SW6231107_Design Calculations_20231115

Storm Sewer and Pond Analysis
Kingston Village
Project by
Floyd Properties and Development, Inc.
Project Located in Hoke County, North Carolina
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lune 27, 2023
Prepared by:
Moorman, Kizer & Reitzel, Inc.
NC Firm License F-0106
P.O. Box 53774
115 Broadfoot Avenue
Fayetteville, North Carolina 28305
[phone]

Table of Contents
• Project Narrative
• Existing Site Description
• Proposed Conditions
• Pond Routing
• Pipe Sizing
• Gutter Spread
• Dual 36" Culverts under Cambray Downs Court
List of Figures
Figure 1: Vicinity Map
Figure 2: Existing Site Conditions and Drainage Basin Map
Figure 3: Storm System Model — Diagram of Pipes and Inlets
Figure 4: Proposed Stormwater System & Post-Development Drainage Basins
List of Tables
Table 1: Peak Runoff Flowrates, Pond Routing, Outfall #1
Table 2: Peak Runoff Flowrates, Pond Routing, Outfall #2
Appendices
Appendix A: Geometric and System Parameters
Appendix B: Stage-Storage Curves, Ponds A and B
Appendix C: Peak Flow Routing, Pond Inflows and Outflows
Appendix D: Peak Flow Routing, Historical Conditions, Outfalls 1 and 2
Appendix E: Peak Flow Routing, Post-Development Conditions, Outfalls 1 and 2
Appendix F: Pipe Sizing Analysis
Appendix G: Pipe Profiles, Max. HGL, 10-year Storm, Rational Method
Appendix H: Gutter Spread Analysis
Page 2 of 79

Project Narrative
Kingston Village is a proposed neighborhood in Hoke County, NC. The 36.69-acre project
consists of 75 single-family lots.
The site is to drain through a storm sewer system constructed with approximately 4,000' of
reinforced concrete pipe, curb inlets, and related structures and appurtenances. The bulk of the
project will drain to a central open space and wetlands parcel after passing through one of two
wet stormwater management ponds. This flow will leave the project site through an existing 18"
culvert under Johnson Mill Road west of the project entrance.
Ninety-one acres located to the northwest send runoff under Highway 401 and through the
Kingston Village project. This runoff will pass through double 36" culverts under Cambray
Downs Court within Kingston Village but is otherwise not directly affected by the project.
This report provides the hydrologic and hydraulic calculations concerning runoff generated
under historical and post-development conditions, stormpipe sizing, gutter spread, and pond
routing for Kingston Village.
Figures 1 and 2 present the vicinity map and existing conditions respectively. Figure 4 presents
the overall stormwater system and post-development drainage basins.
Figure 1: Vicinity Map
PLANK ROAD cialffk��
PROJECT �,�
SITE
C gRDy . \OHN1 A Y 4 01
Do
ROAD � J-'�
/ ` w
ROAD
Oa Ns\`- 0-0
a JOHNS G
�g
y
OS q° N ZG-o13
ZZ
Z
a
ROCKFISH ROAD R 1406
Refer to the complete engineering plans under separate cover for additional detail concerning
the storm system.
The storm system was modeled with Autodesk Storm and Sanitary Analysis 2022. The
hydrodynamic routing method was used with all flow modeling.
Page 3 of 79

Existing Site Description
The site is mostly wooded and bordered on the south by Johnson Mill Road and the northwest
by US Highway 401. Drainage primarily runs southeasterly through the site. Hydrologic soil type
A covers the majority of the drainage areas, with type D occurring in a moderate portion of the
drainage area northwest of US Highway 401.
Historical drainage areas are divided into Basins H1-H4, as shown in Figure 2. Appendix A
presents the geometry and other parameters for the historical drainage model.
Figure 2: Existing Site Conditions and Drainage Basin Map
y • tt�i "
:- '4, a %-.1 0 w
.
aka "` t _1
,. ^ae...y..- -fti..b .:— f-p. -'' } 1 pjyy, 40 _y
•
A.. ..it 1- � : pb s'w ' :- , ,, -
`. �. � n 1 . Historical . . r \ �'. .r_
•'.�. ;;- ' . + '! Basin j
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Z M ''' '�" +;�f , ' w. )C.r..t t'/*?_.:,yllPa' ,,_ .� _ „ .- '
, . - -� Outf�ow•oward the
y Basin a flows unde'US p
+t* -. !i' „ 1 ` ! Highway 401 _ .- - 1 - northeast will be reduced in
t t �. ,,� drainage area and will not
5 6 i�i n wt�f• p - f ow across areas of
�.ff. �. 1 - ;!tom-7 • ' ' • proposed land use change-
ii`!6 ' J .
, a,a+!+ OUbwlo +owa•a the HistoricalcsA \
� i Ott,
e r�-0�77i,thwest wil.be reddcec
.1... -;- ru inore trace area and wail Basin •. ��x^ A
not flow across areas o'
��'. E{ �'�� A y
: proposed land use change , H2 a .�'.v�;,Historical
:•� ( t' Basin aJy .�' -
�L
` 1 k- H4 M r .
F' , .- �. -. ,7Johnson Mill Road h - ( . , . r
« *-
fir, ,F,...41 +V t ,,t
\' Oullall#2
"' •Oottall g1 - 'Existing 18'RCP y t*
, ' i Existing 18'RCP
Historical \unde Johnson Mill Rd. e.
• R -,
under Johnson Mill Rd. ;`s•
• Basin '.,_•i
,1,,,
,..
H3 •
. •. -4•_ , ••-0,-
Proposed Conditions
Figure 3 shows the storm sewer model as constructed in Autodesk SSA 2022. Figure 4 shows
the storm system with post-development drainage basins.
Page 4 of 79

Existing drainage basin H1 will continue to flow into and through the project site. This basin, as
well as a smaller 1.6-acre basin immediately southeast of the highway, will flow through the
proposed double 36"culverts in Kingston Village.
Figure 3: Storm System Model — Diagram of Pipes and Inlets
5O22770• •ST-260
SST-250
ST-290
DOUBLE _ ST-240• ST-230
• ST-220
ST-280 •
•
ST-210 ST-200
10 5T-300 • ST-180
♦ DOUBLE
ST-320 ST-190 < ,ST-170
DOUBLE
ST-310
ST-410• ST-160
•
04°BA ST-420 ST-150
�p ST-430 \
\S •
• \ ♦ST-140
ST-440 •
ST-130\
ST-120
ST-340• •ST-330 ST-110 ti
ST-450 \
•
• •ST-350 •
ST-360 ST-460
•ST-370 ST-470 ST-90 i - ST-100
•
♦ST-380 ST-480 \ST-490
ST-520 ST-540,
,_ _
•
ST-390
• ST-500 ST-5T0 ST-550 �
, S
`
•ST-80
ST-400 ST-70
DOUBLE
Pond B _
ST-1020
ST-60
5T-50
Pond A
ST-30 ST-40
5T-1010 ST-20
I '...o-L, ST-10
Figure 4 on the following page presents the proposed stormwater system and post-
development drainage basins. Appendix A presents the geometry and other parameters for the
post-development network model.
Page 5 of 79

l.'
FIGURE 4
POSED STORMWATER SYSTEM &
DEVELOPMENT DRAINAGE BASINS
I
I
1 Appendix A for basin
id runoff parameters.This
isted per each stormwater
i,ri
ode.
e
1
• NOT TO SCALE
' zyDrainage basin northwest O ,Aof Highway 401 is d
unchanged from
Historical Basin H1. Q
3 -.
= II .
N
••. v . Off.
\ v A
♦ /A C,�
9 / \
f, (,., , 0 t..;.,
}
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\` adlwi'9,‘ , ..
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-4. OVERFLOW 247.33
I 'ORIFICE,INV 246.75
DRAWDOWN TEE W 3.5-ORIFICE,INV
,i�i/ �E DETAIL SHEETS FOR EMERGENCY
�,1ERFLOW NEIR SPECIFlCATaAID
i.: :''� ' ITI-FLOTATION REQUIREMENTS.
Outfall#2
Existing 18"RCP
ir ' under Johnson Mill Rd.
A I �`� .ill Rd. Page 6 of 79

Pond Routing
As shown in Tables 1 and 2, post-development flowrates will be reduced to below historical for
the 1-year, 10-year, and 25-year storms. The TR55 curve number method, as built into
Autodesk SSA software, was used.
As shown in Figures 3 and 4, two ponds are to be used. Pond A is located adjacent to the
project entrance. Pond B is located west of the wetlands and is smaller.
Peak discharge is evaluated at two locations, labeled Outfalls 1 and 2 per Figure 4. As shown
per Tables 1 and 2 below, peak flowrates will be reduced to historical levels or below at each
outfall.
Refer to Appendices D-H for detail concerning stage-storage data and outflow modeling.
Table 1: Peak Runoff Flowrates, Pond Routing, Outfall #1
1-yr, 24-hr 10-yr, 24-hr 25-yr, 24-hr
Storm Storm Storm
cfs cfs cfs
Historical* 7.96 46.94 72.13
Post-development* 7.96 45.33 70.91
Difference 0.00 -1.61 -1.22
* Calculations were performed with Autodesk Storm and Sanitary Analysis 2022.
Table 2: Peak Runoff Flowrates, Pond Routing, Outfall #2
1-yr, 24-hr 10-yr, 24-hr 25-yr, 24-hr
Storm Storm Storm
cfs cfs cfs
Historical * 0.56 7.58 12.76
Post-development* 0.55 7.13 11.71
Difference -0.01 -0.45 -1.05
* Calculations were performed with Autodesk Storm and Sanitary Analysis 2022.
Routing calculations were also prepared for the 100-year, 24-hour design storm. Maximum
water surface elevations in Ponds A and B reach 248.15' and 250.51' respectively. Crest
elevation of the overflow weirs for Ponds A and B are 247.70' and 250.50' respectively. Peak
100-year flows over the weirs for Ponds A and B are 0.46 and 0.05 cfs respectively.
Page 7 of 79

Pipe Sizing
The storm sewer system was modeled for the 10 and 25-year storms using both the Rational
and TR55 Curve Number methods. Appendix F presents the runoff calculation results. Appendix
G presents profiles of the stormpipes with maximum hydraulic grade lines for the 10-year storm
per the Rational method. As shown in the output tables, all peak flowrates fall below pipe
design capacities.
Gutter Spread
The system was modeled for gutter spread using the 1-year storm with the Rational method. At
the minimum time of concentration of 10 minutes, this produces a peak rainfall of 4.18" per
hour. As shown in Figures 3 and 4, five double inlets have been specified for the project. As
shown in Appendix H, maximum gutter spread will be 6.28', which is less than half the lane
width. The average gutter spread is 3.44'.
Dual 36" Culverts under Cambray Downs Court
These proposed culverts carry the runoff from the existing 91-acre basin northwest of US
Highway 401. These culverts also convey runoff from a 1.6-acre area that includes part of the
highway right-of-way and the adjacent area inside the project.
The dual 36" culverts are sized to pass the 25-year, 24-hour storm with a maximum headwater
depth of 3.79'. Under these conditions, the culverts will carry a peak 79.9 cfs under inlet control
conditions.
Page 8 of 79

Appendix A
Stormwater Model
Geometric and System Parameters
Page 9 of 79

Historical Input, CN Method
SN Element Area Drainage Weighted Peak Time
ID Node ID Curve Rate of
Number Factor Concentration
(acres) (days hh:mm:ss)
1 Al 32.15 jcn at outfalll 42.00 484 0 00:49:00
2 existing-basin-northwest-upstream 90.67 roadACulvertOutflow 60.00 484 0 01:36:00
3 Sub-08 1.96 0utfa112 40.00 484 0 00:30:00
4 Sub-13 8.12 0ut1a112 54.00 484 0 00:29:00
5 Sub-15 1.00 roadACulvertOutflow 83.00 484 0 00:15:00
Page 10 of 79

Historical Input
SN Element From(Inlet) To(Outlet) Length Inlet Outlet Average Pipe Pipe Pipe Manning's Entrance Exit/Bend
ID Node Node Invert Invert Slope Shape Diameter Width Roughness Losses Losses
Elevation Elevation or Height
(ft) (ft) (ft) (%) (inches) (inches)
1 Outfalll jcn at outfalll Outfalll 63.70 242.55 241.34 1.9000 Dummy 0.000 0.00 0.0320 0.5000 0.5000
Page 11 of 79

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t = ..+ M M
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Page 12 of 79

Historical Input
SN Element Invert Ground/Rim
ID Elevation (Max)
Elevation
(ft) (ft)
1 centerl 247.00 253.00
2 jcn at outfalll 242.55 246.30
3 roadACulvertOutflow 251.09 256.89
Page 13 of 79

Post-Development Input,CN Method
SN Element Area Drainage Weighted Peak Time
ID Node ID Curve Rate of
Number Factor Concentration
(acres) (days hh:mm:ss)
1 CenterOpenSpace 7.68 Jcn-AboveOutfalll 43.00 484 0 00:32:00
2 existing-basin-northwest-upstream 90.67 DoubleCulvert-Inflow 60.00 484 0 01:36:00
3 SEPondAndSurrArea 1.35 Pond-A 70.00 484 0 00:10:00
4 Sub-01 1.61 ST-270 54.00 484 0 00:10:00
5 Sub-02 0.10 ST-240 54.00 484 0 00:10:00
6 Sub-05 0.90 ST-220 54.00 484 0 00:10:00
7 Sub-06 0.99 ST-500 54.00 484 0 00:10:00
8 Sub-08 0.54 0utfa112 54.00 484 0 00:10:00
9 Sub-12 7.67 0utfa112 54.00 484 0 00:30:00
10 Sub-14 0.09 ST-20 54.00 484 0 00:10:00
11 Sub-15 1.59 DoubleCulvert-Inflow 52.00 484 0 00:15:00
12 Sub-ST-10 0.41 Jcn-WestOfEntrance 54.00 484 0 00:10:00
13 Sub-ST-100 0.55 ST-100 54.00 484 0 00:10:00
14 Sub-ST-110 0.23 ST-110 54.00 484 0 00:10:00
15 Sub-ST-120 0.45 ST-120 54.00 484 0 00:10:00
16 Sub-ST-130 0.19 ST-130 54.00 484 0 00:10:00
17 Sub-ST-140 0.20 ST-140 54.00 484 0 00:10:00
18 Sub-ST-150 0.32 ST-150 54.00 484 0 00:10:00
19 Sub-ST-160 0.24 ST-160 54.00 484 0 00:10:00
20 Sub-ST-170 1.17 ST-170 54.00 484 0 00:10:00
21 Sub-ST-180 0.89 ST-180 54.00 484 0 00:10:00
22 Sub-ST-190 0.67 ST-190 54.00 484 0 00:10:00
23 Sub-ST-20 0.66 ST-10 54.00 484 0 00:10:00
24 Sub-ST-200 0.98 ST-200 54.00 484 0 00:10:00
25 Sub-ST-210 0.23 ST-210 54.00 484 0 00:10:00
26 Sub-ST-230 0.06 ST-230 54.00 484 0 00:10:00
27 Sub-ST-250 0.01 ST-250 54.00 484 0 00:10:00
28 Sub-ST-260 0.98 ST-260 54.00 484 0 00:10:00
29 Sub-ST-280 0.44 ST-280 54.00 484 0 00:10:00
30 Sub-ST-290 1.52 ST-290 54.00 484 0 00:10:00
31 Sub-51-30 0.06 ST-30 54.00 484 0 00:10:00
32 Sub-ST-310 0.16 ST-310 54.00 484 0 00:10:00
33 Sub-ST-320 0.37 ST-320 54.00 484 0 00:10:00
34 Sub-ST-330 0.08 ST-330 54.00 484 0 00:10:00
35 Sub-ST-340 0.47 ST-340 54.00 484 0 00:10:00
36 Sub-ST-350 0.04 ST-350 54.00 484 0 00:10:00
37 Sub-ST-360 0.35 ST-360 54.00 484 0 00:10:00
38 Sub-ST-370 0.16 ST-370 54.00 484 0 00:10:00
39 Sub-ST-380 0.15 ST-380 54.00 484 0 00:10:00
40 Sub-ST-390 0.59 ST-390 54.00 484 0 00:10:00
41 Sub-ST-40 0.29 ST-40 54.00 484 0 00:10:00
42 Sub-ST-400 1.41 ST-400 54.00 484 0 00:10:00
43 Sub-ST-410 0.43 ST-410 54.00 484 0 00:10:00
Page 14 of 79

Post-Development Input,CN Method
SN Element Area Drainage Weighted Peak Time
ID Node ID Curve Rate of
Number Factor Concentration
(acres) (days hh:mm:ss)
44 Sub-ST-420 0.35 ST-420 54.00 484 0 00:10:00
45 Sub-ST-430 0.97 ST-430 54.00 484 0 00:10:00
46 Sub-ST-440 0.39 ST-440 54.00 484 0 00:10:00
47 Sub-ST-450 0.70 ST-450 54.00 484 0 00:10:00
48 Sub-ST-460 0.39 ST-460 54.00 484 0 00:10:00
49 Sub-ST-470 0.57 ST-470 54.00 484 0 00:10:00
50 Sub-ST-480 0.35 ST-480 54.00 484 0 00:10:00
51 Sub-ST-490 0.47 ST-490 54.00 484 0 00:10:00
52 Sub-ST-50 0.25 ST-50 54.00 484 0 00:10:00
53 Sub-ST-510 0.16 ST-510 54.00 484 0 00:10:00
54 Sub-ST-520 0.15 ST-520 54.00 484 0 00:10:00
55 Sub-ST-530 0.10 ST-530 54.00 484 0 00:10:00
56 Sub-ST-540 0.11 ST-540 54.00 484 0 00:10:00
57 Sub-ST-550 0.09 ST-550 54.00 484 0 00:10:00
58 Sub-ST-60 0.52 ST-60 54.00 484 0 00:10:00
59 Sub-ST-70 0.05 ST-70 54.00 484 0 00:10:00
60 Sub-ST-80 0.53 ST-80 54.00 484 0 00:10:00
61 Sub-ST-90 0.25 ST-90 54.00 484 0 00:10:00
62 WPondAndSurrArea 0.61 Pond-B 52.00 484 0 00:10:00
Page 15 of 79

Post-Development Input, Rational Method
SN Element Area Drainage Weighted Time
ID Node ID Runoff of
Coefficient Concentration
(acres) (days hh:mm:ss)
1 CenterOpenSpace 7.68 Jcn-AboveOutfall1 0.1600 0 00:32:00
2 existing-basin-northwest-upstream 90.67 DoubleCulvert-Inflow 0.3600 0 01:36:00
3 SEPondAndSurrArea 1.35 Pond-A 0.6000 0 00:10:00
4 Sub-01 1.61 ST-270 0.3400 0 00:10:00
5 Sub-02 0.10 ST-240 0.3400 0 00:10:00
6 Sub-05 0.90 ST-220 0.3400 0 00:10:00
7 Sub-06 0.99 ST-500 0.3400 0 00:10:00
8 Sub-08 0.54 0utfa112 0.5500 0 00:10:00
9 Sub-12 7.67 Outfall2 0.3400 0 00:30:00
10 Sub-14 0.09 ST-20 0.5500 0 00:10:00
11 Sub-15 1.59 DoubleCulvert-Inflow 0.3400 0 00:15:00
12 Sub-ST-10 0.41 Jcn-WestOfEntrance 0.5500 0 00:10:00
13 Sub-ST-100 0.55 ST-100 0.3400 0 00:10:00
14 Sub-ST-110 0.23 ST-110 0.3400 0 00:10:00
15 Sub-ST-120 0.45 ST-120 0.3400 0 00:10:00
16 Sub-ST-130 0.19 ST-130 0.3400 0 00:10:00
17 Sub-ST-140 0.20 ST-140 0.3400 0 00:10:00
18 Sub-ST-150 0.32 ST-150 0.3400 0 00:10:00
19 Sub-ST-160 0.24 ST-160 0.3400 0 00:10:00
20 Sub-ST-170 1.17 ST-170 0.3400 0 00:10:00
21 Sub-ST-180 0.89 ST-180 0.3400 0 00:10:00
22 Sub-ST-190 0.67 ST-190 0.3400 0 00:10:00
23 Sub-ST-20 0.66 ST-10 0.3400 0 00:10:00
24 Sub-ST-200 0.98 ST-200 0.3400 0 00:10:00
25 Sub-ST-210 0.23 ST-210 0.3400 0 00:10:00
26 Sub-ST-230 0.06 ST-230 0.3400 0 00:10:00
27 Sub-ST-250 0.01 ST-250 0.3400 0 00:10:00
28 Sub-ST-260 0.98 ST-260 0.3400 0 00:10:00
29 Sub-ST-280 0.44 ST-280 0.3400 0 00:10:00
30 Sub-ST-290 1.52 ST-290 0.3400 0 00:10:00
31 Sub-ST-30 0.06 ST-30 0.5500 0 00:10:00
32 Sub-ST-310 0.16 ST-310 0.5500 0 00:10:00
33 Sub-ST-320 0.37 ST-320 0.3400 0 00:10:00
34 Sub-ST-330 0.08 ST-330 0.5500 0 00:10:00
35 Sub-ST-340 0.47 ST-340 0.3400 0 00:10:00
36 Sub-ST-350 0.04 ST-350 0.5500 0 00:10:00
37 Sub-ST-360 0.35 ST-360 0.3400 0 00:10:00
38 Sub-ST-370 0.16 ST-370 0.3400 0 00:10:00
39 Sub-ST-380 0.15 ST-380 0.3400 0 00:10:00
40 Sub-ST-390 0.59 ST-390 0.3400 0 00:10:00
41 Sub-ST-40 0.29 ST-40 0.3400 0 00:10:00
42 Sub-ST-400 1.41 ST-400 0.3400 0 00:10:00
43 Sub-ST-410 0.43 ST-410 0.3400 0 00:10:00
Page 16 of 79

Post-Development Input, Rational Method
SN Element Area Drainage Weighted Time
ID Node ID Runoff of
Coefficient Concentration
(acres) (days hh:mm:ss)
44 Sub-ST-420 0.35 ST-420 0.3400 0 00:10:00
45 Sub-ST-430 0.97 ST-430 0.3400 0 00:10:00
46 Sub-ST-440 0.39 ST-440 0.3400 0 00:10:00
47 Sub-ST-450 0.70 ST-450 0.3400 0 00:10:00
48 Sub-ST-460 0.39 ST-460 0.3400 0 00:10:00
49 Sub-ST-470 0.57 ST-470 0.3400 0 00:10:00
50 Sub-ST-480 0.35 ST-480 0.3400 0 00:10:00
51 Sub-ST-490 0.47 ST-490 0.3400 0 00:10:00
52 Sub-ST-50 0.25 ST-50 0.5500 0 00:10:00
53 Sub-ST-510 0.16 ST-510 0.3400 0 00:10:00
54 Sub-ST-520 0.15 ST-520 0.3400 0 00:10:00
55 Sub-ST-530 0.10 ST-530 0.5500 0 00:10:00
56 Sub-ST-540 0.11 ST-540 0.3400 0 00:10:00
57 Sub-ST-550 0.09 ST-550 0.5500 0 00:10:00
58 Sub-ST-60 0.52 ST-60 0.3400 0 00:10:00
59 Sub-ST-70 0.05 ST-70 0.5500 0 00:10:00
60 Sub-ST-80 0.53 ST-80 0.3400 0 00:10:00
61 Sub-ST-90 0.25 ST-90 0.3400 0 00:10:00
62 WPondAndSurrArea 0.61 Pond-B 0.3600 0 00:10:00
Page 17 of 79

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Page 21 of 79

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Page 22 of 79

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Page 23 of 79

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Page 24 of 79

Post-Development Input
SN Element Invert Ground/Rim
ID Elevation (Max)
Elevation
(ft) (ft)
1 DoubleCulvert-Inflow 251.86 256.89
2 DoubleCulvert-Outflow 251.09 256.89
3 Jcn-AboveOutfalll 242.55 246.30
4 Jcn-AboveOutfall2 245.35 249.50
5 Jcn-WestOfEntrance 244.35 250.50
6 Join-PondB-w-UpstreamFlow 247.00 253.00
7 PondA-Orifice-and-Grate-Outflows 244.50 251.00
8 PondA-TotalOutflows 244.50 250.65
9 PondB-Orifice-and-Grate-Outflows 247.91 253.00
10 PondB-TotalOutflows 247.64 253.64
11 ST-300 249.51 254.73
Page 25 of 79

C
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Page 26 of 79

Y # N Ql 4-I
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Page 27 of 79

Appendix B
Stormwater Model
Stage Storage Curves, Ponds A and B
Page 28 of 79

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Page 29 of 79

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Page 30 of 79

Appendix C
Stormwater Model
Peak Flow Routing, Pond Inflows and Outflows
Page 31 of 79

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Page 32 of 79

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Page 33 of 79

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Page 34 of 79

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Page 35 of 79

1-Yr Storm, Inflow and Outflow Tabulations
1-yr 1-yr 1-yr 1-yr
Pond A Pond A Pond B Pond B
Time (hrs) Total Inflow (cfs) Total Outflow (cfsl Total Inflow(cfs) Total Outflow (cfs)
1.00 0.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 0.00
12.00 1.89 0.00 0.38 0.00
13.00 0.85 0.06 0.12 0.01
14.00 0.58 0.09 0.09 0.02
15.00 0.49 0.13 0.07 0.02
16.00 0.41 0.14 0.06 0.02
17.00 0.37 0.15 0.06 0.03
18.00 0.34 0.16 0.05 0.03
19.00 0.30 0.16 0.04 0.03
20.00 0.26 0.17 0.04 0.03
21.00 0.25 0.17 0.04 0.03
22.00 0.24 0.17 0.04 0.03
23.00 0.24 0.18 0.04 0.03
24.00 0.23 0.18 0.04 0.03
25.00 0.01 0.17 0.00 0.03
26.00 0.00 0.17 0.00 0.03
27.00 0.00 0.16 0.00 0.03
28.00 0.00 0.16 0.00 0.03
29.00 0.00 0.15 0.00 0.02
30.00 0.00 0.14 0.00 0.02
31.00 0.00 0.14 0.00 0.02
32.00 0.00 0.13 0.00 0.02
33.00 0.00 0.13 0.00 0.02
34.00 0.00 0.11 0.00 0.02
35.00 0.00 0.11 0.00 0.02
36.00 0.00 0.10 0.00 0.02
37.00 0.00 0.09 0.00 0.02
38.00 0.00 0.09 0.00 0.02
39.00 0.00 0.08 0.00 0.01
40.00 0.00 0.08 0.00 0.01
41.00 0.00 0.07 0.00 0.01
Page 36 of 79

1-Yr Storm, Inflow and Outflow Tabulations
1-yr 1-yr 1-yr 1-yr
Pond A Pond A Pond 8 Pond B
Time (hrs) Total Inflow (cfs) Total Outflow (cfs) Total Inflow (cfs) Total Outflow (cfs)
42.00 0.00 0.07 0.00 0.01
43.00 0.00 0.06 0.00 0.01
44.00 0.00 0.06 0.00 0.01
45.00 0.00 0.06 0.00 0.01
46.00 0.00 0.05 0.00 0.01
47.00 0.00 0.05 0.00 0.01
48.00 0.00 0.05 0.00 0.01
49.00 0.00 0.05 0.00 0.01
50.00 0.00 0.04 0.00 0.01
51.00 0.00 0.04 0.00 0.00
52.00 0.00 0.04 0.00 0.00
53.00 0.00 0.04 0.00 0.00
54.00 0.00 0.04 0.00 0.00
55.00 0.00 0.04 0.00 0.00
56.00 0.00 0.03 0.00 0.00
57.00 0.00 0.03 0.00 0.00
58.00 0.00 0.03 0.00 0.00
59.00 0.00 0.03 0.00 0.00
60.00 0.00 0.03 0.00 0.00
61.00 0.00 0.03 0.00 0.00
62.00 0.00 0.03 0.00 0.00
63.00 0.00 0.03 0.00 0.00
64.00 0.00 0.02 0.00 0.00
65.00 0.00 0.02 0.00 0.00
66.00 0.00 0.02 0.00 0.00
67.00 0.00 0.02 0.00 0.00
68.00 0.00 0.02 0.00 0.00
69.00 0.00 0.02 0.00 0.00
70.00 0.00 0.02 0.00 0.00
71.00 0.00 0.02 0.00 0.00
72.00 0.00 0.02 0.00 0.00
73.00 0.00 0.02 0.00 0.00
74.00 0.00 0.02 0.00 0.00
75.00 0.00 0.02 0.00 0.00
76.00 0.00 0.02 0.00 0.00
77.00 0.00 0.02 0.00 0.00
78.00 0.00 0.01 0.00 0.00
79.00 0.00 0.01 0.00 0.00
80.00 0.00 0.01 0.00 0.00
81.00 0.00 0.01 0.00 0.00
82.00 0.00 0.01 0.00 0.00
Page 37 of 79

1-Yr Storm, Inflow and Outflow Tabulations
1-yr 1-yr 1-yr 1-yr
Pond A Pond A Pond B Pond B
Time (hrs) Total Inflow (cfs) Total Outflow (cfs) Total Inflow (cfs) Total Outflow (cfs)
83.00 0.00 0.01 0.00 0.00
84.00 0.00 0.01 0.00 0.00
85.00 0.00 0.01 0.00 0.00
86.00 0.00 0.01 0.00 0.00
87.00 0.00 0.01 0.00 0.00
88.00 0.00 0.01 0.00 0.00
89.00 0.00 0.01 0.00 0.00
90.00 0.00 0.01 0.00 0.00
91.00 0.00 0.01 0.00 0.00
92.00 0.00 0.01 0.00 0.00
93.00 0.00 0.01 0.00 0.00
94.00 0.00 0.01 0.00 0.00
95.00 0.00 0.01 0.00 0.00
96.00 0.00 0.01 0.00 0.00
97.00 0.00 0.01 0.00 0.00
98.00 0.00 0.01 0.00 0.00
99.00 0.00 0.01 0.00 0.00
100.00 0.00 0.01 0.00 0.00
101.00 0.00 0.01 0.00 0.00
102.00 0.00 0.01 0.00 0.00
103.00 0.00 0.01 0.00 0.00
104.00 0.00 0.01 0.00 0.00
105.00 0.00 0.01 0.00 0.00
106.00 0.00 0.01 0.00 0.00
107.00 0.00 0.01 0.00 0.00
108.00 0.00 0.01 0.00 0.00
109.00 0.00 0.01 0.00 0.00
110.00 0.00 0.01 0.00 0.00
111.00 0.00 0.01 0.00 0.00
112.00 0.00 0.01 0.00 0.00
113.00 0.00 0.01 0.00 0.00
114.00 0.00 0.01 0.00 0.00
115.00 0.00 0.01 0.00 0.00
116.00 0.00 0.00 0.00 0.00
117.00 0.00 0.00 0.00 0.00
118.00 0.00 0.00 0.00 0.00
119.00 0.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00 0.00
Page 38 of 79

25-Yr Storm, Inflow and Outflow Tabulations
25-yr 25-yr 25-yr 25-yr
Pond A Pond A Pond B Pond B
Time (hrs) Total Inflow (cfs) Total Outflow (cfs) Total Inflow(cfs) Total Ou w(cfsl
1.00 0.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 0.00
9.00 0.02 0.00 0.00 0.00
10.00 0.05 0.00 0.00 0.00
11.00 0.17 0.00 0.00 0.00
12.00 51.92 0.32 7.68 0.20
13.00 4.85 0.75 0.81 0.78
14.00 3.16 3.37 0.52 0.71
15.00 2.57 2.73 0.43 0.64
16.00 2.04 2.21 0.34 0.56
17.00 1.81 1.89 0.31 0.44
18.00 1.62 1.69 0.27 0.37
19.00 1.41 1.50 0.24 0.32
20.00 1.20 1.30 0.20 0.28
21.00 1.14 1.18 0.19 0.25
22.00 1.11 1.13 0.19 0.23
23.00 1.07 1.09 0.18 0.21
24.00 0.99 1.05 0.16 0.20
25.00 0.05 0.74 0.00 0.14
26.00 0.03 0.71 0.00 0.10
27.00 0.03 0.68 0.00 0.07
28.00 0.03 0.64 0.00 0.06
29.00 0.03 0.59 0.00 0.05
30.00 0.02 0.55 0.00 0.05
31.00 0.02 0.51 0.00 0.05
32.00 0.02 0.48 0.00 0.05
33.00 0.02 0.46 0.00 0.05
34.00 0.02 0.44 0.00 0.05
35.00 0.02 0.42 0.00 0.04
36.00 0.02 0.41 0.00 0.04
37.00 0.01 0.41 0.00 0.04
38.00 0.01 0.40 0.00 0.04
39.00 0.01 0.40 0.00 0.04
40.00 0.01 0.39 0.00 0.04
41.00 0.01 0.39 0.00 0.04
Page 39 of 79

25-Yr Storm, Inflow and Outflow Tabulations
25-yr 25-yr 25-yr 25-yr
Pond A Pond A Pond B Pond B
Time (hrs) Total Inflow (cfs) Total Outflow (cfs) Total Inflow(cfs) Total Outflow (cfs)
42.00 0.01 0.38 0.00 0.04
43.00 0.01 0.38 0.00 0.04
44.00 0.01 0.37 0.00 0.04
45.00 0.01 0.37 0.00 0.04
46.00 0.01 0.36 0.00 0.03
47.00 0.01 0.35 0.00 0.03
48.00 0.01 0.35 0.00 0.03
49.00 0.01 0.34 0.00 0.03
50.00 0.01 0.34 0.00 0.03
51.00 0.01 0.33 0.00 0.03
52.00 0.00 0.33 0.00 0.03
53.00 0.00 0.32 0.00 0.03
54.00 0.00 0.32 0.00 0.03
55.00 0.00 0.31 0.00 0.03
56.00 0.00 0.31 0.00 0.02
57.00 0.00 0.30 0.00 0.02
58.00 0.00 0.30 0.00 0.02
59.00 0.01 0.29 0.00 0.02
60.00 0.00 0.28 0.00 0.02
61.00 0.00 0.28 0.00 0.02
62.00 0.00 0.27 0.00 0.02
63.00 0.00 0.27 0.00 0.02
64.00 0.01 0.26 0.00 0.02
65.00 0.00 0.26 0.00 0.02
66.00 0.00 0.25 0.00 0.01
67.00 0.00 0.25 0.00 0.01
68.00 0.00 0.24 0.00 0.01
69.00 0.00 0.23 0.00 0.01
70.00 0.00 0.23 0.00 0.01
71.00 0.00 0.22 0.00 0.01
72.00 0.00 0.22 0.00 0.01
73.00 0.00 0.21 0.00 0.01
74.00 0.00 0.21 0.00 0.01
75.00 0.00 0.20 0.00 0.01
76.00 0.00 0.19 0.00 0.01
77.00 0.00 0.19 0.00 0.01
78.00 0.00 0.18 0.00 0.00
79.00 0.00 0.18 0.00 0.00
80.00 0.00 0.17 0.00 0.00
81.00 0.00 0.16 0.00 0.00
82.00 0.00 0.16 0.00 0.00
Page 40 of 79

25-Yr Storm, Inflow and Outflow Tabulations
25-yr 25-yr 25-yr 25-yr
Pond A Pond A Pond B Pond B
Time (hrs) Total Inflow (cfs) Total Outflow (cfs) Total Inflow (cfs) Total Outflow (cfs)
83.00 0.00 0.15 0.00 0.00
84.00 0.00 0.15 0.00 0.00
85.00 0.00 0.14 0.00 0.00
86.00 0.00 0.14 0.00 0.00
87.00 0.00 0.13 0.00 0.00
88.00 0.00 0.12 0.00 0.00
89.00 0.00 0.11 0.00 0.00
90.00 0.00 0.10 0.00 0.00
91.00 0.00 0.10 0.00 0.00
92.00 0.00 0.09 0.00 0.00
93.00 0.00 0.08 0.00 0.00
94.00 0.00 0.08 0.00 0.00
95.00 0.00 0.07 0.00 0.00
96.00 0.00 0.07 0.00 0.00
97.00 0.00 0.07 0.00 0.00
98.00 0.00 0.06 0.00 0.00
99.00 0.00 0.06 0.00 0.00
100.00 0.00 0.06 0.00 0.00
101.00 0.00 0.05 0.00 0.00
102.00 0.00 0.05 0.00 0.00
103.00 0.00 0.05 0.00 0.00
104.00 0.00 0.05 0.00 0.00
105.00 0.00 0.04 0.00 0.00
106.00 0.00 0.04 0.00 0.00
107.00 0.00 0.04 0.00 0.00
108.00 0.00 0.04 0.00 0.00
109.00 0.00 0.04 0.00 0.00
110.00 0.00 0.03 0.00 0.00
111.00 0.00 0.03 0.00 0.00
112.00 0.00 0.03 0.00 0.00
113.00 0.00 0.03 0.00 0.00
114.00 0.00 0.03 0.00 0.00
115.00 0.00 0.03 0.00 0.00
116.00 0.00 0.03 0.00 0.00
117.00 0.00 0.03 0.00 0.00
118.00 0.00 0.02 0.00 0.00
119.00 0.00 0.02 0.00 0.00
120.00 0.00 0.02 0.00 0.00
Page 41 of 79

Appendix D
Stormwater Model
Peak Flow Routing
Historical Conditions, Outfalls 1 and 2
Page 42 of 79

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Page 43 of 79

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Page 44 of 79

Appendix E
Stormwater Model
Peak Flow Routing
Post-Development Conditions, Outfalls 1 and 2
Page 45 of 79

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Page 46 of 79

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Page 47 of 79

Appendix F
Stormwater Model
Pipe Sizing Analysis
Page 48 of 79

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Page50of79

CIO
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Page 56 of 79

Appendix G
Stormwater Model
Pipe Profiles, Max. HGL, 10-year Storm, Rational Method
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Page 76 of 79

Appendix H
Stormwater Model
Gutter Spread Analysis
Page 77 of 79

Gutter Spread Analysis
Rational Method
Peak Rainfall 4.18 inches/hour
SN Element Inlet Number Peak Peak Peak Peak Max Gutter
ID Location of Inlets Flow Lateral Flow Flow Spread
Inflow Intercepted Bypassing during
by Inlet Inlet Peak Flow
(cfs) (cfs) (cfs) (cfs) (ft)
1 ST-10 On Grade 1 0.96 0.94 0.90 0.06 3.54
2 ST-100 On Grade 1 0.82 0.78 0.74 0.08 4.33
3 ST-110 On Grade 1 0.32 0.32 0.32 0.00 2.72
4 ST-120 On Grade 1 0.65 0.64 0.60 0.04 3.89
5 ST-130 On Grade 1 0.26 0.26 0.06 0.21 2.26
6 ST-140 On Grade 1 0.28 0.28 0.06 0.22 2.31
7 ST-150 On Grade 1 0.46 0.46 0.44 0.01 3.26
8 ST-160 On Grade 1 0.34 0.34 0.33 0.00 2.79
9 ST-170 On Sag 2 1.67 1.66 N/A N/A 5.15
10 ST-180 On Sag 2 1.27 1.27 N/A N/A 4.33
11 ST-190 On Sag 1 0.95 0.95 N/A N/A 4.53
12 ST-20 On Grade 1 0.21 0.21 0.21 0.00 1.66
13 ST-200 On Sag 1 1.60 1.39 N/A N/A 6.28
14 ST-210 On Grade 1 0.32 0.32 0.32 0.00 2.70
15 ST-220 On Grade 1 1.27 1.27 1.06 0.21 5.29
16 ST-230 On Grade 1 0.08 0.08 0.08 0.00 1.45
17 ST-240 On Grade 1 0.14 0.14 0.14 0.00 1.76
18 ST-250 On Grade 1 0.01 0.01 0.01 0.00 0.75
19 ST-260 On Sag 1 1.39 1.39 N/A N/A 5.74
20 ST-270 On Sag 2 2.28 2.28 N/A N/A 6.27
21 ST-280 On Sag 1 0.63 0.63 N/A N/A 2.88
22 ST-290 On Sag 2 2.18 2.16 N/A N/A 6.09
23 ST-30 On Grade 1 0.15 0.14 0.15 0.00 1.82
24 ST-310 On Grade 1 0.37 0.37 0.37 0.01 2.95
25 ST-320 On Grade 1 0.53 0.53 0.51 0.02 3.52
26 ST-330 On Grade 1 0.18 0.18 0.18 0.00 1.95
27 ST-340 On Grade 1 0.67 0.67 0.62 0.05 3.95
28 ST-350 On Grade 1 0.10 0.10 0.10 0.00 1.56
29 ST-360 On Grade 1 0.55 0.50 0.53 0.03 3.61
30 ST-370 On Grade 1 0.23 0.23 0.05 0.18 2.12
31 ST-380 On Grade 1 0.22 0.22 0.05 0.17 2.11
32 ST-390 On Grade 1 0.85 0.83 0.76 0.09 4.42
33 ST-40 On Grade 1 0.47 0.41 0.46 0.02 3.34
34 ST-400 On Sag 2 2.10 2.00 N/A N/A 5.94
35 ST-410 On Grade 1 0.61 0.61 0.57 0.04 3.78
36 ST-420 On Grade 1 0.50 0.49 0.48 0.02 3.43
37 ST-430 On Sag 1 1.40 1.38 N/A N/A 5.76
38 ST-440 On Sag 1 0.57 0.55 N/A N/A 2.76
39 ST-450 On Grade 1 1.00 1.00 0.87 0.13 4.72
Page 78 of 79

Gutter Spread Analysis
Rational Method
Peak Rainfall 4.18 inches/hour
SN Element Inlet Number Peak Peak Peak Peak Max Gutter
ID Location of Inlets Flow Lateral Flow Flow Spread
Inflow Intercepted Bypassing during
by Inlet Inlet Peak Flow
(cfs) (cfs) (cfs) (cfs) (ft)
40 ST-460 On Grade 1 0.56 0.56 0.53 0.03 3.61
41 ST-470 On Grade 1 0.83 0.81 0.75 0.08 4.36
42 ST-480 On Grade 1 0.52 0.50 0.50 0.02 3.51
43 ST-490 On Sag 1 0.72 0.66 N/A N/A 3.81
44 ST-50 On Grade 1 0.57 0.57 0.54 0.03 3.64
45 ST-500 On Sag 1 1.43 1.41 N/A N/A 5.84
46 ST-510 On Grade 1 0.23 0.22 0.05 0.18 2.15
47 ST-520 On Grade 1 0.21 0.21 0.05 0.16 2.07
48 ST-530 On Grade 1 0.23 0.22 0.05 0.18 2.14
49 ST-540 On Grade 1 0.16 0.16 0.16 0.00 1.88
50 ST-550 On Grade 1 0.20 0.20 0.05 0.15 2.01
51 ST-60 On Grade 1 0.80 0.73 0.73 0.08 4.30
52 ST-70 On Grade 1 0.10 0.10 0.10 0.00 1.58
53 ST-80 On Grade 1 0.82 0.75 0.74 0.08 4.32
54 ST-90 On Grade 1 0.35 0.35 0.35 0.00 2.84
Page 79 of 79