SW1240601_Stormwater Report_20241001

STORMWATER ANALYSIS
FOR
Emerald Villas
Hamilton Road
Spindale, NC 28160
BY:
Bc sc
,_.• . :„
. • •••..,
• 400, BATEMAN CIVIL SURVEY COMPANY
ENGINEER:
Douglas B. Cooper, PE
NCBELS# 32648 \\�� N i�AR /.
Digitally signed by e;j;
Douglas B Cooper S A
Date:2024.09.30 2648
14:04:13-04'00' 0 / /?U24 2:Q�3:t�28 M
-*GIN��
September 25, 2024

I••� BCSC
BATE..CIVIL SURVEY COMPANY
2524 Reliance Avenue Phone:[phone]
Apex, North Carolina 27539 [e-mail]
DATE: September 25, 2024
Project Data—
This project is located on Hamilton Road in Spindale, NC. The tract area is 4.99 ac and is zoned R-6.
Parcel Pin No. is 1539077950. The project will be served by public water and sanitary sewer. The site is
within the Broad River Basin and is subject to quantity control of stormwater runoff.
The site is currently vacant and is mostly wooded. The site generally drains to the east. There are no
streams or wetlands identified on this site. There is no portion of this site located as being within the
Floodway, 100-yr floodplain and 500-yr floodplain. The soils onsite are sandy clay loams. The soils are
classified as B and C hydrologic group soils with group B being dominant.
Project Description—
This project consists of 3 apartment buildings totaling 46 units and includes roads, sanitary sewer, public
water and storm drainage. A new pump station will be constructed near the southern end of the project
along with a new 6" forcemain.
Land Disturbance and Change in Impervious—
There is no existing impervious area on the site.
The proposed impervious is 86,919 sf(2.00 ac.)This includes all road/parking, buildings, and sidewalks.
To complete construction of this project, a total of 4.99 acres will be disturbed. Once grading activities
have ceased, the disturbed area will be repaired and seeded. The site will use erosion control practices
including, silt fence, temporary diversions, silt fence outlets, check dams, construction entrances,
sediment basins to minimize on site erosion and prevent offsite sedimentation.
Impervious Area Calculation—
The impervious areas for this project are as follows:
Roads—36,509 sf
Sidewalk—8,815 sf
Building—41,595 sf
Total Onsite Impervious—86,919 sf(2.00 ac)
Total tract area—4.99 ac
Impervious percentage—2.00/4.99 =40.00%

Bateman Civil Survey Company,PC
Page 2
Design Methodology and Calculation—
Drainage areas were delineated for pre-development and post-development site conditions. The site
was evaluated at 2 points of analysis. Both of these drainage areas, drain towards the east side of the
site. These drainage areas were analyzed for ground cover including impervious areas, wooded areas
and grassed/open area. For the purpose of the analysis because much of the project area soils are
group B soils, the soils were assumed to be group B and ground cover was assumed to be in good
condition. These assumptions were applied for both pre- and post-development site conditions. A time
of concentration was calculated for each drainage area to the POA. A composite CN value was
calculated for each drainage area based on the land cover.
Most of the runoff from the project is captured and conveyed by a closed storm drainage system. The
storm drainage system was modeled using Autodesk's Storm and Sanitary Analysis (SSA) program. The
pipes are sized to convey a 10-year storm per the States's requirements. The hydraulic grade lines
(HGLs), pipe chart and gutter spread report are included in this report.
HydroCAD was used to route the design storms through the pond. The HydroCAD model analyses the
pre-development peak discharge based on a composite CN and Tc. The post-development treated and
untreated portions of the drainage areas are input separately and a CN and Tc is applied to each. The
treated portion is routed through the proposed pond (including riser with outlet, orifices, weir, and
emergency spillway). The treated and untreated portions are routed through a link to calculate the total
peak discharge from the drainage area. The HydroCAD reports for each POA are included with this
report. The peak runoff as calculated at each POA is summarized in the table below.

Bateman Civil Survey Company,PC
Page 3
Peak Runoff—
PEAK RUN OFF-ALL
DESIGN STORM PRE DEVELOPMENT(CFS) POST DEVELOPMENT(CFS)
1-YR 15.35 13.14
2-YR 22.06 20.42
5-YR 31.77 29.82
10-YR 39.39 36.39
100-YR 66.35 57.13
PEAK RUN OFF-POA 1
DESIGN STORM PRE DEVELOPMENT(CFS) _ POST DEVELOPMENT(CFS)
1-YR 10.05 12.99
2-YR 14.50 20.22
5-YR 20.93 29.51
10-YR 25.99 36.03
100-YR 43.85 56.53
PEAK RUN OFF-POA 2
DESIGN STORM PRE DEVELOPMENT(CFS) POST DEVELOPMENT(CFS)
1-YR 5.38 0.53
2-YR 7.69 0.71
5-YR 11.01 0.94
10-YR 13.62 _ 1.12
100-YR 22.84 1.70
Downstream Analysis—
Downstream analysis is not required for this project. The post-development peak runoff does not
exceed the pre-development peak runoff for the 10-year and 100-year storms.
Appendix—
• Vicinity Map
• USGS Topographic Map
• NRCS Soil Survey
• FEMA Flood Map
• NOAA Rainfall Data
• Pre and Post Drainage Areas
• Storm and Sanitary Analysis Diagram and Reports
• HydroCAD Report
• Pond Calculations
• Diversion Ditch Calculations

MAPS

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Spindale Topo Map in Rutherford County North Carolina
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a Soil Map—Rutherford County,North Carolina a
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N Meters
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Feet
0 50 100 200 300
Map projection:Web Mercator Comer coordinates:WCS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 2/29/2024
11-1-111 Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Rutherford County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils 44 Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
ov• Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(o, Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Rutherford County,North Carolina
O Miscellaneous Water Survey Area Data: Version 25,Sep 13,2023
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Apr 22,2022—May
10,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
oa Sodic Spot
Natural Resources Web Soil Survey 2/29/2024
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Rutherford County,North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CaB2 Cecil sandy clay loam,2 to 8 2.0 28.1%
percent slopes,moderately
eroded
CeB2 Cecil-Urban land complex,2 to 0.5 6.9%
8 percent slopes,moderately
eroded
PaC2 Pacolet sandy clay loam,8 to 4.2 58.8%
15 percent slopes,
moderately eroded
PaD2 Pacolet sandy clay loam, 15 to 0.4 6.2%
25 percent slopes,
moderately eroded
Totals for Area of Interest 7.1 100.0%
USDA Natural Resources Web Soil Survey 2/29/2024
ollm Conservation Service National Cooperative Soil Survey Page 3 of 3

National Flood Hazard Layer FIRMette : FEMA _Legend
81°55'14"W 35°21'45"N _ SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
_ - . . * ` r( + Without Base Flood Elevation(BFE)
C ` ; •••• Zone A,V,A99
SPECIAL FLOOD With BFE or Depth Zone AE,AO,AH,VE,AR
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81°54'36"W 35°21'15"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.6 0D0 unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

NOAA Atlas 14,Volume 2,Version 3
""`°``"+, Location name: Spindale, North Carolina, USA* - '"
V g Latitude: 35.3579°, Longitude: -81.9153° noon
Elevation: 1051 ft**
*source:ESRI Maps '%,� ,
**source:USGS """`'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
L Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.391 0.465 0.553 0.619 0.706 0.771 0.837 0.902 0.987 I 1.06
(0.356-0.430) (0.424-0.512) (0.502-0.608) (0.561-0.680) (0.637-0.775) (0.691-0.846) (0.746-0.920) (0.799-0.994) (0.864-1.09) (0.916-1.18)
10-min 0.625 0.744 0.885 0.991 1.12 1.23 1.33 1.43 1.56 1.66 I
(0.569-0.687) (0.677-0.818) (0.804-0.973) (0.898-1.09) (1.02-1.24) (1.10-1.35) (1.19-1.46) (1.27-1.58) (1.37-1.73)1 (1.44-1.85)1
15-min 0.781 0.935 1.12 1 1.25 1.43 1.55 1.68 1.80 1.96 2.09
(0.711-0.859) (0.852-1.03) (1.02-1.23) (1.14-1.38) (1.29-1.57) (1.39-1.71) (1.50-1.85) (1.60-1.99) (1.72-2.18) (1.81-2.33)
30-min 1.07 1.29 1.59 1.82 2.11 2.34 2.57 2.81 3.13 I 3.38
(0.974-1.18) (1.18-1.42) (1.44-1.75) (1.65-1.99) (1.90-2.32) (2.10-2.57) (2.30-2.83) (2.49-3.10) (2.74-3.46) (2.93-3.77)
60-min 1.34 1.62 2.04 2.36 2.81 3.17 3.54 3.94 4.49 4.94
(1.22-1.47) (1.48-1.78) (1.85-2.24) (2.14-2.60) (2.54-3.09) (2.84-3.48) (3.16-3.90) (3.49-4.34) (3.93-4.97)I (4.28-5.50)
2-hr 1.56 1.89 2.39 2.78 3.34 3.81 4.30 4.83 5.60 6.24
(1.42-1.71) (1.72-2.08) (2.17-2.62) (2.52-3.06) (3.01-3.67) (3.41-4.18) (3.82-4.74) (4.26-5.33) (4.87-6.21) (5.38-6.95)
3-hr 1.67 2.02 2.55 2.98 3.61 4.14 I 4.72 5.35 6.29 7.09
(1.52-1.85) (1.84-2.24) (2.31-2.82) (2.69-3.29) (3.23-3.99) (3.69-4.58) (4.16-5.22) (4.68-5.95) (5.41-7.02) (6.03-7.94)
6-hr 2.13 2.56 3.18 3.71 4.48 5.15 5.88 6.69 7.90 8.95
(1.95-2.34) (2.34-2.81) (2.90-3.50) (3.37-4.07) (4.04-4.92) (4.61-5.65) (5.21-6.46) (5.87-7.37) _(6.81-8.74) (7.61-9.94)
12-hr 2.65 3.19 3.96 4.59 5.49 6.25 7.07 7.95 9.25 10.4
(2.43-2.91) (2.92-3.50) (3.62-4.34) (4.18-5.03) (4.98-6.02) (5.63-6.86) (6.32-7.76) (7.04-8.75) (8.08-10.2) (8.94-11.5)
24-hr I 3.20 3.86 4.83 5.59 6.65 7.49 8.36 9.27 10.5 11.5
(2.98-3.46) (3.60-4.17) (4.49-5.21) (5.19-6.02) 1_(6.14-7.15) (6.90-8.06) (7.67-8.99) (8.46-9.96) (9.55-11.3) (10.4-12.4)
2-day 3.81 4.59 5.69 6.57 7.76 8.71 9.69 10.7 12.1 13.2
(3.56-4.10) (4.28-4.93) (5.31-6.12) (6.11-7.05) (7.20-8.32) (8.06-9.34) (8.93-10.4) (9.84-11.5) (11.1-13.0) (12.0-14.2)
3-day 4.05 4.87 6.00 6.89 8.11 9.08 10.1 11.1 12.5 13.6
(3.79-4.34) (4.56-5.22) (5.61-6.43) (6.43-7.38) (7.55-8.68) (8.42-9.71) (9.31-10.8) (10.2-11.9) (11.5-13.4) (12.4-14.6)
4-day 4.29 5.14 6.31 7.22 8.46 9.44 10.4 11.5 12.9 14.0
(4.03-4.59) (4.83-5.50) (5.91-6.74) (6.75-7.71) (7.89-9.03) (8.78-10.1) (9.69-11.2) (10.6-12.3) (11.9-13.8) (12.8-15.0)
7-day 5.00 5.97 7.24 8.25 9.61 10.7 11.8 12.9 14.5 15.7
(4.70-5.34) (5.61-6.36) (6.80-7.71) (7.74-8.78) (9.00-10.2) (9.99-11.4) (11.0-12.6) (12.0-13.8) (13.4-15.5) (14.4-16.8)
10-day 5.71 6.79 8.13 9.18 10.6 11.7 12.8 13.9 15.5 16.6
(5.39-6.08) (6.40-7.22) (7.66-8.64) (8.64-9.75) (9.94-11.2) (11.0-12.4) I (12.0-13.6) (13.0-14.8) (14.3-16.5) (15.4-17.7)
20-day 7.64 9.02 10.6 11.9 13.5 14.8 16.1 17.4 19.1 20.4
(7.24-8.08) (8.53-9.53) (10.0-11.2) (11.2-12.5) (12.7-14.3) (13.9-15.6) _(15.1-17.0) (16.2-18.3) (17.8-20.2) (18.9-21.6)
30-day 9.35 11.0 12.7 14.0 15.7 I 17.0 18.3 19.5 21.1 22.4
(8.90-9.85) (10.4-11.6) (12.1-13.4) (13.3-14.8) (14.9-16.6) (16.1-17.9) (17.3-19.3) (18.4-20.6) (19.9-22.3) (21.0-23.7)
45-day 11.8 13.8 15.7 17.2 19.0 20.3 21.6 22.8 24.4 25.6
(11.3-12.4) (13.2-14.5) (15.0-16.5) (16.3-18.0) (18.0-19.9) (19.3-21.3) (20.5-22.7) (21.6-24.0) I (23.1-25.7) (24.2-27.0)
60-day 14.1 16.5 18.5 20.1 22.0 23.5 24.9 26.2 27.9 29.1
(13.5-14.8) (15.7-17.2) (17.7-19.4) I (19.2-21.0) (21.0-23.1) I (22.4-24.6) l (23.7-26.1) (24.9-27.5) (26.4-29.3) (27.6-30.6)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PD5-based depth-duration-frequency (DDF) curves
Latitude: 35.3579°, Longitude: -81.9153°
30 -1 Average recurrence
interval
25 - (years)
c — 1
t 20 - 2
a — ti
a)
-o — 10
c 15 - ��/ — 25
.a 10 - U -'--- — 100
pw�
i — 200
5 - � 1500
— — 000_%
r I I I 1 I 1 I I I I
c c c c c - " - >. >.>. >, >, >. >. >.>,
•E- •� •- •� •� -c -c -cL -c r0 r0 r0 r0 ro r0 r0 r0 r0
EN rh tb ry 4 "0-0 "0 -0 7 7 7"Ii3
u1 0 4 0 Duration N r" t` .te N Pi
r v
30
25 -
s 20 Duration
aa, 5-min — 2-day
-o
c 15 — 10-min — 3-day
0
•}, 15-min — 4-day
r0
" — 30-min — 7-clay
10 _ — 60-min — 10-day
i — 2-hr — 20-day
5 _ -— — 3-hr — 30-day
— 6-hr — 45-day
0-' • — 12-hr — 60-day
1 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT) Thu Feb 29 19:42 31 2024
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questionsnoaa.gov
Disclaimer

is" BC SC
,Zs) RATEMAN CIVIL SURVEY COMPANY
PRE-DEVELOPMENT DRAINAGE AREAS
PROJECT NAME: EMERALD VILLAS CALCS BY: WKB
PROJECT#: 230604 CHECKED BY: DBC
Draiange Area Calculations Pre- Develop. Drainage Area Calculations Pre- Develop.
Area: AP-1 C Soil Group Area: AP-2 C Soil Group
Description: Area (SF) Acres CN C Description: Area (SF) Acres CN C
Impervious Impervious
Roadway 0 0.000 98 0.96 Roadway 0 0.000 98 0.96
Driveway 0 0.000 98 0.96 Driveway 2,906 0.067 98 0.96
Parking Lot 0 0.000 98 0.96 Parking Lot 0 0.000 98 0.96
Roof 24,010 0.551 98 0.96 Roof 16,514 0.379 98 0.96
Sidewalk 0 0.000 98 0.96 Sidewalk 0 0.000 98 0.96
Off-Site 0 0.000 98 0.96 - 0 0.000 98 0.96
Total 24,010 0.551 Total 19,420 0.446
Pervious Pervious
Lawn 146,003 3.352 79 0.58 Lawn 9,250 0.212 79 0.58
Managed Pervious 0 0.000 74 0.48 Managed Pervious 0 0.000 74 0.48
Forest 179,910 4.130 70 0.4 Forest 74,369 1.707 70 0.4
Natural Wetland 0 0.000 70 0.4 Natural Wetland 0 0.000 70 0.4
Riparian Buffer 0 0.000 70 _ 0.4 Riparian Buffer 0 0.000 70 0.4
Open Water 0 0.000 30 0.15 Open Water 0 0.000 30 0.15
- 0 - 0.000 30 0.15 - 0 _ 0.000 30 0.15
Total 325,913 7.482 Total 83,619 1.920
BMP Area 0 _ 0.000 30 0.15 BMP Area 0 0.000 30 0.15
BMP Area Water 0 0.000 30 0.15 BMP Area Water 0 0.000 30 0.15
Total Area 349,923 8.033 Total Area 103,039 2.365
%Impervious 6.86% % Impervious 18.85%
Basin Weighted 76 0.514 Basin Weighted 76 0.522

•
„::::::.... B c s c
04.....0 GATEMAN CIVIL SURVEY COMPANY
POST-DEVELOPMENT DRAINAGE AREAS
PROJECT NAME: EMERALD VILLAS CALCS BY: WKB
PROJECT#: 230604 CHECKED BY: DBC
Drainage Area Calculations _ POST Develop. Drainage Area Calculations POST Develop.
Area:AP-1 D Soil Group Area: AP-2 D Soil Group
Description: Area(SF) Acres CN C Description: Area(SF) Acres CN C
I
Impervious Impervious
Roadway 0 0.000 98 0.96 Roadway 0 0.000 98 0.96
Driveway 0 0.000 98 0.96 Driveway 0 0.000 98 0.96
Parking Lot 37,568 0.862 98 0.96 Parking Lot 0 0.000 98 0.96
Roof 82,819 1.901 98 0.96 Roof 0 0.000 98 0.96
Sidewalk 8,815 0.202 98 0.96 Sidewalk 0 0.000 98 0.96
- 0 0.000 98 0.96 - 0 0.000 98 0.96
Total 129,202 2.966 Total 0 0.000
Pervious Pervious
Lawn 214,407 4.922 84 0.68 Lawn 8,101 0.186 84 0.68
Managed Pervious 186,201 1 4.275 80 0.6 Managed Pervious 0 0.000 80 0.6
Forest 0 0.000 77 0.54 _ Forest 0 0.000 77 0.54
Natural Wetland 0 0.000 77 0.54 Natural Wetland 0 0.000 77 0.54
Riparian Buffer 0 0.000 77 0.54 Riparian Buffer 0 0.000 77 0.54
Open Water 0 0.000 30 0.15 Open Water 0 0.000 30 0.15
- 0 0.000 30 0.15 - 0 0.000 30 0.15
Total 400,608 9.197 Total 8,101 0.186
BMP Area 0 0.000 30 0.15 BMP Area 0 0.000 30 0.15
BMP Area Water 0 0.000 30 0.15 BMP Area Water 0 0.000 30 0.15
Total Area 529,810 12.163 Total Area 8,101 0.186
%Impervious 24.39% %Impervious 0.00%
Basin Weighted 86 0.72 Basin Weighted 84 0.68
Drainage Area Calculations POST Develop. Drainage Area Calculations POST Develop.
Area: SCM 1 D Soil Group Area: UNTREATED AP-1 D Soil Group
Description: Area(SF) Acres CN C Description: Area(SF) Acres CN C
Impervious Impervious I
Roadway 0 0.000 98 0.96 Roadway 0 0.000 98 0.96
Driveway 0 0.000 98 0.96 Driveway 0 0.000 98 0.96
Parking Lot 36,509 0.838 98 0.96 Parking Lot 1,059 _ 0.024 98 0.96
Roof 41,595 0.955 98 0.96 Roof 41,224 0.946 98 0.96
Sidewalk 8,815 0.202 98 0.96 Sidewalk 0 0.000 98 0.96
- 0 0.000 98 0.96 - 0 0.000 98 0.96
Total 86,919 1.995 Total 42,283 0.971
Pervious Pervious
Lawn 0 0.000 84 0.68 Lawn 214,407 4.922 84 0.68
Managed Pervious 28,847 0.662 80 0.6 Managed Pervious 157,354 3.612 80 0.6
Forest 0 _ 0.000 77 0.54 Forest 0 _ 0.000 77 0.54
Natural Wetland 0 0.000 77 0.54 Natural Wetland 0 0.000 77 0.54
Riparian Buffer 0 0.000 77 0.54 Riparian Buffer 0 0.000 77 0.54
Open Water 0 0.000 30 0.15 Open Water 0 0.000 30 0.15
- 0 0.000 30 0.15 - 0 0.000 30 0.15
Total 28,847 0.662 Total 371,761 8.534
BMP Area 0 0.000 30 0.15 BMP Area 0 0.000 30 0.15
BMP Area Water 0 0.000 30 0.15 BMP Area Water 0 0.000 30 0.15
Total Area 115,766 2.658 Total Area 414,044 9.505
%Impervious 75.08% %Impervious 10.21%
Basin Weighted 94 0.87 Basin Weighted 84 0.678

SSA Graphs and Tables

Profile Plot
Main Street Storm Sewer
1 A52
1,061.5 i i 1 i -: i -: 1i i -:- 1 i -:- ` i 4 i- i1 i 41 i -i -i- 1 -i 4- i 4
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i i- i i i- i i :- -a-9- : i- I 4 F i. : :
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1 550.5 Length 75.79 ft ;----
1 A50 Die 15.00 in
1,0495 Length 73 60 ft Slope 0.0100 ftift
Lirk ID SD-103 Dia 15 00 in Up Invert1047.00 tt
1,049
Length 147.09 tt Slope 0.0100 lift On Invert 1046.24 It :-----
t:1 A48 s
Die 15.00 in p Invert 1046.14 ft
I1.014.0746, uSplohpey.0,0,20746,ft3ittlft n Invert 1045.41 n
w 1 A47 DI Invert 1041.25 ft
1 A46.5
1 A46 :
IO45.5
1 A45 -- Link ID 50-102
1 A4k1.5 Length 48.71 ft :
1,044 OW 18.00 in i.
1,043.5— . Slope 0.0100 ft/ft •
Up Invert 104079 ft .
Dn Invert 1040.31 ft
1 A41.5--••V,-.'8 ___________-------- i--
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Autodesk Storm and Sanitary Analysis

Element Catchbasin Max Max Peak Max Gutter Max Gutter Max Gutter
ID Invert (Rim) (Rim) Flow Spread Water Elev. Water Depth
Elevation Elevation Offset during during during
Peak Flow Peak Flow Peak Flow
(ft) (ft) (ft) (cfs) (ft) (ft) (ft)
CB-101 1036.12 1055.43 19.31 2.66 11.51 1055.77 0.34
CB-102 1040.79 1056.00 15.21 0.98 5.40 1056.21 0.21
CB-103 1045.31 1055.83 10.53 1.05 5.67 1056.05 0.22
CB-104 1046.14 1053.75 7.61 4.01 15.47 1054.17 0.41
CB-105 1047.00 1052.23 5.23 0.77 2.79 1052.39 0.16
CB-106 1045.07 1056.91 11.84 1.32 6.80 1057.15 0.24
CB-107 1049.30 1057.61 8.31 2.81 11.98 1057.95 0.34
CB-108 1051.25 1059.57 8.32 0.45 2.24 1059.72 0.15
CB-109 1054.73 1059.65 4.92 1.96 9.18 1059.94 0.29
CB-110 1055.00 1060.14 5.14 5.17 18.54 1060.62 0.48
YI-111 1056.13 1059.57 3.44 2.69 11.60 1059.91 0.34
YI-112 1053.99 1057.42 3.44 2.56 11.18 1057.75 0.33

Element From(Inlet) To(Outlet) Length Inlet Outlet Average Pipe Peak Max Design Max Flow/ Max Total Max
ID Node Node Invert Invert Slope Diameter Flow Flow Flow Design Flow Flow Depth/ Time Flow
Elevation Elevation or Height Velocity Capacity Ratio Total Depth Surcharged Depth
Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (ft/sec) (cfs) (min) (ft)
SD-101 CB-101 Out-1SD-101 12.01 1036.30 1036.00 2.5000 24.000 25.93 9.45 35.75 0.73 0.82 0.00 1.62
SD-102 CB-102 CB-101 48.71 1040.79 1040.31 1.0000 18.000 9.16 5.66 10.50 0.87 0.86 0.00 1.25
SD-103 CB-103 CB-102 147.09 1045.31 1041.25 2.7600 15.000 5.77 7.37 10.73 0.54 0.71 0.00 0.83
SD-104 CB-104 CB-103 73.60 1046.14 1045.41 1.0000 15.000 4.72 5.18 6.46 0.73 0.70 0.00 0.86
SD-105 CB-105 CB-104 75.79 1047.00 1046.24 1.0000 15.000 0.77 1.63 6.46 0.12 0.46 0.00 0.56
SD-106 CB-106 CB-101 56.84 1045.07 1044.50 1.0000 24.000 14.22 6.49 22.66 0.63 0.66 0.00 1.29
SD-107 CB-107 CB-106 125.90 1049.30 1045.57 2.9600 18.000 12.96 9.80 18.08 0.72 0.70 0.00 1.03
SD-108 CB-108 CB-107 51.82 1051.25 1049.69 3.0000 18.000 10.19 8.77 18.19 0.56 0.63 0.00 0.92
SD-109 CB-109 CB-108 112.78 1054.73 1051.70 2.6900 15.000 7.08 8.43 10.59 0.67 0.65 0.00 0.80
SD-110 CB-110 CB-109 17.00 1055.00 1054.83 1.0000 15.000 5.15 4.77 6.46 0.80 0.82 0.00 1.03
SD-111 YI-111 CB-108 108.18 1056.13 1053.86 2.1000 15.000 2.67 6.20 9.35 0.29 0.38 0.00 0.47
SD-112 YI-112 CB-102 59.18 1053.99 1051.62 4.0000 15.000 2.55 7.51 12.92 0.20 0.32 0.00 0.40

SN Element Description Data Data Rainfall Rain State County Return Rainfall Rainfall
ID Source Source Type Units Period Depth Distribution
ID
(years) (inches)
1 Rain Gage-01 Time Series TS-01 Cumulative inches North Carolina Rutherford(East) 10 5.5 SCS Type II 24-hr

0
2S 0 K 4S 3S
Pre-AP 1 re-AP 2
Post-AP Treated Post-A' 1 Untreated P.st-AP 2
A
9L
---\_, SCM 1
Pre-All
lip-
8L
Post-AP\1
\4 �
10L
Post-All
KSubca) Reach on. lit Routing Diagram for Emerald Villas HydroCAD
Prepared by{enter your company name here}, Printed 9/25/2024
HydroCAD®10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC

Emerald Villas HydroCAD
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 2
Project Notes
Copied 5 events from Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 storm

Emerald Villas HydroCAD
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 3
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration BIB Depth
Name (hours) (inches)
1 1-yr Emerald Villas_PF_Depth_English_PDS (1)24-hr S1 1-yr Default 24.00 1 3.20
2 2-yr Emerald Villas_PF_Depth_English_PDS (1)24-hr S1 2-yr Default 24.00 1 3.86
3 5-yr Emerald Villas_PF_Depth_English_PDS (1)24-hr S1 5-yr Default 24.00 1 4.83
4 10-yr Emerald Villas_PF_Depth_English_PDS (1)24-hr S1 10-yr Default 24.00 1 5.59
5 100-yr Emerald Villas_PF_Depth_English_PDS (1)24-hr S1 100-yr Default 24.00 1 8.36

Emerald Villas HydroCAD
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 4
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
8.030 76 50-75% Grass cover, Fair, HSG B (1 S)
4.306 77 50-75% Grass cover, Fair, HSG B (2S)
0.186 84 50-75% Grass cover, Fair, HSG B (3S)
2.658 93 50-75% Grass cover, Fair, HSG B (5S)
9.505 84 <50% Grass cover, Poor, HSG B (4S)
24.685 81 TOTAL AREA

Emerald Villas HydroCAD
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 5
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
24.685 HSG B 1 S, 2S, 3S, 4S, 5S
0.000 HSG C
0.000 HSG D
0.000 Other
24.685 TOTAL AREA

Emerald Villas HydroCAD
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 6
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 15.180 0.000 0.000 0.000 15.180 50-75% Grass cover, Fair 1 S, 2S,
3S, 5S
0.000 9.505 0.000 0.000 0.000 9.505 <50% Grass cover, Poor 4S
0.000 24.685 0.000 0.000 0.000 24.685 TOTAL AREA

Emerald Villas HydroCAD
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 7
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 6P 1,032.00 1,031.00 55.0 0.0182 0.013 0.0 18.0 0.0

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 8
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-AP 1 Runoff Area=8.030 ac 0.00% Impervious Runoff Depth>1.03"
Flow Length=639' Tc=9.3 min CN=76 Runoff=10.05 cfs 0.691 af
Subcatchment2S: Pre-AP2 Runoff Area=4.306 ac 0.00% Impervious Runoff Depth>1.09"
Flow Length=702' Tc=11.3 min CN=77 Runoff=5.38 cfs 0.390 af
Subcatchment3S: Post-AP2 Runoff Area=0.186 ac 0.00% Impervious Runoff Depth>1.54"
Flow Length=142' Tc=6.1 min CN=84 Runoff=0.41 cfs 0.024 af
Subcatchment4S: Post-AP 1 Untreated Runoff Area=9.505 ac 0.00% Impervious Runoff Depth>1.53"
Flow Length=1,574' Tc=21.2 min CN=84 Runoff=12.92 cfs 1.212 of
Subcatchment5S: Post-AP 1 Treated Runoff Area=2.658 ac 0.00% Impervious Runoff Depth>2.28"
Tc=5.0 min CN=93 Runoff=8.79 cfs 0.504 af
Pond 6P: SCM 1 Peak Elev=1,038.18' Storage=13,745 cf Inflow=8.79 cfs 0.504 af
Primary=1.32 cfs 0.213 af Secondary=0.00 cfs 0.000 af Outflow=1.32 cfs 0.213 af
Link 8L: Post-AP 1 Inflow=12.99 cfs 1.425 of
Primary=12.99 cfs 1.425 af
Link 9L: Pre-All Inflow=15.35 cfs 1.082 of
Primary=15.35 cfs 1.082 af
Link 10L: Post-All Inflow=13.14 cfs 1.449 af
Primary=13.14 cfs 1.449 af
Total Runoff Area = 24.685 ac Runoff Volume = 2.822 af Average Runoff Depth = 1.37"
100.00% Pervious = 24.685 ac 0.00% Impervious = 0.000 ac

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1 S: Pre-AP 1
Runoff = 10.05 cfs @ 12.09 hrs, Volume= 0.691 af, Depth> 1.03"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Area (ac) CN Description
8.030 76 50-75% Grass cover, Fair, HSG B
8.030 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.7 100 0.0981 0.35 Sheet Flow, sheet flow
Grass: Short n= 0.150 P2= 3.86"
4.6 539 0.1517 1.95 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
9.3 639 Total
Subcatchment 1 S: Pre-AP 1
Hydrograph
1
11 I I D Runoff
I 10.05 cfs I
10 Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 1-yr
I Rainfall=3.20"
Runoff Area=8.030 ac
9: Runoff Volume=0.691 of
- Runoff Depth>1.03"
8_ I Flbw Length=639'
Tc=9.3 min
CN=76
6
0 5 V
4_' I I I I � I I I I
2
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: Pre-AP 2
Runoff = 5.38 cfs @ 12.12 hrs, Volume= 0.390 af, Depth> 1.09"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Area (ac) CN Description
4.306 77 50-75% Grass cover, Fair, HSG B
4.306 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.7 100 0.0624 0.29 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
5.6 602 0.1263 1.78 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
11.3 702 Total
Subcatchment 2S: Pre-AP 2
Hydrograph
6 /I ❑Runoff
- 5.38 cfs
- pp Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 1-yr
- Rainfall3.20'
5- I Runoff Area=4.306 ac
_ Runoff Volume=0.390 af
Runoff Depth>1.09"
Flew-Length=702'-
4- I Tc=11.3 min
CN=77
w -
3_
o - /
LL
2_ I
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 3S: Post-AP 2
Runoff = 0.41 cfs @ 12.05 hrs, Volume= 0.024 af, Depth> 1.54"
Routed to Link 10L : Post-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Area (ac) CN Description
* 0.186 84 50-75% Grass cover, Fair, HSG B
0.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.6 68 0.0299 0.20 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
0.5 74 0.1408 2.63 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
6.1 142 Total
Subcatchment 3S: Post-AP 2
Hydrograph
/ I — t — —I — I
0.46 T I I D Runoff
0.44=
I0.41cfsF1 1
0.42 -Emerald-Vl as-PF—Depthfnglistr PDS(4)24-hrS1-1-yr
0.40 — Rainfall=32O
0.380 — + — I— 7 I Runoff Area=0.186 ac
0.36= - - I— — t — —I Runoff Vlolume=0.024 of
0.34= - -
—
—
-
Runoff Depth>1.54"
T Flbw Length=142'
0.32_" -
0.3 — Tc=6.1 min
CN=84
0.280 — -
• 0.26=' L- !— 4 1 4 -
• 0.24'' — — — 1 - I— 4 1 4 — -
0 0.22 rt 1 1— 7 I 7
u. 0.2_ I I I I
0.18
0.16=' - 1 - — I _
0.14 1 I_ - 4 — —I -
0.12_' . + + 1 4
0.08 In......._
I I
0.06
0.04
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 4S: Post-AP 1 Untreated
Runoff = 12.92 cfs @ 12.25 hrs, Volume= 1.212 af, Depth> 1.53"
Routed to Link 8L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Area (ac) CN Description
9.505 84 <50% Grass cover, Poor, HSG B
9.505 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 100 0.0300 0.15 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.86"
6.2 413 0.0250 1.11 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3.4 938 0.0200 4.59 22.96 Channel Flow, ditch
Area= 5.0 sf Perim= 15.0' r= 0.33'
n= 0.022 Earth, clean & straight
0.6 123 0.2500 3.50 Shallow Concentrated Flow, shallow 2
Short Grass Pasture Kv= 7.0 fps
21.2 1,574 Total
Subcatchment 4S: Post-AP 1 Untreated
Hydrograph
I I -
14 I I I ❑Runoff
T T 11292 cfs r T T
13 Emerald Villas_PF_DepthEnglish_PDS(1)24-hr S1 1-yr
4 I _ I Ramfalr 330'r
12 Runoff Area=9.505 ac
11 I Runoff\olume=1.212 af
TI I— Runoff Depth>1.53"
10 Flow Length=1,574'
— —I — — — T — —I - Tc=21.2 min-
9 , CN=84
8
T -r T T
0 7 _ — _I — — I- , _
u 6
5
�rt r T -r
4 — — T - — / T
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 5S: Post-AP 1 Treated
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.79 cfs @ 12.02 hrs, Volume= 0.504 af, Depth> 2.28"
Routed to Pond 6P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Area (ac) CN Description
2.658 93 50-75% Grass cover, Fair, HSG B
2.658 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct
Subcatchment 5S: Post-AP 1 Treated
Hydrograph
I I I I
- _ _ 0 Runoff
I I 18.79 cfs I
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 1-yr
Rainfall=3.20"
g- Runoff Area=2.658 ac
- I Runoff Volume=0.504 af
Runoff De8"
Tcpth>2.25.0 min
CN=93
6 I
5- I
o - I
4- I
3- 1 /
I
2- I
L 1
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Pond 6P: SCM 1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.658 ac, 0.00% Impervious, Inflow Depth > 2.28" for 1-yr event
Inflow = 8.79 cfs @ 12.02 hrs, Volume= 0.504 af
Outflow = 1.32 cfs @ 12.57 hrs, Volume= 0.213 af, Atten= 85%, Lag= 32.8 min
Primary = 1.32 cfs @ 12.57 hrs, Volume= 0.213 af
Routed to Link 8L : Post-AP 1
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 8L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 1,038.18'@ 12.57 hrs Surf.Area= 6,798 sf Storage= 13,745 cf
Plug-Flow detention time=212.1 min calculated for 0.213 af(42% of inflow)
Center-of-Mass det. time= 114.2 min ( 873.9 - 759.8 )
Volume Invert Avail.Storage Storage Description
#1 1,036.00' 34,768 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,036.00 5,803 0 0
1,037.00 6,252 6,028 6,028
1,038.00 6,713 6,483 12,510
1,039.00 7,178 6,946 19,456
1,040.00 7,667 7,423 26,878
1,041.00 8,113 7,890 34,768
Device Routing Invert Outlet Devices
#1 Primary 1,032.00' 18.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 1,032.00'/ 1,031.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 1,036.00' 1.2" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 1,038.00' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 1,039.50' 48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 1,040.00' 20.0' long + 3.0 '/' SideZ x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 15
Primary OutFlow Max=1.30 cfs @ 12.57 hrs HW=1,038.18' (Free Discharge)
Lam=Culvert (Passes 1.30 cfs of 19.83 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.06 cfs @ 7.11 fps)
—3=Orifice/Grate (Orifice Controls 1.24 cfs @ 1.37 fps)
—4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,036.00' (Free Discharge)
4-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 6P: SCM 1
Hydrograph
1 1 I I I I I
L L I L L L I I 1 1 - ■Inflow
' 18.79 cfs I i M� c Q •Outflow
/ / L L - - i n+low E1 .658 ac - ■Z oIrY
_ /
sL/ / ' Stolrage='R37145tf -
- .. 1 1 1 I 1 1
7L
/ z I I I I
6L./
5 /
/ 1 I I
30 : / /1 /
- 4� / / _ _ I 9 1
= / /1 � ��
3 /
_ i L L L
/ / 1.32 cfs
'��
1 // A %%///%%/ /// /// /////////
I 0 r«� ll��ll���ll�l�ll�l�ll�l�llll�lllll/lll��.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Link 8L: Post-AP 1
Inflow Area = 12.163 ac, 0.00% Impervious, Inflow Depth > 1.41" for 1-yr event
Inflow = 12.99 cfs @ 12.26 hrs, Volume= 1.425 af
Primary = 12.99 cfs @ 12.26 hrs, Volume= 1.425 af, Atten= 0%, Lag= 0.0 min
Routed to Link 10L : Post-All
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 8L: Post-AP 1
Hydrograph
I I I I
//— I I I I I I I I I ■Inflow
14� z- T T I F T 112 99 cfs I T T I I I- - -■Primary
= 111299es inflow Area=12.163-ac -
- 1 1 1 1 1
12� r I //
I I I I
11- //
10z r 1 rt I I- rt t t I t
-
9 I I- 4 / - - 4 4 I I 4
I I II
8 I I I I I
a 7
LL 6
5 1 L -
-
4 1 �� ���''
2
���
0 �������������
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Link 9L: Pre-All
Inflow Area = 12.336 ac, 0.00% Impervious, Inflow Depth > 1.05" for 1-yr event
Inflow = 15.35 cfs @ 12.10 hrs, Volume= 1.082 af
Primary = 15.35 cfs @ 12.10 hrs, Volume= 1.082 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: Pre-All
Hydrograph
T I— - - 4 — 4 — - ■Inflow
17 i_ _Li 1 �fs1 4- 4 I L -■Primary
5.35
16_ 1 L L 5.35 _nflaw Area12.33-6-ac- -
15 I I I E. I I
14= I I I I
13, I I
12 I AO
I
11 I I
w 10_ I I 1 I
9_ T T T // T T
T 7 T
O• 8=
II
T I
// T E t i I— H - fi fi I I P
7=
6= H H �/ I T 4 I I 4
5 T F / I T -4 I I H
4_ T L I I - L L I I L
3_ I I / ''� I I I
2- ����%%%%
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 1-yr Rainfall=3.20"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 18
Summary for Link 10L: Post-All
Inflow Area = 12.349 ac, 0.00% Impervious, Inflow Depth > 1.41" for 1-yr event
Inflow = 13.14 cfs @ 12.26 hrs, Volume= 1.449 af
Primary = 13.14 cfs @ 12.26 hrs, Volume= 1.449 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 10L: Post-All
Hydrograph
El Inflow `
14= + r t 113.14 cfs I I /II t pQfi� //� IK� Q r - _❑Primary I
L L 113.14cfs _Inflow Area=12.349-ac -
13_ 1 1 I 1 // ' 1 1
11 T T > T T T
10 - + - -+ - -I - - - - {- - + - - I- - + - + - -I - -I- - + -
L L L L III I L L 1 1 L
8- I I 1 I// I I
0 7_ rt I T r /i T
LL T L= H �� T L
1 L - L
6=
I I I / _ _ L -
5= I I I
4= I I
t — I I I I I — I
3 _LL t
0-27
A�� ' -' -/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 19
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-AP 1 Runoff Area=8.030 ac 0.00% Impervious Runoff Depth>1.48"
Flow Length=639' Tc=9.3 min CN=76 Runoff=14.50 cfs 0.988 af
Subcatchment2S: Pre-AP2 Runoff Area=4.306 ac 0.00% Impervious Runoff Depth>1.54"
Flow Length=702' Tc=11.3 min CN=77 Runoff=7.69 cfs 0.553 af
Subcatchment3S: Post-AP2 Runoff Area=0.186 ac 0.00% Impervious Runoff Depth>2.07"
Flow Length=142' Tc=6.1 min CN=84 Runoff=0.55 cfs 0.032 af
Subcatchment4S: Post-AP 1 Untreated Runoff Area=9.505 ac 0.00% Impervious Runoff Depth>2.06"
Flow Length=1,574' Tc=21.2 min CN=84 Runoff=17.25 cfs 1.629 of
Subcatchment5S: Post-AP 1 Treated Runoff Area=2.658 ac 0.00% Impervious Runoff Depth>2.87"
Tc=5.0 min CN=93 Runoff=10.84 cfs 0.636 af
Pond 6P: SCM 1 Peak Elev=1,038.32' Storage=14,711 cf Inflow=10.84 cfs 0.636 af
Primary=3.02 cfs 0.344 af Secondary=0.00 cfs 0.000 af Outflow=3.02 cfs 0.344 af
Link 8L: Post-AP 1 Inflow=20.22 cfs 1.973 af
Primary=20.22 cfs 1.973 af
Link 9L: Pre-All Inflow=22.06 cfs 1.541 af
Primary=22.06 cfs 1.541 af
Link 10L: Post-All Inflow=20.42 cfs 2.005 af
Primary=20.42 cfs 2.005 af
Total Runoff Area = 24.685 ac Runoff Volume = 3.838 af Average Runoff Depth = 1.87"
100.00% Pervious = 24.685 ac 0.00% Impervious = 0.000 ac

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 1 S: Pre-AP 1
Runoff = 14.50 cfs @ 12.09 hrs, Volume= 0.988 af, Depth> 1.48"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Area (ac) CN Description
* 8.030 76 50-75% Grass cover, Fair, HSG B
8.030 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.7 100 0.0981 0.35 Sheet Flow, sheet flow
Grass: Short n= 0.150 P2= 3.86"
4.6 539 0.1517 1.95 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
9.3 639 Total
Subcatchment 1 S: Pre-AP 1
Hydrograph
+ + I 4 I + I —
16 I I I ❑Runoff
15 I I I 114.50 cfs I 1 1
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 2-yr
14-' Rainfall=3.86"
Runoff Area=8.030 ac
13-"
- -r 7 — — — ' Runoff Volume=0.988 of
12 Runoff Depth>1.48"
Flbw Length=639'
11- L L L 1 L Tc=9.3 min
10 II I CN=76
w g_ 1 1 1
1
o I r I I
Li 7-
L L L I L
5_
4 1 1 1
3-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: Pre-AP 2
Runoff = 7.69 cfs @ 12.12 hrs, Volume= 0.553 af, Depth> 1.54"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Area (ac) CN Description
4.306 77 50-75% Grass cover, Fair, HSG B
4.306 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.7 100 0.0624 0.29 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
5.6 602 0.1263 1.78 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
11.3 702 Total
Subcatchment 2S: Pre-AP 2
Hydrograph
i
- 4 4 - ❑Runoff
8- 17.69 cfs I
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 2-yr
Rainfall=3.86"
7-' Runoff Area=4.306ac
Runoff Volume=0.553 af
RunofLDepth>1.54"-
6-, Flbw Length=702'
Tc=11.3 min
CN=77
L — — _I _ 1 L
0 4 I
u _ - -
2_,
..
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: Post-AP 2
Runoff = 0.55 cfs @ 12.04 hrs, Volume= 0.032 af, Depth> 2.07"
Routed to Link 10L : Post-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Area (ac) CN Description
0.186 84 50-75% Grass cover, Fair, HSG B
0.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.6 68 0.0299 0.20 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
0.5 74 0.1408 2.63 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
6.1 142 Total
Subcatchment 3S: Post-AP 2
Hydrograph
— -
0.6 ❑Runoff
T - — — — r — — — 10.55 cfs I— — rt - -
0.55- / Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 2-yr
Rainfall=3.86"
0.5= i Runoff Area=0.186 ac
= Runoff Vlolume=0.032 af
0.45- Runoff Depth>2.07"
Flbw Length=142'
0.4 Tc=6.1 min
CN=84
0.35-
0 0.3-
0.25-
_ — —
0.2_
0.15_
0.05-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: Post-AP 1 Untreated
Runoff = 17.25 cfs @ 12.25 hrs, Volume= 1.629 af, Depth> 2.06"
Routed to Link 8L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Area (ac) CN Description
* 9.505 84 <50% Grass cover, Poor, HSG B
9.505 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) _ (cfs)
11.0 100 0.0300 0.15 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.86"
6.2 413 0.0250 1.11 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3.4 938 0.0200 4.59 22.96 Channel Flow, ditch
Area= 5.0 sf Perim= 15.0' r= 0.33'
n= 0.022 Earth, clean & straight
0.6 123 0.2500 3.50 Shallow Concentrated Flow, shallow 2
Short Grass Pasture Kv= 7.0 fps
21.2 1,574 Total
Subcatchment 4S: Post-AP 1 Untreated
Hydrograph
I I
19=" 1 4 I -k I - ❑Runoff
18 " - 1— — 4 — —1 - 17.2525 cfs I I I I I
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 2-yr
17=" I — I— — 4 — —I — 1 1 Rainfall=3.86"
16_'" -H 4 —I F 4 I I— -k -Runoff-Area=9.505-ac-
15= ,_ — 4 I — —I — — I— — I Runoff\olume=1.629 af
4 I 4 -1 4 I I- + I Runoff De t 1,57
14- 74
= Fto�rterrgh=1 '—
134 -H I 4 —I 4 I I— 4 I Tt=21.2 min-
12� — _L I 4 -1 - I I— I - CN=84
7 11= I 4 - 4 I I— 4 I —
10 -/ ,r I 4 - i 4 I H H- I —
0 9� ,r _ 1 I 1 _ 4 — —I — — H — 1 — —I — — I-
6� „_ - 1 1 1 I I— 1
5= 1 1 / 1
4 ' ,,_ _ 1 I 1 _I / _I _ — H - 1 — —I - - 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 5S: Post-AP 1 Treated
[49] Hint: Tc<2dt may require smaller dt
Runoff = 10.84 cfs @ 12.02 hrs, Volume= 0.636 af, Depth> 2.87"
Routed to Pond 6P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Area (ac) CN Description
* 2.658 93 50-75% Grass cover, Fair, HSG B
2.658 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct
Subcatchment 5S: Post-AP 1 Treated
Hydrograph
1 I - 1- - -
12 I I I I ■Runoff
11L' $%fs I Emerald VillasPF_Depth_English_PDS(1)24-hr S1 2-yr
- - 1 / - -L - - - -_I - - - - - 1 Rainfall=3.86"
101 / I I I I Runoff Area=2.658 ac
7 - - T - --Runoff'olume=0.636 af
91-/ Runoff Depth>2.87"
I I I I I I 1 Ic=5.0 min_
8:-' I I I I I CN=93
771 I I / I I I I I
0 6- — I I I I I I
° = ,_ - 1 - -I - - - I- - L - -
LL
5- I I
fi - - - I- - r — -
4- I _ I I
—
3-/ I I
4- - ' 1
2-
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Pond 6P: SCM 1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.658 ac, 0.00% Impervious, Inflow Depth > 2.87" for 2-yr event
Inflow = 10.84 cfs @ 12.02 hrs, Volume= 0.636 af
Outflow = 3.02 cfs @ 12.30 hrs, Volume= 0.344 af, Atten= 72%, Lag= 16.6 min
Primary = 3.02 cfs @ 12.30 hrs, Volume= 0.344 af
Routed to Link 8L : Post-AP 1
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 8L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 1,038.32'@ 12.30 hrs Surf.Area= 6,864 sf Storage= 14,711 cf
Plug-Flow detention time= 170.9 min calculated for 0.344 of(54% of inflow)
Center-of-Mass det. time=86.2 min ( 841.1 - 754.9 )
Volume Invert Avail.Storage Storage Description _
#1 1,036.00' 34,768 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,036.00 5,803 0 0
1,037.00 6,252 6,028 6,028
1,038.00 6,713 6,483 12,510
1,039.00 7,178 6,946 19,456
1,040.00 7,667 7,423 26,878
1,041.00 8,113 7,890 34,768
Device Routing Invert Outlet Devices
#1 Primary 1,032.00' 18.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 1,032.00'/ 1,031.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 1,036.00' 1.2" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 1,038.00' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 1,039.50' 48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 1,040.00' 20.0' long + 3.0 '/' SideZ x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 26
Primary OutFlow Max=3.02 cfs @ 12.30 hrs HW=1,038.32' (Free Discharge)
Lam=Culvert (Passes 3.02 cfs of 20.09 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.06 cfs @ 7.34 fps)
—3=Orifice/Grate (Orifice Controls 2.96 cfs @ 1.83 fps)
—4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,036.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 6P: SCM 1
Hydrograph
T T - t t t fi fi -f -f -
I_ _ I I I I I I I I I I I ■Inflow
I I I f°sacfs I /��. primaw
12 / / z n F E F T T T T,n�WTrn 4 _ vQ ■s 4e - secondary
- - - - I- I
111/ / / /I P a-k t-10-=1,-0a48-.a L
' Stoi-ag�e=14,T11 �cf
91/ / / I- H - I - + - 4 - 4 - 4 - -1 - -1 - -
/ / 1 I I I _ I I I I I
8� /
u, 7� / ' /r I- I- T T T 1 T 7 7 7 T T -
o : / / I- I- L _L _L L ' L -L -L -L _l _
_o = / / I I I I I A/ I I I I
5� / /I I I I I I ot cf 1 I I I I I
/ / /I- I- H H F F 3.02 efs
4� / t t 4 -[ 4 -
/ / I I I j I I I I
�%/ //////////////////////////ice//
/ 7
lila," /
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 27
Summary for Link 8L: Post-AP 1
Inflow Area = 12.163 ac, 0.00% Impervious, Inflow Depth > 1.95" for 2-yr event
Inflow = 20.22 cfs @ 12.26 hrs, Volume= 1.973 af
Primary = 20.22 cfs @ 12.26 hrs, Volume= 1.973 af, Atten= 0%, Lag= 0.0 min
Routed to Link 10L : Post-All
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 8L: Post-AP 1
Hydrograph
z_ _ 1 _ I I _ 1 _ _I _ _I I
i ,- - - 1 I - - I- - I- - 4 - -I - 1 ■Inflow
224-' i ,— T L T I zo.zz cfs ( H r ■Primary
21 z , T T r )12022cfs -IInflow Area=112.163ac-
20 i ,—
I I I I 00 I I I I I
18 i , 1 L I L T / L 1 L
17� i T 4 I L T / 4 I-
16 ' i , T I— rt // - fi H I I H -
15� i ,— I
14" / /—
i 134/ i I I I I I I I I
� 12� i 1 H I L 1 . I L 1 I I L -
3 11 T L T / IH74 -
LL 104/ z' / — T T IT
T // T T T
8� I I I 1 di' I I I I
774 // ,— I I I I I �/
64-/ i ,r — -L 4 I— 4 i — I— — 4 — 4 — —I — I— — 4 — -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 28
Summary for Link 9L: Pre-All
Inflow Area = 12.336 ac, 0.00% Impervious, Inflow Depth > 1.50" for 2-yr event
Inflow = 22.06 cfs @ 12.10 hrs, Volume= 1.541 af
Primary = 22.06 cfs @ 12.10 hrs, Volume= 1.541 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: Pre-All
Hydrograph
r _ 1 L 1 _I 1 I I
i I 4- - I I- 4- - I I 4 - - I- - - ■Inflow
24=' / — -r 7 I r ii 22.06 cfs I— 1 I 1 1 I II — 1 - - _■Primary
23= Izz.oscfs _ ]nflow Area-112.3a6ac -
22= /� /— ii
214-/ / 1- 4- I I- 4 1 4 I I I-
-
204' i t - * 4 1 r 1 -r 1 1 1
19� / /- I I I
184-/ /
17� i /)— - -k 4 0
1 4 4 1 1 I- -
16=' " - t 4 I r t I I fi rt I I 1
15E 1 I I I
w14,/ / I I
/
134-/ / / — + —i 1 I— 4 / 1 1 4 4 1 1 I—
;., -
3 12 / z - t -i r t1 1- rt 1 1 1 -
11 / � Olv�
10-
84./ / t t 1 1— 4- h t I-
7/ ' 'J— I I I 1 s 1 1 1
64./
5 / / I — 4- 4 I I— 4- 4 I I I-
4 / fi I t t 1 nI
1 - 4 —' I I w0
�//�����
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 2-yr Rainfall=3.86"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 29
Summary for Link 10L: Post-All
Inflow Area = 12.349 ac, 0.00% Impervious, Inflow Depth > 1.95" for 2-yr event
Inflow = 20.42 cfs @ 12.25 hrs, Volume= 2.005 af
Primary = 20.42 cfs @ 12.25 hrs, Volume= 2.005 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 10L: Post-All
Hydrograph
1
❑ Inflow
224-/ i 4 I F _k 120.42 cfs I 4 4 - -D Primary
21 / — t I - ,20.42cfs Inflow Area=12.349 ac
20 -/ i /— — T T L T // 1 1 1
19 i
18 i /— I I I I - I I I I I I -
17 i _ 1 L I L 1 I L L I L
16� i /— - T - _, - -I - - I— — {— — + Or 1— — , — 4 — —I — —1— — 1 — -
15� i t T F rt // 1 7 7 4
144-/ iz—
w 134-/ i
12 -/ iz — 1 4 1 L 1 I L L L
0 11� i t 7 1 I— 4 III 1 4 4
Li 10� z t t 1 I t ill
t t I I t
84.-/ / —
64-/ i ,. T 4 1 L F i���
5 i
4 1 F 7 ��I�I�j��I/////////
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 30
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-AP 1 Runoff Area=8.030 ac 0.00% Impervious Runoff Depth>2.19"
Flow Length=639' Tc=9.3 min CN=76 Runoff=20.93 cfs 1.463 af
Subcatchment2S: Pre-AP2 Runoff Area=4.306 ac 0.00% Impervious Runoff Depth>2.27"
Flow Length=702' Tc=11.3 min CN=77 Runoff=11.01 cfs 0.813 of
Subcatchment3S: Post-AP2 Runoff Area=0.186 ac 0.00% Impervious Runoff Depth>2.88"
Flow Length=142' Tc=6.1 min CN=84 Runoff=0.73 cfs 0.045 af
Subcatchment4S: Post-AP 1 Untreated Runoff Area=9.505 ac 0.00% Impervious Runoff Depth>2.87"
Flow Length=1,574' Tc=21.2 min CN=84 Runoff=23.40 cfs 2.271 af
Subcatchment5S: Post-AP 1 Treated Runoff Area=2.658 ac 0.00% Impervious Runoff Depth>3.75"
Tc=5.0 min CN=93 Runoff=13.41 cfs 0.831 af
Pond 6P: SCM 1 Peak Elev=1,038.58' Storage=16,464 cf Inflow=13.41 cfs 0.831 af
Primary=6.74 cfs 0.537 af Secondary=0.00 cfs 0.000 af Outflow=6.74 cfs 0.537 af
Link 8L: Post-AP 1 Inflow=29.51 cfs 2.809 af
Primary=29.51 cfs 2.809 af
Link 9L: Pre-All Inflow=31.77 cfs 2.276 af
Primary=31.77 cfs 2.276 af
Link 10L: Post-All Inflow=29.82 cfs 2.853 af
Primary=29.82 cfs 2.853 af
Total Runoff Area = 24.685 ac Runoff Volume = 5.422 af Average Runoff Depth = 2.64"
100.00% Pervious = 24.685 ac 0.00% Impervious = 0.000 ac

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 1 S: Pre-AP 1
Runoff = 20.93 cfs @ 12.09 hrs, Volume= 1.463 af, Depth> 2.19"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Area (ac) CN Description
* 8.030 76 50-75% Grass cover, Fair, HSG B
8.030 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.7 100 0.0981 0.35 Sheet Flow, sheet flow
Grass: Short n= 0.150 P2= 3.86"
4.6 539 0.1517 1.95 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
9.3 639 Total
Subcatchment 1 S: Pre-AP 1
Hydrograph
/ I I I I I I I
23-' t I t —I I I I I I D Runoff
22 T T - 1 20.93 cfs 17 1 T 1
21 J, — Emerald-Villas_PF_Depth_English PDS(14 24 hr S1 5-yr-
20-. I 1 1 Rainfall=4 83"
19- 7 L 1 7 — —1 — — L — _L — Runoff Area=8.030 ac
18 I 4 - / — 4 — —1 — — I- 1 Runoff volume=1.463 of
Runoff Depth>2.19"
17� r — t I t - - t 1 I— t — I Flow Length=639'
164/ — T I T - 7 I L T I Tc=9.3 min
14- CN=76
w 134 ,— — 1 I L 1 — _L 1 L 1 I 1 _
� 12/ ,- - + I 7 —I — 4 - -1 - - I— - -k - -I - - 1-
011 - - -h I t- 1 - -h - -1 - - 1- - t - -I - - 1-
E 10' — 1 1 I 1 I T
9
84 � 1 I I , 1 I 1 I _
74 ,_ — 1 I _L 1 L 1 I L
6 ,— — + I— + I ' -
5' '— - 4 I 4 - / rt I— t
4 I
3� I I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 2S: Pre-AP 2
Runoff = 11.01 cfs @ 12.11 hrs, Volume= 0.813 af, Depth> 2.27"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Area (ac) CN Description
4.306 77 50-75% Grass cover, Fair, HSG B
4.306 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.7 100 0.0624 0.29 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
5.6 602 0.1263 1.78 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
11.3 702 Total
Subcatchment 2S: Pre-AP 2
Hydrograph
+ L _1 I + -
12-' I I ❑Runoff
I 11.al cfs l
117 Emerald Villas_PF_Deptlh_English_PDS(1)24-hr S1 5-yr
Rainfall=4-03"
10- Runoff Area=4.306 ac
— + — — — — — + Runoff\olume=0.813 of
9 Runoff Depth>2.27"
Flbw Length=702'
Tc=11.3 min
CN=77
0• 6=,
• 5-' V
4-'
3-
2_
1E Ate
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 3S: Post-AP 2
Runoff = 0.73 cfs @ 12.04 hrs, Volume= 0.045 af, Depth> 2.88"
Routed to Link 10L : Post-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Area (ac) CN Description
0.186 84 50-75% Grass cover, Fair, HSG B
0.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.6 68 0.0299 0.20 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
0.5 74 0.1408 2.63 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
6.1 142 Total
Subcatchment 3S: Post-AP 2
Hydrograph
0.8= D Runoff
0.75— 10.73 cfs I
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 5-yr
Rainfall=4.83"
Runoff Area=0.186 ac
0.65_ Runoff Volume=0.045 af
Runoff Depth>2.88"
Flow Length=142`
0.55= Tc=6.1 min
0.5= CN=84
0.45_ — - II I
o 0.4 rt
0.35=
0.3
0.25_ 0
0.2_
0.15_
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 4S: Post-AP 1 Untreated
[47] Hint: Peak is 102% of capacity of segment#3
Runoff = 23.40 cfs @ 12.25 hrs, Volume= 2.271 af, Depth> 2.87"
Routed to Link 8L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Area (ac) CN Description
* 9.505 84 <50% Grass cover, Poor, HSG B
9.505 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 100 0.0300 0.15 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.86"
6.2 413 0.0250 1.11 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3.4 938 0.0200 4.59 22.96 Channel Flow, ditch
Area= 5.0 sf Perim= 15.0' r= 0.33'
n= 0.022 Earth, clean & straight
0.6 123 0.2500 3.50 Shallow Concentrated Flow, shallow 2
Short Grass Pasture Kv= 7.0 fps
21.2 1,574 Total
Subcatchment 4S: Post-AP 1 Untreated
Hydrograph
A— t fi rt 1 -r 1 fi —
26°
•v ■Runoff
24 ' — — -H —I [23.40 cfs 4L 1 — — I— I — 1— -L —
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 5-yr
23- — — t I fi f rt Rainfa =4.83"
22 ' -- 1
21- — II I _ 1 I I I Runoff Area=91505 ac
20`' — -k —I 1 1 I— T Runoff volume= 271 af
Runoff Depth>2.87"
19 -/ fi — -r I t / —I - - - rt - -I -Flov,Length 1,574'
17-� 1 I 1 Tc=21.2 min
CN=84
0
3 13" 1 I
O 12,- — — —I 4 1 1_ _, 1
11 T I T 7 I I— T I I T
1(;' L _I ) 1 1 L L 1 L
7; T I T / 1 1 T I T
5_
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 5S: Post-AP 1 Treated
[49] Hint: Tc<2dt may require smaller dt
Runoff = 13.41 cfs @ 12.02 hrs, Volume= 0.831 af, Depth> 3.75"
Routed to Pond 6P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Area (ac) CN Description
* 2.658 93 50-75% Grass cover, Fair, HSG B
2.658 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct
Subcatchment 5S: Post-AP 1 Treated
Hydrograph
15- ,_ _ + _ I 1 -k — ■Runoff
141/ I 113 41 cfs l 1 1 I 1 I 1
/ Emerald -Villas -(1j-24 r S1 5-yr
13- I // I I I Rainfall=4.83"
I 1 1 I 1 I Runoff Area=2.658 ac
12� —Runoff olume=0.831 af
11 Runoff Depth>.3.75'
— 1 — _I — 1 — _Li
I— Tc=5.0 min
10-✓ I I CN=93
9 -/ / 1
8: ,_ — 4 — —I — / 4- I
0 71/ I 1 I I
6� � I 1 1 I 1 I
- I 1 1 1 I 1 I
5=
4— — + I 1 + — - — + — — — I— + I — -
4iv 1 I 1 I
3i/ I I
2-✓
1='
0- '
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroCEmerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Pond 6P: SCM 1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.658 ac, 0.00% Impervious, Inflow Depth > 3.75" for 5-yr event
Inflow = 13.41 cfs @ 12.02 hrs, Volume= 0.831 af
Outflow = 6.74 cfs @ 12.16 hrs, Volume= 0.537 af, Atten= 50%, Lag= 7.9 min
Primary = 6.74 cfs @ 12.16 hrs, Volume= 0.537 af
Routed to Link 8L : Post-AP 1
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 8L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 1,038.58'@ 12.16 hrs Surf.Area= 6,982 sf Storage= 16,464 cf
Plug-Flow detention time= 142.2 min calculated for 0.535 af(64% of inflow)
Center-of-Mass det. time=69.5 min ( 819.3 - 749.8 )
Volume Invert Avail.Storage Storage Description _
#1 1,036.00' 34,768 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,036.00 5,803 0 0
1,037.00 6,252 6,028 6,028
1,038.00 6,713 6,483 12,510
1,039.00 7,178 6,946 19,456
1,040.00 7,667 7,423 26,878
1,041.00 8,113 7,890 34,768
Device Routing Invert Outlet Devices
#1 Primary 1,032.00' 18.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 1,032.00'/ 1,031.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 1,036.00' 1.2" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 1,038.00' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 1,039.50' 48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 1,040.00' 20.0' long + 3.0 '/' SideZ x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 37
Primary OutFlow Max=6.73 cfs @ 12.16 hrs HW=1,038.58' (Free Discharge)
—1=Culvert (Passes 6.73 cfs of 20.54 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.06 cfs @ 7.73 fps)
—3=Orifice/Grate (Orifice Controls 6.67 cfs @ 2.67 fps)
—4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,036.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 6P: SCM 1
Hydrograph
I T - T - I , - I I I
- - r- - rt - rt - rt - rt - rt - -4 - -4 - - ■Inflow
/ 4 — ._ - - + - 13.41 cfs I + — + + — •Outflow
15: / ' L nf��W�/01P¢a �6 $ �C ■Secondary
14 / ' / /I I I I I I I J l I p IG1� 1
13_ / /
/I I I , I I r I ,� �..
' / '1- I I
12� StO agle16,464_f -
/ /1 I I I I I I I I I I
11_ / /n L L — 1 1 —[ —[ —f —f —
y 9� / / /- — I— — I— — 674cfs 1 — 4 — 4 — 4 - 4 - -4 - -4 - -
8� / / / - - I- - I- - I674cfs. / 1 — 4 — 4 — 4 - 4 - -4 - -4 - -
i
a 7� / / / /I _ L _ L _ _ 1 1 1 1 1 _E _
LL 6 / / / / 1 I I I I I 1 1 I I I I
5y / / /I - I - I - I , 1 1 1 I I I I
4 / / - I- - I -
3�
o.00s .���� lll�ll�lll�lll�llllllllllllllll�
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 38
Summary for Link 8L: Post-AP 1
Inflow Area = 12.163 ac, 0.00% Impervious, Inflow Depth > 2.77" for 5-yr event
Inflow = 29.51 cfs @ 12.23 hrs, Volume= 2.809 af
Primary = 29.51 cfs @ 12.23 hrs, Volume= 2.809 af, Atten= 0%, Lag= 0.0 min
Routed to Link 10L : Post-All
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 8L: Post-AP 1
Hydrograph
I I I I I
/ I I I I I 1 ❑ Inflow
32 -/ /— I I I I I 129.51 cfs ❑Primary
30 ' / i29.51 Inflow Area=12.163 ac -
284 2- - T77 7 7 7 7 I- - T I T T I I T
/
26. / - t t I I- t / I t t I I I-_,- A- - -F - -I - - - - - - i- - gp I- - -H - H - - - -I- - H - -
-
247
22� / � L L L L �� _ I L L I I L
20� / I I I I 0� I I I I I
's 18i-/
I I I I II II I
c 16- / I I �/ I I I I
1 14� , /- I / 1 1 1 I
12� T Tji
�/ I I T T I I T -
10� 4- -t fiO I � I L P I I
84 1/ � I- - -k I I I— — -
6 / �
2_" ��� ������ ���
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 39
Summary for Link 9L: Pre-All
Inflow Area = 12.336 ac, 0.00% Impervious, Inflow Depth > 2.21" for 5-yr event
Inflow = 31.77 cfs @ 12.10 hrs, Volume= 2.276 af
Primary = 31.77 cfs @ 12.10 hrs, Volume= 2.276 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: Pre-All
Hydrograph
/— I I I I I I I I ❑Inflow 1
345-/ / EOM p Primary
—
32 , Inflow Area=112.336-ac- -
307 - T 1/ T 7
28! zz- - - - - - - - I I T 7 I I P -
26� T 7 I I
24 -/ / fi rt I I
220)
- 1- - fi I I P -
7 20- /
15- - — — -F — —I — —I— —
�
3 18' / 1- - - p 4 I I I-
16- / � - - - 4 4 I I I-
14� � ��
zI I
Li I 4 4
1 ' / �� L 1I I
100 _ I_ _ L _
8 frl
/_ I L
2 ��f
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas HydroC Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 5-yr Rainfall=4.83"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 40
Summary for Link 10L: Post-All
Inflow Area = 12.349 ac, 0.00% Impervious, Inflow Depth > 2.77" for 5-yr event
Inflow = 29.82 cfs @ 12.23 hrs, Volume= 2.853 af
Primary = 29.82 cfs @ 12.23 hrs, Volume= 2.853 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 10L: Post-All
Hydrograph
/ I I
I I
I I
I I
I I ❑ Inflow `
32= MEER '❑Primary
I
30= T -1I ®, -Inflow Area'I2.349 ac
2s=
26 t 1 I r + r i i - r -rI I r
= - - + - + - - - - - {- - + / + - + - - - I- - + -
-
00
24= _ 1 - L I L 1 / _ L
22 I I I 1 // 1/ I
20-
o 18=
33 16= I I I I I I
1 14- I I i I I
12_ T 1 I r + I�/ 1 I r -rr
- - + - -t i- - + g// 1- - 1- 1 - + - -107
-
s _ 1 - I _ I- - L%
------ MIMIIIIIIIIIIIMMIMIMill,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 41
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-AP 1 Runoff Area=8.030 ac 0.00% Impervious Runoff Depth>2.78"
Flow Length=639' Tc=9.3 min CN=76 Runoff=25.99 cfs 1.857 af
Subcatchment2S: Pre-AP2 Runoff Area=4.306 ac 0.00% Impervious Runoff Depth>2.86"
Flow Length=702' Tc=11.3 min CN=77 Runoff=13.62 cfs 1.028 af
Subcatchment3S: Post-AP2 Runoff Area=0.186 ac 0.00% Impervious Runoff Depth>3.54"
Flow Length=142' Tc=6.1 min CN=84 Runoff=0.86 cfs 0.055 af
Subcatchment4S: Post-AP 1 Untreated Runoff Area=9.505 ac 0.00% Impervious Runoff Depth>3.52"
Flow Length=1,574' Tc=21.2 min CN=84 Runoff=28.13 cfs 2.789 af
Subcatchment5S: Post-AP 1 Treated Runoff Area=2.658 ac 0.00% Impervious Runoff Depth>4.44"
Tc=5.0 min CN=93 Runoff=15.32 cfs 0.983 af
Pond 6P: SCM 1 Peak Elev=1,038.78' Storage=17,885 cf Inflow=15.32 cfs 0.983 af
Primary=8.74 cfs 0.689 af Secondary=0.00 cfs 0.000 af Outflow=8.74 cfs 0.689 af
Link 8L: Post-AP 1 Inflow=36.03 cfs 3.478 af
Primary=36.03 cfs 3.478 af
Link 9L: Pre-All Inflow=39.39 cfs 2.885 af
Primary=39.39 cfs 2.885 af
Link 10L: Post-All Inflow=36.39 cfs 3.533 af
Primary=36.39 cfs 3.533 af
Total Runoff Area = 24.685 ac Runoff Volume = 6.712 af Average Runoff Depth = 3.26"
100.00% Pervious = 24.685 ac 0.00% Impervious = 0.000 ac

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 1 S: Pre-AP 1
Runoff = 25.99 cfs @ 12.09 hrs, Volume= 1.857 af, Depth> 2.78"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Area (ac) CN Description
8.030 76 50-75% Grass cover, Fair, HSG B
8.030 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.7 100 0.0981 0.35 Sheet Flow, sheet flow
Grass: Short n= 0.150 P2= 3.86"
4.6 539 0.1517 1.95 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
9.3 639 Total
Subcatchment 1 S: Pre-AP 1
Hydrograph
i
28= D Runoff
rt 1 25.99 cfs I 7
Emerald Villas_PF_Depth_English_PDS epth_English_PDS(1)24-hr Si 10-yr
- Rainfall=5.59"
24- Rugoff Area=8.030 ac
Runoff Volume=1.857 of
22- Rpnoff Depth>2.78"
rt rt * Flow Length=639_
Tc=9.3 min
20= 4 - 4 I 7 CN=76
18
16_
0 14
a 12
10_
6_ — 11 11 11 11 / I 11 11 11
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 2S: Pre-AP 2
Runoff = 13.62 cfs @ 12.11 hrs, Volume= 1.028 af, Depth> 2.86"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Area (ac) CN Description
* 4.306 77 50-75% Grass cover, Fair, HSG B
4.306 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.7 100 0.0624 0.29 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
5.6 602 0.1263 1.78 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
11.3 702 Total
Subcatchment 2S: Pre-AP 2
Hydrograph
i I I I I
15 I I I D Runoff
14-- I 13.62 cfs
_Emeral&LVillas PF_Depth English_PDS(1)24hrS1 10-yr
13 I I I Rainfall=5.59"
Rugqoff a=4.306
t t — —L t Runoff VoluAreme=1.028 ac of
127 Rpnoff Depth>2.86"
11- Flow Length=702'
Tc=11.3 min
10=' I I I I I I I I
CN=77
w 97
I I
� 8=
0 7_ I I
I I
5 4 I 4
4_
3=
2_ ��� I
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 3S: Post-AP 2
Runoff = 0.86 cfs @ 12.04 hrs, Volume= 0.055 af, Depth> 3.54"
Routed to Link 10L : Post-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Area (ac) CN Description
* 0.186 84 50-75% Grass cover, Fair, HSG B
0.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.6 68 0.0299 0.20 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
0.5 74 0.1408 2.63 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
6.1 142 Total
Subcatchment 3S: Post-AP 2
Hydrograph
-I - -I- - I- - I I
0.95=' , 4 _I I I- I - - - -I - - - ❑Runoff
0.9 - 4 _I I 4 - - I o.86 cfs I_ — + 1 4
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 10-yr
0.85- - 4 - -I - -I- - 1- - - 1- - 4 - -1 I Rainfall=5.59"
0.8 4 _I I- 1- 4 Runpff Area=0.186 ac
�no-ff-VoTume=0a35 f
0.75- - 4 - -I - -I- - I- - - - 1- - 4 - -I - R¢noff Depth>3.54"
0.7=' ,_ 4 _ I I- 1_ 4 low Length=142'
- Fc=6:F min
0.65= 4 _I I L L 4 4 CN=84
0.6= , - 4 - -I - -I- - I- - - - 1 - 4 - -I -
w 0.55=' ,_ 4 _I I L 1_ 4 4
• 0.5=' . - 4 - -I - -I- - 4 - - 1 - 4 - -I -
0 0.45= - 4 - _I - -I- - I- - - 1- - 4 - -I -
• 0.4 4 4 _I I L L
0.35=' - 4 - _I - -I- - I- - L — i_ 4 I
0.3 4 - _I - -I- - L - Vi" - L - 4 I 1 _I
0.25 1 J I L d L 1 I L 4
0.2 _L - _I - -I- - 1- - 1- - 4
0.15 4 1 J I L 0 L 1 L _L
0 fill , , , ,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 4S: Post-AP 1 Untreated
[47] Hint: Peak is 122% of capacity of segment#3
Runoff = 28.13 cfs @ 12.25 hrs, Volume= 2.789 af, Depth> 3.52"
Routed to Link 8L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas—PF—Depth—English—PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Area (ac) CN Description
* 9.505 84 <50% Grass cover, Poor, HSG B
9.505 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 100 0.0300 0.15 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.86"
6.2 413 0.0250 1.11 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3.4 938 0.0200 4.59 22.96 Channel Flow, ditch
Area= 5.0 sf Perim= 15.0' r= 0.33'
n= 0.022 Earth, clean & straight
0.6 123 0.2500 3.50 Shallow Concentrated Flow, shallow 2
Short Grass Pasture Kv= 7.0 fps
21.2 1,574 Total
Subcatchment 4S: Post-AP 1 Untreated
Hydrograph
1 1 I I
30: — 1 I 1 I 1 I ■Runoff
- -I- - t - -I - 12813 cfs l 1 I I- t I I + -
28� Emerald Villas_PF_Depth_Enylish_PDS(1)24-hr S1 10-yr
= 1 — I — j — Rainfall5.59'=
Rugqoff Area=9.505 ac
26_ �tunoPf Volume=2.789 of
24 -/ I
— Rpnoff Depth>3.52"
-
Flow Length=1,574'
22-/ / I Tc=21.2 min
4- - CN=84
207 4
`0 16� ' I I
E 14_ 1
T T I I I
10_ 1 L L _
6- T i - T -
4- -
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 5S: Post-AP 1 Treated
[49] Hint: Tc<2dt may require smaller dt
Runoff = 15.32 cfs @ 12.02 hrs, Volume= 0.983 af, Depth> 4.44"
Routed to Pond 6P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas—PF_Depth_English—PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Area (ac) CN Description
* 2.658 93 50-75% Grass cover, Fair, HSG B
2.658 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct
Subcatchment 5S: Post-AP 1 Treated
Hydrograph
— t — —I — — I — I— — t I — fi -
17= — I - I — 4 — —I — — I I— — -k — — ■Runoff
16=' 1 I 115 32 cfs I I 1 L 1 I L
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 10-yr
15_' 1 Rainfall=5.59"
144' Runoff Area=2.658 ac
Runoff Volume=0.983 of
13 -/ 1 1 Runoff Depth>4.44"
Tc=5.0 min
12 -/ CN=93
111/ r
w 10= ,— — ± — — — 1— ± — —1 — 1— — -r — —
0 9� — i—
c 8� 1 I 7� 1 I I I
6 I I I 10 1 I I I
5v ,_ I 1 I 1 I I
3- ,:tti - '
— —
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 47
Summary for Pond 6P: SCM 1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.658 ac, 0.00% Impervious, Inflow Depth > 4.44" for 10-yr event
Inflow = 15.32 cfs @ 12.02 hrs, Volume= 0.983 af
Outflow = 8.74 cfs @ 12.13 hrs, Volume= 0.689 af, Atten= 43%, Lag= 6.4 min
Primary = 8.74 cfs @ 12.13 hrs, Volume= 0.689 af
Routed to Link 8L : Post-AP 1
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 8L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 1,038.78'@ 12.13 hrs Surf.Area= 7,076 sf Storage= 17,885 cf
Plug-Flow detention time= 132.1 min calculated for 0.689 af(70% of inflow)
Center-of-Mass det. time=63.6 min ( 810.6 - 747.0 )
Volume Invert Avail.Storage Storage Description
#1 1,036.00' 34,768 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,036.00 5,803 0 0
1,037.00 6,252 6,028 6,028
1,038.00 6,713 6,483 12,510
1,039.00 7,178 6,946 19,456
1,040.00 7,667 7,423 26,878
1,041.00 8,113 7,890 34,768
Device Routing Invert Outlet Devices
#1 Primary 1,032.00' 18.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 1,032.00'/ 1,031.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 1,036.00' 1.2" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 1,038.00' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 1,039.50' 48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 1,040.00' 20.0' long + 3.0 '/' SideZ x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 48
Primary OutFlow Max=8.69 cfs @ 12.13 hrs HW=1,038.77' (Free Discharge)
L1=Culvert (Passes 8.69 cfs of 20.88 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.06 cfs @ 8.02 fps)
—3=Orifice/Grate (Orifice Controls 8.63 cfs @ 3.45 fps)
—4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,036.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 6P: SCM 1
Hydrograph
ZE
It t t t r t t i t t t t tr tr — I— — r — t — t — t — t — t — t — t — t — t — t — rt — —[ — ❑Inflow
h t t t t — 1532c1 „f ttt �` ❑�Ufflow
17� / / /r — I— — r — t — t — t - 11„� �a lir 1i� — ❑Secondary
16 / / / / /t r r t t Y - t 1,/
- rt rt 1
154/ / / /r r r t rt Q �"'_I_—_"env ,�38.78
1a -/ / / /r — r — r — 1
— Stolagrte=17,885 cf
13 / / / / /r r r - / r t rt — tl —
/
12� / / /r — r — r — i i I — rt - rt - rt - , - 1 - -
11 / / /t r r t t - 8.74.cfs / — -r t t 1 -r - -[ - -[
-n 10� / / / /r - r - r - r - r — 18 74 cfs 1 — -r - -r - -r - -r - -r - 1 - -
9� / / /t r r r r rt rt rt -r -r�
0 8 / / / /Ir r r t t t t t rt rt -r 1
54-/ / / /II - 1 1 1 7 — 7 — 1 — 1 — —
34/ i /
l 00.00�crs , ((l (l ((Clf({ lf{{ f({lf(Sl !!!l ((lS ((SS (lSS
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 49
Summary for Link 8L: Post-AP 1
Inflow Area = 12.163 ac, 0.00% Impervious, Inflow Depth > 3.43" for 10-yr event
Inflow = 36.03 cfs @ 12.23 hrs, Volume= 3.478 af
Primary = 36.03 cfs @ 12.23 hrs, Volume= 3.478 af, Atten= 0%, Lag= 0.0 min
Routed to Link 10L : Post-All
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 8L: Post-AP 1
Hydrograph
/- 7 if t - I I 1- 7
/ z- I r -r - I I -r 7 I I 1 - ■Inflow
40; / T I r T 136.03 cfs I- I 7 7 I I 17 - ■Primary
38 / / z_ - - - 1 36.03 cfs -Inflow Area-112.16aac
364-/ /
34 / I I I 0111 1 1 I 1
32 -/ / � I I I / 1 1 I 1
30� / � I 0
28� / I I I / 1 1 I 1
� I_26� / 1 // L - - -
�n 24� / if __L // - if - -L -
b224-/ / 1 - - I- - I 4 II I- - 4 - 4 -
3 20- / z- - -1 I I- 7 I� - - - I-
- 1 - 7 - - 1
o
LT. 18_ / 1 - - I- - I t 1 A t-I- - I- - - if -
16 I - - I- — r — rt All- -
- - I- - I— 7 r - - I- - T - 7 -
12 / /- 1 1 I I I 1 1
8 /
10 / ,' I 1
6 / _ _ _ _
- ��������
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 50
Summary for Link 9L: Pre-All
Inflow Area = 12.336 ac, 0.00% Impervious, Inflow Depth > 2.81" for 10-yr event
Inflow = 39.39 cfs @ 12.10 hrs, Volume= 2.885 af
Primary = 39.39 cfs @ 12.10 hrs, Volume= 2.885 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: Pre-All
Hydrograph
T T T T T T T
44_ i 1 ❑ Inflow `
42� i I 1 I I I I39.39cfs I I /i 1 rQ1� /,I//� /S�II /„� 1 ❑PrimaryI
139.39cfs 1 inflow Y- Area=1I2.33-6-� -
40� i � T � I I !— � H
38 i — + — � I - 4 I I I I I—
364/ / /— — t t I— I PO I t t I-
344/ i7 — T T r I 1 T T T
32-Vi 7—
30-/ / I 1 - 1 1 1
284/ i ,- 1LI — I L L I I L
264/ i '— T 4 1 — I L 4 I I 4
w �V24 / z— T -f1 / L
3 22, '— T T 1 T— T T
U- 18 _ I I I /�
14 ' / - 1 — _L — - I 0, 1 1
124 i — + — — I
4 /
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydro Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 10-yr Rainfall=5.59"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 51
Summary for Link 10L: Post-All
Inflow Area = 12.349 ac, 0.00% Impervious, Inflow Depth > 3.43" for 10-yr event
Inflow = 36.39 cfs @ 12.23 hrs, Volume= 3.533 af
Primary = 36.39 cfs @ 12.23 hrs, Volume= 3.533 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 10L: Post-All
Hydrograph
- + -I I I I- T - + - - - T - 4 - - ❑ Inflow
40= t ± I I- t 136.39 cfs I - -f I 1- - 0 Primary
38 T 1 I r 136.39cfs IInflowArepra=1I2.349-ac
36= - T T I F I k/ T T T
34_
32 I I
30 I I I / I
28_ I I I / I
26= - I I I I // I
24= //
u 22= T L I L L L L L
0 20_
Li - T - / I H 4 I I 1 -
18= + H+ - - -I - - I- - - + 1 '- - I- - + - + - -I - -I- - + - -
16= t - I- ± t -FI-
1 LH T T I 1- T III T T I`
12 T T F f T T I I T -
10=
8_
4= ���� , � Anede
,.
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 52
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-AP 1 Runoff Area=8.030 ac 0.00% Impervious Runoff Depth>5.08"
Flow Length=639' Tc=9.3 min CN=76 Runoff=43.85 cfs 3.398 af
Subcatchment2S: Pre-AP2 Runoff Area=4.306 ac 0.00% Impervious Runoff Depth>5.19"
Flow Length=702' Tc=11.3 min CN=77 Runoff=22.84 cfs 1.862 af
Subcatchment3S: Post-AP2 Runoff Area=0.186 ac 0.00% Impervious Runoff Depth>6.00"
Flow Length=142' Tc=6.1 min CN=84 Runoff=1.32 cfs 0.093 af
Subcatchment4S: Post-AP 1 Untreated Runoff Area=9.505 ac 0.00% Impervious Runoff Depth>5.98"
Flow Length=1,574' Tc=21.2 min CN=84 Runoff=44.74 cfs 4.735 of
Subcatchment5S: Post-AP 1 Treated Runoff Area=2.658 ac 0.00% Impervious Runoff Depth>6.94"
Tc=5.0 min CN=93 Runoff=21.65 cfs 1.538 af
Pond 6P: SCM 1 Peak Elev=1,039.31' Storage=21,683 cf Inflow=21.65 cfs 1.538 af
Primary=12.42 cfs 1.241 af Secondary=0.00 cfs 0.000 af Outflow=12.42 cfs 1.241 af
Link 8L: Post-AP 1 Inflow=56.53 cfs 5.976 af
Primary=56.53 cfs 5.976 af
Link 9L: Pre-All Inflow=66.35 cfs 5.260 af
Primary=66.35 cfs 5.260 af
Link 10L: Post-All Inflow=57.13 cfs 6.069 af
Primary=57.13 cfs 6.069 af
Total Runoff Area = 24.685 ac Runoff Volume = 11.626 af Average Runoff Depth = 5.65"
100.00% Pervious = 24.685 ac 0.00% Impervious = 0.000 ac

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 1 S: Pre-AP 1
Runoff = 43.85 cfs @ 12.09 hrs, Volume= 3.398 af, Depth> 5.08"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Area (ac) CN Description
* 8.030 76 50-75% Grass cover, Fair, HSG B _
8.030 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.7 100 0.0981 0.35 Sheet Flow, sheet flow
Grass: Short n= 0.150 P2= 3.86"
4.6 539 0.1517 1.95 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
9.3 639 Total
Subcatchment 1 S: Pre-AP 1
Hydrograph
1 I 1 I 1 I 1 I -
48=" - + - I -H -I - - I I I I I ❑Runoff
46=" - T 1T - 1 1 43.85 cfs I 7 I T I
44 / Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 100-yr
42- I - I - - I Rainfall=8.36"
-k -I - - 4 1 Rugqoff.Airea=8.030 ac
40=" - - 12unoffVolume 3.398 ar
38=" - t I t - 1 - -I- - -I - - I- - + - -I - R(rnoff Depth>5.08"
36_" - T IT - T T Flow Length=639'
34 Tc=9.3 min
I I I - I I I I I CN=76
32-" -
30= - 4 II -I - 4 I I- 4 I I 4- -
, 28=" -r I 1 fi 1 rt 1 r rt I 1 -r
26
0 24' 1 L 1 L 1 L
u_ 22=20_ - 4 I I 4- -1 `` 4 I I- + I I 4- -
18_" -r 1 t 1 ' -r1 r t 1 1 -r
16 1 1 1 e 1 1 1 1 1 1 1
14
12 - 1 1 L J L 1 L 1 1 1 L
10 + - -I - - 1- - + - H - -I in.
+ - -I - - H - + - -I - - I- - -H - -
8 - T I I T -I I I - -I - - I- . 7 - -I - - I- - T - -
6I I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 2S: Pre-AP 2
Runoff = 22.84 cfs @ 12.11 hrs, Volume= 1.862 af, Depth> 5.19"
Routed to Link 9L : Pre-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Area (ac) CN Description
* 4.306 77 50-75% Grass cover, Fair, HSG B _
4.306 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.7 100 0.0624 0.29 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
5.6 602 0.1263 1.78 Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
11.3 702 Total
Subcatchment 2S: Pre-AP 2
Hydrograph
- 1 L I 1 I 1 I -
254-/ -- - t I t - I I I I - •Runoff
244 I 122.84 cfs I 1 1 1 1
23= — — Emerald Villas_PF_Depth_English_PDS(1)24-hr Si 100-yr
224 — 1 L 1 4 L I Rainfall=8.36'-
21 — H- fi H - 1- H- I - H T Ru off Airea=4.306 ac
4 0Runoff Volume1.862 of
20
7 7 7 7 — P 7 —11Unoff Dep1h>5.19'r
Length
18 — — L L — L — -I — — L — L — -I — — Flow Tc=11.3 min
Tc=11.3 min
174-/ ,- - T I - - - -I - -I- - 4 - -I - - 1 - # - -I - - I- . CN=77
16 T I 7 - 7 I- T I T
15
134-/ ,- - -k I -k -I - 4 I- -k I 4- -
_0 12= r 7 7 -17 I- T I 4
LT- 11 '
10 1 —
94 ,- - 4 I -I r 1 1-
8 "/ — - t I t - i t I- t I f
7°
5 ,- - I 1- -1 1. - -I - - L - 4 - -I - - I - 1 44/ 4- t I t - / ��. I I- t I f
3= 1 - -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 3S: Post-AP 2
Runoff = 1.32 cfs @ 12.04 hrs, Volume= 0.093 af, Depth> 6.00"
Routed to Link 10L : Post-All
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Area (ac) CN Description
0.186 84 50-75% Grass cover, Fair, HSG B _
0.186 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.6 68 0.0299 0.20 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.86"
0.5 74 0.1408 2.63 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
6.1 142 Total
Subcatchment 3S: Post-AP 2
Hydrograph
❑Runoff
- I 1.32 cfs
Emerald Villas_PF_Depth_English_PDS(1)24-hr Si 100-yr
I I Rainfall=8.36"
Runoff Area=0.186 ac
- i Runoff Volume=0.093 of
Rjnoff Depth>6.00"
Flow Length=142'
Tc6.1 min
1 CN=84
I I I I I I I I
o - I 0
u-
- I
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 4S: Post-AP 1 Untreated
[47] Hint: Peak is 195% of capacity of segment#3
Runoff = 44.74 cfs @ 12.25 hrs, Volume= 4.735 af, Depth> 5.98"
Routed to Link 8L : Post-AP 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Area (ac) CN Description
* 9.505 84 <50% Grass cover, Poor, HSG B
9.505 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 100 0.0300 0.15 Sheet Flow, sheet
Grass: Dense n= 0.240 P2= 3.86"
6.2 413 0.0250 1.11 Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3.4 938 0.0200 4.59 22.96 Channel Flow, ditch
Area= 5.0 sf Perim= 15.0' r= 0.33'
n= 0.022 Earth, clean & straight
0.6 123 0.2500 3.50 Shallow Concentrated Flow, shallow 2
Short Grass Pasture Kv= 7.0 fps
21.2 1,574 Total
Subcatchment 4S: Post-AP 1 Untreated
Hydrograph
I
50 I I I I I I I ❑Runoff
48
46 - -H 1- -I 144.74 cfs I _L - 1 1 1
Emerald Villas_PF_Depth_English_PDS(1)24-hr S1 100-yr
44 - t t -I / t I t I ITainfall=8736"-
42I I I 0 I I I I Ru off Area=9.505 ac
40 — _tundf-Volume=4.735 at-
38 — L I L J _ L _ -1 _ - L - L _ - _ Rpnoff Depth>5.98"
=
36 - 4 - -I - - - - - - 4 - - - - A 4 - - - - - - - - F ow Len Tc=gt2h1.12,min574'
34 — T I T -I I T L T I Tcra=64-
32 I I I I I I I
30 -
w 28 - -4 I 4- -4 r I - I- -4 I -L -
=- 26 - - t I t -II - I- t I f
a 22 j
20 — L I L J I I L L L I L
18 — — — — — — — — � - - I / / � - - - - — - - - - I- - t -
16 — T I T —I JO L T I T
14
12 8 - t I i- - — — I r '� r -r I -r -
6 1 I _ I I
45 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 5S: Post-AP 1 Treated
[49] Hint: Tc<2dt may require smaller dt
Runoff = 21.65 cfs @ 12.02 hrs, Volume= 1.538 af, Depth> 6.94"
Routed to Pond 6P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Area (ac) CN Description
* 2.658 93 50-75% Grass cover, Fair, HSG B
2.658 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, direct
Subcatchment 5S: Post-AP 1 Treated
Hydrograph
- t - -I - - I- 1 - I- - 1 1 1 I - fi -
24 r — T I T —I I F T I T I 1 T ■Runoff
22 121.65 cfs I — — Emerald-Villas PF Depthfngiish_PDS it)24=hr 31 100-yr-
21 ' — 1 I 1 _I I — 1 I 1 1 I I Rainfill=8.36"
204/ 4— — + T - II H + Rui1off Area=2.658 ac
191/ Runoff Volume=1.538 of
T 7 4 - Runoff Depth>6.94"
18 W — Tc=5.0 min
171-/ — 1 CN=93
16 / ,- — 1 I 1 _I I 1 - -I - - I— - 1 - -I 1
15 ' 4— — + I I- - fi — H — — I- + } — —I — — H — + — —I — I t — —
1;,- 14 — — T 7 —I 1 I T I I T I — T — —
15
3 12, E
G 11� - 1 T _I H 1 L
" 10 4- - + I T -IH- + I t
9 T T -I 1 O I- T r
1
5 ' 4- - + - + - H -_milk01 -1 - - i - + - -1 - - I- - -
4= — — T — 7 —, I ,— T I I
34v
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 58
Summary for Pond 6P: SCM 1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.658 ac, 0.00% Impervious, Inflow Depth > 6.94" for 100-yr event
Inflow = 21.65 cfs @ 12.02 hrs, Volume= 1.538 af
Outflow = 12.42 cfs @ 12.14 hrs, Volume= 1.241 af, Atten= 43%, Lag= 7.2 min
Primary = 12.42 cfs @ 12.14 hrs, Volume= 1.241 af
Routed to Link 8L : Post-AP 1
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 8L : Post-AP 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 1,039.31'@ 12.14 hrs Surf.Area= 7,328 sf Storage= 21,683 cf
Plug-Flow detention time= 109.2 min calculated for 1.240 af(81% of inflow)
Center-of-Mass det. time= 54.0 min ( 794.8 - 740.8 )
Volume Invert Avail.Storage Storage Description _
#1 1,036.00' 34,768 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
1,036.00 5,803 0 0
1,037.00 6,252 6,028 6,028
1,038.00 6,713 6,483 12,510
1,039.00 7,178 6,946 19,456
1,040.00 7,667 7,423 26,878
1,041.00 8,113 7,890 34,768
Device Routing Invert Outlet Devices
#1 Primary 1,032.00' 18.0" Round Culvert
L= 55.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 1,032.00'/ 1,031.00' S= 0.0182 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 1,036.00' 1.2" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 1,038.00' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Device 1 1,039.50' 48.0" W x 48.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 1,040.00' 20.0' long + 3.0 '/' SideZ x 19.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 59
Primary OutFlow Max=12.39 cfs @ 12.14 hrs HW=1,039.30' (Free Discharge)
Lam=Culvert (Passes 12.39 cfs of 21.78 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 0.07 cfs @ 8.75 fps)
—3=Orifice/Grate (Orifice Controls 12.32 cfs @ 4.93 fps)
—4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,036.00' (Free Discharge)
L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 6P: SCM 1
Hydrograph
_ I I I I I I I I I I ■Inflow
21s5` I II OutflowI I I I I I
24 / /I I I I I I nfIow Area_ 6 8 aE ■ ermd ary�
22--- z z I Pac-t10-=1,-049- 1-' -
1 I
20/ ' 'I 1 Stotaae=21,683 �cf
18� / / - 1- - I- - 1- - t 1 - t - t - fi -[ - -[ - -
: / / 1 1 1 I I I I
16: 12.42 as
y 14� / /Ir n - 112.az cts T 7 7 7 7 - - -
" 10� / i1 1 1 ,�/ 1 1 1
8� / + I- I- t � + + 4 -+ -+ -
1 I I I I1 1
,,,, 3
0 1 0> cfs ��l�l���iiiilllll�ll�lll�lll�llllllllllllllll�i.
.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 60
Summary for Link 8L: Post-AP 1
Inflow Area = 12.163 ac, 0.00% Impervious, Inflow Depth > 5.90" for 100-yr event
Inflow = 56.53 cfs @ 12.24 hrs, Volume= 5.976 af
Primary = 56.53 cfs @ 12.24 hrs, Volume= 5.976 af, Atten= 0%, Lag= 0.0 min
Routed to Link 10L : Post-All
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 8L: Post-AP 1
Hydrograph
/' —I I I
// I 7 7 ■Inflow `
0 Prima 1
60i1
v /— — — _ — _ _ L_ — 1 [56.53 cfs IL 1 L Primary
�56.53 cis Inflow Area=112.163 ac
55� �� I
50� / H I L H H H I I H30 //— —i I— +0
-
//
I erol
25 /— I I I I I I
20_ k — + — —i I — I/� I — —I— — I—
15 -' /— I k�
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 61
Summary for Link 9L: Pre-All
Inflow Area = 12.336 ac, 0.00% Impervious, Inflow Depth > 5.12" for 100-yr event
Inflow = 66.35 cfs @ 12.10 hrs, Volume= 5.260 af
Primary = 66.35 cfs @ 12.10 hrs, Volume= 5.260 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 9L: Pre-All
Hydrograph
rt 1
I 1 1
I fi rt — 1 ■Inflow
- + I ss ss cfs ■Primary
70= - 16635cfs 1I Inflow Area1'2.336ac _
65= I II I I I
60-' 1St55= r t t I -r - r rt I I 1—
_ + - - I I 4 -
50
- z I 01
I I I
45_
.6 I / I I I I
0 35 z- - t - t - -1 - 1 // I- - t - t - - -
30
25_'
20- gig'
- -
15
57
10
-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Emerald Villas Hydr Emerald Villas_PF_Depth_English_PDS (1) 24-hr S1 100-yr Rainfall=8.36"
Prepared by {enter your company name here} Printed 9/25/2024
HydroCAD® 10.10-6a s/n 10752 ©2020 HydroCAD Software Solutions LLC Page 62
Summary for Link 10L: Post-All
Inflow Area = 12.349 ac, 0.00% Impervious, Inflow Depth > 5.90" for 100-yr event
Inflow = 57.13 cfs @ 12.23 hrs, Volume= 6.069 af
Primary = 57.13 cfs @ 12.23 hrs, Volume= 6.069 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 10L: Post-All
Hydrograph
1 fi H fi fi — I— - ❑ Inflow
1 I I 1 I57.13cfs I D Primary
60 I I I57.13cfsr inflow Area=12.349 ac -
55_ I — — — r rt /
50- —
1
45= I101110/ I - T — 7 — -
I
40= — — —
35_ 1 1 I
0 30- / /
LL = p // I
25 I I I I
20- 0 // I— — I— — — - —I — —I— - — -
•
15- /�
10- Z51" '7-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Project: Calculated By:
Emerald Villas;;. BCSC WKB
Project Number: �•,=f;% BATEMAN CIVIL SURVEY COMPANY Date:
230604 02.09.24
Wet Pond Design Worksheet I SCM #1
1) Impervious Area
Drainage Area to SCM
Type Acres
Offsite Impervious Area 0.00
Onsite Impervious Area 1.98
Total Impervious Area 1.98
Total Drainage Area To BMP 2.66
Percent Impervious Area 74.5%
2) Permanent Pool and Forebay Sizing for 85% Pollutant Removal Efficiency in the Piedmont
Required Surface Area of Permanent Pool
Assumed Depth 3.00 ft
SA/DA Ratio 2.45
Required SA 2,837 sf
SA as Shown 6,251 sf
SA/ DA Pond Volumes and Areas (Below Permanent Pool)
Area _ Volume
Contour Elevation Main Pond Forebay Main Pond Forebay
ft _ sf sf cf ft
1031.5 Bottom of Sediment Storage
1032 1,526 0 Top of Sediment Storage
1033 1,970 0 1,748 0
1034 2,453 604 2,212 302
1035 2,968 836 2,711 720
1036 6,251 1,099 4,610 968
Total volume: 11,280 1,990
Forebay volume should be 15-20% of the permanent pool volume: 17.6% OK
3) Verify the Average Depth of Pool (Day)
Average Depth (Day) of Main Pool (Vegetative Shelf Not Submerged)
Dav= Vperm pool/Aperm pool
Vpermpool 11,280 cf (Volume of permanent pool in main pond)
Apermpool 6,251 sf (Area of permanent pool in main pond)

Day 1.8 ft (Calculated average depth)
Depth for SA/DA 1.5 ft (Round Day down to nearest 0.5 ft)
Average Depth (Day) of Main Pool (Vegetative Shelf Submerged)
Day= (Vperm_pool -Vshelf)/Abot_shelf
Day— [Vperm_pool - (0.5 Dover_shelf Pperm_pool Wsubmerged_shelf)1 /Abot_shelf
Vperm_pool 11,280 cf (Volume of permanent pool in main pond)
Abot_shelf 2,968 sf (Area of shelf bottom in main pond)
Dover_shelf 1.0 ft (Depth from perm pool to bottom of shelf)
Pperm_pool 332.0 ft (Perimeter of permanent pool)
Wsubmerged_shelf 6.0 ft (Width of submerged portion of shelf)
Day 3.5 ft (Calculated average depth)
Depth for SA/DA 3.0 ft (Round Day down to nearest 0.5 ft)
4) 1.0 Inch Water Quality Runoff Volume Calculation (Required)
Using the runoff volume calculations in the "Simple Method" as described by Schueler(1987)
Rv = 0.05 + 0.009(1) Where: Rv = Runoff Coefficient, in/in
= Percent Impervious
I = 74%
Rv = 0.720
1.0 inch Water Quality Runoff Volume
Design Rainfall 1.0 inch
Drainage Area 2.66 acres
Storage Required 6,948 cf
25% Additonal Sed. Storage 8,685 cf (Min. volume required at bottom of spillway)
5) 1.0 Inch Water Quality Runoff Volume Calculation (Provided)
Contour I Incremental Accumulated
Contour Elevation Area Volume Volume•
Stage, Z
ft sf _ cf cf ft
1,036.00 5,803 0 0 0.00
1037 6,252 6,028 6,028 1.00
_ 1037.41 6,443 2,602 8,685 1.41
_ 1,038.00 6,713 6,483 12,510 2.00
_ 1,039.00 7,178 13,430 19,458 3.00
_ 1,040.00 7,667 7,423 26,880 4.00
1,041.00 8,113 7,890 34,770 5.00
Provided Volume of Basin 26,880 cu ft (to bottom of spillway)
6) Size Water Quality Orifice for(2-5) Day Drawdown for 1" Runoff Volume
Qi.o,. = CdA(2gh)1"2 (Orifice Equation; Cd=0.60)
Orifice Drawdown
Water Quality Stage (ft) 1.41

Orifice Diameter (in convert to ft) 1.25
Head to Centroid of Orifice (ft) 1.36
Q1.0" Drawdown Rate (cfs) 0.03
Water Quality Volume (VWQ) 8,443
Drawdown Time (days) VWo/(Q10 x 86,400)
Drawdown Time (days) (2 - 5 days) 3.5
7) Wet Pond Elevations
Basin Elevations
Top of Basin 1041.00 ft (Min 1 ft Freeboard)
Bottom of Spillway 1040.00 ft (Min 1 ft Above Water Quality Stage)
Top of Control Structure 1038.50 ft
Water Quality Stage 1.41 ft
Top of Veg. Shelf 1036.00 ft
PPE 1036.00 ft
Bottom of Veg. Shelf. 1035.00 ft
Top of Sediment Storage 1032.00 ft
Bottom of Sediment Storage 1031.50 ft
Bottom of Basin 1032.00 ft
Outlet Barrel Inv. 1032.00 ft (At Control Structure)
Outlet Barrel Inv. 1031.00 ft (At FES)

I
Highlighted Portion not completed
WQE

DIVERSION DITCH CALCULATIONS

PERMANENT DIVERSION DITCH BC SC
TRACTIVE FORCE CALCULATIONS
�Z'r_�1 BATEMAN CIVIL SURVEY COMPANY
PROJECT NAME: EMERALD VILLAS CALCS BY: WKB
PROJECT#: 230604 CHECKED BY: DBC
DITCH# DITCH#1
CHANNEL FLOW DATA
AREA= 0.80 (ACRES)
Ca = 0.80 0.48 (AC.)
Cb= 0.00 0.32 (AC.) (EXISTING RESIDENTIAL)
Cam= 0.48
INTENSITY= 7.44 (INCHES/HOUR) 2 YR.INTENSITY=5.58(IN/HR) (LINER DESIGN)
FLOW= 2.86 (CFS) 10 YR.INTENSITY=7.44(IN/HR) (DITCH DESIGN)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N= 0.033 (MANNING'S 'N')
SLOPE= 0.025 (FT/FT)
Z REQUIRED= 0.40
M= 3 :1(SIDE-SLOPE)
DIMENSIONS:
Channel Depth= 1.25 (FT.) NORMAL DEPTH AS CALCULATED
Flow Depth= 0.75 (FT.) yn=0.444
Bottom Width= 0 (FT.)
TRACTIVE FORCE:
T=Y*D*S TRACTIVE FORCE(LB/SF)
Y=WEIGHT OF WATER(62.4 LB/CF)
D=DEPTH OF FLOW(FT)
S=LONGITUDINAL SLOPE(FT/FT)
T(CALCULATED)= 1.2 (LB I SF)
MAXIMUM ALLOWABLE TRACTIVE FORCE
PRODUCT OPTIONS FOR LINING:
TRACTIVE FORCE RESISTENCE
STRAW NET SINGLE BLANKET 1.50 (LB/SF)
POLYPROPLYLENE TURF REINFORCED MATTING 2.25 (LB/SF)
COCONUT TURF REINFORCED MATTING 3.70 (LB/SF)
CLASS'B'RIP RAP 3.50 (LB/SF)
CLASS'I'RIP RAP 5.00 (LB/SF)
CLASS'II'RIP RAP 7.50 (LB/SF)
Z ACTUAL:
CHANNEL FLOW AREA= 1.69 (SF)
WETTED PERIMETER= 4.74 (FT)
R= 0.36 (DIMENSIONLESS)
Z ACTUAL= 0.85 (GREATER THAN OR EQUAL TO) 0.40 (REQUIRED FROM ABOVE CALCULATION)
VELOCITY= 3.58 (FT/SEC)
CHANNEL SECTION
Check:
LINING: STRAW NET SINGLE BLANKET 1.50 (lb/SF)> 1.2 (OK)
TOP OF CHANNEL WIDTH:
7.50 FT
V
CHANNEL DEPTH:
1,25 FT
FLOW DEPTH:
0.75 FT
BOTTOM OF CHANNEL WIDTH:
0.00 FT
1

PERMANENT DIVERSION DITCH BCSC
TRACTIVE FORCE CALCULATIONS � • •••'s
� BATEMAN CIVIL SURVEY COMPANY
PROJECT NAME: EMERALD VILLAS CALCS BY: WKB
PROJECT#: 230604 CHECKED BY: DBC
DITCH# DITCH#2
CHANNEL FLOW DATA
AREA= 0.74 (ACRES)
Ca = 0.74 0.98 (AC.)
Cb= 0.00 -0.24 (AC.) (EXISTING RESIDENTIAL)
Cam= 0.98
INTENSITY= 7.44 (INCHES/HOUR) 2 YR.INTENSITY=5.58(IN/HR) (LINER DESIGN)
FLOW= 5.42 (CFS) 10 YR.INTENSITY=7.44(IN/HR) (DITCH DESIGN)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N= 0.033 (MANNING'S 'N')
SLOPE= 0.035 (FT/FT)
Z REQUIRED= 0.64
M= 3 :1(SIDE-SLOPE)
DIMENSIONS:
Channel Depth= 1.20 (FT.) NORMAL DEPTH AS CALCULATED
Flow Depth= 0.68 (FT.) yn=0.444
Bottom Width= 0 (FT.)
TRACTIVE FORCE:
T=Y*D*S TRACTIVE FORCE(LB/SF)
Y=WEIGHT OF WATER(62.4 LB/CF)
D=DEPTH OF FLOW(FT)
S=LONGITUDINAL SLOPE(FT/FT)
T(CALCULATED)= 1.5 (LB I SF)
MAXIMUM ALLOWABLE TRACTIVE FORCE
PRODUCT OPTIONS FOR LINING:
TRACTIVE FORCE RESISTENCE
STRAW NET SINGLE BLANKET 1.50 (LB/SF)
POLYPROPLYLENE TURF REINFORCED MATTING 2.25 (LB/SF)
COCONUT TURF REINFORCED MATTING 3.70 (LB/SF)
CLASS'B'RIP RAP 3.50 (LB/SF)
CLASS'I'RIP RAP 5.00 (LB/SF)
CLASS'II'RIP RAP 7.50 (LB/SF)
Z ACTUAL:
CHANNEL FLOW AREA= 1.39 (SF)
WETTED PERIMETER= 4.30 (FT)
R= 0.32 (DIMENSIONLESS)
Z ACTUAL= 0.65 (GREATER THAN OR EQUAL TO) 0.64 (REQUIRED FROM ABOVE CALCULATION)
VELOCITY= 3.97 (FT/SEC)
CHANNEL SECTION
Check:
LINING: STRAW NET SINGLE BLANKET 1.50 (lb/SF)> 1.5 (OK)
TOP OF CHANNEL WIDTH:
7.20 FT
V
CHANNEL DEPTH:
1,20 FT
FLOW DEPTH:
0.68 FT
BOTTOM OF CHANNEL WIDTH:
0.00 FT
1

PERMANENT DIVERSION DITCH BCSC
TRACTIVE FORCE CALCULATIONS � • •••'s
� BATEMAN CIVIL SURVEY COMPANY
PROJECT NAME: EMERALD VILLAS CALCS BY: WKB
PROJECT#: 230604 CHECKED BY: DBC
DITCH# DITCH#3
CHANNEL FLOW DATA
AREA= 1.69 (ACRES)
Ca = 1.69 3.57 (AC.)
Cb= 0.00 -1.88 (AC.) (EXISTING RESIDENTIAL)
Cam= 3.57
INTENSITY= 7.44 (INCHES/HOUR) 2 YR.INTENSITY=5.58(IN/HR) (LINER DESIGN)
FLOW= 44.89 (CFS) 10 YR.INTENSITY=7.44(IN/HR) (DITCH DESIGN)
CHANNEL DIMENSIONS&DESIGN CRITERIA
LINING:
N= 0.033 (MANNING'S 'N')
SLOPE= 0.030 (FT/FT)
Z REQUIRED= 5.74
M= 3 :1(SIDE-SLOPE)
DIMENSIONS:
Channel Depth= 2.05 (FT.) NORMAL DEPTH AS CALCULATED
Flow Depth= 1.55 (FT.) yn=0.444
Bottom Width= 0 (FT.)
TRACTIVE FORCE:
T=Y*D*S TRACTIVE FORCE(LB/SF)
Y=WEIGHT OF WATER(62.4 LB/CF)
D=DEPTH OF FLOW(FT)
S=LONGITUDINAL SLOPE(FT/FT)
T(CALCULATED)= 2.9 (LB I SF)
MAXIMUM ALLOWABLE TRACTIVE FORCE
PRODUCT OPTIONS FOR LINING:
TRACTIVE FORCE RESISTENCE
STRAW NET SINGLE BLANKET 1.50 (LB/SF)
POLYPROPLYLENE TURF REINFORCED MATTING 2.25 (LB/SF)
COCONUT TURF REINFORCED MATTING 3.70 (LB/SF)
CLASS'B'RIP RAP 3.50 (LB/SF)
CLASS'I'RIP RAP 5.00 (LB/SF)
CLASS'II'RIP RAP 7.50 (LB/SF)
Z ACTUAL:
CHANNEL FLOW AREA= 7.21 (SF)
WETTED PERIMETER= 9.80 (FT)
R= 0.74 (DIMENSIONLESS)
Z ACTUAL= 5.87 (GREATER THAN OR EQUAL TO) 5.74 (REQUIRED FROM ABOVE CALCULATION)
VELOCITY= 6.37 (FT/SEC)
CHANNEL SECTION
Check:
LINING: COCONUT TURF REINFORCED MATTING 3.70 (lb/SF)> 2.9 (OK)
TOP OF CHANNEL WIDTH:
12.30 FT
V Z CHANNEL DEPTH:
_ 2.05 FT
FLOW DEPTH:
1.55 FT
BOTTOM OF CHANNEL WIDTH:
0.00 FT
1

EMERALD VILLAS
Diversion Ditch Summary Index Table
UNHININtL UEN I H UI- SIUESLUNt(M) I UN VVIU I I-I(I VV) bU I I UM VVIU I H LIINIINU I-LUVV UEN Ill(U) VELUUI I Y
UI I CH#1 1.25 F I. 3 :1 /.50 F I. OM F I. SI KAW NE I SINGLE BLANKS I U./5 F I. 3.58 F I /SEC
UI I C;H#2 1.20 F I. 3 :1 /.20 F I. 0.00 F I. SI KAW NE I SINGLE BLANKS I 0.68 F I. 3.9/ F I /SEC
DI I UH#3 2.05 F I. 3 :1 12.30 F I. UM F I. UUUUNU I 'UHF KEINFUKUEU MA I I ING 1.55 F I. 6.3/ F I /SEC
1