.40
0.01
7.22
CB 166
COMB
NONE
0.40
5
4.00
0.60
0.96
NONE
0.96
NONE
SAG
2.00
CB 152B
COMB
NONE
0.45
5
4.00
0.60
1.08
NONE
0.85
0.23
0.01
7.15

PIPE VELOCITY CALCULATIONS
INLET TYPE
STRUCTURE
ATOTAL
Tc
Iz
%
I Vz
PIPE LENGTH
PIPE SIZE
MATERIAL
SLOPE
FROM
TO
(AC)
(MIN)
(IN/HR)
(CFS)
(FT/S)
(FT)
m
COMB
CB 101
OUT
12.40
14.7
3.93
29.27
3.10
73
42
RCP
0.45
COMB
CB 102
CB 101
9.05
13.1
4.15
22.55
4.15
240
42
RCP
0.40
COMB
CB 103
CB 102
8.14
11.9
4.33
21.14
5.99
221
36
RCP
0.40
COMB
CB 104
CB 103
7.89
11.0
4.47
21.14
5.46
161
36
RCP
0.40
COMB
CB 105
CB 104
5.36
10.5
4.56
14.67
2.65
73
36
RCP
0.40
COMB
CB 106
CB 105
4.86
9.8
4.68
13.65
4.33
119
30
RCP
0.42
COMB
CB 107
CB 106
3.33
9.1
4.81
9.61
5.49
131
24
RCP
0.57
COMB
CB 108
CB 107
2.45
7.8
5.06
7.44
4.55
181
24
RCP
0.55
COMB
CB 109
CB 108
1.89
7.6
5.12
5.80
4.20
30
24
RCP
0.50
COMB
CB 110
CB 109
1.87
7.0
5.23
5.87
4.42
59
24
RCP
0.42
COMB
CB 111
CB 110
1.79
6.9
5.27
5.66
4.62
30
18
RCP
0.50
COMB
CB 115
CB 111
0.42
5.6
5.60
1.41
2.25
62
15
RCP
4.19
GRATE
DI 116
CB 115
0.41
5.0
5.75
1.42
3.36
40
15
RCP
1.00
COMB
CB 112
CB 111
1.23
6.6
5.34
3.94
3.70
58
15
RCP
0.95
COMB
CB 113
CB 112
0.91
5.9
5.51
3.01
2.83
103
15
RCP
0.44
GRATE
DI 114
CB 113
0.79
5.0
5.75
2.73
3.28
121
15
RCP
1.42
COMB
CB 117
CB 107
0.46
5.0
5.75
1.59
3.39
30
15
RCP
0.50
COMB
CB 123
CB 102
0.65
5.0
5.75
2.24
3.70
30
15
RCP
0.50
COMB
CB 118
CB 106
1.22
6.0
5.48
4.01
4.20
30
15
RCP
0.50
GRATE
DI 119
CB 118
0.81
5.0
5.75
2.80
3.36
139
15
RCP
1.41
COMB
CB 124
CB 101
2.82
6.2
5.44
9.21
3.16
30
24
RCP
0.50
GRATE
DI 125
CB 124
2.27
5.3
5.68
7.74
3.81
135
24
RCP
2.11
GRATE
DI126
DI125
1.85
5.0
5.75
6.39
7.20
80
15
RCP
2.25
COMB
CB 120
CB 105
0.26
5.0
5.75
0.90
2.38
30
15
RCP
0.50
COMB
CB 121
CB 104
2.18
5.9
5.51
7.21
4.63
30
18
RCP
0.47
GRATE
DI 122
CB 121
1.62
5.0
5.75
5.59
4.12
171
18
RCP
0.95
COMB
CB 151
#N/A
11.13
16.6
3.72
24.81
2.62
54
42
RCP
0.48
COMB
CB 152A
CB 151
10.88
16.4
3.73
24.38
4.34
30
42
RCP
0.40
COMB
CB 153
CB 152A
4.85
15.7
3.82
11.11
3.81
60
42
RCP
0.40
COMB
CB 154
CB 153
4.82
14.9
3.91
11.31
4.89
63
42
RCP
0.40
COMB
CB 155
CB 154
4.11
13.2
4.13
10.19
5.10
164
36
RCP
0.50
COMB
CB 156
CB 155
2.92
11.0
4.47
7.82
4.63
234
30
RCP
0.40
COMB
CB 157
CB 156
2.59
9.6
4.72
7.33
4.06
141
30
RCP
0.40
COMB
CB 158
CB 157
2.56
9.2
4.79
7.36
4.79
60
24
RCP
0.45
COMB
CB 159
CB 158
2.38
9.0
4.83
6.90
3.21
30
24
RCP
0.47
COMB
CB 160
CB 159
2.17
8.5
4.92
6.41
2.80
60
24
RCP
0.45
COMB
CB 161
CB 160
2.15
7.5
5.13
6.62
3.48
131
24
RCP
0.43
COMB
CB 162A
CB 161
1.78
6.9
5.27
5.63
3.63
71
24
RCP
0.45
COMB
CB 162B
CB 162A
0.66
6.1
5.45
2.16
1.76
81
15
RCP
0.09
COMB
CB 163B
CB 162B
0.28
5.0
5.75
0.97
0.79
54
15
RCP
0.07
COMB
CB 163A
CB 162A
0.73
5.0
5.75
2.52
2.86
30
18
RCP
0.40
COMB
CB 164
CB 159
0.14
5.0
5.75
0.48
1.55
69
15
RCP
4.69
COMB
CB 165
CB 155
0.65
5.0
5.75
2.24
4.31
30
18
RCP
1.13
COMB
CB 166
CB 154
0.40
5.0
5.75
1.38
3.42
30
18
RCP
0.71
COMB
CB 152B
CB 152A
0.45
5.0
5.75
1.55
4.50
5
15
RCP
2.00
GRATE
DI 167
CB 152A
5.20
5.5
5.62
17.53
5.77
133
36
RCP
0.42
GRATE
DI168
DI167
4.96
5.0
5.75
17.12
5.92
72
36
RCP
0.50

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
287.00
�
CO C
.. ..
J QC J
..
J O.S
man
J QC
..
J QC
J QC
C
, Qc
C
O
P
CO
N
w
c
287.00
281.00
281.00
275.00
275.00
269.00 'EWA
269.00
NEON
MEMENNIMMIN
MEMINEEMEMIN
MEMENNIMMIN
MEMEMINE
IMEN
IMMEME
263.00
257.00
- 24" @ 0.55%
'263.00
257.00
pIFWMM
0
100 200 300 400 500 600 700 800
HGL EGL Reach (ft)
900
1000 1100
1200
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
290.00
O S
It Cn Cn
P- Imo-
p aD CD
r- C4 CD
0Cy NN
oWWW
to E > >
C 'R c S
rn
J Q S J Q S
000 ' �W)Cn
9 CA CA N O W
p W,C6 CC) O W,CA a;
r' CO (0 r' CO CO
M NCVN Oi NNN
O WWW O WWW
B E» m E»
0) Wcc CO Wcc
J Q S
' OO
O CD Cu:,))
O �66
�' CO C�
0' NNN
WWW
E i
;6 >
(n'�—icc
J Q S
' U)00
N N W Co
aD 000
�' C- C+
NNN
r WWW
» B E
rn Wcc
J Q S
' CnCO
M O O
OD err
�' C- f+
NNN
N WWW
;g E»
rn Wcc
J O
' �O
O I,
ON
�' C-
O NN
WW
B E>
(n WS
290.00
285.00
285.00
280.00
280.00
275.00
270.00
265.00
275.00
270.00
265.00
Lf
48U - 15"
44%
a
a
a
0
50
HGL
100
EGL
150 200 250
Reach (ft)
300 350 400 450
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
287.00
7
Q C
Q CO Q
In a;p O
O 04 CMN
owww
N
C 7
J Q C
ti tDtD
Co �10NN
� NNN
o Www
va WS
C`7
C 7
J O
Co ti WC6
r-
o NN
+ Ww
CO WS
287.00
283.00
283.00
279.00
279.00
275.00
271.00
267.00
275.00
271.00
267.00
0 10 20 30 40 50 60 70 80 90 100 110
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
280.00
7
Q S
Old Q (n
O (6
Q n! N N
owww
C�>>
6�
7
J O c
0000
O
M N N N
o Www
E»
0
N
C 7
J O
Nn
M N N
+ Ww
280.00
277.00
277.00
274.00
271.00
274.00
271.00
268.00
265.00
268.00
265.00
5" 0
K
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
285.00
280.00
N
O c OS
N
N
CJ
N
p
'285.00
280.00
275.00
275.00
270.00
265.00
260.00
270.00
'265.00
260.00
0
25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
-----------
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
283.00
7
Q S
CO
MCOM
Q N
Q CIj N N
_
C> WW
m E>>
u� R 5 5
4:7
N
7
J C Q
' CMV�
O N to (o
M N N N
_
O WWW
m E>
in ir55
CD
N
C 7
J O
' M�
04�
N N
4
N WW
m E>
283.00
279.00
279.00
275.00
275.00
271.00
271.00
267.00
267.00
°
263.00
263.00
a
0
25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
287.00
281.00
275.00
269.00
263.00
257.00
0
n CO c» o
N N N C� M
C 7 C 7 C 5
n CO S J S J Q S J S J Q S J 0S
sN*a M
M
C 7 �
J QS 0
i
i
i
i
i
i
i
■�i
I■
I ��
I
ICI
I ���■
I ■����I
I ���
■III
I■
I ■�
I
ICI
I ���■
I ■����I
I ���
�1�11■I■�II�II����I����®II
—11
%III■I��I���I
�—_®■I
�il���ll
III■III■■II����I��
� �'
' ' ''
ii���
i�iii■lii'�iii�i�i�ii�lii"�i(ii��������
z
287.00
281.00
275.00
269.00
263.00
257.00
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
— HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
286.00
281.00
276.00
271.00
266.00
261.00
0
M v to to
M co M M
E E c 1:5 c 1:5
C J C J C J S J S
m c» o
r. sa rs v
r>
C S J 0 C J S J O
F�_--N-�W
--_■■-1-_��
NONE��11�1■I■�11�����1��
MI■
II���11�1■I■�11��■I■����■I■■I■
II���11�1■I■�11��■I■�I1�■I■■I■
II���11�1■I■�11��■I■�I1�■I■■;=
II���11�1■I■�11��■I■III!
i==
Il���li
_..I■■■11��■I■���1■■Yli■
'Gibi•1
1 •
1 11'
■■■■■��-,-■■-�
50
HGL
286.00
281.00
276.00
271.00
266.00
15" @ 0.07%
261.00
100 150 200 250 300 350 400 450 500 550 600 650
EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 100.stm
Elev. (ft)
279.00
275.00
C
Q> CO CO
O
p N N N
owww
cn
J Q C
7
LO OD CEO 4 Lb
11
(9 (D 0
CM N N N
+ Www
Cn W -S E
J O
00
7 1l?
Cli O
U'?
D
o N N
N Ww
rn it 5
279.00
275.00
271.00
271.00
267.00
267.00
263.00
263.00
259.00
259.00
0
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Storm Analysis 200 Series
Storm Sewer Summary Report
Velocity Report
Inlet Report
Hydraulic Grade Line Computation
TIMMONS GROUP
RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
51 www.timmons.com

STORM PIPE DESIGN
INLETTYPE
STRUCTURE
A
TC
ILo
C
Ci ((ILEA
QLo (T-)
QCAPATM
PIPELENGTH
PIPESIZE
MATERIAL
PIPESLOPE
UPPERINV
LOWER INV
RIM ELEV UP
RIM ELEV DOWN
HGLUP
HGLDOWN
FROM
TO
(AC)
(MIN)
(IN/HR)
(CFS)
(CFS)
(CFS)
(FT)
(I N)
m
(FT)
(FT)
(FT)
(FT)
(FT)
(FT)
GRATE
D1202
OUT
0.14
29.3
3.65
0.60
0.62
39.89
64.12
71
42
RCP
0.41
254.99
254.70
265.03
258.58
258.29
258.20
COMB
CB 203
DI 202
0.95
28.9
3.68
0.60
4.20
39.86
63.85
137
42
RCP
0.40
255.54
254.99
265.28
265.03
258.66
258.49
COMB
CB 204
CB 203
0.39
28.8
3.68
0.60
1.73
37.82
63.63
30
42
RCP
0.40
255.66
255.54
265.28
265.28
258.84
258.81
COMB
CB 205
CB 204
0.04
13.0
5.43
0.60
0.18
44.29
63.57
170
42
RCP
0.40
256.34
255.66
266.93
265.28
259.54
259.26
COMB
CB 206
CB 205
0.92
11.6
5.69
0.60
4.07
24.13
63.40
60
42
RCP
0.40
256.58
256.34
265.95
266.93
260.08
260.04
COMB
CB 207
CB 206
0.26
11.4
5.73
0.60
1.15
21.15
63.63
30
42
RCP
0.40
256.70
256.58
265.90
265.95
260.20
260.19
COMB
CB 208
CB 207
0.38
10.6
5.89
0.60
1.68
20.81
63.99
104
42
RCP
0.40
257.12
256.70
267.00
265.90
260.35
260.31
COMB
CB 209
CB 208
0.17
9.6
6.09
0.60
0.75
20.15
42.33
169
36
RCP
0.40
258.30
257.62
268.75
267.00
260.48
260.39
COMB
CB 210
CB 209
0.35
8.3
6.40
0.60
1.55
20.49
42.01
229
36
RCP
0.40
259.21
258.30
267.62
268.75
260.81
260.58
COMB
CB 213
CB 210
0.15
7.8
6.52
0.60
0.66
11.74
20.42
117
24
RCP
0.81
261.65
260.70
266.83
267.62
262.88
261.79
COMB
CB 214
CB 213
0.15
7.0
6.75
0.60
0.66
8.01
15.08
130
24
RCP
0.44
262.23
261.65
268.98
266.83
263.24
262.88
COMB
CB 215
CB 214
0.06
6.0
7.06
0.60
0.27
2.37
11.12
126
15
RCP
2.96
266.73
263.00
271.32
268.98
267.35
263.83
COMB
CB 216A
CB 215
0.17
5.4
7.23
0.60
0.75
2.17
12.30
58
15
RCP
3.63
268.96
266.87
273.53
271.32
269.55
267.35
COMB
CB 216B
CB 216A
0.33
5.0
7.38
0.60
1.46
1.46
4.41
30
15
RCP
0.47
269.10
268.96
273.49
273.53
269.60
269.55
COMB
CB 222
CB 205
0.03
12.2
5.57
0.60
0.13
21.67
74.91
119
42
RCP
0.55
257.36
256.70
266.23
266.93
258.79
260.04
COMB
CB 223
CB 222
0.47
11.7
5.66
0.60
2.08
21.94
42.07
111
36
RCP
0.40
258.30
257.86
265.30
266.23
259.84
259.40
GRATE
DI 233
CB 223
0.74
10.4
5.92
0.60
3.27
7.35
61.34
90
30
RCP
2.24
260.81
258.80
264.60
265.30
261.71
261.11
GRATE
D1234
D1233
0.90
7.9
6.51
0.60
3.98
5.19
17.11
271
24
RCP
0.57
262.86
261.31
265.11
264.60
263.66
262.07
GRATE
D1235
D1234
0.43
5.0
7.38
0.60
1.90
1.90
6.64
188
18
RCP
0.40
264.11
263.36
265.82
265.11
264.66
263.91
GRATE
DI 217
CB 214
0.73
6.2
6.98
0.60
3.23
5.32
7.47
39
18
RCP
0.51
262.93
262.73
264.64
268.98
263.92
263.83
GRATE
D1218
D1217
0.54
5.0
7.38
0.60
2.39
2.39
7.47
141
15
RCP
1.34
265.07
263.18
267.25
264.64
265.69
264.06
COMB
CB 219
CB 213
0.87
5.0
7.38
0.60
3.85
3.85
6.64
30
18
RCP
0.40
262.36
262.24
266.83
266.83
263.18
263.06
COMB
CB 224
CB 223
0.03
10.8
5.85
0.60
0.13
11.20
42.43
104
36
RCP
0.40
258.72
258.30
266.16
265.30
259.78
261.11
COMB
CB 227
CB 224
0.10
9.2
6.19
0.60
0.44
7.50
31.84
110
36
RCP
0.23
259.46
259.21
267.26
266.16
260.45
260.20
COMB
CB 228
CB 227
0.10
7.4
6.63
0.60
0.44
5.17
26.18
118
30
RCP
0.41
260.44
259.96
268.43
267.26
261.20
260.76
GRATE
DI 229
CB 228
0.68
7.0
6.74
0.60
3.01
4.86
14.30
40
24
RCP
0.40
261.10
260.94
264.55
268.43
261.90
261.74
GRATE
D1230
D1229
0.52
5.0
7.38
0.60
2.30
2.30
16.24
158
18
RCP
2.39
265.38
261.60
267.09
264.55
265.95
262.04
GRATE
DI 236
CB 204
0.86
28.3
3.72
0.60
3.81
6.99
185.29
40
42
RCP
3.39
257.02
255.66
264.48
265.28
259.25
259.26
GRATE
D1237
D1236
0.41
23.9
4.07
0.60
1.81
5.55
74.85
237
42
RCP
0.55
258.33
257.02
266.65
264.48
259.04
259.26
GRATE
D1238
D1237
0.41
20.2
4.44
0.60
1.81
4.96
42.10
241
36
RCP
0.40
259.79
258.83
266.63
266.65
260.49
259.53
GRATE
D1239
D1238
1.10
17.2
4.81
0.60
4.87
4.18
42.30
159
36
RCP
0.40
260.43
259.79
265.19
266.63
261.07
260.49
GRATE
D1240
D1239
0.35
5.0
7.38
0.60
1.55
1.55
69.95
160
36
RCP
1.10
262.19
260.43
267.45
265.19
262.58
261.07
COMB
CB 231
CB 227
0.62
5.0
7.38
0.60
2.74
2.74
13.13
31
15
RCP
4.13
262.51
261.21
267.35
267.26
263.17
261.60
COMB
CB 211
CB 210
0.35
6.5
6.90
0.60
1.55
6.83
42.18
60
36
RCP
0.40
259.45
259.21
266.32
267.62
260.27
261.48
COMB
CB 220
CB 211
0.59
5.0
7.38
0.60
2.61
2.61
8.92
188
15
RCP
1.91
264.80
261.20
270.00
266.32
265.45
261.66
COMB
CB 221
CB 210
0.34
5.0
7.38
0.60
1.50
1.50
16.59
30
15
RCP
6.60
262.94
260.96
267.62
267.62
263.43
261.48
COMB
CB 212
CB 211
0.71
5.0
7.38
0.60
3.14
3.14
54.44
30
36
RCP
0.67
259.65
259.45
266.30
266.32
260.20
260.27
COMB
CB 232
CB 223
0.73
5.0
7.38
0.60
3.23
3.23
8.42
30
15
RCP
1.70
260.56
260.05
265.30
265.30
261.28
261.11
COMB
CB 225
CB 224
0.49
6.2
6.98
0.60
2.17
4.77
42.49
59
36
RCP
0.41
258.96
258.72
265.85
266.16
259.64
259.78
COMB
CB 226
CB 225
0.65
5.0
7.38
0.60
2.88
2.88
60.83
30
36
RCP
0.83
259.21
258.96
265.87
265.85
259.74
259.64
GRATE
D1242
#N/A
0.89
16.4
4.90
0.60
3.94
51.06
64.06
113
42
RCP
0.41
254.64
254.18
264.95
258.06
257.93
257.68
COMB
CB 242A
DI 242
0.45
16.0
4.96
0.60
1.99
49.02
69.24
139
42
RCP
0.47
255.30
254.64
265.34
264.95
258.86
258.53
COMB
CB 242B
CB 242A
0.45
16.0
4.97
0.60
1.99
47.74
66.02
16
42
RCP
0.43
255.37
255.30
265.28
265.34
259.50
259.46
COMB
CB 243
CB 242B
0.30
15.9
4.98
0.60
1.33
46.53
63.63
30
42
RCP
0.40
255.49
255.37
265.28
265.28
260.14
260.07
GRATE
DI 244
CB 243
0.81
13.0
5.42
0.60
3.58
14.78
180.19
40
42
RCP
3.21
256.73
255.45
264.33
265.28
260.97
260.96
GRATE
D1245
D1244
0.28
11.0
5.81
0.60
1.24
12.99
42.13
236
36
RCP
0.40
258.17
257.23
266.70
264.33
261.07
260.98
GRATE
D1246
D1245
0.55
9.5
6.12
0.60
2.43
12.68
25.94
240
30
RCP
0.40
259.63
258.67
266.49
266.70
261.28
261.09
GRATE
D1247
D1246
1.10
8.3
6.40
0.60
4.87
11.13
25.94
160
30
RCP
0.40
260.27
259.63
264.98
266.49
261.53
261.39
GRATE
D1248
D1247
0.29
7.2
6.70
0.60
1.28
7.23
27.42
161
24
RCP
1.47
263.13
260.77
267.01
264.98
264.08
261.69
COMB
CB 249
DI 248
0.34
6.6
6.85
0.60
1.50
6.21
8.15
119
18
RCP
0.60
264.35
263.63
269.53
267.01
265.33
264.61
COMB
CB 250
CB 249
0.40
6.5
6.91
0.60
1.77
4.85
8.36
30
18
RCP
0.63
264.54
264.35
269.52
269.53
265.39
265.53
COMB
CB 251
CB 250
0.29
6.2
6.97
0.60
1.28
3.22
4.15
36
15
RCP
0.41
264.94
264.79
269.78
269.52
265.77
265.62
GRATE
DI 252
CB 251
0.48
5.0
7.38
0.60
2.12
2.12
4.06
129
15
RCP
0.40
265.45
264.94
269.89
269.78
266.23
266.09
COMB
CB 253
CB 243
0.03
15.0
5.11
0.60
0.13
19.97
79.88
116
42
RCP
0.63
256.22
255.49
266.28
265.28
261.00
260.96
COMB
CB 254
CB 253
0.58
14.7
5.16
0.60
2.57
20.08
42.20
62
36
RCP
0.40
256.97
256.72
265.82
266.28
261.13
261.08
COMB
CB 255
CB 254
0.58
14.5
5.18
0.60
2.57
18.38
42.18
30
36
RCP
0.40
257.09
256.97
265.83
265.82
261.30
261.27
COMB
CB 256
CB 255
0.20
13.1
5.42
0.60
0.89
17.33
42.76
231
36
RCP
0.41
258.04
257.09
268.14
265.83
261.61
261.45
COMB
CB 257
CB 256
0.35
11.5
5.70
0.60
1.55
16.34
42.13
228
36
RCP
0.40
258.95
258.04
268.04
268.14
261.88
261.75
COMB
CB 258
CB 257
0.94
10.2
5.96
0.60
4.16
14.58
42.55
172
36
RCP
0.41
259.65
258.95
266.46
268.04
262.06
262.00
COMB
CB 259
CB 258
0.03
8.0
6.49
0.60
0.13
8.49
39.18
248
30
RCP
0.91
262.41
260.15
269.92
266.46
263.38
262.20
COMB
CB 260
CB 259
0.03
7.4
6.63
0.60
0.13
8.56
28.78
57
30
RCP
0.49
262.69
262.41
270.61
269.92
263.66
263.38
COMB
CB 261
CB 260
0.31
6.3
6.94
0.60
1.37
8.83
27.74
118
30
RCP
0.46
263.23
262.69
269.55
270.61
264.22
263.66

COMB
CB 262
CB 261
0.45
6.1
7.00
0.60
1.99
7.61
14.30
30
24
RCP
0.40
263.85
263.73
269.55
269.55
264.88
264.77
COMB
CB 263
CB 262
0.42
5.9
7.07
0.60
1.86
5.77
14.41
25
24
RCP
0.41
263.95
263.85
269.63
269.55
265.40
265.39
GRATE
DI 264
CB 263
0.94
5.0
7.38
0.60
4.16
4.16
6.64
130
18
RCP
0.40
264.97
264.45
269.68
269.63
265.83
265.53
COMB
CB 266
CB 257
0.35
5.0
7.38
0.60
1.55
1.55
4.08
30
15
RCP
0.40
262.34
262.22
268.05
268.04
262.87
262.75
COMB
CB 265
CB 258
0.96
5.0
7.38
0.60
4.25
4.25
14.30
30
24
RCP
0.40
260.77
260.65
266.46
266.46
262.20
262.20
COMB
CB 268
CB 243
0.01
11.5
5.70
0.60
0.04
14.41
42.14
118
36
RCP
0.40
256.46
255.99
266.31
265.28
261.01
260.96
COMB
CB 269
CB 268
0.56
11.0
5.79
0.60
2.48
14.60
42.37
62
36
RCP
0.40
256.71
256.46
265.83
266.31
261.12
261.09
COMB
CB 270
CB 269
0.20
8.8
6.29
0.60
0.89
11.54
42.22
232
36
RCP
0.40
257.64
256.71
268.14
265.83
261.26
261.19
COMB
CB 271
CB 270
0.35
7.0
6.74
0.60
1.55
10.72
25.93
238
30
RCP
0.40
259.09
258.14
267.92
268.14
261.47
261.32
COMB
CB 272
CB 271
0.97
5.4
7.25
0.60
4.29
8.53
25.95
177
30
RCP
0.40
259.80
259.09
266.29
267.92
261.64
261.59
COMB
CB 273
CB 272
0.99
5.0
7.38
0.60
4.38
4.38
14.31
30
24
RCP
0.40
260.42
260.30
266.29
266.29
261.76
261.76
COMB
CB 274
CB 271
0.34
5.0
7.38
0.60
1.50
1.50
6.46
30
15
RCP
1.00
260.64
260.34
267.92
267.92
261.13
261.59
COMB
CB 267
CB 256
0.35
5.0
7.38
0.60
1.55
1.55
22.37
30
15
RCP
12.00
263.39
259.79
268.14
268.14
263.88
261.75
COMB
CB 275
CB 270
0.21
5.0
7.38
0.60
0.93
0.93
9.21
30
15
RCP
2.03
260.00
259.39
268.14
268.14
261.33
261.32
COMB
CB 276
CB 269
0.58
5.0
7.38
0.60
2.57
2.57
19.01
30
15
RCP
8.66
261.06
258.46
265.83
265.83
261.70
261.19
GRATE
DI 278
#N/A
0.74
18.7
4.61
0.60
3.27
39.52
64.05
160
42
RCP
0.41
253.65
253.00
264.29
256.88
256.69
256.50
COMB
CB 278A
DI 278
0.37
18.1
4.68
0.60
1.64
38.04
65.17
155
42
RCP
0.42
254.30
253.65
265.46
264.29
257.30
257.14
COMB
CB 278B
CB 278A
0.37
18.0
4.70
0.60
0.00
37.13
64.79
34
42
RCP
0.41
254.44
254.30
265.28
265.46
257.77
257.74
COMB
CB 279
CB 278B
0.34
17.9
4.71
0.60
1.50
36.20
63.63
30
42
RCP
0.40
254.56
254.44
265.28
265.28
258.17
258.13
GRATE
DI 280
CB 279
0.81
12.3
5.56
0.60
3.58
16.88
147.08
40
36
RCP
4.86
257.01
255.06
264.22
265.28
258.32
258.50
GRATE
DI 281
DI 280
0.29
10.4
5.92
0.60
1.28
15.08
42.06
236
36
RCP
0.40
257.95
257.01
266.58
264.22
259.19
258.32
GRATE
DI 282
DI 281
0.57
9.1
6.21
0.60
2.52
14.77
25.99
249
30
RCP
0.40
259.45
258.45
266.26
266.58
260.80
259.80
GRATE
DI 283
DI 282
1.14
8.4
6.37
0.60
5.04
12.96
14.26
166
24
RCP
0.40
260.61
259.95
264.76
266.26
262.11
261.45
GRATE
DI 284
DI 283
0.31
7.5
6.61
0.60
1.37
8.93
27.37
166
24
RCP
1.46
263.04
260.61
266.96
264.76
264.11
262.31
COMB
CB 285
DI 284
0.37
6.7
6.84
0.60
1.64
7.96
16.13
124
24
RCP
0.51
263.67
263.04
269.57
266.96
264.67
264.11
COMB
CB 286
CB 285
0.53
6.5
6.91
0.60
2.35
6.50
14.30
30
24
RCP
0.40
263.79
263.67
269.57
269.57
264.74
264.67
COMB
CB 287
CB 286
0.35
6.3
6.97
0.60
1.55
4.35
6.66
32
18
RCP
0.40
264.42
264.29
269.60
269.57
265.31
265.20
GRATE
DI 288
CB 287
0.69
5.0
7.38
0.60
3.05
3.05
6.64
130
18
RCP
0.40
264.94
264.42
269.65
269.60
265.80
265.68
COMB
CB 289
CB 279
0.03
17.1
4.81
0.60
0.13
21.36
63.54
115
42
RCP
0.40
255.02
254.56
266.28
265.28
258.52
258.50
COMB
CB 298
CB 289
0.03
16.2
4.94
0.60
0.13
8.91
18.77
115
30
RCP
0.21
256.64
256.40
265.63
266.28
258.65
258.61
COMB
CB 299
CB 298
0.16
15.3
5.06
0.60
0.71
9.05
24.25
109
30
RCP
0.35
257.02
256.64
263.17
265.63
258.72
258.68
GRATE
DI 301
CB 299
0.38
14.9
5.12
0.60
1.68
7.77
25.27
42
30
RCP
0.38
257.18
257.02
265.31
263.17
258.95
258.95
GRATE
DI 302
DI 301
0.28
12.6
5.50
0.60
1.24
7.09
25.79
220
30
RCP
0.40
258.05
257.18
267.51
265.31
259.12
258.99
GRATE
DI 303
DI 302
0.14
10.8
5.84
0.60
0.62
6.55
14.23
240
24
RCP
0.40
259.50
258.55
267.68
267.51
260.45
259.50
GRATE
DI 304
DI 303
0.69
9.6
6.10
0.60
3.05
6.33
14.30
160
24
RCP
0.40
260.14
259.50
266.08
267.68
261.03
260.60
GRATE
DI 305
DI 304
0.12
8.0
6.49
0.60
0.53
4.05
6.61
240
18
RCP
0.40
261.59
260.64
268.59
266.08
262.44
261.49
COMB
CB 306
DI 305
0.19
7.1
6.71
0.60
0.84
3.71
6.60
109
18
RCP
0.40
262.02
261.59
268.75
268.59
262.81
262.56
COMB
CB 307
CB 306
0.42
6.9
6.77
0.60
1.86
2.96
4.08
30
15
RCP
0.40
262.39
262.27
268.84
268.75
263.18
263.06
GRATE
DI 308
CB 307
0.31
5.0
7.38
0.60
1.37
1.37
4.42
130
15
RCP
0.47
263.00
262.39
268.89
268.84
263.49
263.28
COMB
CB 290
CB 289
0.58
9.6
6.09
0.60
2.57
15.93
42.58
64
36
RCP
0.41
255.78
255.52
265.58
266.28
258.64
258.61
COMB
CB 291
CB 290
0.21
8.1
6.45
0.60
0.93
12.38
36.44
234
30
RCP
0.79
258.13
256.28
267.92
265.58
259.31
258.73
COMB
CB 292
CB 291
0.36
6.3
6.96
0.60
1.59
11.19
25.89
253
30
RCP
0.40
259.14
258.13
267.49
267.92
260.27
259.31
COMB
CB 293A
CB 292
0.39
5.4
7.25
0.60
1.73
8.96
14.74
158
24
RCP
0.42
260.31
259.64
266.06
267.49
261.39
260.90
COMB
CB 294A
CB 293A
0.39
5.0
7.36
0.60
1.73
4.59
23.72
30
24
RCP
1.10
260.64
260.31
266.06
266.06
261.39
262.01
COMB
CB 294B
CB 294A
0.65
5.0
7.38
0.60
2.88
2.88
4.09
5
15
RCP
0.40
261.64
261.62
266.08
266.06
262.41
262.39
COMB
CB 293B
CB 293A
0.63
5.0
7.38
0.60
2.79
2.79
4.09
5
15
RCP
0.40
261.64
261.62
266.08
266.06
262.40
262.38
COMB
CB 295
CB 292
0.26
5.0
7.38
0.60
1.15
1.15
4.57
30
15
RCP
0.50
260.54
260.39
267.49
267.49
260.97
260.90
COMB
CB 296
CB 291
0.31
5.0
7.38
0.60
1.37
1.37
6.46
30
15
RCP
1.00
259.68
259.38
267.92
267.92
260.14
259.77
COMB
CB 300
CB 299
0.29
5.0
7.38
0.60
1.28
1.28
4.09
30
15
RCP
0.40
258.77
258.65
263.15
263.17
259.25
259.13
COMB
CB 297
CB 290
0.58
5.0
7.38
0.60
2.57
2.57
25.94
30
30
RCP
0.40
256.40
256.28
265.58
265.58
258.73
258.73

GUTTER SPREAD CALCULATIONS
DRAINAGE
GUTTER
BASIN ID
BASIN TYPE
TC
I
C
Q(INLET)
Q(CAPTURED)
LONG.SLOPE
SPREAD
(MIN)
(IN/HR)
CFS)
(CFS)
(FT/FT)
(FT)
CB 203
COMB
0.95
5
4.00
0.60
2.28
2.28
SAG
6.71
CB 204
COMB
0.39
5
4.00
0.60
0.94
0.94
SAG
2.00
CB 205
COMB
0.04
5
4.00
0.60
0.10
0.10
0.01
1.56
CB 206
COMB
0.92
5
4.00
0.60
2.21
2.21
SAG
6.47
CB 207
COMB
0.26
5
4.00
0.60
0.62
0.62
SAG
1.84
CB 208
COMB
0.38
5
4.00
0.60
0.91
0.77
0.01
5.50
CB 209
COMB
0.17
5
4.00
0.60
0.41
0.39
0.01
3.53
CB210
COMB
0.35
5
4.00
0.60
0.84
0.72
0.01
5.41
CB 213
COMB
0.15
5
4.00
0.60
0.36
0.36
SAG
1.37
CB 214
COMB
0.15
5
4.00
0.60
0.36
0.36
0.02
2.68
CB 215
COMB
0.06
5
4.00
0.60
0.14
0.14
0.02
1.61
CB 216A
COMB
0.17
5
4.00
0.60
0.41
0.40
0.02
2.83
CB 216B
COMB
0.33
5
4.00
0.60
0.79
0.66
0.01
6.21
CB 222
COMB
0.03
5
4.00
0.60
0.07
0.07
0.01
1.38
CB 223
COMB
0.47
5
4.00
0.60
1.13
1.13
SAG
2.45
CB 219
COMB
0.87
5
4.00
0.60
2.09
2.09
SAG
6.07
CB 224
COMB
0.03
5
4.00
0.60
0.07
0.07
0.01
1.40
CB 227
COMB
0.10
5
4.00
0.60
0.24
0.24
0.01
2.51
CB 228
COMB
0.10
5
4.00
0.60
0.24
0.24
0.01
2.51
CB 231
COMB
0.62
5
4.00
0.60
1.49
1.12
0.01
7.07
CB211
COMB
0.35
5
4.00
0.60
0.84
0.84
SAG
2.00
CB 220
COMB
0.59
5
4.00
0.60
1.42
1.13
0.02
5.96
CB 221
COMB
0.34
5
4.00
0.60
0.82
0.70
0.01
5.33
CB 212
COMB
0.71
5
4.00
0.60
1.70
1.70
SAG
4.71
CB 232
COMB
0.73
5
4.00
0.60
1.75
1.75
SAG
4.88
CB 225
COMB
0.49
5
4.00
0.60
1.18
1.18
SAG
2.65
CB 226
COMB
0.65
5
4.00
0.60
1.56
1.56
SAG
4.17
CB 242A
COMB
0.45
5
4.00
0.60
1.08
1.08
SAG
2.25
CB 242B
COMB
0.45
5
4.00
0.60
1.08
0.85
0.01
7.15
CB 243
COMB
0.30
5
4.00
0.60
0.72
0.72
SAG
1.99
CB 249
COMB
0.34
5
4.00
0.60
0.82
0.82
SAG
2.00
CB 250
COMB
0.40
5
4.00
0.60
0.96
0.96
SAG
2.00
CB 251
COMB
0.29
5
4.00
0.60
0.70
0.60
0.01
5.84
CB 253
COMB
0.03
5
4.00
0.60
0.07
0.07
0.01
1.40
CB 254
COMB
0.58
5
4.00
0.60
1.39
1.39
SAG
3.52
CB 255
COMB
0.58
5
4.00
0.60
1.39
1.39
SAG
3.52
CB 256
COMB
0.20
5
4.00
0.60
0.48
0.45
0.01
4.01
CB 257
COMB
0.35
5
4.00
0.60
0.84
0.72
0.01
5.41
CB 258
COMB
0.94
5
4.00
0.60
2.26
2.26
SAG
6.63
CB 259
COMB
0.03
5
4.00
0.60
0.07
0.07
0.01
1.40
CB 260
COMB
0.03
5
4.00
0.60
0.07
0.07
0.01
1.40
CB 261
COMB
0.31
5
4.00
0.60
0.74
0.74
SAG
2.00
CB 262
COMB
0.45
5
4.00
0.60
1.08
1.08
SAG
2.25
CB 263
COMB
0.42
5
4.00
0.60
1.01
0.80
0.01
6.94
CB 266
COMB
0.35
5
4.00
0.60
0.84
0.72
0.01
5.41
CB 265
COMB
0.96
5
4.00
0.60
2.30
2.30
SAG
6.79
CB 268
COMB
0.01
5
4.00
0.60
0.02
0.02
0.01
0.93
CB 269
COMB
0.56
5
4.00
0.60
1.34
1.34
SAG
3.33
CB 270
COMB
0.20
5
4.00
0.60
0.48
0.45
0.01
4.01
CB 271
COMB
0.35
5
4.00
0.60
0.84
0.72
0.01
5.41
CB 272
COMB
0.97
5
4.00
0.60
2.33
2.33
SAG
6.87
CB 273
COMB
0.99
5
4.00
0.60
2.38
2.38
SAG
7.03
CB 274
COMB
0.34
5
4.00
0.60
0.82
0.70
0.01
5.33
CB 267
COMB
0.35
5
4.00
0.60
0.84
0.72
0.01
5.41
CB 275
COMB
0.21
5
4.00
0.60
0.50
0.47
0.01
4.12
CB 276
COMB
0.58
5
4.00
0.60
1.39
1.39
SAG
3.52
CB 278A
COMB
0.37
5
4.00
0.60
0.89
0.75
0.01
5.56
CB 278B
COMB
0.37
NONE
NONE
0.60
NONE
NONE
SAG
NONE
CB 279
COMB
0.34
5
4.00
0.60
0.82
0.82
SAG
2.00
CB 285
COMB
0.37
5
4.00
0.60
0.89
0.89
SAG
2.00
CB 286
COMB
0.53
5
4.00
0.60
1.27
1.27
SAG
3.05
CB 287
COMB
0.35
5
4.00
0.60
0.84
0.69
0.01
6.38
CB 289
COMB
0.03
5
4.00
0.60
0.07
0.07
0.01
1.40
CB 298
COMB
0.03
5
4.00
0.60
0.07
0.07
0.02
1.21
CB 299
COMB
0.16
5
4.00
0.60
0.38
0.38
0.02
2.66
CB 306
COMB
0.19
5
4.00
0.60
0.46
0.45
0.02
2.93
CB 307
COMB
0.42
5
4.00
0.60
1.01
0.89
0.02
4.74
CB 290
COMB
0.58
5
4.00
0.60
1.39
1.39
SAG
3.52
CB 291
COMB
0.21
5
4.00
0.60
0.50
0.47
0.01
4.12
CB 292
COMB
0.36
5
4.00
0.60
0.86
0.73
0.01
5.48
CB 293A
COMB
0.39
5
4.00
0.60
0.94
0.94
SAG
2.00
CB 294A
COMB
0.39
5
4.00
0.60
0.94
0.94
SAG
2.00
CB294B
COMB
0.65
5
4.00
0.60
1.56
1.13
0.01
8.40
CB293B
COMB
0.63
5
4.00
0.60
1.51
1.10
0.01
8.29
CB 295
COMB
0.26
5
4.00
0.60
0.62
0.56
0.01
4.64
CB 296
COMB
0.31
5
4.00
0.60
0.74
0.65
0.01
5.08
CB 300
COMB
0.29
5
4.00
0.60
0.70
0.65
0.02
3.95
CB 297
COMB
0.58
5
4.00
0.60
1.39
1.39
SAG
3.52

PIPE VELOCITY CALCULATIONS
INLET TYPE
STRUCTURE
ATOTAL
Tc
Iz
%
I Vz
PIPE LENGTH
PIPE SIZE
MATERIAL
SLOPE
FROM
TO
(AC)
(MIN)
(IN/HR)
(CFS)
(FT/S)
(FT)
m
GRATE
D1202
OUT
18.21
36.2
2.37
25.90
2.74
71
42
RCP
0.41
COMB
CB 203
DI 202
18.07
35.7
2.39
25.92
4.48
137
42
RCP
0.40
COMB
CB 204
CB 203
17.12
35.6
2.40
24.61
6.01
30
42
RCP
0.40
COMB
CB 205
CB 204
13.60
15.3
3.86
31.53
6.59
170
42
RCP
0.40
COMB
CB 206
CB 205
7.07
13.5
4.10
17.39
3.85
60
42
RCP
0.40
COMB
CB 207
CB 206
6.15
13.2
4.14
15.27
5.07
30
42
RCP
0.40
COMB
CB 208
CB 207
5.89
12.2
4.28
15.14
5.27
104
42
RCP
0.40
COMB
CB 209
CB 208
5.51
10.9
4.48
14.81
5.45
169
36
RCP
0.40
COMB
CB 210
CB 209
5.34
9.3
4.77
15.28
5.47
229
36
RCP
0.40
COMB
CB 213
CB 210
3.00
8.6
4.89
8.81
5.74
117
24
RCP
0.81
COMB
CB 214
CB 213
1.98
7.6
5.11
6.07
4.11
130
24
RCP
0.44
COMB
CB 215
CB 214
0.56
6.2
5.43
1.82
5.15
126
15
RCP
2.96
COMB
CB 216A
CB 215
0.50
5.5
5.61
1.68
4.28
58
15
RCP
3.63
COMB
CB 216B
CB 216A
0.33
5.0
5.75
1.14
2.73
30
15
RCP
0.47
COMB
CB 222
CB 205
6.49
14.3
3.99
15.53
3.81
119
42
RCP
0.55
COMB
CB 223
CB 222
6.46
13.6
4.08
15.80
5.52
111
36
RCP
0.40
GRATE
DI 233
CB 223
2.07
12.0
4.32
5.36
2.80
90
30
RCP
2.24
GRATE
D1234
D1233
1.33
8.7
4.88
3.89
4.22
271
24
RCP
0.57
GRATE
D1235
D1234
0.43
5.0
5.75
1.48
3.03
188
18
RCP
0.40
GRATE
DI 217
CB 214
1.27
6.5
5.35
4.08
4.32
39
18
RCP
0.51
GRATE
D1218
D1217
0.54
5.0
5.75
1.86
3.18
141
15
RCP
1.34
COMB
CB 219
CB 213
0.87
5.0
5.75
3.00
3.66
30
18
RCP
0.40
COMB
CB 224
CB 223
3.19
12.4
4.25
8.14
2.97
104
36
RCP
0.40
COMB
CB 227
CB 224
2.02
10.4
4.57
5.54
3.37
110
36
RCP
0.23
COMB
CB 228
CB 227
1.30
8.1
5.00
3.90
3.82
118
30
RCP
0.41
GRATE
DI 229
CB 228
1.20
7.6
5.11
3.68
3.82
40
24
RCP
0.40
GRATE
D1230
D1229
0.52
5.0
5.75
1.80
4.75
158
18
RCP
2.39
GRATE
DI 236
CB 204
3.13
34.9
2.43
4.56
2.46
40
42
RCP
3.39
GRATE
DI237
D1236
2.27
29.3
2.71
3.69
3.32
237
42
RCP
0.55
GRATE
D1238
D1237
1.86
24.5
3.01
3.36
3.55
241
36
RCP
0.40
GRATE
D1239
D1238
1.45
20.6
3.32
2.89
2.94
159
36
RCP
0.40
GRATE
D1240
D1239
0.35
5.0
5.75
1.21
2.09
160
36
RCP
1.10
COMB
CB 231
CB 227
0.62
5.0
5.75
2.14
5.84
31
15
RCP
4.13
COMB
CB 211
CB 210
1.65
6.9
5.27
5.22
2.56
60
36
RCP
0.40
COMB
CB 220
CB 211
0.59
5.0
5.75
2.04
4.82
188
15
RCP
1.91
COMB
CB 221
CB 210
0.34
5.0
5.75
1.17
5.48
30
15
RCP
6.60
COMB
CB 212
CB 211
0.71
5.0
5.75
2.45
2.59
30
36
RCP
0.67
COMB
CB 232
CB 223
0.73
5.0
5.75
2.52
4.22
30
15
RCP
1.70
COMB
CB 225
CB 224
1.14
6.6
5.34
3.66
2.86
59
36
RCP
0.41
COMB
CB 226
CB 225
0.65
5.0
5.75
2.24
2.73
30
36
RCP
0.83
GRATE
D1242
#N/A
17.36
19.8
3.39
35.35
3.78
113
42
RCP
0.41
COMB
CB 242A
DI 242
16.47
19.2
3.45
34.04
5.17
139
42
RCP
0.47
COMB
CB 242B
CB 242A
16.02
19.2
3.45
33.17
6.68
16
42
RCP
0.43
COMB
CB 243
CB 242B
15.57
19.0
3.46
32.35
6.61
30
42
RCP
0.40
GRATE
DI 244
CB 243
4.54
15.4
3.86
10.51
2.94
40
42
RCP
3.21
GRATE
D1245
D1244
3.73
12.7
4.21
9.42
4.78
236
36
RCP
0.40
GRATE
D1246
D1245
3.45
10.8
4.51
9.33
4.85
240
30
RCP
0.40
GRATE
D1247
D1246
2.90
9.3
4.77
8.30
4.14
160
30
RCP
0.40
GRATE
D1248
D1247
1.80
7.8
5.06
5.47
5.64
161
24
RCP
1.47
COMB
CB 249
DI 248
1.51
7.1
5.22
4.73
4.73
119
18
RCP
0.60
COMB
CB 250
CB 249
1.17
6.9
5.27
3.70
3.98
30
18
RCP
0.63
COMB
CB 251
CB 250
0.77
6.6
5.34
2.47
3.53
36
15
RCP
0.41
GRATE
DI 252
CB 251
0.48
5.0
5.75
1.66
2.17
129
15
RCP
0.40
COMB
CB 253
CB 243
6.52
17.9
3.57
13.98
3.32
116
42
RCP
0.63
COMB
CB 254
CB 253
6.49
17.5
3.62
14.09
5.35
62
36
RCP
0.40
COMB
CB 255
CB 254
5.91
17.3
3.64
12.92
4.19
30
36
RCP
0.40
COMB
CB 256
CB 255
5.33
15.4
3.85
12.33
5.08
231
36
RCP
0.41
COMB
CB 257
CB 256
4.78
13.4
4.11
11.78
5.01
228
36
RCP
0.40

COMB
CB 258
CB 257
4.08
11.7
4.35
10.65
4.77
172
36
RCP
0.41
COMB
CB 259
CB 258
2.18
8.8
4.87
6.36
5.15
248
30
RCP
0.91
COMB
CB 260
CB 259
2.15
8.1
5.00
6.45
4.47
57
30
RCP
0.49
COMB
CB 261
CB 260
2.12
6.7
5.31
6.75
4.59
118
30
RCP
0.46
COMB
CB 262
CB 261
1.81
6.5
5.37
5.83
4.33
30
24
RCP
0.40
COMB
CB 263
CB 262
1.36
6.2
5.44
4.44
2.10
25
24
RCP
0.41
GRATE
DI 264
CB 263
0.94
5.0
5.75
3.25
3.57
130
18
RCP
0.40
COMB
CB 266
CB 257
0.35
5.0
5.75
1.21
2.90
30
15
RCP
0.40
COMB
CB 265
CB 258
0.96
5.0
5.75
3.31
3.71
30
24
RCP
0.40
COMB
CB 268
CB 243
4.21
13.4
4.11
10.39
3.21
118
36
RCP
0.40
COMB
CB 269
CB 268
4.20
12.8
4.20
10.58
4.95
62
36
RCP
0.40
COMB
CB 270
CB 269
3.06
9.9
4.66
8.56
4.32
232
36
RCP
0.40
COMB
CB 271
CB 270
2.65
7.6
5.11
8.12
4.68
238
30
RCP
0.40
COMB
CB 272
CB 271
1.96
5.5
5.63
6.62
3.13
177
30
RCP
0.40
COMB
CB 273
CB 272
0.99
5.0
5.75
3.42
3.19
30
24
RCP
0.40
COMB
CB 274
CB 271
0.34
5.0
5.75
1.17
3.58
30
15
RCP
1.00
COMB
CB 267
CB 256
0.35
5.0
5.75
1.21
6.46
30
15
RCP
12.00
COMB
CB 275
CB 270
0.21
5.0
5.75
0.72
3.62
30
15
RCP
2.03
COMB
CB 276
CB 269
0.58
5.0
5.75
2.00
6.89
30
15
RCP
8.66
GRATE
DI278
#N/A
14.28
22.7
3.15
26.95
2.97
160
42
RCP
0.41
COMB
CB 278A
DI 278
13.54
22.0
3.21
26.04
4.54
155
42
RCP
0.42
COMB
CB 278B
CB 278A
13.17
21.8
3.22
25.44
6.13
34
42
RCP
0.41
COMB
CB 279
CB 278B
12.80
21.7
3.23
24.82
6.08
30
42
RCP
0.40
GRATE
DI 280
CB 279
5.06
14.4
3.98
12.09
5.37
40
36
RCP
4.86
GRATE
DI281
DI280
4.25
12.0
4.31
10.99
4.82
236
36
RCP
0.40
GRATE
DI282
DI281
3.96
10.3
4.59
10.92
5.06
249
30
RCP
0.40
GRATE
DI283
DI282
3.39
9.4
4.75
9.65
4.88
166
24
RCP
0.40
GRATE
DI284
DI283
2.25
8.2
4.98
6.73
3.83
166
24
RCP
1.46
COMB
CB 285
DI 284
1.94
7.2
5.20
6.06
4.46
124
24
RCP
0.51
COMB
CB 286
CB 285
1.57
6.9
5.27
4.97
3.96
30
24
RCP
0.40
COMB
CB 287
CB 286
1.04
6.6
5.34
3.33
3.76
32
18
RCP
0.40
GRATE
DI 288
CB 287
0.69
5.0
5.75
2.38
2.37
130
18
RCP
0.40
COMB
CB 289
CB 279
7.40
20.7
3.32
14.72
4.44
115
42
RCP
0.40
COMB
CB 298
CB 289
3.01
19.4
3.42
6.18
3.42
115
30
RCP
0.21
COMB
CB 299
CB 298
2.98
18.3
3.53
6.32
3.66
109
30
RCP
0.35
GRATE
DI 301
CB 299
2.53
17.8
3.59
5.44
1.93
42
30
RCP
0.38
GRATE
DI302
DI301
2.15
14.8
3.93
5.07
2.94
220
30
RCP
0.40
GRATE
DI303
DI302
1.87
12.5
4.24
4.75
4.08
240
24
RCP
0.40
GRATE
DI304
DI303
1.73
10.9
4.48
4.66
3.77
160
24
RCP
0.40
GRATE
DI305
DI304
1.04
8.8
4.87
3.04
3.66
240
18
RCP
0.40
COMB
CB 306
DI 305
0.92
7.7
5.08
2.80
3.30
109
18
RCP
0.40
COMB
CB 307
CB 306
0.73
7.5
5.14
2.25
3.41
30
15
RCP
0.40
GRATE
DI 308
CB 307
0.31
5.0
5.75
1.07
2.22
130
15
RCP
0.47
COMB
CB 290
CB 289
4.36
11.0
4.48
11.71
5.11
64
36
RCP
0.41
COMB
CB 291
CB 290
3.20
9.0
4.82
9.26
5.58
234
30
RCP
0.79
COMB
CB 292
CB 291
2.68
6.7
5.33
8.56
4.69
253
30
RCP
0.40
COMB
CB 293A
CB 292
2.06
5.5
5.62
6.95
4.56
158
24
RCP
0.42
COMB
CB 294A
CB 293A
1.04
5.0
5.74
3.58
2.69
30
24
RCP
1.10
COMB
CB 294B
CB 294A
0.65
5.0
5.75
2.24
3.41
5
15
RCP
0.40
COMB
CB 293B
CB 293A
0.63
5.0
5.75
2.17
3.38
5
15
RCP
0.40
COMB
CB 295
CB 292
0.26
5.0
5.75
0.90
2.90
30
15
RCP
0.50
COMB
CB 296
CB 291
0.31
5.0
5.75
1.07
3.49
30
15
RCP
1.00
COMB
CB 300
CB 299
0.29
5.0
5.75
1.00
2.75
30
15
RCP
0.40
COMB
CB 297
CB 290
0.58
5.0
5.75
2.00
2.64
30
30
RCP
0.40

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
280.00
274.00
268.00
262.00
256.00
250.00
0
N C} CD N
N 7 C 7
A .CD c J p S J p S J p S c p S J p S
_ N
CDM
C
C 7 C 7 J 7
■■��!�q_
WO
■
1 ■
MOM
r�
11111
■
280.00
274.00
268.00
262.00
8"5boQ.10%
250.00
100 200 300 400 500 600 700 800 900 1000 1100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
281.00
7
C 7 C 7
C 7
Q C
N
C 7
J Q C
N
C 7
J Q C
CV CM
C 7 C 7
J Q C J Q C
N
C 7
J O
M281.00
275.00
275.00
269.00
269.00
263.00
257.00E-2301
251.00
263.00
257.00
9%
251.00
0 100 200 300
HGL EGL
400
500
Reach (ft)
600
700
800 900 1000
��
I�����
■I��I��J-ilk
�II�■I��I�M�/®ice
��I��I1�
�II�■I��I�I��
��
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
. .
.
. .
.
.
.
.
.
.
/1
/1
/1
/1
/1
/1
/1
/1
/1
Lil 1
/1
1
/1 1/
/1
�/1 /1 .1/
/1
:/1 •/1 /1/
1/
.
.
.
.
.
.
.
.
.
.
�I�11�11��1���11
—Il���il•I�1��
�IM11�11��1��
�I■■Il��ll���i��
n 1 1 � ,
�����I��
_--�l.l
[+�I✓�-----_
��ifG! I��7Ii�►J�
/.9'Y/ 7��IVi�-
11■11111■1■
�----111111■11111■-�
�-
��1��nii7'���fi%Te
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
280.00
275.00
270.00
265.00
260.00
OD
Q c Q c c Q c
50
HGL
c Q
v
N
W
c
280.00
275.00
270.00
265.00
260.00
255.00
100 150 200 250 300 350 400 450 500 550
EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
280.00
7
O S
OQ MM
N 1-Q)
O 00 C4 C
0CM N N
owww
m E>>
va iY S S
C.
N
C 7
J 0 C
' 'tMw
CO O? r
'7
6
M N N N
o Www
m E»
) it S S
N
C 7
J Q
' LO n,
CD C N CD
CD n' �
CD N N
+ Ww
m E>
in WE
280.00
276.00
276.00
272.00
272.00
268.00
INI268.00
264.00
260.00
264.00
260.00
0 25 50 75 100 125 150 175 200
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
280.00
O
Nor
N N
p~O)�
p N N N
CD WW
v
0
N4n0
MAN
Oi N N N
LO
O WWW
LO
O
(DO
OCO
"t N CV
N WW
280.00
275.00
275.00
270.00
270.00
265.00
260.00
265.00
260.00
IF
255.00
255.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
284.00
277.00
270.00
263.00
256.00
249.00
0
k ko LO
� WE J O-S J O-S J O-S J O-S J O-S J O.S J O.S J O.S 0
7C O.S O.S O.S
t
t
■����1�■
mow,"I
M
■
1
I/%
■�i
��
1 ■
�
��
■��1
��
■�®�I�
_.alarm■�
■III
��
1 ■
�
���
■��1
��
■�
�I��I��11111■!■�I■�
_
■MII
�M
1 ■
M���
■���
��.�/��I��i'ii'iiVlN�i
'
■I�1
��
1 ■
�
���
��—
®��
%I��I��
ci�i iTiTi11f1�nTiT
I�1®_:
■
II
���
LC*iralllllll
�m1
F�111■����■�
��
ice■
�■■
■�
��
�
�
�iiiill lii■'ii
iii(i�
�
�
�
�■
�
���■��J■R■1�E■Cyr'zR��!%�i1E1ScT:�nTit�i�������■�
��i'iL��Li��r�e��;:�s��k:��r:Lr�cricir�w���������■�
��!1'�!!l�l1�,_,�'�
.�l.�.R.11l1•E�_,*'R.S,���������■lE�LT
100 200 300 400 500 600 700 800
— HGL EGL Reach (ft)
65 f� Op ,�..� (O 0:6
1- � 0) M rn a
C9) � 6.
N CD CMNNN 'IT t�
W t WWW � LL
E>; E
284.00
277.00
270.00
MOO
0
256.00
------ - 0.40%
249.9.00
900 1000 1100 1200 1300 1400 1500
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
281.00
275.00
269.00
263.00
257.00
251.00
0
LO LO Co LO CO
Q C J C J Q C J C J Q C J C J0 S
C Co CO CO Co
O O.S O.S Cis 05 0
.
.
.
.
.
.
.
.
.
.
.
■�������r��■�■■��
1■
■■
■
11
�■
■
■fir—%���
■�■
��■���
1■
■■
■
11
�■
■
��■I��■
■�■
■�—���
1■
■■
■
11
111111111W--�.
■
��
�ii
��■
■�■
■�■
■��
111114-
®:-
�
■
��
■
■�
��■
■�■
■�■
■��
1■
®Ittl�
i�
III
�i�■
IMMEN
ME
MEMIN
ME
■■-i
/ / l/ / 1
�i�i"a'
'''
--■■-�ii�Yiiiiil
1 . 1--
�II�YiiiYiii"��ii■����Y�iiiii`ii"�Ilfii����
100 200 300 400 500 600 700 800
— HGL EGL Reach (ft)
Cq a) V Ch Qp CO m
Os Cal 4 LO M i
NNN It NN
Www Ww
�rcc U) Wc
81.00
275.
269.00
218"Op4 0.40%
41%
Yo
257.00
251.00
900 1000 1100 1200 1300 1400 1500
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
277.00
Co
(Q M O
ca n
h
O S
N M
n n
C Q C C 0
277.00
272.00
272.00
267.00
262.00
257.00
252.00
267.00
262.00
257.00
f - 24" @ 0.40%
252.00
0
100
HGL
200 300 400 500 600 700 800 900
EGL Reach (ft)
i
i
i
i
i
i
i
�■ICI■��■i��
�����I■I�
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
-�
mow�
M
IN on
■-■-1■
11■-■-■-1■
1■-■-■-111111'
mil-
■�
■
■
�'!
��■
�■
1�■�i�caxma�.��yrn.
�
����Nz�:yKi�izrrrn_i��r�:�a:ixci:����acirrnin
- � • .
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
280.00
N
7 C 7 7
(� C J Q C C Q C
O
C 7
J Q S
O O O
C 7 C 7 C 7
J O S J Q S J O
280.00
274.00
274.00
268.00
262.00
256.00
250.00
268.00
262.00
2 Ab a
- 4 1.10%
250.00
MIMMIM
0
100
HGL
200 300 400 500 600 700 800 900
EGL Reach (ft)
�■ICI■��■I���I■�■I■I�
�■ICI■��■I���I■�■I■I�
�■ICI■��■I���I■��I�I�
Storm Sewers

Storm Sewer Profile
Proj. file: STRM 200.stm
Elev. (ft)
282.00
276.00
270.00
264.00
258.00
252.00
0
N In '7 LO
O1 CO CO O1
7 C 7 C 7 C 7 C 7
Q C J C J Q C J Q C J C
0
CO rn o 0
CO N- 01 CO
Cif CD
!= C C C
C 7 C 7 J 7 J 7 J 1:5 J �
J Q C J Q C Q C Q C Q C O
■
■
■
■
■
■
■
man
-�
_ram
■-�
�--■
��
�-_-�
��_
�
___�
�
MEMO U,
■■,
■-
MM
100 200 300 400 500 600 700 800
- HGL EGL Reach (ft)
Ci-j C3
CYi C7
CO Ci
Co Co
N N
W LLI
j
� C
282.00
276.00
270.00
264.00
)2U - 15" @ 0.47%
E 0.40%
A8.00
252.00
900 1000 1100 1200 1300 1400
Storm Sewers

Area and Impervious Calculations
TIMMONS GROUP
RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
61 www.timmons.com

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
PRE -DEVELOPMENT
PRE POI 1
Pre -development
Existing Impervious Lots
Description
CN
Acres
Description
Qty
Inc Area
Total Area
Existing Impervious - Lots
98
0.00
Existing Roofs
0.00
Existing Impervious - Streets
98
0.00
0.00
Existing Impervious - Misc
98
0.00
0.00
Total to DA
98
0.00
0.00
Existing Pervious
Sub Total
0
0.00
Description
CN
Acres
Streets
Wooded - Soil A
45
0.94
Total Area
Wooded - Soil B
66
0.36
Existing Streets
0.00
Wooded - Soil C
77
0.00
0.00
Wooded - Soil D
83
0.00
0.00
Pasture - Soil A
68
0.00
0.00
Pasture - Soil B
79
2.28
0.00
Pasture - Soil C
86
0.00
Sub Total
0
0.00
Pasture - Soil D
89
0.00
Misc
Total to DA
74
3.58
0.00
Total to DA
3.581
0.00
Basin CN
691
Sub Total
0.00
Storm Flows:
Intensity
1
2
10
25
100
Q
1215.9
1417.7
1816.5
2010.9
2301.3

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
POST -DEVELOPMENT
DA POST 1
Impervious to POI 1 Lots
Description
Acres
Descriptiond
Qty
Inc Area
Total Area
Impervious Lots
98
0.33
Lot Product A
4
4100
0.33
Impervious Streets
98
0.00
0.00
Impervious Misc
98
0.00
0.00
Total to DA
98
0.33
0.00
Pervious to SCM 1A
0.00
Description
Acres
Sub Total
0
0.33
Lawn
50
1.39
Streets
Wooded - Soil A
45
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
50' ROW
0
0
0.00
Wooded - Soil C
77
0.00
Wooded - Soil D
83
0.00
Sub Total
0.00
Total to DA
64
1.39
Misc
Amenity
0
0.00
Total to DA
1.72
Basin CN
71
Sub Total
0.00

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
PRE -DEVELOPMENT
PRE POI 2
Pre -development
Existing Impervious Lots
Description
CN
Acres
Description
Qty
Inc Area
Total Area
Existing Impervious - Lots
98
0.96
Existing Roofs
41745
0.96
Existing Impervious - Streets
98
0.00
0.00
Existing Impervious - Misc
98
0.00
0.00
Total to DA
98
0.96
0.00
Existing Pervious
Sub Total
1
0.96
Description
CN
Acres
Streets
Wooded - Soil A
45
0.00
Total Area
Wooded - Soil B
66
0.00
Existing Streets
0.00
Wooded - Soil C
77
0.00
0.00
Wooded - Soil D
83
0.00
0.00
Pasture - Soil A
68
7.87
0.00
Pasture - Soil B
79
9.62
0.00
Pasture - Soil C
86
3.03
Sub Total
0
0.00
Pasture - Soil D
89
12.78
Misc
Total to DA
74
33.30
0.00
Total to DA
34.26
0.00
Basin CN
811
Sub Total
0.00
Storm Flows:
Intensity
1
2
10
25
100
Q
13768.6
16054.0
20569.2
22771.1
26059.9

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
POST -DEVELOPMENT
DA POST 2
Post -development Drainage Area Impervious
Impervious MI MIMIts
Description
Acres
Description
Inc Area
Total Area
Impervious Lots
98
0.00
Lot Product A
0
0
0.00
Impervious Streets
98
0.00
Lot Product B
0
0
0.00
Impervious Misc
98
0.00
Lot Product C
0
0
0.00
Total to DA
98
0.00
0.00
Pervious to POI 2
0.00
Description
Acres
Sub Total
0
0.00
Lawn
60
10.96
Streets
Wooded - Soil A
45
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
50' ROW
0
0
0.00
Wooded - Soil C
77
0.00
Wooded - Soil D
83
0.00
Sub Total
0.00
Total to DA
66
10.96
Misc
Amenity
0.00
Total to DA
10.96
Basin CN
661
Sub Total
0.00

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
PRE -DEVELOPMENT
PRE POI 3
Pre -development
Existing Impervious Lots
Description
CN
Acres
Description
Qty
Inc Area
Total Area
Existing Impervious - Lots
98
0.00
Existing Roofs
0.00
Existing Impervious - Streets
98
0.00
0.00
Existing Impervious - Misc
98
0.00
0.00
Total to DA
98
0.00
0.00
Existing Pervious
Sub Total
0
0.00
Description
CN
Acres
Streets
Wooded - Soil A
45
1.26
Total Area
Wooded - Soil B
66
2.42
Existing Streets
0.00
Wooded - Soil C
77
0.00
0.00
Wooded - Soil D
83
8.52
0.00
Pasture - Soil A
68
12.34
0.00
Pasture - Soil B
79
34.78
0.00
Pasture - Soil C
86
0.00
Sub Total
0
0.00
Pasture - Soil D
89
0.00
Misc
Total to DA
74
59.32
0.00
Total to DA
59.32
0.00
Basin CN
761
Sub Total
0.00
Storm Flows:
Intensity
1
2
10
25
100
Q
22281.2
25979.7
33286.5
36849.7
42172.0

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
POST -DEVELOPMENT
DA POST 3
Post -development Drainage Area Impervious
To POI 3
Lots
Description
Acres
Description
Qty
Inc Area
Total Area
Impervious Lots
98
17.37
Single Family
185
4100
17.37
Impervious Streets
98
10.55
0.00
Impervious Misc
98
0.00
0.00
Total to DA
98
27.92
0.00
Pervious to SCM 2
0.00
Description
Acres
Sub Total
0
17.37
Lawn
39
53.75
Streets
Wooded - Soil A
45
0.00
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
0.00
50' ROW
11491
40
10.55
Wooded - Soil C
77
0.00
Wooded - Soil D
83
0.00
0.00
Pasture - Soil A
39
1.08
Pasture - Soil B
61
7.68
Sub Total
10.55
Total to DA
62
62.50
Misc
Amenity
0
0.00
Total to DA
90.42
Basin CN
73
Sub Total
0.00

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
POST -DEVELOPMENT
DA POST 3A
Post -development Drainage Area Impervious
To SCM 1
Lots
Description
Acres
Description
Qty
Inc Area
Total Area
Impervious Lots
98
3.91
Single Family
42
4100
3.91
Impervious Streets
98
3.24
0.00
Impervious Misc
98
0.00
0.00
Total to DA
98
7.14
0.00
Pervious to SCM 2
0.00
Description
Acres
Sub Total
0
3.91
Lawn
39
9.58
Streets
Wooded - Soil A
45
0.00
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
0.00
50' ROW
3524
40
3.24
Wooded - Soil C
77
0.00
Wooded - Soil D
83
0.00
0.00
Pasture - Soil A
39
1.08
Pasture - Soil B
61
7.68
Sub Total
3.24
Total to DA
62
18.33
Misc
Amenity
0.00
Total to DA
25.48
Basin CN
72
Sub Total
0.00

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
POST -DEVELOPMENT
DA POST 313
Post -development Drainage Area Impervious
To SCM 2
Lots
Description
Acres
Description
Qty
Inc Area
Total Area
Impervious Lots
98
12.66
Single Family
135
4100
12.66
Impervious Streets
98
7.11
0.00
Impervious Misc
98
0.00
0.00
Total to DA
98
19.77
0.00
Pervious Bypassing SCM 2
0.00
Description
Acres
Sub Total
0
12.66
Lawn
61
28.89
Streets
Wooded - Soil A
45
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
50' ROW
7746
40
7.11
Wooded - Soil C
77
0.00
Wooded - Soil D
83
0.00
Sub Total
7.11
Total to DA
66
28.89
Misc
Amenity
0
0.00
Total to DA
48.66
Basin CN
79
Sub Total
0.00

TIMMONS GROUP
Calculated By: WYATT NOVAK Date: 05/13/2021
0 0
POST -DEVELOPMENT
DA POST 3 Bypass
Post -development Drainage Area Impervious
Bypass to POI 3
Lots
Description
Acres
Description
Qty
Inc Area
Total Area
Impervious Lots
98
0.80
Single Family
9
4100
0.80
Impervious Streets
98
0.20
0.00
Impervious Misc
98
0.00
0.00
Total to DA
98
1.00
0.00
Pervious Bypassing SCM 2
0.00
Description
Acres
Sub Total
0
0.80
Lawn
39
15.28
Streets
Wooded - Soil A
45
0.00
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
0.00
50' ROW
221
40
0.20
Wooded - Soil C
77
0.00
0.00
Wooded - Soil D
83
0.00
0.00
Sub Total
0.20
Total to DA
62
15.28
Misc
Amenity
0.00
Total to DA
16.28
Basin CN
64
Sub Total
0.00

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
PRE -DEVELOPMENT
PREO
Existing Impervious 7Qty
Description
CN
Acres
Inc Area
Total Are
Existing Impervious - Lots
98
0.00
Existing Roofs
0.00
Existing Impervious - Streets
98
0.00
0.00
Existing Impervious - Misc
98
0.00
0.00
Total to DA
98
0.00
1
0.00
Existing Pervious
Sub Total
0
0.00
Description
CN
Acres
Streets
Wooded - Soil A
45
0.82
Total Area
Wooded - Soil B
66
1.13
Existing Streets
0.00
Wooded - Soil C
77
0.00
0.00
Wooded - Soil D
83
0.00
0.00
Pasture - Soil A
68
1.83
0.00
Pasture - Soil B
79
2.61
0.00
Pasture - Soil C
86
0.00
Sub Total
0
0.00
Pasture - Soil D
89
0.00
Misc
Total to DA
74
6.40
0.00
Total to DA
6.40
0.00
Basin CN
69
Sub Total
0.00
Storm Flows:
Intensity
1
2
10
25
100
Q
2186.7
2549.6
3266.7
3616.4
4138.7

TIMMONS GROUP
Project: RAEFORD COMMONS Project No.: 47049
Calculated By: WYATT NOVAK Date: 05/13/2021
POST -DEVELOPMENT
"POST
Impervious to POI 2 Lots
Description
Acres
Description d
Qty
Inc Area
Total Area
Impervious Lots
98
0.28
Lot Product A
4100
0.28
Impervious Streets
98
0.00
0.00
Impervious Misc
98
0.00
0.00
Total to DA
98
0.28
0.00
Pervious to POI 2
0.00
Description
Acres
Sub Total
0
0.28
Lawn
39
1.11
Streets
Wooded - Soil A
45
Description
Length
Imp/Ft
Total Area
Wooded - Soil B
66
50' ROW
0
0
0.00
Wooded - Soil C
77
0.00
Wooded - Soil D
83
0.00
Sub Total
0.00
Total to DA
62
1.11
Misc
Amenity
0.00
Total to DA
1.40
Basin CN
691
Sub Total
0.00

Hydraflow Report
TIMMONS GROUP
RAEFORD COMMONS
Raeford, NC
Proiect Number: 47049
71 www.timmons.com

Hydraflow Table of Contents 20210524 Raeford Commons 1st SIA.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports...................................................................................................................
4
Hydrograph No. 1, SCS Runoff, PRE POI 1............................................................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No. 2, SCS Runoff, PRE POI 2............................................................................
6
TR-55 Tc Worksheet...........................................................................................................
7
Hydrograph No. 3, SCS Runoff, PRE POI 3............................................................................
8
TR-55 Tc Worksheet...........................................................................................................
9
Hydrograph No. 4, SCS Runoff, PRE POI 4..........................................................................
10
TR-55 Tc Worksheet.........................................................................................................
11
Hydrograph No. 5, Combine, Total Pre..................................................................................
12
Hydrograph No. 6, SCS Runoff, POST POI 1........................................................................
13
TR-55 Tc Worksheet.........................................................................................................
14
Hydrograph No. 7, SCS Runoff, POST POI 2........................................................................
15
TR-55 Tc Worksheet.........................................................................................................
16
Hydrograph No. 8, SCS Runoff, POST POI 3........................................................................
17
TR-55 Tc Worksheet.........................................................................................................
18
Hydrograph No. 9, SCS Runoff, POST POI 4........................................................................
19
TR-55 Tc Worksheet.........................................................................................................
20
Hydrograph No. 10, Combine, TOTAL DA POST..................................................................
21
Hydrograph No. 11, SCS Runoff, POST POI 1 WITH DETENTION ......................................
22
TR-55 Tc Worksheet.........................................................................................................
23
Hydrograph No. 12, SCS Runoff, POST POI 4 WITH DETENTION ......................................
24
TR-55 Tc Worksheet.........................................................................................................
25
Hydrograph No. 13, SCS Runoff, POST 3A TO SCM 1.........................................................
26
Hydrograph No. 14, SCS Runoff, POST 3B TO SCM 2.........................................................
27
Hydrograph No. 15, SCS Runoff, POST 3C BYPASS............................................................
28
TR-55 Tc Worksheet.........................................................................................................
29
Hydrograph No. 16, SCS Runoff, POST POI 2 WITH DETENTION ......................................
30
TR-55 Tc Worksheet.........................................................................................................
31
Hydrograph No. 17, Reservoir, SCM 1...................................................................................
32
PondReport - SCM 1........................................................................................................
33
Hydrograph No. 18, Reservoir, SCM 2...................................................................................
34
PondReport - SCM 2........................................................................................................
35
Hydrograph No. 19, Combine, POST POI 3 TOTAL..............................................................
36
10 -Year
SummaryReport
.......................................................................................................................
37
HydrographReports.................................................................................................................
38
Hydrograph No.
1, SCS Runoff, PRE POI 1..........................................................................
38
Hydrograph No.
2, SCS Runoff, PRE POI 2..........................................................................
39
Hydrograph No.
3, SCS Runoff, PRE POI 3..........................................................................
40
Hydrograph No.
4, SCS Runoff, PRE POI 4..........................................................................
41

Contents continued...
20210524 Raeford Commons 1 st SIA.gpw
Hydrograph No.
5, Combine, Total Pre..................................................................................
42
Hydrograph No.
6, SCS Runoff, POST POI 1........................................................................
43
Hydrograph No.
7, SCS Runoff, POST POI 2........................................................................
44
Hydrograph No.
8, SCS Runoff, POST POI 3........................................................................
45
Hydrograph No.
9, SCS Runoff, POST POI 4........................................................................
46
Hydrograph No.
10, Combine, TOTAL DA POST..................................................................
47
Hydrograph No.
11, SCS Runoff, POST POI 1 WITH DETENTION ......................................
48
Hydrograph No.
12, SCS Runoff, POST POI 4 WITH DETENTION ......................................
49
Hydrograph No.
13, SCS Runoff, POST 3A TO SCM 1.........................................................
50
Hydrograph No.
14, SCS Runoff, POST 3B TO SCM 2.........................................................
51
Hydrograph No.
15, SCS Runoff, POST 3C BYPASS............................................................
52
Hydrograph No.
16, SCS Runoff, POST POI 2 WITH DETENTION ......................................
53
Hydrograph No.
17, Reservoir, SCM 1...................................................................................
54
Hydrograph No.
18, Reservoir, SCM 2...................................................................................
55
Hydrograph No.
19, Combine, POST POI 3 TOTAL..............................................................
56
25 - Year
SummaryReport
.......................................................................................................................
57
HydrographReports.................................................................................................................
58
Hydrograph No.
1, SCS Runoff, PRE POI 1..........................................................................
58
Hydrograph No.
2, SCS Runoff, PRE POI 2..........................................................................
59
Hydrograph No.
3, SCS Runoff, PRE POI 3..........................................................................
60
Hydrograph No.
4, SCS Runoff, PRE POI 4..........................................................................
61
Hydrograph No.
5, Combine, Total Pre..................................................................................
62
Hydrograph No.
6, SCS Runoff, POST POI 1........................................................................
63
Hydrograph No.
7, SCS Runoff, POST POI 2........................................................................
64
Hydrograph No.
8, SCS Runoff, POST POI 3........................................................................
65
Hydrograph No.
9, SCS Runoff, POST POI 4........................................................................
66
Hydrograph No.
10, Combine, TOTAL DA POST..................................................................
67
Hydrograph No.
11, SCS Runoff, POST POI 1 WITH DETENTION ......................................
68
Hydrograph No.
12, SCS Runoff, POST POI 4 WITH DETENTION ......................................
69
Hydrograph No.
13, SCS Runoff, POST 3A TO SCM 1.........................................................
70
Hydrograph No.
14, SCS Runoff, POST 3B TO SCM 2.........................................................
71
Hydrograph No.
15, SCS Runoff, POST 3C BYPASS............................................................
72
Hydrograph No.
16, SCS Runoff, POST POI 2 WITH DETENTION ......................................
73
Hydrograph No.
17, Reservoir, SCM 1...................................................................................
74
Hydrograph No.
18, Reservoir, SCM 2...................................................................................
75
Hydrograph No.
19, Combine, POST POI 3 TOTAL..............................................................
76
100 - Year
SummaryReport
.......................................................................................................................
77
HydrographReports.................................................................................................................
78
Hydrograph No.
1, SCS Runoff, PRE POI 1..........................................................................
78
Hydrograph No.
2, SCS Runoff, PRE POI 2..........................................................................
79
Hydrograph No.
3, SCS Runoff, PRE POI 3..........................................................................
80
Hydrograph No.
4, SCS Runoff, PRE POI 4..........................................................................
81
Hydrograph No.
5, Combine, Total Pre..................................................................................
82
Hydrograph No.
6, SCS Runoff, POST POI 1........................................................................
83
Hydrograph No.
7, SCS Runoff, POST POI 2........................................................................
84
Hydrograph No.
8, SCS Runoff, POST POI 3........................................................................
85

Contents continued...
20210524 Raeford Commons 1 st SIA.gpw
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
Hydrograph No
9, SCS Runoff, POST POI 4........................................................................
86
10, Combine, TOTAL DA POST..................................................................
87
11, SCS Runoff, POST POI 1 WITH DETENTION ......................................
88
12, SCS Runoff, POST POI 4 WITH DETENTION ......................................
89
13, SCS Runoff, POST 3A TO SCM 1.........................................................
90
14, SCS Runoff, POST 3B TO SCM 2.........................................................
91
15, SCS Runoff, POST 3C BYPASS............................................................
92
16, SCS Runoff, POST POI 2 WITH DETENTION ......................................
93
17, Reservoir, SCM 1...................................................................................
94
18, Reservoir, SCM 2...................................................................................
95
19, Combine, POST POI 3 TOTAL..............................................................
96
OFReport.................................................................................................................. 97

1
Watershed Model SchematicHydraflowHydrographs Extension forAutodesk® Civil 3D®2019 byAutodesk, Inc. v2019.2
5
TO
CD
13 14 15 , 12
18
Legend
Hvd. Origin
Description
1 SCS Runoff
PRE POI 1
2 SCS Runoff
PRE POI 2
3 SCS Runoff
PRE POI 3
4 SCS Runoff
PRE POI 4
19
5 Combine
Total Pre
6 SCS Runoff
POST POI 1
7 SCS Runoff
POST POI 2
8 SCS Runoff
POST POI 3
9 SCS Runoff
POST POI 4
10 Combine
TOTAL DA POST
11 SCS Runoff
POST POI 1 WITH DETENTION
12 SCS Runoff
POST POI 4 WITH DETENTION
13 SCS Runoff
POST 3A TO SCM 1
14 SCS Runoff
POST 3B TO SCM 2
15 SCS Runoff
POST 3C BYPASS
16 SCS Runoff
POST POI 2 WITH DETENTION
17 Reservoir
SCM 1
18 Reservoir
SCM 2
19 Combine
POST POI 3 TOTAL
Project: 20210524 Raeford Commons 1st SIA.gpw
Wednesday, 06 / 2 / 2021

Hydrograph Return Period RPF§� y ra o Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
4.057
-------
-------
-------
13.92
18.85
-------
27.57
PRE POI 1
2
SCS Runoff
------
35.84
-------
-------
-------
91.94
118.07
-------
161.41
PRE POI 2
3
SCS Runoff
------
53.20
-------
-------
-------
156.41
206.55
-------
291.02
PRE POI 3
4
SCS Runoff
------
6.566
-------
-------
-------
23.25
31.71
-------
46.52
PRE POI 4
5
Combine
1, 2, 3,
89.95
-------
-------
-------
252.33
329.64
-------
459.10
Total Pre
4
6
SCS Runoff
------
1.814
-------
-------
-------
6.082
8.250
-------
11.96
POST POI 1
7
SCS Runoff
------
3.951
-------
-------
-------
18.26
25.88
-------
39.25
POST POI 2
8
SCS Runoff
------
57.13
-------
-------
-------
187.16
251.76
-------
362.47
POST POI 3
9
SCS Runoff
------
1.260
-------
-------
-------
4.585
6.302
-------
9.274
POST POI 4
10
Combine
6, 7, 8,
61.88
-------
-------
-------
208.13
281.62
-------
407.32
TOTAL DA POST
9
11
SCS Runoff
------
2.249
-------
-------
-------
7.163
9.627
-------
13.87
POST POI 1 WITH DETENTION
12
SCS Runoff
------
1.260
-------
-------
-------
4.585
6.302
-------
9.274
POST POI 4 WITH DETENTION
13
SCS Runoff
------
28.89
-------
-------
-------
93.49
125.96
-------
181.28
POST 3A TO SCM 1
14
SCS Runoff
------
67.19
-------
-------
-------
180.33
233.45
-------
321.88
POST 3B TO SCM 2
15
SCS Runoff
------
4.334
-------
-------
-------
22.90
33.09
-------
51.16
POST 3C BYPASS
16
SCS Runoff
------
3.951
-------
-------
-------
18.26
25.88
-------
39.25
POST POI 2 WITH DETENTION
17
Reservoir
13
0.316
-------
-------
-------
7.610
31.98
-------
115.67
SCM 1
18
Reservoir
14
7.521
-------
-------
-------
19.79
53.77
-------
137.19
SCM 2
19
Combine
15, 17, 18
11.54
-------
-------
-------
42.68
114.19
-------
244.46
POST POI 3 TOTAL
Proj. file: 20210524 Raeford Commons 1st SIA.gpw
Wednesday, 06 / 2 / 2021

Hydrograph Summary Repo rlydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
4.057
2
718
8,421
------
------
------
PRE POI 1
2
SCS Runoff
35.84
2
736
165,332
------
------
------
PRE POI 2
3
SCS Runoff
53.20
2
732
224,390
------
------
------
PRE POI 3
4
SCS Runoff
6.566
2
720
16,059
------
------
------
PRE POI 4
5
Combine
89.95
2
732
414,202
1, 2, 3,
------
------
Total Pre
4
6
SCS Runoff
1.814
2
722
5,045
------
------
------
POST POI 1
7
SCS Runoff
3.951
2
736
22,697
------
------
------
POST POI 2
8
SCS Runoff
57.13
2
736
286,216
------
------
------
POST POI 3
9
SCS Runoff
1.260
2
722
3,623
------
------
------
POST POI 4
10
Combine
61.88
2
736
317,582
6, 7, 8,
------
------
TOTAL DA POST
9
11
SCS Runoff
2.249
2
718
4,586
------
------
------
POST POI 1 WITH DETENTION
12
SCS Runoff
1.260
2
722
3,623
------
------
------
POST POI 4 WITH DETENTION
13
SCS Runoff
28.89
2
722
79,357
------
------
------
POST 3A TO SCM 1
14
SCS Runoff
67.19
2
726
215,106
------
------
------
POST 3B TO SCM 2
15
SCS Runoff
4.334
2
738
28,413
------
------
------
POST 3C BYPASS
16
SCS Runoff
3.951
2
736
22,697
------
------
------
POST POI 2 WITH DETENTION
17
Reservoir
0.316
2
1448
68,395
13
264.99
66,619
SCM 1
18
Reservoir
7.521
2
774
214,703
14
259.59
100,367
SCM 2
19
Combine
11.54
2
744
311,512
15, 17, 18
------
------
POST POI 3 TOTAL
20210524 Raeford Commons 1st SIA.gpw
Return Period: 1 Year
Wednesday, 06 / 2 / 2021

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 1
PRE POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 4.057 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 8,421 cuft
Drainage area
= 3.580 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.40 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
r 11
1.00
0.00 1
0 2 4
— Hyd No. 1
PRE POI 1
Hyd. No. 1 -- 1 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' ' 0.00
16 18 20 22 24 26
Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 1
PRE POI 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.050
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 569.00
0.00
0.00
Watercourse slope (%)
= 1.17
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.75
0.00
0.00
Travel Time (min)
= 5.43 +
0.00 +
0.00 =
5.43
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
5.40 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 2
PRE POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 35.84 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 165,332 cuft
Drainage area
= 34.270 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 35.10 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
20.00
10.00
0.00 1
0 2 4
— Hyd No. 2
PRE POI 2
Hyd. No. 2 -- 1 Year
6 8 10 12 14
Q (cfs)
40.00
30.00
20.00
10.00
16 18 20 22 24 26
Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 2
PRE POI 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.050
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 1595.00
0.00
0.00
Watercourse slope (%)
= 0.22
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.76
0.00
0.00
Travel Time (min)
= 35.13 +
0.00 +
0.00 =
35.13
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
35.10 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 3
PRE POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 53.20 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 224,390 cuft
Drainage area
= 59.320 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.60 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
40.00
20.00
10.00
0.00
0 2 4
— Hyd No. 3
PRE POI 3
Hyd. No. 3 -- 1 Year
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 3
PRE POI 3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.050
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 850.00
0.00
0.00
Watercourse slope (%)
= 1.71
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.11
0.00
0.00
Travel Time (min)
= 6.71 +
0.00 +
0.00 =
6.71
Channel Flow
X sectional flow area (sqft)
= 159.00
0.00
0.00
Wetted perimeter (ft)
= 213.00
0.00
0.00
Channel slope (%)
= 0.50
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=1.73
0.00
0.00
Flow length (ft)
({0})2383.0
0.0
0.0
Travel Time (min)
= 22.93 +
0.00 +
0.00 =
22.93
Total Travel Time, Tc..............................................................................
29.60 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 4
PRE POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 6.566 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 16,059 cuft
Drainage area
= 6.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
0.00
0 2 4
— Hyd No. 4
6 8
PRE POI 4
Hyd. No. 4 -- 1 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
1 • 1 1 1 1 1 1 r% 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
PRE POI 4
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.050
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 800.00
0.00
0.00
Watercourse slope (%)
= 1.11
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.70
0.00
0.00
Travel Time (min)
= 7.84 +
0.00 +
0.00 =
7.84
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
7.80 min

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 5
Total Pre
Hydrograph type
= Combine
Peak discharge
= 89.95 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 414,202 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.570 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
— Hyd No. 5
Total Pre
Hyd. No. 5 -- 1 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (hrs)
Hyd No. 4

Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 6
POST POI 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.720 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
2 4
Hyd No. 6
POST POI 1
Hyd. No. 6 -- 1 Year
Wednesday, 06 / 2 / 2021
= 1.814 cfs
= 12.03 hrs
= 5,045 cuft
= 71
= 0 ft
= 10.30 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

14
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 6
POST POI 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 2.35
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 568.00
0.00
0.00
Watercourse slope (%)
= 0.32
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.92
0.00
0.00
Travel Time (min)
= 10.34 +
0.00 +
0.00 =
10.34
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
10.30 min

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 7
POST POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.951 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 22,697 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 7
POST POI 2
Hyd. No. 7 -- 1 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
' ' ' ' ' %, ' 0.00
16 18 20 22 24 26
Time (hrs)

16
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 7
POST POI 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 1377.00
0.00
0.00
Watercourse slope (%)
= 0.20
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.73
0.00
0.00
Travel Time (min)
= 31.49 +
0.00 +
0.00 =
31.49
Channel Flow
X sectional flow area (sqft)
= 6.75
0.00
0.00
Wetted perimeter (ft)
= 18.50
0.00
0.00
Channel slope (%)
= 0.90
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
=2.87
0.00
0.00
Flow length (ft)
({0})304.0
0.0
0.0
Travel Time (min)
= 1.76 +
0.00 +
0.00 =
1.76
Total Travel Time, Tc..............................................................................
33.30 min

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 8
POST POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 57.13 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 286,216 cuft
Drainage area
= 90.420 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
40.00
20.00
10.00
0.00
0 2 4
— Hyd No. 8
POST POI 3
Hyd. No. 8 -- 1 Year
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
1 ' 0.00
16 18 20 22 24 26
Time (hrs)

18
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 8
POST POI 3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 822.00
0.00
0.00
Watercourse slope (%)
= 0.83
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.47
0.00
0.00
Travel Time (min)
= 9.32 +
0.00 +
0.00 =
9.32
Channel Flow
X sectional flow area (sqft)
= 159.00
0.00
0.00
Wetted perimeter (ft)
= 213.00
0.00
0.00
Channel slope (%)
= 0.50
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=1.73
0.00
0.00
Flow length (ft)
({0})2562.0
0.0
0.0
Travel Time (min)
= 24.65 +
0.00 +
0.00 =
24.65
Total Travel Time, Tc..............................................................................
34.00 min

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 9
POST POI 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.400 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
2 4
Hyd No. 9
POST POI 4
Hyd. No. 9 -- 1 Year
Wednesday, 06 / 2 / 2021
= 1.260 cfs
= 12.03 hrs
= 3,623 cuft
= 69
= 0 ft
= 10.90 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

20
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 9
POST POI 4
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 568.00
0.00
0.00
Watercourse slope (%)
= 0.29
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.87
0.00
0.00
Travel Time (min)
= 10.90 +
0.00 +
0.00 =
10.90
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
10.90 min

Hydrograph
Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 10
TOTAL DA POST
Hydrograph type
= Combine
Peak discharge
= 61.88 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 317,582 cuft
Inflow hyds.
= 6, 7, 8, 9
Contrib. drain. area
= 104.490 ac
Q (cfs)
70.00
40.00
20.00
10.00
0.00 ' -.L.
0 2 4
— Hyd No. 10
TOTAL DA POST
Hyd. No. 10 -- 1 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
' 0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Hyd No. 7 Hyd No. 8 Time (hrs)
Hyd No. 9

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 11
POST POI 1 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 2.249 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 4,586 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 4.30 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 1 WITH DETENTION
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 Time (hrs)

23
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 11
POST POI 1 WITH DETENTION
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 483.00
0.00
0.00
Watercourse slope (%)
= 1.33
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.86
0.00
0.00
Travel Time (min)
= 4.33 +
0.00 +
0.00 =
4.33
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
4.30 min

Hydrograph Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 12
POST POI 4 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.400 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
2 4
Hyd No. 12
POST POI 4 WITH DETENTION
Hyd. No. 12 -- 1 Year
Wednesday, 06 / 2 / 2021
= 1.260 cfs
= 12.03 hrs
= 3,623 cuft
= 69
= 0 ft
= 10.90 min
= Type II
= 484
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

25
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 12
POST POI 4 WITH DETENTION
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 568.00
0.00
0.00
Watercourse slope (%)
= 0.29
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.87
0.00
0.00
Travel Time (min)
= 10.90 +
0.00 +
0.00 =
10.90
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
10.90 min

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 13
POST 3A TO SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 28.89 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 79,357 cuft
Drainage area
= 25.480 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.10 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' -.L.
0 2 4
— Hyd No. 13
POST 3A TO SCM 1
Hyd. No. 13 -- 1 Year
6 8 10 12 14
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
'V ' 0.00
16 18 20 22 24 26
Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 14
POST 3B TO SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 67.19 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 215,106 cuft
Drainage area
= 48.660 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 17.10 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
40.00
20.00
10.00
0.00 ' -.L.
0 2 4
— Hyd No. 14
6 8
POST 3113 TO SCM 2
Hyd. No. 14 -- 1 Year
Q (cfs)
70.00
.e e
50.00
40.00
30.00
20.00
10.00
I I I I I I I 1` 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 15
POST 3C BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 4.334 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 28,413 cuft
Drainage area
= 16.280 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 3C BYPASS
Q (cfs) Hyd. No. 15 -- 1 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 ILI 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 15 Time (hrs)

29
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 15
POST 3C BYPASS
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 822.00
0.00
0.00
Watercourse slope (%)
= 0.83
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.47
0.00
0.00
Travel Time (min)
= 9.32 +
0.00 +
0.00 =
9.32
Channel Flow
X sectional flow area (sqft)
= 159.00
0.00
0.00
Wetted perimeter (ft)
= 213.00
0.00
0.00
Channel slope (%)
= 0.50
0.00
0.00
Manning's n-value
= 0.050
0.015
0.015
Velocity (ft/s)
=1.73
0.00
0.00
Flow length (ft)
({0})2562.0
0.0
0.0
Travel Time (min)
= 24.65 +
0.00 +
0.00 =
24.65
Total Travel Time, Tc..............................................................................
34.00 min

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 16
POST POI 2 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 3.951 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 22,697 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 3.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 2 WITH DETENTION
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 16 Time (hrs)

31
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 16
POST POI 2 WITH DETENTION
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 1377.00
0.00
0.00
Watercourse slope (%)
= 0.20
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.73
0.00
0.00
Travel Time (min)
= 31.49 +
0.00 +
0.00 =
31.49
Channel Flow
X sectional flow area (sqft)
= 6.75
0.00
0.00
Wetted perimeter (ft)
= 18.50
0.00
0.00
Channel slope (%)
= 0.90
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
=2.87
0.00
0.00
Flow length (ft)
({0})304.0
0.0
0.0
Travel Time (min)
= 1.76 +
0.00 +
0.00 =
1.76
Total Travel Time, Tc..............................................................................
33.30 min

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 17
SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 0.316 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.13 hrs
Time interval
= 2 min
Hyd. volume
= 68,395 cuft
Inflow hyd. No.
= 13 - POST 3A TO SCM 1
Max. Elevation
= 264.99 ft
Reservoir name
= SCM 1
Max. Storage
= 66,619 cuft
Storage Indication method used.
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 10 20
— Hyd No. 17
SCM 1
Hyd. No. 17 -- 1 Year
30 40 50 60 70 80 90
Hyd No. 13 Total storage used = 66,619 cuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
100
Time (hrs)

Pond Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Pond No. 1 - SCM 1
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining Elevation = 263.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 263.00
29,005
0
0
1.00 264.00
34,078
31,504
31,504
2.00 265.00
36,697
35,376
66,880
3.00 266.00
39,370
38,022
104,902
4.00 267.00
42,095
40,721
145,623
5.00 268.00
44,874
43,473
189,096
6.00 269.00
47,706
46,278
235,374
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 30.00
3.00
8.00
0.00
Span (in)
= 30.00
3.00
12.00
0.00
No. Barrels
= 1
1
2
0
Invert El. (ft)
= 263.00
263.00
265.50
0.00
Length (ft)
= 69.00
5.00
5.00
0.00
Slope (%)
= 0.58
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
6.00
41111
4.00
c m
►41I17
M
0.00 r
0.0 50.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
70.00
0.00
0.00
Crest El. (ft)
= 266.50
267.50
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
Rect
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
269.00
w1k1*1<1I1l
267.00
266.00
264.00
263.00
100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0
Discharge (cfs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 18
SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 7.521 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.90 hrs
Time interval
= 2 min
Hyd. volume
= 214,703 cuft
Inflow hyd. No.
= 14 - POST 3B TO SCM 2
Max. Elevation
= 259.59 ft
Reservoir name
= SCM 2
Max. Storage
= 100,367 cuft
Storage Indication method used.
Q (cfs)
70.00
40.00
20.00
10.00
0.00
0 4 8
— Hyd No. 18
SCM 2
Hyd. No. 18 -- 1 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00
12 16 20 24 28 32 36 40 44
Time (hrs)
Hyd No. 14 Total storage used = 100,367 cult

Pond Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Pond No. 2 - SCM 2
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining Elevation = 257.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 258.00
54,957
0
0
1.00 259.00
65,265
60,031
60,031
2.00 260.00
70,502
67,860
127,891
3.00 261.00
75,793
73,124
201,015
4.00 262.00
81,139
78,443
279,458
5.00 263.00
86,540
83,817
363,275
6.00 264.00
91,996
89,245
452,520
7.00 265.00
97,627
94,788
547,308
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
4.00
8.00
0.00
Span (in)
= 36.00
4.00
12.00
0.00
No. Barrels
= 1
1
3
0
Invert El. (ft)
= 258.00
258.00
258.00
0.00
Length (ft)
= 93.00
5.00
5.00
0.00
Slope (%)
= 0.54
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
8.00
. M
4.00
RIM
40.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 20.00
60.00
0.00
0.00
Crest El. (ft)
= 262.00
263.50
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
Rect
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
266.00
264.00
262.00
260.00
1 1 258.00
80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0 480.0
Discharge (cfs)

Hydrograph
Report
36
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 19
POST POI 3 TOTAL
Hydrograph type
= Combine
Peak discharge
= 11.54 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.40 hrs
Time interval
= 2 min
Hyd. volume
= 311,512 cuft
Inflow hyds.
= 15, 17, 18
Contrib. drain. area
= 16.280 ac
Q (cfs)
12.00
10.00
m
am
4.00
r M
e
10 20
Hyd No. 19
POST POI 3 TOTAL
Hyd. No. 19 -- 1 Year
30 40
Hyd No. 15
50 60
Hyd No. 17
70 80 90
Hyd No. 18
Q (cfs)
12.00
10.00
4.00
2.00
1 0.00
100
Time (hrs)

37
Hydrograph Summary Repo rlydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.92
2
718
27,905
------
------
------
PRE POI 1
2
SCS Runoff
91.94
2
734
416,455
------
------
------
PRE POI 2
3
SCS Runoff
156.41
2
730
626,780
------
------
------
PRE POI 3
4
SCS Runoff
23.25
2
720
53,213
------
------
------
PRE POI 4
5
Combine
252.33
2
732
1,124,353
1, 2, 3,
------
------
Total Pre
4
6
SCS Runoff
6.082
2
720
15,854
------
------
------
POST POI 1
7
SCS Runoff
18.26
2
734
82,136
------
------
------
POST POI 2
8
SCS Runoff
187.16
2
736
856,171
------
------
------
POST POI 3
9
SCS Runoff
4.585
2
722
12,004
------
------
------
POST POI 4
10
Combine
208.13
2
734
966,165
6, 7, 8,
------
------
TOTAL DA POST
9
11
SCS Runoff
7.163
2
718
14,413
------
------
------
POST POI 1 WITH DETENTION
12
SCS Runoff
4.585
2
722
12,004
------
------
------
POST POI 4 WITH DETENTION
13
SCS Runoff
93.49
2
720
243,213
------
------
------
POST 3A TO SCM 1
14
SCS Runoff
180.33
2
724
563,956
------
------
------
POST 3B TO SCM 2
15
SCS Runoff
22.90
2
736
109,836
------
------
------
POST 3C BYPASS
16
SCS Runoff
18.26
2
734
82,136
------
------
------
POST POI 2 WITH DETENTION
17
Reservoir
7.610
2
774
221,901
13
266.60
129,204
SCM 1
18
Reservoir
19.79
2
766
563,485
14
262.17
293,925
SCM 2
19
Combine
42.68
2
738
895,224
15, 17, 18
------
------
POST POI 3 TOTAL
20210524 Raeford Commons 1st SIA.gpw
Return Period: 10 Year
Wednesday, 06 / 2 / 2021

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 1
PRE POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 13.92 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 27,905 cuft
Drainage area
= 3.580 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.40 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
am
4.00
PRE POI 1
Hyd. No. 1 -- 10 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 2
PRE POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 91.94 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 416,455 cuft
Drainage area
= 34.270 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 35.10 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE POI 2
Hyd. No. 2 -- 10 Year
0 2 4
— Hyd No. 2
Q (cfs)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 3
PRE POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 156.41 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 626,780 cuft
Drainage area
= 59.320 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.60 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
PRE POI 3
Hyd. No. 3 -- 10 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 1 1
' ' ' ' ' ' ' �% ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 4
PRE POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 23.25 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 53,213 cuft
Drainage area
= 6.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
:1M
4.00
0.00 1
0 2 4
— Hyd No. 4
PRE POI 4
Hyd. No. 4 -- 10 Year
6 8 10 12 14
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
' ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 5
Total Pre
Hydrograph type
= Combine
Peak discharge
= 252.33 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 1,124,353 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.570 ac
Total Pre
���� "22—

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 6
POST POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 6.082 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 15,854 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.30 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
0.00
0 2 4
— Hyd No. 6
6 8
POST POI 1
Hyd. No. 6 -- 10 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
- ' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 7
POST POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 18.26 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 82,136 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
0.00 1
0 2 4
— Hyd No. 7
6 8
POST POI 2
Hyd. No. 7 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
10- 1 1 1 1 1 1 I7� i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 8
POST POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 187.16 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 856,171 cuft
Drainage area
= 90.420 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
210.00
180.00
150.00
120.00
0.00
0 2 4
— Hyd No. 8
6 8
POST POI 3
Hyd. No. 8 -- 10 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
.0— 1 1 1 1 1 1 I�% i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 9
POST POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 4.585 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 12,004 cuft
Drainage area
= 1.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
r 11
1.00
0.00 1
0 2 4
— Hyd No. 9
POST POI 4
Hyd. No. 9 -- 10 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
47
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 10
TOTAL DA POST
Hydrograph type
= Combine
Peak discharge
= 208.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 966,165 cuft
Inflow hyds.
= 6, 7, 8, 9
Contrib. drain. area
= 104.490 ac
Q (cfs)
210.00
180.00
150.00
120.00
0.00 ' -.L.
0 2 4
— Hyd No. 10
TOTAL DA POST
Hyd. No. 10 -- 10 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Hyd No. 7 Hyd No. 8 Time (hrs)
Hyd No. 9

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 11
POST POI 1 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 7.163 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 14,413 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 4.30 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
8.00
.M
4.00
rM
0.00 1
0 2 4
— Hyd No. 11
POST POI 1 WITH DETENTION
Hyd. No. 11 -- 10 Year
6 8 10 12 14
Q (cfs)
8.00
M
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 12
POST POI 4 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 4.585 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 12,004 cuft
Drainage area
= 1.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 4 WITH DETENTION
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 12 Time (hrs)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 13
POST 3A TO SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 93.49 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 243,213 cuft
Drainage area
= 25.480 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.10 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
— Hyd No. 13
6 8 10 12 14
POST 3A TO SCM 1
Hyd. No. 13 -- 10 Year Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
16 18 20 22 24 26
Time (hrs)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 14
POST 3B TO SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 180.33 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 563,956 cuft
Drainage area
= 48.660 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 17.10 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 3113 TO SCM 2
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 14 Time (hrs)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 15
POST 3C BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 22.90 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 109,836 cuft
Drainage area
= 16.280 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 3C BYPASS
Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 15 Time (hrs)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 16
POST POI 2 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 18.26 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 82,136 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 2 WITH DETENTION
Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 16 Time (hrs)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 17
SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 7.610 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.90 hrs
Time interval
= 2 min
Hyd. volume
= 221,901 cuft
Inflow hyd. No.
= 13 - POST 3A TO SCM 1
Max. Elevation
= 266.60 ft
Reservoir name
= SCM 1
Max. Storage
= 129,204 cuft
Storage Indication method used.
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
it 11
20.00
Nee
1 10
20 30 40
— Hyd No. 13
50 60 70 80 90
Total storage used = 129,204 cuft
100
Time (hrs)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 18
SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 19.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.77 hrs
Time interval
= 2 min
Hyd. volume
= 563,485 cuft
Inflow hyd. No.
= 14 - POST 3B TO SCM 2
Max. Elevation
= 262.17 ft
Reservoir name
= SCM 2
Max. Storage
= 293,925 cuft
Storage Indication method used.
SCM 2
Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
EL
ff
Aff
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time (hrs)
— Hyd No. 18 Hyd No. 14 Total storage used = 293,925 cult

Hydrograph
Report
56
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 19
POST POI 3 TOTAL
Hydrograph type
= Combine
Peak discharge
= 42.68 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 895,224 cuft
Inflow hyds.
= 15, 17, 18
Contrib. drain. area
= 16.280 ac
Q (cfs)
50.00
40.00
20.00
10.00
POST POI 3 TOTAL
Hyd. No. 19 -- 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
— Hyd No. 19 Hyd No. 15 Hyd No. 17 Hyd No. 18

57
Hydrograph Summary Repo rlydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
18.85
2
716
38,065
------
------
------
PRE POI 1
2
SCS Runoff
118.07
2
734
536,280
------
------
------
PRE POI 2
3
SCS Runoff
206.55
2
730
825,342
------
------
------
PRE POI 3
4
SCS Runoff
31.71
2
718
72,586
------
------
------
PRE POI 4
5
Combine
329.64
2
732
1,472,273
1, 2, 3,
------
------
Total Pre
4
6
SCS Runoff
8.250
2
720
21,397
------
------
------
POST POI 1
7
SCS Runoff
25.88
2
734
113,978
------
------
------
POST POI 2
8
SCS Runoff
251.76
2
734
1,143,790
------
------
------
POST POI 3
9
SCS Runoff
6.302
2
720
16,374
------
------
------
POST POI 4
10
Combine
281.62
2
734
1,295,539
6, 7, 8,
------
------
TOTAL DA POST
9
11
SCS Runoff
9.627
2
716
19,451
------
------
------
POST POI 1 WITH DETENTION
12
SCS Runoff
6.302
2
720
16,374
------
------
------
POST POI 4 WITH DETENTION
13
SCS Runoff
125.96
2
720
326,553
------
------
------
POST 3A TO SCM 1
14
SCS Runoff
233.45
2
724
732,570
------
------
------
POST 3B TO SCM 2
15
SCS Runoff
33.09
2
736
154,312
------
------
------
POST 3C BYPASS
16
SCS Runoff
25.88
2
734
113,978
------
------
------
POST POI 2 WITH DETENTION
17
Reservoir
31.98
2
734
304,992
13
267.15
151,817
SCM 1
18
Reservoir
53.77
2
744
732,082
14
262.89
354,034
SCM 2
19
Combine
114.19
2
738
1,191,388
15, 17, 18
------
------
POST POI 3 TOTAL
20210524 Raeford Commons 1st SIA.gpw
Return Period: 25 Year
Wednesday, 06 / 2 / 2021

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 1
PRE POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 18.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 38,065 cuft
Drainage area
= 3.580 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.40 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
0.00 1
0 2 4
— Hyd No. 1
6 8
PRE POI 1
Hyd. No. 1 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
- ' ' ' I I 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 2
PRE POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 118.07 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 536,280 cuft
Drainage area
= 34.270 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 35.10 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 2 4
— Hyd No. 2
PRE POI 2
Hyd. No. 2 -- 25 Year
6 8 10 12 14
Q (cfs)
120.00
100.00
40.00
20.00
' — ' 0.00
16 18 20 22 24 26
Time (hrs)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 3
PRE POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 206.55 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 825,342 cuft
Drainage area
= 59.320 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.60 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
210.00
180.00
150.00
120.00
0.00
0 2 4
— Hyd No. 3
6 8
PRE POI 3
Hyd. No. 3 -- 25 Year
Q (cfs)
210.00
180.00
150.00
120.00
30.00
—r I I I I I I :N% i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 4
PRE POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 31.71 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 72,586 cuft
Drainage area
= 6.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
— Hyd No. 4
6 8
PRE POI 4
Hyd. No. 4 -- 25 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
y' ' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
62
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 5
Total Pre
Hydrograph type
= Combine
Peak discharge
= 329.64 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 1,472,273 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.570 ac
Total Pre
������ 1IA I�������

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 6
POST POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.250 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 21,397 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.30 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 1
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 7
POST POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 25.88 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 113,978 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
0.00 1
0 2 4
— Hyd No. 7
6 8
POST POI 2
Hyd. No. 7 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
JJ I I I I I I I t i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 8
POST POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 251.76 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 1,143,790 cuft
Drainage area
= 90.420 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00
0 2 4
— Hyd No. 8
6 8
POST POI 3
Hyd. No. 8 -- 25 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
-r- I I I I I 1 1_ i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 9
POST POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 6.302 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 16,374 cuft
Drainage area
= 1.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
0.00
0 2 4
— Hyd No. 9
6 8
POST POI 4
Hyd. No. 9 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
67
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 10
TOTAL DA POST
Hydrograph type
= Combine
Peak discharge
= 281.62 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 1,295,539 cuft
Inflow hyds.
= 6, 7, 8, 9
Contrib. drain. area
= 104.490 ac
TOTAL DA POST

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 11
POST POI 1 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 9.627 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 19,451 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 4.30 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 1 WITH DETENTION
Q (cfs) Hyd. No. 11 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 Time (hrs)

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 12
POST POI 4 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 6.302 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 16,374 cuft
Drainage area
= 1.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
0.00 ' -.L.
0 2 4
— Hyd No. 12
6 8
POST POI 4 WITH DETENTION
Hyd. No. 12 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
10 12 14 16 18 20 22 24 26
Time (hrs)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 13
POST 3A TO SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 125.96 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 326,553 cuft
Drainage area
= 25.480 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.10 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' -.L.
0 2 4
— Hyd No. 13
6 8
POST 3A TO SCM 1
Hyd. No. 13 -- 25 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 14
POST 3B TO SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 233.45 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 732,570 cuft
Drainage area
= 48.660 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 17.10 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 14 Time (hrs)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 15
POST 3C BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 33.09 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 154,312 cuft
Drainage area
= 16.280 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00 ' -.L.
0 2 4
— Hyd No. 15
6 8
POST 3C BYPASS
Hyd. No. 15 -- 25 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
1J 1 1 1 1 1 1 1_ 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 16
POST POI 2 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 25.88 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 113,978 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 6.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 2 WITH DETENTION
Q (cfs) Hyd. No. 16 -- 25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 16 Time (hrs)

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 17
SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 31.98 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 304,992 cuft
Inflow hyd. No.
= 13 - POST 3A TO SCM 1
Max. Elevation
= 267.15 ft
Reservoir name
= SCM 1
Max. Storage
= 151,817 cuft
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00
0 4 8
— Hyd No. 17
SCM 1
Hyd. No. 17 -- 25 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
A ' 0.00
12 16 20 24 28 32 36 40 44
Time (hrs)
— Hyd No. 13 Total storage used = 151,817 cult

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 18
SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 53.77 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.40 hrs
Time interval
= 2 min
Hyd. volume
= 732,082 cuft
Inflow hyd. No.
= 14 - POST 3B TO SCM 2
Max. Elevation
= 262.89 ft
Reservoir name
= SCM 2
Max. Storage
= 354,034 cuft
Storage Indication method used.
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
0 4
— Hyd No. 18
SCM 2
Hyd. No. 18 -- 25 Year Q (cfs)

Hydrograph
Report
76
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 19
POST POI 3 TOTAL
Hydrograph type
= Combine
Peak discharge
= 114.19 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 1,191,388 cuft
Inflow hyds.
= 15, 17, 18
Contrib. drain. area
= 16.280 ac
POST POI 3 TOTAL
Q (cfs) Hyd. No. 19 -- 25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
gas
0.00 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
— Hyd No. 19 Hyd No. 15 Hyd No. 17 Hyd No. 18

77
Hydrograph Summary Repo rlydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v2019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
27.57
2
716
55,904
------
------
------
PRE POI 1
2
SCS Runoff
161.41
2
734
738,770
------
------
------
PRE POI 2
3
SCS Runoff
291.02
2
730
1,165,665
------
------
------
PRE POI 3
4
SCS Runoff
46.52
2
718
106,602
------
------
------
PRE POI 4
5
Combine
459.10
2
732
2,066,941
1, 2, 3,
------
------
Total Pre
4
6
SCS Runoff
11.96
2
720
31,056
------
------
------
POST POI 1
7
SCS Runoff
39.25
2
734
170,566
------
------
------
POST POI 2
8
SCS Runoff
362.47
2
734
1,641,565
------
------
------
POST POI 3
9
SCS Runoff
9.274
2
720
24,048
------
------
------
POST POI 4
10
Combine
407.32
2
734
1,867,235
6, 7, 8,
------
------
TOTAL DA POST
9
11
SCS Runoff
13.87
2
716
28,233
------
------
------
POST POI 1 WITH DETENTION
12
SCS Runoff
9.274
2
720
24,048
------
------
------
POST POI 4 WITH DETENTION
13
SCS Runoff
181.28
2
720
471,285
------
------
------
POST 3A TO SCM 1
14
SCS Runoff
321.88
2
724
1,019,036
------
------
------
POST 3B TO SCM 2
15
SCS Runoff
51.16
2
736
234,038
------
------
------
POST 3C BYPASS
16
SCS Runoff
39.25
2
734
170,566
------
------
------
POST POI 2 WITH DETENTION
17
Reservoir
115.67
2
728
449,430
13
267.96
187,004
SCM 1
18
Reservoir
137.19
2
738
1,018,525
14
263.98
450,614
SCM 2
19
Combine
244.46
2
736
1,701,995
15, 17, 18
------
------
POST POI 3 TOTAL
20210524 Raeford Commons 1st SIA.gpw
Return Period: 100 Year
Wednesday, 06 / 2 / 2021

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 1
PRE POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 27.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 55,904 cuft
Drainage area
= 3.580 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.40 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
0.00 '
0 2 4
— Hyd No. 1
6 8
PRE POI 1
Hyd. No. 1 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
10 12 14 16 18 20 22 24
Time (hrs)

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 2
PRE POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 161.41 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 738,770 cuft
Drainage area
= 34.270 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 35.10 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4
— Hyd No. 2
PRE POI 2
Hyd. No. 2 -- 100 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00

80
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 3
PRE POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 291.02 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 1,165,665 cuft
Drainage area
= 59.320 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 29.60 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
PRE POI 3
Hyd. No. 3 -- 100 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 1
' ' ' ' ' ' ' --r-� ! 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Time (hrs)

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 4
PRE POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 46.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 106,602 cuft
Drainage area
= 6.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.80 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
20.00
10.00
0.00 ---L
0 2 4
— Hyd No. 4
PRE POI 4
Hyd. No. 4 -- 100 Year
6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
82
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 5
Total Pre
Hydrograph type
= Combine
Peak discharge
= 459.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 2,066,941 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 103.570 ac
Total Pre

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 6
POST POI 1
Hydrograph type
= SCS Runoff
Peak discharge
= 11.96 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 31,056 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.30 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 1
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 7
POST POI 2
Hydrograph type
= SCS Runoff
Peak discharge
= 39.25 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 170,566 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
40.00
20.00
10.00
0.00 1
0 2 4
— Hyd No. 7
POST POI 2
Hyd. No. 7 -- 100 Year
6 8 10 12 14
Q (cfs)
40.00
30.00
20.00
10.00
' ' ' ' ' 1 ' 0.00
16 18 20 22 24 26
Time (hrs)

85
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 8
POST POI 3
Hydrograph type
= SCS Runoff
Peak discharge
= 362.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 1,641,565 cuft
Drainage area
= 90.420 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
POST POI 3
Hyd. No. 8 -- 100 Year
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 ' ' ' ' ' ' ' ' ' � ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 8 Time (hrs)

86
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 9
POST POI 4
Hydrograph type
= SCS Runoff
Peak discharge
= 9.274 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 24,048 cuft
Drainage area
= 1.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 4
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 9 Time (hrs)

Hydrograph
Report
87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 10
TOTAL DA POST
Hydrograph type
= Combine
Peak discharge
= 407.32 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 1,867,235 cuft
Inflow hyds.
= 6, 7, 8, 9
Contrib. drain. area
= 104.490 ac
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' -.L.
0 2 4
— Hyd No. 10
TOTAL DA POST
Hyd. No. 10 -- 100 Year
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Hyd No. 7 Hyd No. 8 Time (hrs)
Hyd No. 9

88
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 11
POST POI 1 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 13.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 28,233 cuft
Drainage area
= 1.720 ac
Curve number
= 71
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 4.30 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 1 WITH DETENTION
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 11 Time (hrs)

89
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 12
POST POI 4 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 9.274 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 24,048 cuft
Drainage area
= 1.400 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
4.00
e
POST POI 4 WITH DETENTION
Hyd. No. 12 -- 100 Year
2 4 6 8 10 12 14
Hyd No. 12
Q (cfs)
10.00
Me
4.00
2.00
0.00
16 18 20 22 24 26
Time (hrs)

90
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 13
POST 3A TO SCM 1
Hydrograph type
= SCS Runoff
Peak discharge
= 181.28 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 471,285 cuft
Drainage area
= 25.480 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.10 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 3A TO SCM 1
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 13 Time (hrs)

91
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 14
POST 3B TO SCM 2
Hydrograph type
= SCS Runoff
Peak discharge
= 321.88 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 1,019,036 cuft
Drainage area
= 48.660 ac
Curve number
= 79
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 17.10 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 3113 TO SCM 2
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 14 Time (hrs)

92
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 15
POST 3C BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 51.16 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 234,038 cuft
Drainage area
= 16.280 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 34.00 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
40.00
20.00
10.00
0.00 ' -.L.
0 2 4
— Hyd No. 15
POST 3C BYPASS
Hyd. No. 15 -- 100 Year
6 8 10 12 14
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
' 0.00
16 18 20 22 24 26
Time (hrs)

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Hyd. No. 16
POST POI 2 WITH DETENTION
Hydrograph type
= SCS Runoff
Peak discharge
= 39.25 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 170,566 cuft
Drainage area
= 10.950 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 33.30 min
Total precip.
= 8.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST POI 2 WITH DETENTION
Q (cfs) Hyd. No. 16 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 16 Time (hrs)

94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 17
SCM 1
Hydrograph type
= Reservoir
Peak discharge
= 115.67 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 449,430 cuft
Inflow hyd. No.
= 13 - POST 3A TO SCM 1
Max. Elevation
= 267.96 ft
Reservoir name
= SCM 1
Max. Storage
= 187,004 cuft
Storage Indication method used.
SCM 1
Q (cfs) Hyd. No. 17 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 17 Hyd No. 13 Total storage used = 187,004 cult

95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 18
SCM 2
Hydrograph type
= Reservoir
Peak discharge
= 137.19 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 1,018,525 cuft
Inflow hyd. No.
= 14 - POST 3B TO SCM 2
Max. Elevation
= 263.98 ft
Reservoir name
= SCM 2
Max. Storage
= 450,614 cuft
Storage Indication method used.
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
SCM 2
Hyd. No. 18 -- 100 Year
0.00 '
0 4 8 12
— Hyd No. 18 Hyd No. 14
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
16 20 24 28 32
Time (hrs)
Total storage used = 450,614 cult

Hydrograph
Report
96
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2019.2
Wednesday, 06 / 2 / 2021
Hyd. No. 19
POST POI 3 TOTAL
Hydrograph type
= Combine
Peak discharge
= 244.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 1,701,995 cuft
Inflow hyds.
= 15, 17, 18
Contrib. drain. area
= 16.280 ac
POST POI 3 TOTAL

97
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 06 / 2 / 2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
57.0356
11.9000
0.8655
--------
2
76.7932
13.3000
0.8914
--------
3
380299488.00(0
120.0987
3.8041
--------
5
75.2703
13.0000
0.8421
--------
10
68.8066
11.9000
0.7899
--------
25
67.2362
11.5000
0.7521
--------
50
56.9160
9.9000
0.6914
--------
100
52.7444
9.1000
0.6543
--------
File name: Raeford IDF.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
4.94
3.94
3.30
2.85
2.51
2.25
2.04
1.87
1.73
1.61
1.50
1.41
2
5.75
4.64
3.90
3.37
2.98
2.67
2.42
2.22
2.05
1.90
1.78
1.67
3
4.00
3.45
2.99
2.60
2.28
2.00
1.77
1.56
1.39
1.24
1.11
1.00
5
6.60
5.37
4.55
3.96
3.52
3.17
2.89
2.66
2.46
2.30
2.15
2.03
10
7.38
6.01
5.11
4.47
3.98
3.60
3.29
3.04
2.83
2.65
2.49
2.35
25
8.16
6.69
5.72
5.02
4.49
4.08
3.75
3.47
3.24
3.04
2.86
2.71
50
8.79
7.20
6.17
5.43
4.88
4.45
4.10
3.81
3.57
3.36
3.18
3.02
100
9.34
7.65
6.57
5.81
5.24
4.79
4.43
4.13
3.87
3.66
3.47
3.30
Tc = time in minutes. Values may exceed 60.
Precip. file name: S:\331\47049-Raeford_Commons\Calc\Stm\Hydraflow\RAEFORD.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.04
3.68
0.00
0.00
5.45
6.52
7.39
8.28
SCS 6-Hr
2.19
2.65
0.00
0.00
3.91
4.70
5.35
6.03
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00