SW3240701_Stormwater Report_20240724

STORMWATER
MANAGEMENT REPORT
QuikTrip #1069
East Marshville Boulevard
Marshville, NC
Union County
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May 10, 2024
Prepared by:
Freeland and Kauffman, Inc.
Engineers — Landscape Architects
209 West Stone Ave.
Greenville, SC 29609
864-233-5497

Table of Contents
I. STORMWATER MANAGEMENT 1
Pre-Development 1
Pre-Developed Peak Flow Rates 2
Post-Development 2
Post-Development Peak Flow Rates 4
Water Quality 5
Downstream Analysis 6
Downstream Analysis Peak Flow Rates 6
II. EROSION & SEDIMENT CONTROL 7
Skimmer Sediment Basin Calculations: 7
Diversion Ditch Calculations: 8
III. STORM DRAIN CALCULATIONS 8
IV. OPERATIONS & MAINTENANCE PLAN 9
APPENDICES
Maps
Aerial
Soils Map
USGS Topographic Map
FEMA Flood Map
Pre-Development Drainage Map
Post-Development Drainage Map
Rainfall Data
NOAA Precipitation Depth
NOAA Precipitation Intensity
Hydraflow Summaries
Hydraflow Table of Contents
Downstream Analysis
USGS StreamStats Report
Hydraflow Express Report — 1-yr
Hydraflow Express Report — 1 0-yr
Hydraflow Express Report — 25-yr

Erosion Control Calculations
Phase 1 B Drainage Map
HydoCAD Report
Diversion Ditch #1 —Worksheet
Diversion Ditch #2 —Worksheet
Storm Drain
Storm Drain Drainage Map
Hydraflow Storm Sewer Summary Report — 10-yr
Hydraflow Storm Sewer Summary Report — 25-yr
Hydraflow Storm Sewer Summary Report— 100-yr
Water Quality
Contech Jellyfish Filter Manufacturer Data

QT Store #81-1069
I. STORMWATER MANAGEMENT
The site is on a proposed 3.32-acre lot located at the southwest corner of the intersection between Marshville
Boulevard and White Street in Marshville, NC. The proposed parcel encompasses four existing parcels that will be
combined into a single lot. The site is currently comprised of multiple commercial buildings, associated parking, and
assortment of grassland and trees. In the existing conditions, the site drains to an existing ditch flowing southeast
through the middle of the lot and also to an existing catch basin along White Street. The property will be developed
into a±5,312 square foot convenience store building,gas canopy, diesel canopy,associated parking,and landscaped
areas. Per FEMA map #3710549500J the site is located in flood zone 'X'.
The project site is located in the Yadkin Pee-Dee River Basin, which is a sub-basin of the French Broad River.
Stormwater runoff from the site will discharge into a classification 'C' receiving water, Lick Branch.An underground
detention system in conjunction with an above ground detention pond will be constructed to provide storm water
management for the proposed QuikTrip. Discharge from the detention system has been designed to meet the
requirements of the Town of Marshville and NCDENR. Detention will be designed to attenuate the 1-yr, 2-yr, 10-
yr, 24-hour storm events and reduce the developed peak flow rates to pre-development peak runoff rates. In
addition, a proprietary water quality device will be employed to achieve water quality requirements per Town of
Marshville for the proposed improvements.
Detention and ponding calculations for this site were completed with Hydraflow Hydrographs using the SCS
Method. Rainfall data was taken from the NOAA precipitation data frequency server. Per NRCS Web Soil Survey,
the site is comprised of Badin-Urban land complex (HSG D) and Cid-Urban land complex (HSG C). As such, curve
numbers affiliated with HSG D were employed for calculations. (See attached Soils Map).
Pre-Development
The existing drainage pattern for this site diverges and drains to two locations. This creates two distinct drainage
basins in the pre-developed condition as well as two analysis points that will be utilized to accurately model runoff
leaving the site. Runoff from the first drainage basin flows to an existing ditch running through the middle of the
site and continues southeast. This spot along the ditch will be referenced as "Analysis Point #1." Runoff from the
remainder of the site ultimately empties into an existing curb inlet located along White Street and will be referenced
as "Analysis Point #2." Refer to the attached Pre-Development Drainage Map for additional information. The
following is a breakdown of the pre-development condition:
To Analysis Point#1
This point of interest is located southeast along an existing ditch. This basin is comprised of multiple commercials
building and associated parking lots but consists primarily of grass and woodlands. Table 1 below provides a
breakdown of the drainage basin.
Ground Asphalt/Buildings Gravel Lawn, Fair Woods/Grass Combo, Total Area Weighted
Covering (CN=98) (CN=91) Condition Fair Condition (Ac,) CN value
(CN=84) (CN=82)
Pre-Dev, 0.39 0.35 1.18 0.74
Total 2.65 86.4
Table 1. —The above table depicts ground coverings and weighted curve number.
1

100'of sheet flow at 6.3%slope Tc= 12.76
158'of shallow concentrated flow at 7.5%slope Tc=0.60
358'of channel flow at 1.1%slope Tc=2.87
Total =16,20 minutes
Table 2. —The above table demonstrates the time of concentration.
To Analysis Point#2
The point of analysis for stormwater runoff is assumed to be a curb inlet southeast of the site and is a part of the
storm system that runs along White Street. The area draining to this structure consists of woods and grass, as
well as gravel and impervious surfaces. The following is a detailed breakdown of the basin.
Ground Asphalt/Buildings Gravel Lawn, Fair Woods/Grass Combo, Total Area Weighted
Covering (CN=98) (CN=91) Condition Fair Condition (Ac,) CN value
(CN=84) (CN=82)
Pre-Dev. 0.27 0.20 0.36 0.03
Total 0.86 90,0
Table 3. -The above table depicts ground coverings and weighted curve number.
100'of sheet flow at 2.2%slope Tc=8.87
744'of shallow concentrated flow at 1.4%slope Tc=5.16
Total TT=14,00 minutes
Table 4. —The above table demonstrates the time of concentration.
Pre-Developed Peak Flow Rates
To Analysis Point#1 To Analysis Point#2
Rainfall Event (cfs) (cfs)
1 yr,24-hr. 5.66 2.13
2-yr,24-hr. 7.46 2.73
10-yr,24-hr, 12.44 4.34
Table 5. — Pre-Development Peak Flow Rates.
Post-Development
Post-development utilizes the same two analysis points as the pre-development investigation. The following is a
breakdown of drainage in the post-developed condition:
The "To Detention" area is routed through the proposed detention pond and underground system to generate the
projected pond outflows, which will then be combined with the "Bypass A" and "Bypass B" outflows to create the
total post-development outflow rates to Analysis Point#1.
To Analysis Point#1
To Detention
This area is associated with the QuikTrip store, parking, and landscaped areas. It is comprised of the areas
that drain directly to the detention system and includes the existing development as well as proposed
construction.
2

Ground Impervious Area Lawn, Good Total Area Weighted CN value
Covering (CN 98) Condition (Ac.)
(CN=80)
Post-Dev. 2.07 0.30
Total 2.37 95.7
Table 6. -The above table depicts ground coverings and weighted curve number.
The minimum TT was assumed for this basin Tc=5 minutes
Total Tc=5 minutes
Table 7. -The above table demonstrates the calculated time of concentration.
Bypass A
This area bypasses detention and is primarily comprised of newly landscaped areas. However, a portion of
the constructed drives will bypass detention and drain directly to the DOT right-of-way.
Ground Impervious Area Lawn, Good Total Area Weighted CN value
Covering (CN=98) Condition (Ac.)
(CN=80)
Post-Dev. 0.09 0.15
Total 0,24 86.5
Table 8. - The above table depicts ground coverings and weighted curve number.
85'of sheet flow at 1.0%slope Tc= 15.55
76'of shallow concentrated flow at 3.0%slope Tc=0.36
47'of channel flow at 1.0%slope Tc=0.17
104'of channel flow at 1,2%slope T =0.31
261'of channel flow at 1,0% Tc=0.60
197'of shallow concentrated flow @ 0.75%slope Tc= 1.86
Total =18.80 minutes
Table 9. -The above table demonstrates the time of concentration.
Bypass B
This area is comprised entirely of newly landscaped areas and bypasses detention via drainage swale along
the south side of the property.
Ground Impervious Area Lawn, Good Total Area Weighted CN value
Covering (CN=98) Condition (Ac,)
(CN=80)
Post-Dev, 0.00 0.31 _
Total 0.31 80.1
Table 10. -The above table depicts ground coverings and weighted curve number.
90'of sheet flow at 2.2%slope Tc= 11.83
25'of shallow concentrated flow at 33%slope Tc=0.04
254'of shallow concentrated flow at 5.5%slope Tc= 1.12
144'of shallow concentrated flow at 060%slope Tc= 1.92
Total Tc=14,90 minutes
Table 11. -The above table demonstrates the calculated time of concentration.
3

To Analysis Point#2
This area is associated with the portion of the site that surface drains to the southeast along White Street to an
existing curb inlet. This drainage area consists primarily of newly installed lawn but also includes a portion of the
constructed drive and associated sidewalk.
Ground Impervious Area Lawn, Good Total Area Weighted CN value
Covering (CN=98) Condition (Ac.)
(CN=80)
Pre-Dev. 0.24 0.36
Total 0.60 87.1
Table 12. -The above table depicts ground coverings and weighted curve number.
75'of sheet flow at 3.5%slope T =8.52
742'of shallow concentrated flow at 1.4%slope Tc=5.14
Total Tc=13.70 minutes
Table 13. -The above table demonstrates the time of concentration.
Post-Development Peak Flow Rates
Drainage Basin 1-yr,24-hr. 2-yr,24-hr. 10-yr,24-hr. 100-yr,24-hr,
To Detention 9.19 11.26 16.84 26.05
Through Pond 2.99 5.33 8.91 10.92
Bypass A 0.47 0.63 1.04 1.74
Bypass B 0.49 0.68 1.24 2.21
Total To AP#1(Post-Dev) 3.95 6.61 11.17 14.83
To AP#1(Pre-Dev) 5.66 7.46 12.44 20.71
To AP#2(Post-Dev) 1.32 1.73 2.86 4.73
To AP#2(Pre-Dev) 2.13 2.73 4.34 7.00
Table 14. - Post-Development Peak Flow Rates. *100-yr storm event not required to be detained to pre-
development rates
As indicated in the above table, the post-development discharges will be decreased from the pre-development rates
for the 1-yr, 2-yr, and 10-yr, events for the 24-hr duration storms via the detention system. The table below displays
the water elevation in the pond related to each storm event.
Rainfall Event Peak Elevation(ft,)
1 yr,24-hr, 536.37
2yr,24-hr, 536.54
10yr,24-hr, 536.92
100yr,24-hr, 537.49
Table 15. - Post-Development peak pond elevations
4

Water Quality
Per the Marshville Development Ordinance—Article 19,water quality must be provided in the form of 85%average
removal of Total Suspended Solids (TSS). Due to spatial limitations, a conventional above ground sand filter is not
realistically feasible. Additionally, due to the nature of a fuel dispensing location, QuikTrip prefers to eliminate
infiltration practices from their sites. These factors rule out many conventional BMP treatment options. However,
Contech's JellyFish is a viable proprietary system that can achieve the required water quality standards. Additional
testing literature is included in this report. The proprietary system will be designed to achieve the required primary
treatment per Marshville stormwater ordinance.
Town of Marshville and NCDEQ define the permanent water quality volume as the runoff generated by 1-inch of
rainfall over the developed portion of the site. In the post-development condition, the developed portion of the site
will be routed to a detention system comprised of both underground and above ground storage. The underground
system will provide the majority of storage. The system has been designed to release the water quality volume over
a minimum of 48 hours.
The Simple Method for runoff volume calculation was employed to generate the water quality treatment volume.
The following are the associated calculations:
Rv = 0.05 + 0.9 'A = 0.05 + 0.9 * 0.87 = 0.836
Where IA = % impervious (100%)
W Qv = Rv * Rd *A * 3630 = 0.836 * 1.0 * 2.37 * 3630 = 7,192 ft3
Where Rd = Design storm depth (1.0")
The water quality volume occurs at an elevation of 535.99' within the system. A weir will be placed at elevation
536.00 while the water quality orifice will be placed at 534.20. The following are the calculations to size the orifice
to drawdown this volume in a minimum of 48 hours:
Total time to Drawdown for the volume control must be a minimum of 48 hours (172,800 sec.). Therefore, the
needed average orifice flow rate will be:
7,192 cf
172,800 sec.
= 0.0416 c f s
The resulting orifice area to provide this drawdown rate is:
Where h = s36.00Zs34.zo = 0.90', average depth
Q = CAV2gh
0.0416
A = Q = = 0.0091 f t2
C✓2gh 0.6,12 * 32.2 * 0.90
4A
D = — = 0.1077ft = 1.29in
rt-
Therefore a 1.25" orifice will be utilized to provide the minimum 48-hour drawdown time for the water quality
volume. Employing a 1.25" orifice the WQv will dewater in ±51 hours.
5

Downstream Analysis
Downstream analysis has been performed as part of this design. This evaluation will employ the same analysis point,
Analysis Point#1, previously utilized for Pre-and Post-Development. As no surveyed data was available far outside
of the property, topographic information was collected from NOAA Lidar. Using USGS StreamStats (see attached
report), a drainage basin was estimated. The area in question drains to the existing 30" CMP that outfalls to the
existing channel running through the middle of the site.
For calculation purposes the "site area," previously covered in the Pre-Development and Post-Development sections
of this report will be removed from the total drainage area to the downstream channel: assumptions will be made as
to the composition of the remaining area. This remaining area will then be routed through Hydraflow and combined
with the pre- and post-development flowrates, respectively, assessing the 1-yr, 10-yr, and 25-yr storm events. This
approach will allow the effects of the proposed detention structures to be represented in this analysis. The following
is a breakdown of the "remaining" or offsite area as it will now be referred.
Offsite
Ground Impervious Surfaces Pervious surfaces Total Area Weighted CN value
Covering (CN=98) (CN=74) (ac.)
Pre-Dev. 15.40 4.57
Total 19.97 92,5
Table 16. —The above table depicts ground coverings and weighted curve number.
100'of sheet flow at 2.5%slope Tc= 10.61
357'of shallow concentrated flow at 0.60%slope Tc=4.76
85'of shallow concentrated flow at 0.75%slope Tc=0.80
706'of channel flow at 1.0%slope Tc=2.36
163'of channel flow at 1.0%slope Tc=0.41
166'of channel flow at 1.75%slope Tc=0.44
358'of shallow concentrated flow at 1.0%slope Tc=3.70
Total Tc=23,10 minutes
Table 17. —The above table demonstrates the calculated time of concentration.
Downstream Analysis Peak Flow Rates
Drainage Basin 1-yr,24-hr, 10-yr,24-hr, 25-yr,24-hr.
Offsite 46.36 90.40 110.18
Downstream Analysis(Pre-Dev) 51.45 101.37 123.84
Downstream Analysis(Post-Dev) 50.11 100.94 122.34
Table 18. — Downstream Analysis Peak Flow Rates.
The downstream analysis values were determined by routing the "Offsite area" with the previously calculated pre-
development and post-development hydrographs. As depicted above, the ultimate downstream flowrate will be
reduced by the proposed improvements. The channel was also analyzed for its capacity and depth of flow utilizing
the above flowrates. Attached is the summary report from Hydraflow Express for the breakdown of each storm
6

event. The downstream channel displayed sufficient capacity, as well as freeboard, for each storm event and
therefore the channel will not be affected negatively by the development of this site.
II. EROSION &SEDIMENT CONTROL
The following is the report of the sediment and erosion control devices to be used on this project. The erosion will
be controlled via silt fence, temporary diversion ditch, inlet protection, temporary skimmer sediment basin, and a
stone construction entrance. These items will be implemented per the North Carolina DEQ Erosion and Sediment
Control Planning and Design Manual and maintained on a regular basis to ensure their proper operation.
Construction will occur in two phases for this project. Phase one will include implementation of the skimmer
sediment basin, demolition and removal of all existing impervious surfaces, and construction of the construction
exit, and miscellaneous grading required to implement erosion control measures. Phase two will consist of
construction of the QT convenience store, associated parking, canopies, and utilities, and miscellaneous earthwork.
The entirety of the project will result in approximately±3.33 acres of graded area(this total disturbed area is inclusive
of both on and off-site areas.)
During phase one, the skimmer sediment basin will be responsible for the majority of sediment control. A diversion
ditch and silt fence will accompany the basin and they will be designed in conjunction with rock filter dams to treat
the disturbed area in phase one.
Upon completion of phase one additional silt fence and rolled erosion control products will be implemented to allow
the remaining demolition, mass grading, and construction of the convenience store. As installation of the storm
drains, underground detention system, and grading proceeds, inlet protection will be installed around all inlets as
the site is brought to grade. Once the base course is ready for installation, the remaining storm drain system will be
installed. Catch basin inlet protection will be installed and maintained at all inlets from this point forward until final
stabilization.
Skimmer Sediment Basin Calculations:
Based on the North Carolina DEQ Manual, there should be sediment storage provided to handle sediment at a rate
of 1,800 cf per disturbed acre for this BMP while also providing 325 sf of surface area per cubic feet per second of
flow for the 10-year storm.
The basin will have 2.51 AC draining to it during phase one of construction. This equates to:
2.51 acres x 1,800 cf/ ac=4,510 cf(required volume)
The volume provided will be 6,837 cf as designed at elevation 536.50'. See attached HydroCAD report.
To provide a three-day drawdown a skimmer is needed to provide a drawdown rate of:
4,510 cf/ 3 day=0.0174 cfs
7

However, a Faircloth skimmer with a 1.5" orifice is chosen providing 0.02 cfs dewatering rate. Based upon this rate,
the basin is expected to dewater the 4,510 cf in ±62.6 hrs, which is within the 2 to 5 day required range.
The 10-yr peak flow rate was calculated to be 8.2 cfs. A rational coefficient of 0.45 was employed for bare soil.
Additionally, the minimum time of concentration of 5 minutes was assumed.
Therefore, the required surface area will be 325 x 8.2 = 2,664 sf. As designed the proposed sediment basin will
have a surface area of 3,771 sf at elevation 536.50' with dimensions as indicated on the plans.
Diversion Ditch Calculations:
Based on the North Carolina DEQ Manual, the diversion should be designed for the 10-yr storm event. The cross
section is designed as a trapezoidal section with 2' depth, 2:1 side slopes, and 2' bottom width. Peak flow rates will
be calculated using the Rational Method and assuming the minimum Time of Concentration of 5 minutes. Per
NOAA, the rainfall intensity is 7.27 in/hr at 5 minutes. The following are calculations for each temporary diversion:
Diversion Ditch #1 (1.85 AC Phase 1)
Q=CIA=0.45 (bare soil) * 7.27 in/hr* 1.85 AC=6.05 cfs
Using the cross-section specifications mentioned above and a 3.5% running slope and roughness coefficient of
0.025 (rough earth), the diversion will have a flow depth of 0.51' (1.49' freeboard which is greater than the 0.3'
minimum) and velocity of 3.93 ft/s. See attached Calculation Worksheet.
Diversion Ditch #2 (0.28 AC Phase 1)
Q=CIA=0.45 (bare soil) * 7.27 in/hr* 0.28 AC=0.92 cfs
Using the cross-section specifications mentioned above and a 1.0% running slope and roughness coefficient of
0.025 (rough earth), the diversion will have a flow depth of 0.26' (1.74' freeboard which is greater than the 0.3'
minimum) and velocity of 1.40 ft/s. See attached Calculation Worksheet.
III. STORM DRAIN CALCULATIONS
Included in this report are the pipe sizing calculations for the on-site storm sewer pipes and the NCDOT bypass
system. These runoff rates are generated by the rational method and are based on the 100-year intensity for all
storm drain structures flowing to the pond. These calculations show the total flow for each pipe section, velocity,
and hydraulic grade elevations. The hydraulic grade lines have also been placed on the storm drain profiles.
The storm drains have been analyzed for the 10-yr, 25-yr,and 100-yr storm events using the NOAA rainfall intensity
information. The outfall pipes have been assumed to possess normal elevations for the HGL calculations with all
pipes upstream of the underground detention with a starting HGL of the 100-yr,24-hr storm event storage elevation
in the detention system 537.49'. Attached is the summary report from Hydraflow Storm Sewers for the analysis. All
HGL elevations are below the RIM elevations and therefore the proposed pipes are sufficient.
8

It is noted for certain pipes, these calculations show the "Total Flow(cfs)" exceeding the listed "Capacity Full (cfs)."
The Hydraflow Storm Sewers program calculates the "Capacity Full" using the Manning's pipe equation for full flow.
This equation assumes the slope of the Energy Grade Line (EGL) equal to the slope of the pipe, and a flow depth
equal to the diameter of the pipe. For this project, the pipe sizes are minimized, as such, certain pipes are allowed
to flow under a surcharged condition. Surcharging a pipe places the Hydraulic Grade Line above the crown of the
pipe, builds up head on the flow through the pipes, and thus puts pipes under pressure. The EGL becomes steeper
than the pipe inverts and a flow greater than the full flow capacity is observed. This phenomenon is common and
expected under these conditions.
IV. OPERATIONS & MAINTENANCE PLAN
Regular maintenance is necessary to keep the above-mentioned BMP's functioning properly. Proper maintenance
activities and associated timelines are depicted below:
Upon completion of the project QuikTrip Corporation will become responsible for the maintenance of the proposed
BMP's.
Underground Detention Typical Routine Maintenance
Activity Schedule
• Remove trash, debris, and sediment buildup in the
underground trash racks, vaults, or tanks.
• Check drainage areas for trash, erosion, and debris.
• Clean underground detention if hazardous or foreign As needed
substances are spilled in the contributing drainage
area.
• Perform structural repairs to inlet and outlets.
• Follow manufacturers guidelines and develop/adjust
plan for the underground detention.
• Clean out underground detentions with vacuum or Annually
boom trucks.
• Clean sediment oil chambers.
SNOUT Stormwater
Activity Schedule
• Monitor the system for sediment accumulation. As needed
• Remove all sediment from the snout system.
9

Proprietary Water Quality Unit Maintenance
Activity Schedule
• Inspect unit and determine the level of accumulated solids stored in the 6 Months
sump.
• Remove all sediment trapped within the unit using a Commercial
Vacuum Truck Annually
• Remove all floatables and oil
• Remove all sediment trapped within the unit using a Commercial After any spill
Vacuum Truck events within
• Remove all floatables and oil drainage area
As required by
• Replace cartridges as needed maintenance
personnel
10

MAPS

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N Meters
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0 45 90 m 180 270
Map projection:Web Merc for Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 7/25/2023
011. Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 23,Sep 12,2022
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 17,2022—May
Soil Rating Points 20,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 7/25/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BuB Badin-Urban land C 1.5 46.1%
complex,2 to 8
percent slopes
CnB Cid-Urban land D 1.7 53.9%
complex, 1 to 5
percent slopes
Totals for Area of Interest 3.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 7/25/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 7/25/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

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National Flood Hazard Layer FIRMette FEMA _Legend
80°22'22"W 34°59'23"N SEE EIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
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ipi
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_ • .. r
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• :t :4�' '` 7 , r f was exported on 8/2/2023 at 4:24 PM and does not
.. . -< •• reflect changes or amendments subsequent to this date and
�� '•r 1 -�, ,'• . . time.The NFHL and effective information may change or
A, • become superseded by new data over time.
r
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elements do not appear:basemap imagery,flood zone labels,
Z� t 1 /010 Al- w+ legend,scale bar,map creation date,community identifiers,
1 80°21'44"W 34°58'S3"N FIRM panel number,and FIRM effective date.Map images for
Feet I.6 00o 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

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RAINFAT I , DATA

NOAA Atlas 14,Volume 2,Version 3
es,""°,e4, Location name: Marshville, North Carolina, USA* ''''''°`°
i If a Latitude:34.9856°,Longitude: -80.3674° norm I
.. Elevation:541 ft** Nadi
'�'*.Es o`o W *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
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 200 500 1000
5-min 0.432 0.510 0.592 0.651 0.718 0.765 0.807 0.845 0.889 0.920
(0.397-0.469) (0.468-0.556) (0.542-0.645) (0.596-0.707) (0.655-0.779) (0.694-0.830) (0.729-0.876) (0.760-0.918) (0.791-0.967) (0.813-1.00)
10-min 0.689 0.816 0.948 1.04 1.14 1.22 1.28 1.34 1.41 1.45
(0.634-0.750) (0.749-0.890) (0.868-1.03) (0.952-1.13) (1.04-1.24) (1.10-1.32) (1.16-1.39) (1.20-1.46) (1.25-1.53) (1.28-1.58)
1 5-min 0.862 1.03 1.20 1.32 1.45 1.54 1.62 1.69 I 1.77 I 1.82
(0.793-0.937) (0.942-1.12) (1.10-1.31) (1.20-1.43) (1.32-1.57) (1.40-1.67) (1.46-1.76) (1.52-1.84) (1.58-1.93) (1.61-1.98)
30-min 1.18 1.42 1.70 1.91 2.15 2.32 2.48 2.63 2.82 2.94
(1.09-1.28) (1.30-1.54) (1.56-1.86) (1.75-2.07) (1.96-2.33) (2.11-2.52) (2.24-2.69) (2.36-2.86) (2.51-3.06) (2.60-3.21)
60-min 1.47 1.78 2.18 2.48 2.86 3.15 3.42 3.69 4.04 4.30
(1.36-1.60) (1.63-1.94) (2.00-2.38) (2.27-2.70) (2.61-3.10) (2.86-3.41) (3.09-3.71) (3.32-4.01) I (3.60-4.40) (3.80-4.69)
2-hr 1.70 2.06 2.55 2.92 3.41 3.77 4.14 4.50 4.97 5.34
(1.56-1.86) (1.88-2.25) (2.33-2.79) (2.67-3.19) (3.09-3.71) (3.41-4.10) (3.72-4.50) (4.01-4.89) 1 (4.39-5.42) (4.67-5.82)
3-hr 1.80 2.18 2.72 3.14 3.70 4.14 4.59 5.05 5.68 6.18
(1.65-1.99) (1.99-2.40) (2.48-3.00) (2.85-3.44) (3.34-4.06) (3.72-4.53) (4.10-5.01) (4.47-5.51) (4.96-6.20) (5.34-6.76)
6-hr 2.16 2.60 3.25 3.76 4.45 5.00 5.56 6.14 6.94 7.57
_ (1.97-2.37) (2.38-2.86) (2.97-3.58) (3.42-4.12) (4.02-4.86) (4.49-5.45) (4.96-6.06) (5.42-6.68) (6.05-7.54) (6.52-8.24)
12-hr 2.54 3.07 3.85 4.47 5.34 6.03 6.75 7.51 8.56 9.42
(2.33-2.79) (2.81-3.38) (3.52-4.23) (4.08-4.91) (4.83-5.84) (5.41-6.58) (6.00-7.36) (6.60-8.18) I (7.41-9.32) (8.04-10.3)
24-hr 3.00 3.62 4.56 5.31 6.36 7.22 8.12 9.08 1 10.4 11.5
(2.76-3.26) (3.34-3.94) (4.19-4.96) (4.87-5.77) (5.80-6.92) (6.56-7.85) (7.35-8.84) (8.17-9.90) (9.32-11.4) (10.2-12.6)
2-day 3.53 4.25 5.31 6.16 7.35 8.32 9.34 10.4 11.9 13.2
(3.26-3.83) 1 (3.92-4.62) (4.90-5.77) (5.66-6.68) (6.74-7.98) (7.59-9.03) (8.48-10.2) (9.40-11.3) (10.7-13.1) (11.7-14.5)
3-day 3.74 4.50 5.59 6.46 7.68 8.68 9.72 10.8 12.4 13.7
(3.46-4.05) (4.16-4.87) (5.16-6.05) (5.96-6.99) (7.06-8.32) (7.94-9.40) (8.86-10.5) (9.80-11.8) (11.1-13.5) (12.2-15.0)
4-day 3.95 4.74 5.86 6.76 8.02 9.04 10.1 11.2 12.8 14.2
(3.67-4.27) (4.40-5.12) (5.43-6.33) (6.25-7.30) (7.38-8.66) (8.30-9.78) (9.23-10.9) (10.2-12.2) i (11.6-14.0) (12.7-15.4)
7-day I 4.56 5.45 6.64 7.61 8.95 10.0 11.1 12.3 14.0 15.4
(4.27-4.90) (5.10-5.85) (6.21-7.13) (7.09-8.16) (8.31-9.60) (9.28-10.8) (10.3-12.0) (11.3-13.3) (12.8-15.1) (13.9-16.7)
10-day 5.24 6.24 7.52 8.53 9.91 11.0 I 12.1 13.3 14.8 16.2
(4.92-5.60) (5.85-6.66) (7.04-8.02) (7.97-9.09) (9.23-10.6) (10.2-11.7) (11.2-12.9) (12.2-14.2) (13.6-15.9) (14.8-17.4)
20-day 7.05 8.32 9.84 11.0 12.7 14.0 15.3 16.6 18.5 19.9
(6.66-7.48) (7.85-8.83) (9.27-10.4) _(10.4-11.7) (11.9-13.5) (13.1-14.8) (14.3-16.2) (15.5-17.7) (17.1-19.7) (18.3-21.3)
30-day 8.67 10.2 11.9 13.2 14.9 16.2 17.6 18.9 20.6 22.0
(8.21-9.14) (9.66-10.8) (11.2-12.5) (12.5-13.9) (14.1-15.7) (15.3-17.1) (16.5-18.5) (17.7-20.0) (19.2-21.9) (20.4-23.4)
45-day 10.9 12.8 14.7 16.1 18.0 19.4 20.8 22.2 24.0 25.3
(10.4-11.5) (12.2-13.4) (13.9-15.4) (15.3-16.9) (17.0-18.9) (18.3-20.4) (19.6-21.9) (20.9-23.3) (22.5-25.3) (23.7-26.8)
60-day 13.0 15.2 17.3 18.8 20.9 22.4 23.8 25.3 27.1 28.5
(12.5-13.6) (14.5-15.9) (16.5-18.0) (18.0-19.7) (19.9-21.8) (21.3-23.4) I (22.6-25.0) (23.9-26.5) (25.6-28.5) (26.8-30.0)
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

PDS-based depth-duration-frequency (DDF) curves
Latitude: 34.9856°, Longitude: -80.3674°
Average recurrence
rral
25 - ±yn.tee2ai
rs)
c_c 20I[/
a — 5
a)
c 0 — 10
co 15 — 25
ro — 50
c_ 10 / — 100
a ', — 200
/ 500
5 - l-iJ III — 1000
0
I I i I i I I I I I I I
c c c c c L V '- I L >, >,7, >, a, >, >, >,>,
E •E •E .E .E L L rl b rry t -Oro -O ro-O ro ro 17 ro ro ro ro ro
A e
V1 O ..-1 m Duration NiO� N m v V)
25 -
c
L 20 _ J_— Duration
a)a ' — 5-min — 2-day
v
c 15 — 10-min — 3-day
o
II -� 15-min — 4-day
a 10 - �— — 30-min — 7-day
_______- — 60-min — 10-day
Ii — 2fir — 20 day
5 -- — 3-hr — 30-day
— 6-hr — 45-day
J — 12-hr — 60-day 0_ •
1 I I I I — 24fir
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Jul 25 21:41:13 2023
Back to Top
Maps & aerials
Small scale terrain

Marshvill
3km ,
i
2mi
Large scale terrain
f" , 0
r tiN Winston-Salem
• • Durham
Greensboro •
{ t.flMitchell Raleigh
Asheville NORTH CAROLINA
•Chart:ate Fayetteville•
■—
I
Greenville
SOUTH CAROLINA ni
Q119
100km pia
0di 60mi
Large scale map
fiii„.
Winston-Salem Greensboro
Durham
",' Raleigh
Ash II North
Carolin a
P arlotte
I Fpyettevi Ile
0
- le
imbia
100km
II -th
60mi _,i na /
Large scale aerial

Winston-Salem
Greensboro Durham .
Raleigh
Asheville •
North
Carolina
Charlotte •
Fayettevill:
•
Greenville
•
mbia
100km
60mi .ling
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

NOAA Atlas 14,Volume 2,Version 3
°° Location name: Marshville, North Carolina, USA* ''''''°`°
i If a Latitude:34.9856°,Longitude: -80.3674° norm I
;. Elevation:541 ft** lid)
'�'*.Es o`o W *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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.18 6.12 7.10 7.81 8.62 9.18 9.68 10.1 10.7 I 11.0
(4.76-5.63) (5.62-6.67) (6.50-7.74) (7.15-8.48) (7.86-9.35) (8.33-9.96) (8.75-10.5) (9.12-11.0) (9.49-11.6) (9.76-12.0)
10-min 4.13 4.90 5.69 6.25 6.87 7.31 7.70 8.04 8.44 8.69
(3.80-4.50) (4.49-5.34) (5.21-6.19) (5.71-6.79) i (6.26-7.45) (6.63-7.93) (6.95-8.35) (7.22-8.74) (7.51-9.18) (7.68-9.49)
15-min 3.45 4.10 4.80 5.27 5.80 6.17 6.49 6.76 7.08 7.27
(3.17-3.75) (3.77-4.47) (4.39-5.22) (4.82-5.72) (5.29-6.30) (5.60-6.69) (5.86-7.04) (6.08-7.35) (6.30-7.70) (6.42-7.94)
30-min 2.36 2.83 3.41 3.82 4.30 4.65 4.97 5.26 5.63 5.89
(2.17-2.57) (2.60-3.09) (3.12-3.71) (3.49-4.15) (3.92-4.66) _(4.22-5.04) (4.49-5.39) (4.73-5.72) (5.01-6.13) (5.20-6.43)
60-min 1.47 1.78 2.18 2.48 ' 2.86 3.15 3.42 3.69 4.04 4.30
(1.36-1.60) (1.63-1.94) (2.00-2.38) (2.27-2.70) (2.61-3.10) I (2.86-3.41) (3.09-3.71) (3.32-4.01) (3.60-4.40) 1 (3.80-4.69)
2-hr 0.849 1.03 1.28 1.46 1.70 1.89 2.07 2.25 2.49 2.67
(0.779-0.929) (0.942-1.13) (1.17-1.39) (1.33-1.60) (1.55-1.85) (1.70-2.05) (1.86-2.25) (2.01-2.45) (2.20-2.71) (2.34-2.91)
3-hr 0.600 0.725 0.906 1.04 1.23 1.38 1.53 1.68 1.89 2.06
(0.548-0.661) (0.663-0.800) (0.826-0.997) (0.950-1.15) (1.11-1.35) (1.24-1.51) (1.36-1.67) (1.49-1.83) (1.65-2.07) (1.78-2.25)
6-hr 0.360 0.435 0.543 0.628 0.743 0.834 0.928 1.02 1.16 1.26
(0.329-0.396) (0.397-0.477) (0.495-0.597) (0.571-0.688) (0.672-0.811)1(0.749-0.909) (0.827-1.01) (0.905-1.12) (1.01-1.26) (1.09-1.38)
12-hr 0.210 0.254 0.319 0.371 0.442 0.500 0.560 0.622 0.710 0.781
(0.193-0.231) (0.233-0.280) (0.292-0.351) (0.338-0.407) (0.400-0.484) (0.449-0.546) (0.498-0.610) (0.547-0.678) (0.614-0.773) (0.666-0.851)
24-hr 0.125 0.150 0.190 0.221 0.265 0.300 0.338 0.378 0.434 0.480
(0.115-0.136) (0.139-0.164) (0.174-0.206) (0.202-0.240) (0.241-0.288) (0.273-0.327) (0.306-0.368) (0.340-0.412) (0.388-0.474) (0.426-0.526)
2-day 0.073 0.088 0.110 0.128 0.153 0.173 0.194 0.216 0.248 0.274
(0.067-0.079) (0.081-0.096) (0.102-0.120) (0.118-0.139) (0.140-0.166) (0.158-0.188) (0.176-0.211)1(0.195-0.236) (0.222-0.271) (0.243-0.301)
3-day 0.051 0.062 0.077 0.089 0.106 0.120 0.135 0.150 0.172 0.189
(0.048-0.056) (0.057-0.067) (0.071-0.084) (0.082-0.097) (0.098-0.115) (0.110-0.130) (0.123-0.146) (0.136-0.163) (0.154-0.187) (0.169-0.207)I
4-day 0.041 0.049 0.061 0.070 0.083 0.094 0.105 0.116 0.133 0.147
(0.038-0.044) (0.045-0.053) (0.056-0.065) (0.065-0.076) (0.076-0.090) (0.086-0.101) (0.096-0.113) (0.106-0.126) (0.120-0.145) (0.132-0.160)
7-day 0.027 0.032 0.039 0.045 0.053 0.059 0.066 0.073 0.083 0.091
(0.025-0.029) (0.030-0.034) (0.036-0.042) (0.042-0.048) (0.049-0.057) (0.055-0.064) (0.061-0.071) (0.067-0.078) (0.075-0.090) (0.083-0.099)
10-day 0.021 0.026 0.031 0.035 0.041 0.045 0.050 0.055 0.061 0.067
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.051-0.059) (0.056-0.066) (0.061-0.072)
20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.031 0.034 0.038 0.041
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.028) (0.027-0.030) (0.029-0.033) (0.032-0.036) (0.035-0.041) (0.038-0.044)i
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.012) (0.013-0.014) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
45-day 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.011 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013),(0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019)1(0.018-0.020)
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

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 34.9856°, Longitude: -80.3674°
101 I Average recurrence
mtenal
`�`\_ (years)
-cc 1
• 2
Z' 100 •-
\171 — 5
y \\ = 10
c
25
y \ — 50
10-1 _ — 100
a — 200
\\` 500a
\ �- — 1000
10-2 -
.E -E •E •E .E r e' L t L ro ro ro m l0 N N N r0
: i N f,1 V5 N � -O -O-O � 17 0 0 0 0
u1 O m Duration N N t` - N m Tt V)
101
L
C
Duration
.' 10°
c — 5-min — 2-day
c — 10-nln — 3-day
c 15-min — 4-day
I10-1 — 3fir — 30-day
— 6fir — 45-day
10-2 — 12-hr — 60-day
1 I I I 1 I i I — 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):Tue Jul 25 21:42-02 2023
Back to Top
Maps & aerials
Small scale terrain

Marshvill
3km ,
i
2mi
Large scale terrain
f" , 0
r tiN Winston-Salem
• • Durham
Greensboro •
{ t.flMitchell Raleigh
Asheville NORTH CAROLINA
•Chart:ate Fayetteville•
■—
I
Greenville
SOUTH CAROLINA ni
Q119
100km pia
0di 60mi
Large scale map
fiii„.
Winston-Salem Greensboro
Durham
",' Raleigh
Ash II North
Carolin a
P arlotte
I Fpyettevi Ile
0
- le
imbia
100km
II -th
60mi _,i na /
Large scale aerial

Winston-Salem
Greensboro Durham .
Raleigh
Asheville •
North
Carolina
Charlotte •
Fayettevill:
•
Greenville
•
mbia
100km
60mi .ling
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

HYDRAFLOW SUMMARIES

Hydraflow Table of Contents 1069-Stormwater.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 02/26/2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre-Dev To AP#1 4
Hydrograph No. 2, SCS Runoff, Pre-Dev To AP#2 5
Hydrograph No. 4, SCS Runoff, Post-Dev Bypass A 6
Hydrograph No. 5, SCS Runoff, Post-Dev Bypass B 7
Hydrograph No. 6, SCS Runoff, Post-Dev To Detention 8
Hydrograph No. 7, Reservoir, Thru Detention 9
Pond Report - Underground Detention + Dry Pond 10
Hydrograph No. 8, Combine, Total Post-Dev to AP#1 13
Hydrograph No. 9, SCS Runoff, Post-Dev to AP#2 14
Hydrograph No. 11, SCS Runoff, Offsite 15
Hydrograph No. 12, Combine, Downstream Analysis (Pre-Dev) 16
Hydrograph No. 13, Combine, Downstream Analysis (Post-Dev) 17
2 - Year
Summary Report 18
Hydrograph Reports 19
Hydrograph No. 1, SCS Runoff, Pre-Dev To AP#1 19
Hydrograph No. 2, SCS Runoff, Pre-Dev To AP#2 20
Hydrograph No. 4, SCS Runoff, Post-Dev Bypass A 21
Hydrograph No. 5, SCS Runoff, Post-Dev Bypass B 22
Hydrograph No. 6, SCS Runoff, Post-Dev To Detention 23
Hydrograph No. 7, Reservoir, Thru Detention 24
Hydrograph No. 8, Combine, Total Post-Dev to AP#1 25
Hydrograph No. 9, SCS Runoff, Post-Dev to AP#2 26
Hydrograph No. 11, SCS Runoff, Offsite 27
Hydrograph No. 12, Combine, Downstream Analysis (Pre-Dev) 28
Hydrograph No. 13, Combine, Downstream Analysis (Post-Dev) 29
10 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, Pre-Dev To AP#1 31
Hydrograph No. 2, SCS Runoff, Pre-Dev To AP#2 32
Hydrograph No. 4, SCS Runoff, Post-Dev Bypass A 33
Hydrograph No. 5, SCS Runoff, Post-Dev Bypass B 34
Hydrograph No. 6, SCS Runoff, Post-Dev To Detention 35
Hydrograph No. 7, Reservoir, Thru Detention 36
Hydrograph No. 8, Combine, Total Post-Dev to AP#1 37
Hydrograph No. 9, SCS Runoff, Post-Dev to AP#2 38
Hydrograph No. 11, SCS Runoff, Offsite 39
Hydrograph No. 12, Combine, Downstream Analysis (Pre-Dev) 40

Contents continued... 1069-Stormwater.gpw
Hydrograph No. 13, Combine, Downstream Analysis (Post-Dev) 41
25 - Year
Summary Report 42
Hydrograph Reports 43
Hydrograph No. 1, SCS Runoff, Pre-Dev To AP#1 43
Hydrograph No. 2, SCS Runoff, Pre-Dev To AP#2 44
Hydrograph No. 4, SCS Runoff, Post-Dev Bypass A 45
Hydrograph No. 5, SCS Runoff, Post-Dev Bypass B 46
Hydrograph No. 6, SCS Runoff, Post-Dev To Detention 47
Hydrograph No. 7, Reservoir, Thru Detention 48
Hydrograph No. 8, Combine, Total Post-Dev to AP#1 49
Hydrograph No. 9, SCS Runoff, Post-Dev to AP#2 50
Hydrograph No. 11, SCS Runoff, Offsite 51
Hydrograph No. 12, Combine, Downstream Analysis (Pre-Dev) 52
Hydrograph No. 13, Combine, Downstream Analysis (Post-Dev) 53
100 - Year
Summary Report 54
Hydrograph Reports 55
Hydrograph No. 1, SCS Runoff, Pre-Dev To AP#1 55
Hydrograph No. 2, SCS Runoff, Pre-Dev To AP#2 56
Hydrograph No. 4, SCS Runoff, Post-Dev Bypass A 57
Hydrograph No. 5, SCS Runoff, Post-Dev Bypass B 58
Hydrograph No. 6, SCS Runoff, Post-Dev To Detention. 59
Hydrograph No. 7, Reservoir, Thru Detention 60
Hydrograph No. 8, Combine, Total Post-Dev to AP#1 61
Hydrograph No. 9, SCS Runoff, Post-Dev to AP#2 62
Hydrograph No. 11, SCS Runoff, Offsite 63
Hydrograph No. 12, Combine, Downstream Analysis (Pre-Dev) 64
Hydrograph No. 13, Combine, Downstream Analysis (Post-Dev) 65

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2023
tt)
e23.
•• 12 •�
13
Legend
Hyd. Origin Description
1 SCS Runoff Pre-Dev To AP#1
2 SCS Runoff Pre-Dev To AP#2
4 SCS Runoff Post-Dev Bypass A
5 SCS Runoff Post-Dev Bypass B
6 SCS Runoff Post-Dev To Detention
7 Reservoir Thru Detention
8 Combine Total Post-Dev to AP#1
9 SCS Runoff Post-Dev to AP#2
11 SCS Runoff Offsite
12 Combine Downstream Analysis(Pre-Dev)
13 Combine Downstream Analysis(Post-Dev)
Project: 1069 - Stormwater.gpw Monday, 02/26/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 5.662 7.459 12.44 15.54 20.71 Pre-Dev To AP#1
2 SCS Runoff 2.133 2.727 4.343 5.340 6.998 Pre-Dev To AP#2
4 SCS Runoff 0.474 0.625 1.044 1.305 1.740 Post-Dev Bypass A
5 SCS Runoff 0.485 0.679 1.240 1.599 2.207 Post-Dev Bypass B
6 SCS Runoff 9.190 11.26 16.84 20.29 26.05 Post-Dev To Detention
7 Reservoir 6 2.989 5.329 8.913 9.809 10.92 Thru Detention
8 Combine 4,5,7 3.945 6.612 11.17 12.68 14.83 Total Post-Dev to AP#1
9 SCS Runoff 1.322 1.731 2.860 3.561 4.730 Post-Dev to AP#2
11 SCS Runoff 46.36 58.25 90.40 110.18 143.10 Offsite
12 Combine 1, 11 51.45 64.91 101.37 123.84 161.22 Downstream Analysis(Pre-Dev)
13 Combine 8, 11, 50.11 64.16 100.94 122.34 157.45 Downstream Analysis(Post-Dev)
Proj. file: 1069 - Stormwater.gpw Monday, 02/26/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 5.662 2 722 15,877 Pre-Dev To AP#1
2 SCS Runoff 2.133 2 722 6,039 Pre-Dev To AP#2
4 SCS Runoff 0.474 2 724 1,481 Post-Dev Bypass A
5 SCS Runoff 0.485 2 722 1,378 Post-Dev Bypass B
6 SCS Runoff 9.190 2 716 20,332 Post-Dev To Detention
7 Reservoir 2.989 2 724 20,320 6 536.37 10,567 Thru Detention
8 Combine 3.945 2 724 23,180 4,5,7 Total Post-Dev to AP#1
9 SCS Runoff 1.322 2 722 3,710 Post-Dev to AP#2
11 SCS Runoff 46.36 2 726 162,860 Offsite
12 Combine 51.45 2 726 178,737 1, 11 Downstream Analysis(Pre-Dev)
13 Combine 50.11 2 726 186,040 8, 11, Downstream Analysis(Post-Dev)
1069 - Stormwater.gpw Return Period: 1 Year Monday, 02/26/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 1
Pre-Dev To AP#1
Hydrograph type = SCS Runoff Peak discharge = 5.662 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 15,877 cuft
Drainage area = 2.650 ac Curve number = 86.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
6.00 6.00
•
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
- -
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 2
Pre-Dev To AP#2
Hydrograph type = SCS Runoff Peak discharge = 2.133 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 6,039 cuft
Drainage area = 0.860 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#2
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
3.00 - 3.00
2.00 ( 2.00
1.00 1.00
N
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 4
Post-Dev Bypass A
Hydrograph type = SCS Runoff Peak discharge = 0.474 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,481 cuft
Drainage area = 0.240 ac Curve number = 86.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.80 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass A
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
0.50 0.50
0.45 ____ 0.45
0.40 ____ 0.40
0.35 ____ 0.35
0.30 ____ 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 4 0.10
0.05 0.05
16.11.1
0.00 ---- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 5
Post-Dev Bypass B
Hydrograph type = SCS Runoff Peak discharge = 0.485 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,378 cuft
Drainage area = 0.310 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.90 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass B
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 - 0.15
0.10 0.10
0.05 0.05
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 6
Post-Dev To Detention
Hydrograph type = SCS Runoff Peak discharge = 9.190 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 20,332 cuft
Drainage area = 2.370 ac Curve number = 95.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev To Detention
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 - 2.00
'r"-''.°'*'..." '
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 7
Thru Detention
Hydrograph type = Reservoir Peak discharge = 2.989 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 20,320 cuft
Inflow hyd. No. = 6 - Post-Dev To Detention Max. Elevation = 536.37 ft
Reservoir name = Underground Detention + Dry Ilmd Storage = 10,567 cuft
Storage Indication method used.
Thru Detention
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 7 Hyd No. 6 II II Total storage used = 10,567 cuft

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Pond No. 1 - Underground Detention + Dry Pond
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 534.50 n/a 0 0
0.40 534.90 n/a 971 971
0.80 535.30 n/a 1,717 2,688
1.20 535.70 n/a 2,239 4,927
1.60 536.10 n/a 3,186 8,113
2.00 536.50 n/a 3,701 11,814
2.40 536.90 n/a 3,970 15,784
2.80 537.30 n/a 4,183 19,967
3.20 537.70 n/a 4,350 24,317
3.60 538.10 n/a 4,043 28,360
4.00 538.50 n/a 2,753 31,113
4.40 538.90 n/a 2,611 33,724
4.80 539.30 n/a 2,399 36,123
5.20 539.70 n/a 2,095 38,218
5.60 540.10 n/a 1,650 39,868
6.00 540.50 n/a 571 40,439
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.25 0.00 0.00 Crest Len(ft) = 16.00 4.00 Inactive 0.00
Span(in) = 18.00 1.25 0.00 0.00 Crest El.(ft) = 543.00 536.00 880.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 534.20 534.20 0.00 0.00 Weir Type = 1 Rect Rect ---
Length(ft) = 135.50 0.25 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) = 0.50 0.01 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
6.00 540.50
5.00 539.50
4.00 538.50
3.00 537.50
2.00 536.50
1.00 535.50
0.00 534.50
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Total Q Discharge(cfs)

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Pond No. 1 - Underground Detention + Dry Pond
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 534.50 n/a 0 0
0.40 534.90 n/a 971 971
0.80 535.30 n/a 1,717 2,688
1.20 535.70 n/a 2,239 4,927
1.60 536.10 n/a 3,186 8,113
2.00 536.50 n/a 3,701 11,814
2.40 536.90 n/a 3,970 15,784
2.80 537.30 n/a 4,183 19,967
3.20 537.70 n/a 4,350 24,317
3.60 538.10 n/a 4,043 28,360
4.00 538.50 n/a 2,753 31,113
4.40 538.90 n/a 2,611 33,724
4.80 539.30 n/a 2,399 36,123
5.20 539.70 n/a 2,095 38,218
5.60 540.10 n/a 1,650 39,868
6.00 540.50 n/a 571 40,439
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.25 0.00 0.00 Crest Len(ft) = 16.00 4.00 Inactive 0.00
Span(in) = 18.00 1.25 0.00 0.00 Crest El.(ft) = 543.00 536.00 880.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 534.20 534.20 0.00 0.00 Weir Type = 1 Rect Rect ---
Length(ft) = 135.50 0.25 0.00 0.00 Multi-Stage = Yes Yes Yes No
Slope(%) = 0.50 0.01 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 534.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.04 97 534.54 0.49 ic 0.01 ic --- --- 0.00 0.00 --- --- --- --- 0.008
0.08 194 534.58 0.49 ic 0.01 ic --- 0.00 0.00 --- --- --- 0.012
0.12 291 534.62 0.49 ic 0.01 ic --- --- 0.00 0.00 --- --- --- --- 0.014
0.16 388 534.66 0.49 ic 0.02 ic --- --- 0.00 0.00 --- --- --- --- 0.016
0.20 486 534.70 0.49 ic 0.02 ic --- --- 0.00 0.00 --- --- --- --- 0.018
0.24 583 534.74 0.49 ic 0.02 ic --- --- 0.00 0.00 --- --- --- --- 0.020
0.28 680 534.78 0.49 ic 0.02 ic --- --- 0.00 0.00 --- --- --- --- 0.022
0.32 777 534.82 0.49 ic 0.02 ic --- --- 0.00 0.00 --- --- --- --- 0.023
0.36 874 534.86 0.49 ic 0.02 ic --- --- 0.00 0.00 --- --- --- --- 0.025
0.40 971 534.90 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.026
0.44 1,143 534.94 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.027
0.48 1,314 534.98 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.028
0.52 1,486 535.02 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.030
0.56 1,658 535.06 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.031
0.60 1,830 535.10 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.032
0.64 2,001 535.14 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.033
0.68 2,173 535.18 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.034
0.72 2,345 535.22 0.49 ic 0.03 ic --- --- 0.00 0.00 --- --- --- --- 0.035
0.76 2,516 535.26 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.036
0.80 2,688 535.30 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.037
0.84 2,912 535.34 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.038
0.88 3,136 535.38 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.038
0.92 3,360 535.42 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.039
0.96 3,584 535.46 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.040
1.00 3,808 535.50 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.041
1.04 4,031 535.54 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.042
1.08 4,255 535.58 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.043
Continues on next page...

11
Underground Detention+Dry Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.12 4,479 535.62 0.49 ic 0.04 ic --- --- 0.00 0.00 0.043
1.16 4,703 535.66 0.49 ic 0.04 ic --- --- 0.00 0.00 0.044
1.20 4,927 535.70 0.49 ic 0.04 ic --- --- 0.00 0.00 --- --- --- --- 0.045
1.24 5,246 535.74 0.49 ic 0.05 ic --- --- 0.00 0.00 --- --- --- --- 0.046
1.28 5,564 535.78 0.49 ic 0.05 ic --- --- 0.00 0.00 --- 0.046
1.32 5,883 535.82 0.49 ic 0.05 ic --- --- 0.00 0.00 --- --- --- --- 0.047
1.36 6,201 535.86 0.49 ic 0.05 ic --- --- 0.00 0.00 --- --- --- --- 0.048
1.40 6,520 535.90 0.49 ic 0.05 ic --- --- 0.00 0.00 --- --- 0.049
1.44 6,839 535.94 0.49 ic 0.05 ic --- --- 0.00 0.00 --- --- 0.049
1.48 7,157 535.98 0.49 ic 0.05 ic --- --- 0.00 0.00 --- --- --- --- 0.050
1.52 7,476 536.02 0.49 ic 0.05 ic --- --- 0.00 0.04 --- --- 0.088
1.56 7,794 536.06 0.49 ic 0.05 ic --- --- 0.00 0.19 --- --- 0.246
1.60 8,113 536.10 0.49 ic 0.05 ic --- --- 0.00 0.42 --- --- --- --- 0.473
1.64 8,483 536.14 0.76 ic 0.05 ic --- --- 0.00 0.70 --- --- --- --- 0.749
1.68 8,853 536.18 1.07 ic 0.05 ic --- --- 0.00 1.02 --- 1.067
1.72 9,223 536.22 1.42 ic 0.05 ic --- --- 0.00 1.37 --- --- --- --- 1.424
1.76 9,593 536.26 1.84 ic 0.05 ic --- --- 0.00 1.76 --- --- --- --- 1.814
1.80 9,963 536.30 2.24 ic 0.05 ic --- --- 0.00 2.19 --- --- --- --- 2.237
1.84 10,334 536.34 2.73 ic 0.05 ic --- --- 0.00 2.64 --- --- --- --- 2.686
1.88 10,704 536.38 3.18 ic 0.05 ic --- --- 0.00 3.12 --- --- --- --- 3.166
1.92 11,074 536.42 3.72 ic 0.05 ic --- --- 0.00 3.62 --- --- --- --- 3.670
1.96 11,444 536.46 4.20 ic 0.05 ic --- --- 0.00 4.15 --- --- --- --- 4.199
2.00 11,814 536.50 4.80 ic 0.05 ic --- --- 0.00 4.71 --- --- --- --- 4.755
2.04 12,211 536.54 5.36 oc 0.04 ic --- --- 0.00 5.29 --- --- --- --- 5.330
2.08 12,608 536.58 5.93 oc 0.04 ic --- --- 0.00 5.88 --- --- --- --- 5.926
2.12 13,005 536.62 6.54 oc 0.04 ic --- --- 0.00 6.50 --- --- --- --- 6.536
2.16 13,402 536.66 7.15 oc 0.03 ic --- --- 0.00 7.12 s --- --- --- --- 7.151
2.20 13,799 536.70 7.55 oc 0.03 ic --- --- 0.00 7.52 s --- --- --- --- 7.549
2.24 14,196 536.74 7.87 oc 0.03 ic --- --- 0.00 7.84 s --- --- --- --- 7.870
2.28 14,593 536.78 8.15 oc 0.03 ic --- --- 0.00 8.12 s --- --- --- --- 8.149
2.32 14,990 536.82 8.40 oc 0.03 ic --- --- 0.00 8.37 s --- --- --- --- 8.398
2.36 15,387 536.86 8.63 oc 0.03 ic --- --- 0.00 8.60 s --- --- --- --- 8.626
2.40 15,784 536.90 8.84 oc 0.02 ic --- --- 0.00 8.81 s --- --- --- --- 8.834
2.44 16,202 536.94 9.03 oc 0.02 ic --- --- 0.00 9.00 s --- --- --- --- 9.027
2.48 16,621 536.98 9.21 oc 0.02 ic --- --- 0.00 9.19 s --- --- --- --- 9.208
2.52 17,039 537.02 9.38 oc 0.02 ic --- --- 0.00 9.36 s --- --- --- --- 9.378
2.56 17,457 537.06 9.54 oc 0.02 ic --- --- 0.00 9.52 s --- --- --- --- 9.537
2.60 17,876 537.10 9.69 oc 0.02 ic --- --- 0.00 9.67 s --- --- --- --- 9.691
2.64 18,294 537.14 9.84 oc 0.02 ic --- --- 0.00 9.82 s --- --- --- --- 9.836
2.68 18,712 537.18 9.98 oc 0.02 ic --- --- 0.00 9.96 s --- --- --- --- 9.975
2.72 19,130 537.22 10.11 oc 0.02 is --- --- 0.00 10.09 s --- --- --- --- 10.11
2.76 19,549 537.26 10.24 oc 0.02 ic --- --- 0.00 10.22 s --- --- --- --- 10.24
2.80 19,967 537.30 10.37 oc 0.02 ic --- --- 0.00 10.35 s --- --- --- --- 10.36
2.84 20,402 537.34 10.49 oc 0.02 ic --- --- 0.00 10.47 s --- --- --- --- 10.49
2.88 20,837 537.38 10.61 oc 0.02 ic --- --- 0.00 10.59 s --- --- --- --- 10.60
2.92 21,272 537.42 10.72 oc 0.02 is --- --- 0.00 10.70 s --- --- --- --- 10.72
2.96 21,707 537.46 10.83 oc 0.01 ic --- --- 0.00 10.82 s --- --- --- --- 10.83
3.00 22,142 537.50 10.94 oc 0.01 ic --- --- 0.00 10.93 s --- --- --- --- 10.94
3.04 22,577 537.54 11.05 oc 0.01 ic --- --- 0.00 11.03 s --- --- --- --- 11.05
3.08 23,012 537.58 11.16 oc 0.01 ic --- --- 0.00 11.14 s --- --- --- --- 11.15
3.12 23,447 537.62 11.26 oc 0.01 ic --- --- 0.00 11.24 s --- --- --- 11.26
3.16 23,882 537.66 11.36 oc 0.01 ic --- --- 0.00 11.35 s --- --- --- 11.36
3.20 24,317 537.70 11.46 oc 0.01 ic --- --- 0.00 11.45 s --- --- --- --- 11.46
3.24 24,721 537.74 11.56 oc 0.01 ic --- --- 0.00 11.55 s --- --- 11.56
3.28 25,126 537.78 11.66 oc 0.01 ic --- --- 0.00 11.64 s --- --- 11.65
3.32 25,530 537.82 11.75 oc 0.01 ic --- --- 0.00 11.74 s --- --- --- --- 11.75
3.36 25,934 537.86 11.85 oc 0.01 ic --- --- 0.00 11.83 s --- --- --- --- 11.84
3.40 26,339 537.90 11.94 oc 0.01 ic --- --- 0.00 11.92 s --- --- 11.94
3.44 26,743 537.94 12.03 oc 0.01 ic --- --- 0.00 12.01 s --- --- --- --- 12.03
3.48 27,147 537.98 12.12 oc 0.01 ic --- --- 0.00 12.11 s --- --- --- --- 12.12
3.52 27,551 538.02 12.21 oc 0.01 ic --- --- 0.00 12.20 s --- --- 12.21
3.56 27,956 538.06 12.30 oc 0.01 ic --- --- 0.00 12.28 s --- --- 12.29
3.60 28,360 538.10 12.39 oc 0.01 ic --- --- 0.00 12.37 s --- --- --- --- 12.38
3.64 28,635 538.14 12.47 oc 0.01 ic --- --- 0.00 12.46 s --- --- 12.47
3.68 28,911 538.18 12.56 oc 0.01 ic --- --- 0.00 12.54 s --- --- 12.55
3.72 29,186 538.22 12.64 oc 0.01 ic --- --- 0.00 12.63 s --- --- --- --- 12.64
3.76 29,461 538.26 12.73 oc 0.01 ic --- --- 0.00 12.71 s --- --- --- --- 12.72
3.80 29,737 538.30 12.81 oc 0.01 ic --- --- 0.00 12.80 s --- --- 12.81
3.84 30,012 538.34 12.89 oc 0.01 ic --- --- 0.00 12.88 s --- --- --- --- 12.89
3.88 30,287 538.38 12.98 oc 0.01 ic --- --- 0.00 12.97 s --- --- --- --- 12.97
3.92 30,562 538.42 13.06 oc 0.01 ic --- --- 0.00 13.05 s --- --- --- --- 13.06
3.96 30,838 538.46 13.14 oc 0.01 ic --- --- 0.00 13.12 s --- --- --- --- 13.13
Continues on next page...

12
Underground Detention+Dry Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.00 31,113 538.50 13.22 oc 0.01 ic --- --- 0.00 13.20 s --- --- 13.21
4.04 31,374 538.54 13.30 oc 0.01 ic --- --- 0.00 13.28 s --- --- 13.29
4.08 31,635 538.58 13.38 oc 0.01 ic --- --- 0.00 13.36 s --- --- --- --- 13.37
4.12 31,896 538.62 13.46 oc 0.01 ic --- --- 0.00 13.44 s --- --- --- --- 13.45
4.16 32,157 538.66 13.53 oc 0.01 ic --- --- 0.00 13.52 s --- 13.53
4.20 32,419 538.70 13.61 oc 0.01 ic --- --- 0.00 13.59 s --- --- --- --- 13.60
4.24 32,680 538.74 13.69 oc 0.01 ic --- --- 0.00 13.68 s --- --- --- --- 13.69
4.28 32,941 538.78 13.76 oc 0.01 ic --- --- 0.00 13.74 s --- --- --- --- 13.75
4.32 33,202 538.82 13.84 oc 0.01 ic --- --- 0.00 13.83 s --- --- --- --- 13.84
4.36 33,463 538.86 13.91 oc 0.01 ic --- --- 0.00 13.90 s --- --- --- --- 13.91
4.40 33,724 538.90 13.99 oc 0.01 ic --- --- 0.00 13.97 s --- --- --- --- 13.98
4.44 33,964 538.94 14.06 oc 0.01 ic --- --- 0.00 14.05 s --- --- --- --- 14.05
4.48 34,204 538.98 14.14 oc 0.01 ic --- --- 0.00 14.13 s --- --- --- --- 14.14
4.52 34,444 539.02 14.21 oc 0.01 ic --- --- 0.00 14.20 s --- --- --- --- 14.21
4.56 34,684 539.06 14.28 oc 0.01 ic --- --- 0.00 14.27 s --- --- --- --- 14.28
4.60 34,923 539.10 14.36 oc 0.01 ic --- --- 0.00 14.34 s --- --- --- --- 14.34
4.64 35,163 539.14 14.43 oc 0.01 ic --- --- 0.00 14.42 s --- --- --- --- 14.43
4.68 35,403 539.18 14.50 oc 0.01 ic --- --- 0.00 14.49 s --- --- --- 14.50
4.72 35,643 539.22 14.57 oc 0.01 ic --- --- 0.00 14.55 s --- --- --- 14.56
4.76 35,883 539.26 14.64 oc 0.01 ic --- --- 0.00 14.63 s --- --- --- --- 14.64
4.80 36,123 539.30 14.71 oc 0.01 ic --- --- 0.00 14.70 s --- --- 14.71
4.84 36,333 539.34 14.78 oc 0.01 ic --- --- 0.00 14.77 s --- --- --- --- 14.78
4.88 36,542 539.38 14.85 oc 0.01 ic --- --- 0.00 14.84 s --- --- --- --- 14.84
4.92 36,752 539.42 14.92 oc 0.01 ic --- --- 0.00 14.91 s --- --- --- --- 14.92
4.96 36,961 539.46 14.99 oc 0.01 ic --- --- 0.00 14.98 s --- --- --- --- 14.98
5.00 37,171 539.50 15.06 oc 0.01 ic --- --- 0.00 15.05 s --- --- --- --- 15.06
5.04 37,380 539.54 15.13 oc 0.01 ic --- --- 0.00 15.12 s --- --- --- --- 15.12
5.08 37,590 539.58 15.20 oc 0.01 ic --- --- 0.00 15.18 s --- --- --- --- 15.18
5.12 37,799 539.62 15.26 oc 0.01 ic --- --- 0.00 15.24 s --- --- --- --- 15.24
5.16 38,009 539.66 15.33 oc 0.01 ic --- --- 0.00 15.32 s --- --- --- --- 15.33
5.20 38,218 539.70 15.40 oc 0.01 ic --- --- 0.00 15.37 s --- --- --- --- 15.37
5.24 38,383 539.74 15.46 oc 0.01 ic --- --- 0.00 15.45 s --- --- --- --- 15.45
5.28 38,548 539.78 15.53 oc 0.01 ic --- --- 0.00 15.51 s --- --- --- --- 15.51
5.32 38,713 539.82 15.60 oc 0.01 ic --- --- 0.00 15.57 s --- --- --- --- 15.58
5.36 38,878 539.86 15.66 oc 0.01 ic --- --- 0.00 15.63 s --- --- --- --- 15.63
5.40 39,043 539.90 15.73 oc 0.01 ic --- --- 0.00 15.72 s --- --- --- --- 15.72
5.44 39,208 539.94 15.79 oc 0.01 ic --- --- 0.00 15.78 s --- --- --- --- 15.79
5.48 39,373 539.98 15.86 oc 0.01 ic --- --- 0.00 15.82 s --- --- --- --- 15.83
5.52 39,538 540.02 15.92 oc 0.01 ic --- --- 0.00 15.90 s --- --- --- --- 15.90
5.56 39,703 540.06 15.99 oc 0.01 ic --- --- 0.00 15.97 s --- --- --- --- 15.97
5.60 39,868 540.10 16.05 oc 0.01 ic --- --- 0.00 16.04 s --- --- --- --- 16.04
5.64 39,925 540.14 16.12 oc 0.01 is --- --- 0.00 16.10 s --- --- --- --- 16.11
5.68 39,982 540.18 16.18 oc 0.01 ic --- --- 0.00 16.16 s --- --- --- --- 16.17
5.72 40,039 540.22 16.24 oc 0.01 ic --- --- 0.00 16.21 s --- --- --- --- 16.22
5.76 40,096 540.26 16.31 oc 0.01 ic --- --- 0.00 16.27 s --- --- --- --- 16.28
5.80 40,154 540.30 16.37 oc 0.01 ic --- --- 0.00 16.33 s --- --- --- --- 16.33
5.84 40,211 540.34 16.43 oc 0.01 ic --- --- 0.00 16.41 s --- --- --- --- 16.41
5.88 40,268 540.38 16.49 oc 0.01 ic --- --- 0.00 16.48 s --- --- --- --- 16.49
5.92 40,325 540.42 16.55 oc 0.01 ic --- --- 0.00 16.54 s --- --- --- --- 16.55
5.96 40,382 540.46 16.62 oc 0.01 ic --- --- 0.00 16.59 s --- --- --- --- 16.59
6.00 40,439 540.50 16.68 oc 0.01 ic --- --- 0.00 16.65 s --- --- --- --- 16.65
...End

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 02/26/2024
Hyd. No. 8
Total Post-Dev to AP#1
Hydrograph type = Combine Peak discharge = 3.945 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 23,180 cuft
Inflow hyds. = 4, 5, 7 Contrib. drain. area = 0.550 ac
Total Post-Dev to AP#1
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
4.00 - 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
I \ _
0.00 ' 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 8 Hyd No. 4 Hyd No. 5 Hyd No. 7

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 9
Post-Dev to AP#2
Hydrograph type = SCS Runoff Peak discharge = 1.322 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,710 cuft
Drainage area = 0.600 ac Curve number = 87.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.70 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to AP#2
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 11
Offsite
Hydrograph type = SCS Runoff Peak discharge = 46.36 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 162,860 cuft
Drainage area = 19.970 ac Curve number = 92.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.10 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Offsite
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 •
20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 12
Downstream Analysis (Pre-Dev)
Hydrograph type = Combine Peak discharge = 51.45 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 178,737 cuft
Inflow hyds. = 1, 11 Contrib. drain. area = 22.620 ac
Downstream Analysis (Pre-Dev)
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
60.00 60.00
50.00 $ 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 11

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 13
Downstream Analysis (Post-Dev)
Hydrograph type = Combine Peak discharge = 50.11 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 186,040 cuft
Inflow hyds. = 8, 11 Contrib. drain. area = 19.970 ac
Downstream Analysis (Post-Dev)
Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
, \suimmenow
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 8 Hyd No. 11

18
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 7.459 2 722 20,999 Pre-Dev To AP#1
2 SCS Runoff 2.727 2 722 7,793 Pre-Dev To AP#2
4 SCS Runoff 0.625 2 724 1,958 Post-Dev Bypass A
5 SCS Runoff 0.679 2 722 1,908 Post-Dev Bypass B
6 SCS Runoff 11.26 2 716 25,257 Post-Dev To Detention
7 Reservoir 5.329 2 722 25,245 6 536.54 12,210 Thru Detention
8 Combine 6.612 2 722 29,112 4,5,7 Total Post-Dev to AP#1
9 SCS Runoff 1.731 2 722 4,883 Post-Dev to AP#2
11 SCS Runoff 58.25 2 726 206,676 Offsite
12 Combine 64.91 2 726 227,675 1, 11 Downstream Analysis(Pre-Dev)
13 Combine 64.16 2 726 235,788 8, 11, Downstream Analysis(Post-Dev)
1069 - Stormwater.gpw Return Period: 2 Year Monday, 02/26/2024

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 1
Pre-Dev To AP#1
Hydrograph type = SCS Runoff Peak discharge = 7.459 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 20,999 cuft
Drainage area = 2.650 ac Curve number = 86.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 - 2.00
0.00 - N. ,- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 2
Pre-Dev To AP#2
Hydrograph type = SCS Runoff Peak discharge = 2.727 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 7,793 cuft
Drainage area = 0.860 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.00 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 4
Post-Dev Bypass A
Hydrograph type = SCS Runoff Peak discharge = 0.625 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,958 cuft
Drainage area = 0.240 ac Curve number = 86.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.80 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass A
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 5
Post-Dev Bypass B
Hydrograph type = SCS Runoff Peak discharge = 0.679 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,908 cuft
Drainage area = 0.310 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.90 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass B
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 6
Post-Dev To Detention
Hydrograph type = SCS Runoff Peak discharge = 11.26 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 25,257 cuft
Drainage area = 2.370 ac Curve number = 95.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev To Detention
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 7
Thru Detention
Hydrograph type = Reservoir Peak discharge = 5.329 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 25,245 cuft
Inflow hyd. No. = 6 - Post-Dev To Detention Max. Elevation = 536.54 ft
Reservoir name = Underground Detention + Dry Ilmd Storage = 12,210 cuft
Storage Indication method used.
Thru Detention
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 I 4.00
2.00 Jk, 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 12,210 cuft

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 8
Total Post-Dev to AP#1
Hydrograph type = Combine Peak discharge = 6.612 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 29,112 cuft
Inflow hyds. = 4, 5, 7 Contrib. drain. area = 0.550 ac
Total Post-Dev to AP#1
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 8 Hyd No. 4 Hyd No. 5 Hyd No. 7

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 9
Post-Dev to AP#2
Hydrograph type = SCS Runoff Peak discharge = 1.731 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 4,883 cuft
Drainage area = 0.600 ac Curve number = 87.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.70 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to AP#2
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 11
Offsite
Hydrograph type = SCS Runoff Peak discharge = 58.25 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 206,676 cuft
Drainage area = 19.970 ac Curve number = 92.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.10 min
Total precip. = 3.62 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Offs ite
Q (cfs) Hyd. No. 11 --2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 12
Downstream Analysis (Pre-Dev)
Hydrograph type = Combine Peak discharge = 64.91 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 227,675 cuft
Inflow hyds. = 1, 11 Contrib. drain. area = 22.620 ac
Downstream Analysis (Pre-Dev)
Q (cfs) Hyd. No. 12 --2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 11

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 13
Downstream Analysis (Post-Dev)
Hydrograph type = Combine Peak discharge = 64.16 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 235,788 cuft
Inflow hyds. = 8, 11 Contrib. drain. area = 19.970 ac
Downstream Analysis (Post-Dev)
Q (cfs) Hyd. No. 13 --2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 8 Hyd No. 11

30
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 12.44 2 722 35,624 Pre-Dev To AP#1
2 SCS Runoff 4.343 2 722 12,710 Pre-Dev To AP#2
4 SCS Runoff 1.044 2 724 3,318 Post-Dev Bypass A
5 SCS Runoff 1.240 2 722 3,483 Post-Dev Bypass B
6 SCS Runoff 16.84 2 716 38,766 Post-Dev To Detention
7 Reservoir 8.913 2 722 38,754 6 536.92 15,955 Thru Detention
8 Combine 11.17 2 722 45,555 4,5,7 Total Post-Dev to AP#1
9 SCS Runoff 2.860 2 722 8,219 Post-Dev to AP#2
11 SCS Runoff 90.40 2 726 328,151 Offsite
12 Combine 101.37 2 726 363,775 1, 11 Downstream Analysis(Pre-Dev)
13 Combine 100.94 2 726 373,705 8, 11, Downstream Analysis(Post-Dev)
1069 - Stormwater.gpw Return Period: 10 Year Monday, 02/26/2024

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 1
Pre-Dev To AP#1
Hydrograph type = SCS Runoff Peak discharge = 12.44 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 35,624 cuft
Drainage area = 2.650 ac Curve number = 86.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 - — 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 2
Pre-Dev To AP#2
Hydrograph type = SCS Runoff Peak discharge = 4.343 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 12,710 cuft
Drainage area = 0.860 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.00 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
5.00 5.00
4.00 I 4.00
3.00 3.00
—1L-
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 4
Post-Dev Bypass A
Hydrograph type = SCS Runoff Peak discharge = 1.044 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 3,318 cuft
Drainage area = 0.240 ac Curve number = 86.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.80 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass A
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 5
Post-Dev Bypass B
Hydrograph type = SCS Runoff Peak discharge = 1.240 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,483 cuft
Drainage area = 0.310 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.90 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass B
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 6
Post-Dev To Detention
Hydrograph type = SCS Runoff Peak discharge = 16.84 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 38,766 cuft
Drainage area = 2.370 ac Curve number = 95.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev To Detention
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 7
Thru Detention
Hydrograph type = Reservoir Peak discharge = 8.913 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 38,754 cuft
Inflow hyd. No. = 6 - Post-Dev To Detention Max. Elevation = 536.92 ft
Reservoir name = Underground Detention + Dry Ilmd Storage = 15,955 cuft
Storage Indication method used.
Thru Detention
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
_ _
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 15,955 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 8
Total Post-Dev to AP#1
Hydrograph type = Combine Peak discharge = 11.17 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 45,555 cuft
Inflow hyds. = 4, 5, 7 Contrib. drain. area = 0.550 ac
Total Post-Dev to AP#1
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 — — 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 5 Hyd No. 7

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 9
Post-Dev to AP#2
Hydrograph type = SCS Runoff Peak discharge = 2.860 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 8,219 cuft
Drainage area = 0.600 ac Curve number = 87.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.70 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to AP#2
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 11
Offsite
Hydrograph type = SCS Runoff Peak discharge = 90.40 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 328,151 cuft
Drainage area = 19.970 ac Curve number = 92.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.10 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Offs ite
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 — 10.00
0.00 ��— . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 12
Downstream Analysis (Pre-Dev)
Hydrograph type = Combine Peak discharge = 101.37 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 363,775 cuft
Inflow hyds. = 1, 11 Contrib. drain. area = 22.620 ac
Downstream Analysis (Pre-Dev)
Q (cfs) Hyd. No. 12-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 11

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 13
Downstream Analysis (Post-Dev)
Hydrograph type = Combine Peak discharge = 100.94 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 373,705 cuft
Inflow hyds. = 8, 11 Contrib. drain. area = 19.970 ac
Downstream Analysis (Post-Dev)
Q (cfs) Hyd. No. 13-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 •
40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 8 Hyd No. 11

42
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 15.54 2 722 44,985 Pre-Dev To AP#1
2 SCS Runoff 5.340 2 722 15,818 Pre-Dev To AP#2
4 SCS Runoff 1.305 2 724 4,188 Post-Dev Bypass A
5 SCS Runoff 1.599 2 722 4,518 Post-Dev Bypass B
6 SCS Runoff 20.29 2 716 47,190 Post-Dev To Detention
7 Reservoir 9.809 2 722 47,178 6 537.13 18,216 Thru Detention
8 Combine 12.68 2 722 55,884 4,5,7 Total Post-Dev to AP#1
9 SCS Runoff 3.561 2 722 10,349 Post-Dev to AP#2
11 SCS Runoff 110.18 2 726 404,406 Offsite
12 Combine 123.84 2 726 449,391 1, 11 Downstream Analysis(Pre-Dev)
13 Combine 122.34 2 726 460,290 8, 11, Downstream Analysis(Post-Dev)
1069 - Stormwater.gpw Return Period: 25 Year Monday, 02/26/2024

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 1
Pre-Dev To AP#1
Hydrograph type = SCS Runoff Peak discharge = 15.54 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 44,985 cuft
Drainage area = 2.650 ac Curve number = 86.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
•
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 2
Pre-Dev To AP#2
Hydrograph type = SCS Runoff Peak discharge = 5.340 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 15,818 cuft
Drainage area = 0.860 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.00 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
6.00 6.00
•
5.00I 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 "—— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 4
Post-Dev Bypass A
Hydrograph type = SCS Runoff Peak discharge = 1.305 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 4,188 cuft
Drainage area = 0.240 ac Curve number = 86.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.80 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass A
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 5
Post-Dev Bypass B
Hydrograph type = SCS Runoff Peak discharge = 1.599 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 4,518 cuft
Drainage area = 0.310 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.90 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass B
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 6
Post-Dev To Detention
Hydrograph type = SCS Runoff Peak discharge = 20.29 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 47,190 cuft
Drainage area = 2.370 ac Curve number = 95.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev To Detention
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 I 12.00
9.00 9.00
I
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 7
Thru Detention
Hydrograph type = Reservoir Peak discharge = 9.809 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 47,178 cuft
Inflow hyd. No. = 6 - Post-Dev To Detention Max. Elevation = 537.13 ft
Reservoir name = Underground Detention + Dry Ilmd Storage = 18,216 cuft
Storage Indication method used.
Thru Detention
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
•
15.00 15.00
•
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 18,216 cuft

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 8
Total Post-Dev to AP#1
Hydrograph type = Combine Peak discharge = 12.68 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 55,884 cuft
Inflow hyds. = 4, 5, 7 Contrib. drain. area = 0.550 ac
Total Post-Dev to AP#1
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 — 4.00
2.00 - 2.00
��
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 5 Hyd No. 7

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday, 02/26/2024
Hyd. No. 9
Post-Dev to AP#2
Hydrograph type = SCS Runoff Peak discharge = 3.561 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 10,349 cuft
Drainage area = 0.600 ac Curve number = 87.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.70 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to AP#2
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 9

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 11
Offsite
Hydrograph type = SCS Runoff Peak discharge = 110.18 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 404,406 cuft
Drainage area = 19.970 ac Curve number = 92.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.10 min
Total precip. = 6.36 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Offsite
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 12
Downstream Analysis (Pre-Dev)
Hydrograph type = Combine Peak discharge = 123.84 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 449,391 cuft
Inflow hyds. = 1, 11 Contrib. drain. area = 22.620 ac
Downstream Analysis (Pre-Dev)
Q (cfs) Hyd. No. 12--25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
•
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 11

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 13
Downstream Analysis (Post-Dev)
Hydrograph type = Combine Peak discharge = 122.34 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 460,290 cuft
Inflow hyds. = 8, 11 Contrib. drain. area = 19.970 ac
Downstream Analysis (Post-Dev)
Q (cfs) Hyd. No. 13--25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 8 Hyd No. 11

54
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 20.71 2 722 60,919 Pre-Dev To AP#1
2 SCS Runoff 6.998 2 722 21,074 Pre-Dev To AP#2
4 SCS Runoff 1.740 2 724 5,669 Post-Dev Bypass A
5 SCS Runoff 2.207 2 722 6,308 Post-Dev Bypass B
6 SCS Runoff 26.05 2 716 61,334 Post-Dev To Detention
7 Reservoir I 10.92 2 722 61,322 6 537.49 22,057 Thru Detention
8 Combine 14.83 2 722 73,299 4,5,7 Total Post-Dev to AP#1
9 SCS Runoff 4.730 2 722 13,970 Post-Dev to AP#2
11 SCS Runoff 143.10 2 726 532,879 Offsite
12 Combine 161.22 2 726 593,799 1, 11 Downstream Analysis(Pre-Dev)
13 Combine 157.45 2 726 606,179 8, 11, Downstream Analysis(Post-Dev)
1069 - Stormwater.gpw Return Period: 100 Year Monday, 02/26/2024

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 1
Pre-Dev To AP#1
Hydrograph type = SCS Runoff Peak discharge = 20.71 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 60,919 cuft
Drainage area = 2.650 ac Curve number = 86.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 2
Pre-Dev To AP#2
Hydrograph type = SCS Runoff Peak discharge = 6.998 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 21,074 cuft
Drainage area = 0.860 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.00 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Dev To AP#2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
•
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 4
Post-Dev Bypass A
Hydrograph type = SCS Runoff Peak discharge = 1.740 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 5,669 cuft
Drainage area = 0.240 ac Curve number = 86.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 18.80 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass A
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 5
Post-Dev Bypass B
Hydrograph type = SCS Runoff Peak discharge = 2.207 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 6,308 cuft
Drainage area = 0.310 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.90 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Bypass B
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 6
Post-Dev To Detention
Hydrograph type = SCS Runoff Peak discharge = 26.05 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 61,334 cuft
Drainage area = 2.370 ac Curve number = 95.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev To Detention
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 7
Thru Detention
Hydrograph type = Reservoir Peak discharge = 10.92 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 61,322 cuft
Inflow hyd. No. = 6 - Post-Dev To Detention Max. Elevation = 537.49 ft
Reservoir name = Underground Detention + Dry Ilmd Storage = 22,057 cuft
Storage Indication method used.
Thru Detention
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
- j-
8.00 8.00
4.00 4.00
0.00 �•1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 6 111111111 Total storage used = 22,057 cuft

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 8
Total Post-Dev to AP#1
Hydrograph type = Combine Peak discharge = 14.83 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 73,299 cuft
Inflow hyds. = 4, 5, 7 Contrib. drain. area = 0.550 ac
Total Post-Dev to AP#1
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
15.00 15.00
12.00 — • 12.00
II
9.00 9.00
•
6.00 6.00
3.00 - 3.00
"Lc
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 4 Hyd No. 5 Hyd No. 7

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 9
Post-Dev to AP#2
Hydrograph type = SCS Runoff Peak discharge = 4.730 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 13,970 cuft
Drainage area = 0.600 ac Curve number = 87.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 13.70 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to AP#2
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
5.00 5.00
4.00 4.00
1
3.00 3.00
2.00 2.00
1.00 1.00
---------"*.j 4*---"'"" - .
0.00 - .— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 11
Offsite
Hydrograph type = SCS Runoff Peak discharge = 143.10 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 532,879 cuft
Drainage area = 19.970 ac Curve number = 92.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 23.10 min
Total precip. = 8.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Offs ite
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 12
Downstream Analysis (Pre-Dev)
Hydrograph type = Combine Peak discharge = 161.22 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 593,799 cuft
Inflow hyds. = 1, 11 Contrib. drain. area = 22.620 ac
Downstream Analysis (Pre-Dev)
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
180.00 — 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 - 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12 Hyd No. 1 Hyd No. 11

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,02/26/2024
Hyd. No. 13
Downstream Analysis (Post-Dev)
Hydrograph type = Combine Peak discharge = 157.45 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 606,179 cuft
Inflow hyds. = 8, 11 Contrib. drain. area = 19.970 ac
Downstream Analysis (Post-Dev)
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 — 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 8 Hyd No. 11

DOWNSTREAM ANALYSIS

StreamStats Report
Region ID: NC
Workspace ID: NC20240220155417078000
Clicked Point(Latitude, Longitude): 34.98595,-80.36832
Time: 2024-02-20 10:54:38-0500
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O Collapse All
Basin Characteristics
Parameter
Code Parameter Description Value Unit
BASINPERIM Perimeter of the drainage basin as defined in SIR 2004-5262 1.25 miles
BSLDEM30FT Mean basin slope, based on slope percent grid 2.47 percent
CSL10_85fm Change in elevation between points 10 and 85 percent of length along main channel to basin 51.71 feet per
divide divided by length between points ft per mi mi
DRNAREA Area that drains to a point on a stream 0.0312 square
miles
ELEV Mean Basin Elevation 551 feet
ELEVMAX Maximum basin elevation 565 feet
124H50Y Maximum 24-hour precipitation that occurs on average once in 50 years 7.21 inches
LC01 BARE Percentage of area barren land, NLCD 2001 category 31 0 percent
LC01CRPHAY Percentage of cultivated crops and hay, classes 81 and 82,from NLCD 2001 0 percent
LC01 DEV Percentage of land-use from NLCD 2001 classes 21-24 100 percent
LC01 FOREST Percentage of forest from NLCD 2001 classes 41-43 0 percent
LC01 HERB Percentage of herbaceous upland from NLCD 2001 class 71 0 percent
LC01IMP Percent imperviousness of basin area 2001 NLCD 77.27 percent
LC01SHRUB Percent of area covered by shrubland using 2001 NLCD 0 percent
LCO1 WATER Percentage of open water,class 11,from NLCD 2001 0 percent
LC01 WETLND Percentage of wetlands, classes 90 and 95,from NLCD 2001 0 percent
LC06BARE Percent of area covered by barren rock using 2006 NLCD 0 percent
LC06DEV Percentage of land-use from NLCD 2006 classes 21-24 100 percent
LC06FOREST Percentage of forest from NLCD 2006 classes 41-43 0 percent

Parameter
Code Parameter Description Value Unit
LCO6GRASS Percent of area covered by grassland/herbaceous using 2006 NLCD 0 percent
LCO6IMP Percentage of impervious area determined from NLCD 2006 impervious dataset 77.27 percent
LCO6PLANT Percent of area in cultivation using 2006 NLCD 0 percent
LCO6SHRUB Percent of area covered by shrubland using 2006 NLCD 0 percent
LCO6WATER Percent of open water,class 11,from NLCD 2006 0 percent
LCO6WETLND Percent of area covered by wetland using 2006 NLCD 0 percent
LC11 BARE Percentage of barren from NLCD 2011 class 31 0 percent
LCI1CRPHAY Percentage of cultivated crops and hay, classes 81 and 82,from NLCD 2011 0 percent
LC11 DEV Percentage of developed (urban) land from NLCD 2011 classes 21-24 100 percent
LC11 FOREST Percentage of forest from NLCD 2011 classes 41-43 0 percent
LC11GRASS Percent of area covered by grassland/herbaceous using 2011 NLCD 0 percent
LC11IMP Average percentage of impervious area determined from NLCD 2011 impervious dataset 77.3 percent
LC11SHRUB Percent of area covered by shrubland using 2011 NLCD 0 percent
LC11 WATER Percent of open water,class 11,from NLCD 2011 0 percent
LC11 WETLND Percentage of wetlands, classes 90 and 95,from NLCD 2011 0 percent
LC92FOREST Percentage of forest from NLCD 1992 classes 41-43 0 percent
LFPLENGTH Length of longest flow path 0.305 miles
LU92BARE Percent of area covered by barren rock using 1992 NLCD 0 percent
LU92DEV Percent of area covered by all densities of developed land using 1992 NLCD 54.5 percent
LU92PLANT Percent of area in cultivation using 1992 NLCD 45.5 percent
LU92WATER Percent of area covered by water using 1992 NLCD 0 percent
LU92WETLN Percent of area covered by wetland using 1992 NLCD 0 percent
MINBELEV Minimum basin elevation 544 feet
OUTLETELEV Elevation of the stream outlet in feet above NAVD88 544 feet
PCTREG1 Percentage of drainage area located in Region 1 - Piedmont/ Ridge and Valley 100 percent
PCTREG2 Percentage of drainage area located in Region 2- Blue Ridge 0 percent
PCTREG3 Percentage of drainage area located in Region 3-Sandhills 0 percent
PCTREG4 Percentage of drainage area located in Region 4-Coastal Plains 0 percent
PCTREGS Percentage of drainage area located in Region 5- Lower Tifton Uplands 0 percent
PRECIP Mean Annual Precipitation 48.2 inches
PROTECTED Percent of area of protected Federal and State owned land 0 percent
SSURGOA Percentage of area of Hydrologic Soil Type A from SSURGO 0 percent
SSURGOB Percentage of area of Hydrologic Soil Type B from SSURGO 48.2 percent
SSURGOC Percentage of area of Hydrologic Soil Type C from SSURGO 51.8 percent
SSURGOD Percentage of area of Hydrologic Soil Type D from SSURGO 0 percent
Peak-Flow Statistics
Peak-Flow Statistics Parameters [Region 1 Piedmont rural under 1 sgmi 2014 5030]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.0312 square miles 0.1 1
LCO6IMP Percent Impervious NLCD2006 77.27 percent 0 47.9

Peak-Flow Statistics Parameters [Peak Southeast US NC 2023 5006]
Parameter Code Parameter Name Value Units Min Limit Max Limit
PCTREG1 Percent Area in Region 1 100 percent 0 100
PCTREG2 Percent Area in Region 2 0 percent 0 100
PCTREG3 Percent Area in Region 3 0 percent 0 100
PCTREG5 Percent Area in Region 5 0 percent 0 100
DRNAREA Drainage Area 0.0312 square miles 0.08 8902
PCTREG4 Percent Area in Region 4 0 percent 0 100
Peak-Flow Statistics Disclaimers [Region 1 Piedmont rural under 1 sqmi 2014 5030]
One or more of the parameters is outside the suggested range.Estimates were extrapolated with unknown errors.
Peak-Flow Statistics Flow Report [Region 1 Piedmont rural under 1 sqmi 2014 5030]
Statistic Value Unit
50-percent AEP flood 149 ft^3/s
20-percent AEP flood 123 ft^3/s
10-percent AEP flood 108 ft^3/s
4-percent AEP flood 90.5 ft^3/s
2-percent AEP flood 78.8 ft^3/s
1-percent AEP flood 71.1 ft^3/s
0.5-percent AEP flood 63 ft^3/s
0.2-percent AEP flood 61.7 ft^3/s
Peak-Flow Statistics Disclaimers [Peak Southeast US NC 2023 5006]
One or more of the parameters is outside the suggested range.Estimates were extrapolated with unknown errors.
Peak-Flow Statistics Flow Report [Peak Southeast US NC 2023 5006]
Statistic Value Unit
50-percent AEP flood 15.9 ft^3/s
20-percent AEP flood 29.9 ft^3/s
10-percent AEP flood 41.7 ft^3/s
4-percent AEP flood 58.2 ft^3/s
2-percent AEP flood 73.2 ft^3/s
1-percent AEP flood 88.5 ft^3/s
0.5-percent AEP flood 104 ft^3/s
0.2-percent AEP flood 126 ft^3/s
Peak-Flow Statistics Citations
Feaster,T.D., Gotvald,A.J.,and Weaver,J.C.,2014, Methods for estimating the magnitude and frequency of floods for urban and
small, rural streams in Georgia, South Carolina, and North Carolina, 2011 (ver. 1.1, March 2014): U.S. Geological Survey Scientific
Investigations Report 2014-5030, 104 p. (http://pubs.usgs.gov/sir/2014/5030/)
Feaster,T.D., Gotvald,A.J., Musser,J.W.,Weaver,J.C, Kolb, K.R.,Veilleux,A.G.,and Wagner, D.M.2023, Magnitude and frequency of
floods for rural streams in Georgia,South Carolina,and North Carolina,2017—Results: U.S. Geological Survey Scientific
Investigations Report 2023-5006,75 p. (https://pubs.er.usgs.gov/publication/sir20235006)

Bankfull Statistics
Bankfull Statistics Parameters [Appalachian Highlands D Bieger 2015]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.0312 square miles 0.07722 940.1535
Bankfull Statistics Parameters [Piedmont P Bieger 2015]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.0312 square miles 0.289575 939.99906
Bankfull Statistics Parameters [USA Bieger 2015]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.0312 square miles 0.07722 59927.7393
Bankfull Statistics Disclaimers [Appalachian Highlands D Bieger 2015]
One or more of the parameters is outside the suggested range.Estimates were extrapolated with unknown errors.
Bankfull Statistics Flow Report [Appalachian Highlands D Bieger 2015]
Statistic Value Unit
Bieger_D_channel_width 3.6 ft
Bieger_D_channel_depth 0.414 ft
Bieger_D_channel_cross_sectional_area 1.5 ft^2
Bankfull Statistics Disclaimers [Piedmont P Bieger 2015]
One or more of the parameters is outside the suggested range.Estimates were extrapolated with unknown errors.
Bankfull Statistics Flow Report [Piedmont P Bieger 2015]
Statistic Value Unit
Bieger_P_channel_width 3.32 ft
Bieger_P_channel_depth 0.391 ft
Bieger_P_channel_cross_sectional_area 1.16 ft^2
Bankfull Statistics Disclaimers [USA Bieger 2015]
One or more of the parameters is outside the suggested range.Estimates were extrapolated with unknown errors.
Bankfull Statistics Flow Report [USA Bieger 2015]
Statistic Value Unit
Bieger_USA_channel_width 3.65 ft
Bieger_USA_channel_depth 0.576 ft
Bieger_USA_channel_cross_sectional_area 2.63 ft^2
Bankfull Statistics Flow Report [Area-Averaged]
Statistic Value Unit
Bieger_D_channel_width 3.6 ft

Statistic Value Unit
Bieger_D_channel_depth 0.414 ft
Bieger_D_channel_cross_sectional_area 1.5 ft^2
Bieger_P_channel_width 3.32 ft
Bieger_P_channel_depth 0.391 ft
Bieger_P_channel_cross_sectional_area 1.16 ft^2
Bieger_USA_channel_width 3.65 ft
Bieger_USA_channel_depth 0.576 ft
Bieger_USA_channel_cross_sectional_area 2.63 ft^2
Bankfull Statistics Citations
Bieger, Katrin; Rathjens, Hendrik;Allen, Peter M.;and Arnold,Jeffrey G.,2015, Development and Evaluation of Bankfull Hydraulic
Geometry Relationships for the Physiographic Regions of the United States, Publications from USDA-ARS/UNL Faculty, 17p.
(https://digitalcommons.unl.edu/usdaarsfacpub/1515?
utm_source=digitalcommons.unl.edu i 2Fusdaarsfacpub i 2F1515&utm_medium=PDF&utm_campaign=PDFCoverPages)
Urban Peak-Flow Statistics
Urban Peak-Flow Statistics Parameters [Region 1 Piedmont Urban under 3 sgmi 2014 5030]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.0312 square miles 0.1 3
LCO6IMP Percent Impervious NLCD2006 77.27 percent 0 47.9
Urban Peak-Flow Statistics Disclaimers [Region 1 Piedmont Urban under 3 sgmi 2014 5030]
One or more of the parameters is outside the suggested range.Estimates were extrapolated with unknown errors.
Urban Peak-Flow Statistics Flow Report [Region 1 Piedmont Urban under 3 sqmi 2014 5030]
Statistic Value Unit
Urban 50-percent AEP flood 149 ft^3/s
Urban 20-Percent AEP flood 123 ft^3/s
Urban 10-percent AEP flood 108 ft^3/s
Urban 4-percent AEP flood 90.5 ft^3/s
Urban 2-percent AEP flood 78.8 ft^3/s
Urban 1-percent AEP flood 71.1 ft^3/s
Urban 0.5-percent AEP flood 63 ft^3/s
Urban 0.2-percent AEP flood 61.7 ft^3/s
Urban Peak-Flow Statistics Citations
Feaster,T.D., Gotvald,A.J.,and Weaver,J.C.,2014, Methods for estimating the magnitude and frequency of floods for urban and
small, rural streams in Georgia, South Carolina, and North Carolina, 2011 (ver. 1.1, March 2014): U.S. Geological Survey Scientific
Investigations Report 2014-5030, 104 p. (http://pubs.usgs.gov/sir/2014/5030/)
USGS Data Disclaimer:Unless otherwise stated,all data,metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were
collected.Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S.Geological Survey(USGS),no warranty
expressed or implied is made regarding the display or utility of the data for other purposes,nor on all computer systems,nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer:This software has been approved for release by the U.S.Geological Survey(USGS).Although the software has been subjected to rigorous review,the USGS
reserves the right to update the software as needed pursuant to further analysis and review.No warranty,expressed or implied,is made by the USGS or the U.S.Government as to the
functionality of the software and related material nor shall the fact of release constitute any such warranty.Furthermore,the software is released on condition that neither the USGS nor
the U.S.Government shall be held liable for any damages resulting from its authorized or unauthorized use.

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Feb 26 2024
Downstream Channel Analysis (Pre-Dev) - 1-yr
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 1.82
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 51.45
Total Depth (ft) = 4.00 Area (sqft) = 10.59
Invert Elev (ft) = 532.80 Velocity (ft/s) = 4.86
Slope (%) = 0.60 Wetted Perim (ft) = 9.15
N-Value = 0.026 Crit Depth, Yc (ft) = 1.52
Top Width (ft) = 7.64
Calculations EGL (ft) = 2.19
Compute by: Known Q
Known Q (cfs) = 51.45
Elev (ft) Section Depth (ft)
537.00 4.20
536.00 3.20
535.00 - 2.20
534.00 - • 1.20
•
•
533.00 - • 0.20
532.00 -0.80
•
531.00 -1.80
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Feb 26 2024
Downstream Channel Analysis (Post-Dev) - 1-yr
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 1.79
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 50.11
Total Depth (ft) = 4.00 Area (sqft) = 10.36
Invert Elev (ft) = 532.80 Velocity (ft/s) = 4.83
Slope (%) = 0.60 Wetted Perim (ft) = 9.06
N-Value = 0.026 Crit Depth, Yc (ft) = 1.49
Top Width (ft) = 7.58
Calculations EGL (ft) = 2.15
Compute by: Known Q
Known Q (cfs) = 50.11
Elev (ft) Section Depth (ft)
537.00 4.20
536.00 3.20
535.00 - 2.20
534.00 - • 1.20
•
•
533.00 - • 0.20
532.00 -0.80
•
531.00 -1.80
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Feb 26 2024
Downstream Channel Analysis (Pre-Dev) - 10-yr
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 2.62
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 101.37
Total Depth (ft) = 4.00 Area (sqft) = 17.34
Invert Elev (ft) = 532.80 Velocity (ft/s) = 5.84
Slope (%) = 0.60 Wetted Perim (ft) = 11.41
N-Value = 0.026 Crit Depth, Yc (ft) = 2.24
Top Width (ft) = 9.24
Calculations EGL (ft) = 3.15
Compute by: Known Q
Known Q (cfs) = 101.37
Elev (ft) Section Depth (ft)
537.00 4.20
•
•
536.00 • 3.20
•
535.00 - 2.20
•
•
534.00 - 1.20
•
•
533.00 - 0.20
532.00 -0.80
•
531.00 -1.80
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Feb 26 2024
Downstream Channel Analysis (Post-Dev) - 10-yr
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 2.62
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 100.94
Total Depth (ft) = 4.00 Area (sqft) = 17.34
Invert Elev (ft) = 532.80 Velocity (ft/s) = 5.82
Slope (%) = 0.60 Wetted Perim (ft) = 11.41
N-Value = 0.026 Crit Depth, Yc (ft) = 2.23
Top Width (ft) = 9.24
Calculations EGL (ft) = 3.15
Compute by: Known Q
Known Q (cfs) = 100.94
Elev (ft) Section Depth (ft)
537.00 4.20
•
•
536.00 • 3.20
•
535.00 - 2.20
•
•
534.00 - 1.20
•
•
533.00 - 0.20
532.00 -0.80
•
531.00 -1.80
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Feb 26 2024
Downstream Channel Analysis (Pre-Dev) - 25-yr
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 2.91
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 123.84
Total Depth (ft) = 4.00 Area (sqft) = 20.11
Invert Elev (ft) = 532.80 Velocity (ft/s) = 6.16
Slope (%) = 0.60 Wetted Perim (ft) = 12.23
N-Value = 0.026 Crit Depth, Yc (ft) = 2.51
Top Width (ft) = 9.82
Calculations EGL (ft) = 3.50
Compute by: Known Q
Known Q (cfs) = 123.84
Elev (ft) Section Depth (ft)
537.00 4.20
•
•
536.00 • 3.20
535.00 - 2.20
•
•
534.00 - 1.20
•
•
533.00 - 0.20
532.00 -0.80
•
531.00 -1.80
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Feb 26 2024
Downstream Channel Analysis (Post-Dev) - 25-yr
Trapezoidal Highlighted
Bottom Width (ft) = 4.00 Depth (ft) = 2.89
Side Slopes (z:1) = 1.00, 1.00 Q (cfs) = 122.34
Total Depth (ft) = 4.00 Area (sqft) = 19.91
Invert Elev (ft) = 532.80 Velocity (ft/s) = 6.14
Slope (%) = 0.60 Wetted Perim (ft) = 12.17
N-Value = 0.026 Crit Depth, Yc (ft) = 2.49
Top Width (ft) = 9.78
Calculations EGL (ft) = 3.48
Compute by: Known Q
Known Q (cfs) = 122.34
Elev (ft) Section Depth (ft)
537.00 4.20
•
•
536.00 • 3.20
V
535.00 - 2.20
•
•
534.00 - 1.20
•
•
533.00 - 0.20
532.00 -0.80
•
531.00 -1.80
0 2 4 6 8 10 12 14 16
Reach (ft)

EROSION CONTROL

1 I 2 I 3 I 4 I 5 I 6 I 7 8 I 9 I 10 I 11 I 12 I 13 I 14 I 15
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/F ` \ oe�eso3 ase CONTRACTOR TO �(RE. Fi-0570)
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PIN 6zJPG 6 I RE: Li-057o I '44 64, I y s OWNERSHIP/CONTRACTOR SUMMARY - I M
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1069 - Erosion Control Table of Contents
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
10-Year Event
2 Subcat 1 S: To Basin
4 Pond 2P: Skimmer Sediment Basin Ph. 1 B

< 1s
To asin
2P
Skimmer Sediment
Basin Ph . 1 B
SUbCat Reach 'On. MI Routing Diagram for 1069-Erosion Control
Prepared by Freeland&Kauffman, Inc, Printed 2/21/2024
HydroCAD®10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: To Basin
Runoff = 17.12 cfs @ 11.96 hrs, Volume= 0.893 af, Depth> 4.27"
Routed to Pond 2P : Skimmer Sediment Basin Ph. 1 B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-150.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.31"
Area (ac) CN Description
2.510 91 Fallow, bare soil, HSG C
2.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: To Basin
Hydrograph
1 i i i i i i i i i
;..........:........._........_;........._:...........:._......._i...._. ■Runoff
18 17.12 cfs -_...........i..............................:........._i........._i.................................._........._........._........._................................i..........;. . i ; . . ........._...........-..................._.........._........._...... TT
.. ......
I Ii i : i i . i ;
16='
15 ...... Year... 31"........
Runoff Ares-2 510 aC
12 ....... � f VO�u11t
11_
10= '' / :.................................._........._........._........ Runoff Depth>4. .«..........
LL9_ ; .... ...... .. ...... ; T-c=6.0..m.it 1-.....
5 +
4 .
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150
Time (hours)

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 3
Hydrograph for Subcatchment 1 S: To Basin
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
5.00 0.33 0.02 0.05 135.00 5.31 4.28 0.00
7.50 0.58 0.11 0.13 137.50 5.31 4.28 0.00
10.00 0.96 0.33 0.35 140.00 5.31 4.28 0.00
12.50 3.90 2.92 1.39 142.50 5.31 4.28 0.00
15.00 4.53 3.53 0.40 145.00 5.31 4.28 0.00
17.50 4.84 3.83 0.25 147.50 5.31 4.28 0.00
20.00 5.06 4.04 0.17 150.00 5.31 4.28 0.00
22.50 5.22 4.20 0.15
25.00 5.31 4.28 0.00
27.50 5.31 4.28 0.00
30.00 5.31 4.28 0.00
32.50 5.31 4.28 0.00
35.00 5.31 4.28 0.00
37.50 5.31 4.28 0.00
40.00 5.31 4.28 0.00
42.50 5.31 4.28 0.00
45.00 5.31 4.28 0.00
47.50 5.31 4.28 0.00
50.00 5.31 4.28 0.00
52.50 5.31 4.28 0.00
55.00 5.31 4.28 0.00
57.50 5.31 4.28 0.00
60.00 5.31 4.28 0.00
62.50 5.31 4.28 0.00
65.00 5.31 4.28 0.00
67.50 5.31 4.28 0.00
70.00 5.31 4.28 0.00
72.50 5.31 4.28 0.00
75.00 5.31 4.28 0.00
77.50 5.31 4.28 0.00
80.00 5.31 4.28 0.00
82.50 5.31 4.28 0.00
85.00 5.31 4.28 0.00
87.50 5.31 4.28 0.00
90.00 5.31 4.28 0.00
92.50 5.31 4.28 0.00
95.00 5.31 4.28 0.00
97.50 5.31 4.28 0.00
100.00 5.31 4.28 0.00
102.50 5.31 4.28 0.00
105.00 5.31 4.28 0.00
107.50 5.31 4.28 0.00
110.00 5.31 4.28 0.00
112.50 5.31 4.28 0.00
115.00 5.31 4.28 0.00
117.50 5.31 4.28 0.00
120.00 5.31 4.28 0.00
122.50 5.31 4.28 0.00
125.00 5.31 4.28 0.00
127.50 5.31 4.28 0.00
130.00 5.31 4.28 0.00
132.50 5.31 4.28 0.00

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: Skimmer Sediment Basin Ph. 1 B
Inflow Area = 2.510 ac, 0.00% Impervious, Inflow Depth > 4.27" for 10-Year event
Inflow = 17.12 cfs @ 11.96 hrs, Volume= 0.893 af
Outflow = 16.74 cfs @ 11.99 hrs, Volume= 0.893 af, Atten= 2%, Lag= 1.3 min
Primary = 0.02 cfs @ 5.45 hrs, Volume= 0.189 af
Secondary= 16.72 cfs @ 11.99 hrs, Volume= 0.704 af
Routing by Stor-Ind method, Time Span= 5.00-150.00 hrs, dt= 0.05 hrs
Peak Elev= 536.97' @ 11.99 hrs Surf.Area= 4,180 sf Storage= 8,700 cf
Plug-Flow detention time= 653.2 min calculated for 0.893 af(100% of inflow)
Center-of-Mass det. time= 654.7 min ( 1,438.1 - 783.3 )
Volume Invert Avail.Storage Storage Description
#1 534.00' 13,505 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
534.00 1,757 0 0
535.00 2,516 2,137 2,137
536.00 3,333 2,925 5,061
537.00 4,208 3,771 8,832
538.00 5,138 4,673 13,505
Device Routing Invert Outlet Devices
#1 Primary 534.00' 0.020 cfs Constant Flow/Skimmer
#2 Secondary 536.50' 20.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.02 cfs @ 5.45 hrs HW=534.04' (Free Discharge)
4-1=Constant Flow/Skimmer (Constant Controls 0.02 cfs)
Secondary OutFlow Max=16.20 cfs @ 11.99 hrs HW=536.96' (Free Discharge)
L2=Broad-Crested Rectangular Weir (Weir Controls 16.20 cfs @ 1.76 fps)

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 5
Pond 2P: Skimmer Sediment Basin Ph. 1B
Hydrograph
M Inflow
........................................j..-..-.........-..-.i........-..-..- ..-..-...... -........... ........... ............ ........... ............ ........... ............ ................ •Outflow
16.74 cfs ......... ......... ....,.... ......... .........
: l r =-..- .-..r n ■Prima
19_' � ......-..-.._-.. -..-..- ...I� i© ...wf Aria........�:JV...- �+..-..-... ■Secondary
18
Peak elev=5$6.97'
_ 116 72 cfs l� ; ': #
17
i
16= ©I"afe�v7VV. ........
15=
14 '
13 ' /
w 11='
-- 10
- --i--- ---'-
u-
8-
7= ? ..-..
6=
5=
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2 vim//////��������������������������������������������������������������
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
Pond 2P: Skimmer Sediment Basin Ph. 1B
Stage-Discharge
'''''' Prial
mary
538 '' ���''''' v Secondary
,
537 �/ �������
,
,OM Broad-Crested Rectangular Weir
r
w
,1 536
1,1
535
Constant Flow/Skimmer
534 ; . .
0 10 20 30 40 50 60 70 80 90
Discharge (cfs)

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 2P: Skimmer Sediment Basin Ph. 1 B
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 0 Surface]
I . I . . . I. . . . i . i . . . i, . . . i . I . . . I ,. . . I ❑Storage
/ " .
•
•
538 •
��
r
i
537—' ���������
is
w
0 536 •
>
d
w
535—' •
- . .. j
Custom Stage .
534 , . . , ( ( I'
0 2,000 4,000 6,000 8,000 10,000 12,000
Storage(cubic-feet)

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 2P: Skimmer Sediment Basin Ph. 1 B
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
5.00 0.05 4 534.00 0.00 0.00 0.00
10.00 0.35 2,434 535.12 0.02 0.02 0.00
15.00 0.40 6,975 536.54 0.40 0.02 0.38
20.00 0.17 6,916 536.52 0.18 0.02 0.16
25.00 0.00 6,793 536.49 0.02 0.02 0.00
30.00 0.00 6,433 536.39 0.02 0.02 0.00
35.00 0.00 6,073 536.29 0.02 0.02 0.00
40.00 0.00 5,713 536.19 0.02 0.02 0.00
45.00 0.00 5,353 536.09 0.02 0.02 0.00
50.00 0.00 4,993 535.98 0.02 0.02 0.00
55.00 0.00 4,633 535.87 0.02 0.02 0.00
60.00 0.00 4,273 535.76 0.02 0.02 0.00
65.00 0.00 3,913 535.64 0.02 0.02 0.00
70.00 0.00 3,553 535.52 0.02 0.02 0.00
75.00 0.00 3,193 535.39 0.02 0.02 0.00
80.00 0.00 2,833 535.27 0.02 0.02 0.00
85.00 0.00 2,473 535.13 0.02 0.02 0.00
90.00 0.00 2,113 534.99 0.02 0.02 0.00
95.00 0.00 1,753 534.84 0.02 0.02 0.00
100.00 0.00 1,393 534.69 0.02 0.02 0.00
105.00 0.00 1,033 534.53 0.02 0.02 0.00
110.00 0.00 673 534.36 0.02 0.02 0.00
115.00 0.00 313 534.17 0.02 0.02 0.00
120.00 0.00 14 534.01 0.00 0.00 0.00
125.00 0.00 0 534.00 0.00 0.00 0.00
130.00 0.00 0 534.00 0.00 0.00 0.00
135.00 0.00 0 534.00 0.00 0.00 0.00
140.00 0.00 0 534.00 0.00 0.00 0.00
145.00 0.00 0 534.00 0.00 0.00 0.00
150.00 0.00 0 534.00 0.00 0.00 0.00

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 8
Stage-Discharge for Pond 2P: Skimmer Sediment Basin Ph. 1 B
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) I (feet) (cfs) (cfs) (cfs)
534.00 0.00 0.00 0.00 536.60 1.59 0.02 1.57
534.05 0.02 0.02 0.00 536.65 2.91 0.02 2.89
534.10 0.02 0.02 0.00 536.70 4.47 0.02 4.45
534.15 0.02 0.02 0.00 536.75 6.29 0.02 6.27
534.20 0.02 0.02 0.00 536.80 8.32 0.02 8.30
534.25 0.02 0.02 0.00 536.85 10.55 0.02 10.53
534.30 0.02 0.02 0.00 536.90 12.97 0.02 12.95
534.35 0.02 0.02 0.00 536.95 15.69 0.02 15.67
534.40 0.02 0.02 0.00 537.00 18.62 0.02 18.60
534.45 0.02 0.02 0.00 537.05 21.76 0.02 21.74
534.50 0.02 0.02 0.00 537.10 25.12 0.02 25.10
534.55 0.02 0.02 0.00 537.15 28.29 0.02 28.27
534.60 0.02 0.02 0.00 537.20 31.59 0.02 31.57
534.65 0.02 0.02 0.00 537.25 35.00 0.02 34.98
534.70 0.02 0.02 0.00 537.30 38.52 0.02 38.50
534.75 0.02 0.02 0.00 537.35 42.14 0.02 42.12
534.80 0.02 0.02 0.00 537.40 45.87 0.02 45.85
534.85 0.02 0.02 0.00 537.45 49.70 0.02 49.68
534.90 0.02 0.02 0.00 537.50 53.62 0.02 53.60
534.95 0.02 0.02 0.00 537.55 57.74 0.02 57.72
535.00 0.02 0.02 0.00 537.60 61.97 0.02 61.95
535.05 0.02 0.02 0.00 537.65 66.31 0.02 66.29
535.10 0.02 0.02 0.00 537.70 70.74 0.02 70.72
535.15 0.02 0.02 0.00 537.75 75.07 0.02 75.05
535.20 0.02 0.02 0.00 537.80 79.47 0.02 79.45
535.25 0.02 0.02 0.00 537.85 83.94 0.02 83.92
535.30 0.02 0.02 0.00 537.90 88.48 0.02 88.46
535.35 0.02 0.02 0.00 ' 537.95 93.00 0.02 92.98
535.40 0.02 0.02 0.00 538.00 97.57 0.02 97.55
535.45 0.02 0.02 0.00
535.50 0.02 0.02 0.00
535.55 0.02 0.02 0.00
535.60 0.02 0.02 0.00
535.65 0.02 0.02 0.00
535.70 0.02 0.02 0.00
535.75 0.02 0.02 0.00
535.80 0.02 0.02 0.00
535.85 0.02 0.02 0.00
535.90 0.02 0.02 0.00
535.95 0.02 0.02 0.00
536.00 0.02 0.02 0.00
536.05 0.02 0.02 0.00
536.10 0.02 0.02 0.00
536.15 0.02 0.02 0.00
536.20 0.02 0.02 0.00
536.25 0.02 0.02 0.00
536.30 0.02 0.02 0.00
536.35 0.02 0.02 0.00
536.40 0.02 0.02 0.00
536.45 0.02 0.02 0.00
536.50 0.02 0.02 0.00
536.55 0.58 0.02 0.56

1069 - Erosion Control Type 1124-hr 10-Year Rainfall=5.31"
Prepared by Freeland & Kauffman, Inc Printed 2/21/2024
HydroCAD® 10.20-4a s/n 04485 ©2023 HydroCAD Software Solutions LLC Page 9
Stage-Area-Storage for Pond 2P: Skimmer Sediment Basin Ph. 1 B
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
534.00 1,757 0 536.60 3,858 7,218
534.05 1,795 89 536.65 3,902 7,412
534.10 1,833 179 536.70 3,946 7,608
534.15 1,871 272 536.75 3,989 7,807
534.20 1,909 367 536.80 4,033 8,007
534.25 1,947 463 536.85 4,077 8,210
534.30 1,985 561 536.90 4,120 8,415
534.35 2,023 661 536.95 4,164 8,622
534.40 2,061 764 537.00 4,208 8,832
534.45 2,099 867 537.05 4,254 9,043
534.50 2,137 973 537.10 4,301 9,257
534.55 2,174 1,081 , 537.15 4,347 9,473
534.60 2,212 1,191 537.20 4,394 9,692
534.65 2,250 1,302 537.25 4,441 9,913
534.70 2,288 1,416 537.30 4,487 10,136
534.75 2,326 1,531 537.35 4,534 10,361
534.80 2,364 1,648 537.40 4,580 10,589
534.85 2,402 1,768 537.45 4,627 10,819
534.90 2,440 1,889 537.50 4,673 11,052
534.95 2,478 2,012 537.55 4,719 11,287
535.00 2,516 2,137 537.60 4,766 11,524
535.05 2,557 2,263 537.65 4,812 11,763
535.10 2,598 2,392 537.70 4,859 12,005
535.15 2,639 2,523 537.75 4,906 12,249
535.20 2,679 2,656 537.80 4,952 12,495
535.25 2,720 2,791 537.85 4,999 12,744
535.30 2,761 2,928 537.90 5,045 12,995
535.35 2,802 3,067 537.95 5,092 13,249
535.40 2,843 3,208 538.00 5,138 13,505
535.45 2,884 3,351
535.50 2,925 3,497
535.55 2,965 3,644
535.60 3,006 3,793
535.65 3,047 3,944
535.70 3,088 4,098
535.75 3,129 4,253
535.80 3,170 4,411
535.85 3,210 4,570
535.90 3,251 4,732
535.95 3,292 4,895
536.00 3,333 5,061
536.05 3,377 5,229
536.10 3,421 5,399
536.15 3,464 5,571
536.20 3,508 5,745
536.25 3,552 5,922
536.30 3,595 6,100
536.35 3,639 6,281
536.40 3,683 6,464
536.45 3,727 6,649
536.50 3,771 6,837
536.55 3,814 7,026

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 17 2024
Diversion #1
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.51
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 6.050
Total Depth (ft) = 1.50 Area (sqft) = 1.54
Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.93
Slope (%) = 3.50 Wetted Perim (ft) = 4.28
N-Value = 0.035 Crit Depth, Yc (ft) = 0.55
Top Width (ft) = 4.04
Calculations EGL (ft) = 0.75
Compute by: Known Q
Known Q (cfs) = 6.05
Elev (ft) Section Depth (ft)
3.00 2.00
2.50 1.50
2.00 1.00
v
1.50 _ 0.50
1.00 0.00
0.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 17 2024
Diversion #2
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.26
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 0.920
Total Depth (ft) = 1.50 Area (sqft) = 0.66
Invert Elev (ft) = 1.00 Velocity (ft/s) = 1.40
Slope (%) = 1.00 Wetted Perim (ft) = 3.16
N-Value = 0.035 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 3.04
Calculations EGL (ft) = 0.29
Compute by: Known Q
Known Q (cfs) = 0.92
Elev (ft) Section Depth (ft)
3.00 2.00
2.50 1.50
2.00 1.00
1.50 0.50
v
1.00 0.00
0.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

STORM DRAIN

1 2 I 3 I 4 5 6 I 7 I 8 I 9 I 10 I 11 I 12 I 13 I 14 I 15
puuupi
INLET AREA DRAINAGE(PIPE SIZING ONLY) INLET AREA LEGEND `Jo�,N CARO<i
IMPERVIOUS AREA OPEN AREA TOTAL AREA 0/100-YR. ;? OF ESS l p4q
Q AREA ID DRAINS TO: WEIGHTED C i1100-YR. Q- 9 Q
(AC.) (AC.) (AC.) (CFS) Q <
#1 INLET#8 0.46 0.01 0.48 0.93 9.18 4.06 gh A = BASIN DESIGNATION _ N0. 047666
B = BASIN AREA (AC)
#2 INLET#14 0.40 0.09 0.49 0.82 9.18 3.69 C = WEIGHTED RUNOFF COEFF. P Q`
#3 INLET#15 0.34 0.00 0.34 0.95 9.18 2.92 uNOO w ''i<i6411 DUPI�` ``
#4 INLET#11 0.31 0.01 0.32 0.94 9.18 2.74 z.3J m m BASIN BOUNDARY //11111111i P °J P
\ #5 INLET#9 0.43 0.00 0.43 0.94 9.18 3.75 i SIGNATURE DATE:01/17/2024
BUILDING UGD 0.17 0.00 0.17 0.95 9.18 1.46 z
POND FES#12 0.00 0.19 0.19 0.21 9.18 0.37 z e
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Project File: 1069-Storm Sewers.stm Number of lines: 13 Date:2/26/2024
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 32.554 0.49 0.83 0.82 0.40 0.72 5.0 5.8 7.5 5.47 31.27 4.88 18 7.56 536.00 538.46 536.92 539.36 538.21 544.20 C.1
2 1 64.326 0.34 0.34 0.95 0.32 0.32 5.0 5.0 7.8 2.52 18.44 3.46 18 2.63 538.66 540.35 539.36 540.95 544.20 544.00 C.2
3 End 21.542 0.00 20.21 0.00 0.00 15.97 0.0 41.8 3.1 58.92 73.02 10.46 36 1.02 532.80 533.02 534.84 535.50 536.09 545.25 A.1
4 3 171.273 0.00 20.21 0.00 0.00 15.97 0.0 41.4 3.2 50.32 72.19 8.68 36 1.00 533.22 534.93 535.50 537.24 545.25 545.80 A.2
5 4 195.971 20.21 20.21 0.79 15.97 15.97 41.1 41.1 3.2 50.56 50.18 11.07 30 1.28 535.13 537.63 537.24 539.94 545.80 545.35 A.3
6 3 156.745 0.00 0.00 0.00 0.00 0.00 0.0 0.2 0.0 8.91 5.06 5.04 18 0.20 533.34 533.65 535.50 536.46 545.25 547.00 B.1
7 6 10.780 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 8.91 7.75 5.04 18 0.46 534.15 534.20 536.87 536.94 547.00 547.00 B.2
8 7 44.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 8.91 8.58 5.04 18 0.57 534.25 534.50 537.22 537.49 547.00 545.50 B.3
9 End 126.971 0.48 1.42 0.93 0.45 1.19 5.0 11.4 6.1 7.25 7.84 2.31 24 0.10 534.50 534.63 536.92 537.03 537.25 544.80 D.1
10 9 280.719 0.43 0.94 0.94 0.40 0.74 0.0 8.7 6.7 4.98 7.74 1.59 24 0.10 534.74 535.02 537.16 537.27 544.80 543.75 D.2
11 10 77.623 0.00 0.51 0.00 0.00 0.34 0.0 7.8 6.9 2.36 4.08 1.34 18 0.13 535.10 535.20 537.32 537.35 543.75 540.90 D.3
12 11 102.872 0.32 0.51 0.94 0.30 0.34 5.0 6.7 7.3 2.47 3.55 1.40 18 0.10 535.30 535.40 537.38 537.42 540.90 540.00 D.4
13 12 17.768 0.19 0.19 0.21 0.04 0.04 5.0 5.0 7.8 0.31 5.40 0.18 18 0.22 535.46 535.50 537.44 537.44 540.00 538.75 D.5
Project File: 1069-Storm Sewers.stm Number of lines: 13 Run Date: 2/26/2024
NOTES:Intensity=80.47/(Inlet time+12.70)A 0.81; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 32.554 0.49 0.83 0.82 0.40 0.72 5.0 5.7 8.4 6.05 31.27 4.69 18 7.56 536.00 538.46 537.13 539.41 538.21 544.20 C.1
2 1 64.326 0.34 0.34 0.95 0.32 0.32 5.0 5.0 8.6 2.78 18.44 3.54 18 2.63 538.66 540.35 539.41 540.98 544.20 544.00 C.2
3 End 21.542 0.00 20.21 0.00 0.00 15.97 0.0 41.7 3.6 66.77 73.02 10.97 36 1.02 532.80 533.02 535.06 535.63 536.09 545.25 A.1
4 3 171.273 0.00 20.21 0.00 0.00 15.97 0.0 41.4 3.6 57.24 72.19 9.34 36 1.00 533.22 534.93 535.63 537.38 545.25 545.80 A.2
5 4 195.971 20.21 20.21 0.79 15.97 15.97 41.1 41.1 3.6 57.47 50.18 11.71 30 1.28 535.13 537.63 537.63 540.91 545.80 545.35 A.3
6 3 156.745 0.00 0.00 0.00 0.00 0.00 0.0 0.2 0.0 9.81 5.06 5.55 18 0.20 533.34 533.65 535.63 536.80 545.25 547.00 B.1
7 6 10.780 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 9.81 7.75 5.55 18 0.46 534.15 534.20 537.29 537.38 547.00 547.00 B.2
8 7 44.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 9.81 8.58 5.55 18 0.57 534.25 534.50 537.72 538.05 547.00 545.50 B.3
9 End 126.971 0.48 1.42 0.93 0.45 1.19 5.0 10.8 6.9 8.18 7.84 2.60 24 0.10 534.50 534.63 537.13 537.27 537.25 544.80 D.1
10 9 280.719 0.43 0.94 0.94 0.40 0.74 0.0 8.4 7.5 5.58 7.74 1.77 24 0.10 534.74 535.02 537.43 537.58 544.80 543.75 D.2
11 10 77.623 0.00 0.51 0.00 0.00 0.34 0.0 7.6 7.7 2.63 4.08 1.49 18 0.13 535.10 535.20 537.64 537.68 543.75 540.90 D.3
12 11 102.872 0.32 0.51 0.94 0.30 0.34 5.0 6.5 8.1 2.74 3.55 1.55 18 0.10 535.30 535.40 537.71 537.77 540.90 540.00 D.4
13 12 17.768 0.19 0.19 0.21 0.04 0.04 5.0 5.0 8.6 0.34 5.40 0.19 18 0.22 535.46 535.50 537.78 537.78 540.00 538.75 D.5
Project File: 1069-Storm Sewers.stm Number of lines: 13 Run Date: 2/26/2024
NOTES:Intensity=69.23/(Inlet time+11.30)A 0.75; Return period=Yrs.25 ; c=or e=ellip b=box
Storm Sewers v2023 00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 32.554 0.49 0.83 0.82 0.40 0.72 5.0 5.6 8.9 6.49 31.27 4.48 18 7.56 536.00 538.46 537.49 539.44 538.21 544.20 C.1
2 1 64.326 0.34 0.34 0.95 0.32 0.32 5.0 5.0 9.2 2.96 18.44 3.59 18 2.63 538.66 540.35 539.44 541.00 544.20 544.00 C.2
3 End 21.542 0.00 20.21 0.00 0.00 15.97 0.0 41.6 4.2 77.92 73.02 11.54 36 1.02 532.80 533.02 535.51 535.77 536.09 545.25 A.1
4 3 171.273 0.00 20.21 0.00 0.00 15.97 0.0 41.3 4.2 67.27 72.19 10.39 36 1.00 533.22 534.93 535.77 537.55 545.25 545.80 A.2
5 4 195.971 20.21 20.21 0.79 15.97 15.97 41.1 41.1 4.2 67.48 50.18 13.75 30 1.28 535.13 537.63 537.63 542.15 545.80 545.35 A.3
6 3 156.745 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 10.92 5.06 6.18 18 0.20 533.34 533.65 535.77 537.21 545.25 547.00 B.1
7 6 10.780 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 10.92 7.75 6.18 18 0.46 534.15 534.20 537.83 537.93 547.00 547.00 B.2
8 7 44.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 10.92 8.58 6.18 18 0.57 534.25 534.50 538.36 538.76 547.00 545.50 B.3
9 End 126.971 0.48 1.42 0.93 0.45 1.19 5.0 10.4 7.6 9.09 7.84 2.89 24 0.10 534.50 534.63 537.49 537.66 537.25 544.80 D.1
10 9 280.719 0.43 0.94 0.94 0.40 0.74 0.0 8.2 8.2 6.10 7.74 1.94 24 0.10 534.74 535.02 537.86 538.03 544.80 543.75 D.2
11 10 77.623 0.00 0.51 0.00 0.00 0.34 0.0 7.4 8.4 2.86 4.08 1.62 18 0.13 535.10 535.20 538.11 538.16 543.75 540.90 D.3
12 11 102.872 0.32 0.51 0.94 0.30 0.34 5.0 6.4 8.7 2.96 3.55 1.68 18 0.10 535.30 535.40 538.19 538.26 540.90 540.00 D.4
13 12 17.768 0.19 0.19 0.21 0.04 0.04 5.0 5.0 9.2 0.37 5.40 0.21 18 0.22 535.46 535.50 538.28 538.28 540.00 538.75 D.5
Project File: 1069-Storm Sewers.stm Number of lines: 13 Run Date: 2/26/2024
NOTES:Intensity=71.71 /(Inlet time+13.20)A 0.71; Return period=Yrs. 100 ; c=cir e=ellip b=box
Storm Sewers v2023 00

WATER QUALITY

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throughout North America. permitting requirements.
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STORMWATER
local regulatory expertise and flexible solutions, 'at/IN DESIGN ENGINEER
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Setting new standards in Stormwater in
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The Jellyfish Filter is a stormwater quality treatment
technology featuring high flow pretreatment and membrane Jellyfish®Filter
filtration in a compact stand-alone system.Jellyfish removes
floatables,trash,oil,debris,TSS,fine silt-sized particles, and a
high percentage of particulate-bound pollutants; including
phosphorus, nitrogen, metals and hydrocarbons.The high
surface area membrane cartridges,combined with up-flow
hydraulics,frequent, passive backwashing,and rinseable/
reusable cartridges ensure long-lasting performance.
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ENGINEERED SOLUTIONS

How the Jellyfish° Filter Treats
Stormwater
Tested in the field and laboratory...
■ Stormwater enters the Jellyfish through the inlet pipe
and traps floating pollutants behind the maintenance
access wall and below the cartridge deck.
■ Water is conveyed below the cartridge deck where a 411.
separation skirt around the cartridges isolates oil,trash
and debris outside the filtration zone.
■ Water is directed to the filtration zone and up through
the top of the cartridge where it exits via the outlet pipe.
■ The membrane filters provide a very large surface area
to effectively remove fine sand and silt-sized particles,
and a high percentage of particulate-bound pollutants
such as nitrogen,phosphorus,metals,and hydrocarbons
while ensuring long-lasting treatment.
■ As influent flow subsides,the water in the backwash
pool flows back into the lower chamber.This passive
backwash extends cartridge life.
■ The draindown cartridge(s)located outside the
backwash pool enables water levels to balance. Jellyfish'Filter
Standard Configuration
Learn More:
www.ContechES.com/jellyfish
1 Pretreat bioretention or
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to extend service life.
Setting new standards in Stormwater Treatment

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POLLUTANT OF CONCERN %REMOVAL . . .`r`-
Total Trash 99%
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Total Suspended Solids(TSS) 89% -
Total Phosphorus(TP) 59%
Total Nitrogen(TN) 51%
Sources:
Total Copper(TCu) > 50% TARP II Field Study-2012 JF 4-2-1 Configuration
MRDCFIoatables Testing-2008JF6-6-1 Configuration
Total Zinc(TZn) > 50%
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Jellyfish° Filter Features and Benefits
FEATURE BENEFITS
High surface area membrane filtration Low flux rate promotes cake filtration and slows membrane
occlusion
High design treatment flow rate per cartridge(up to 80 Compact system with a small footprint,lower construction cost
gpm(5 Us))
Low driving head(typically 18 inches or less(457 mm)) Design flexibility,lower construction cost
Lightweight cartridges with passive backwash Easy maintenance and low life-cycle cost
The Jellyfish Filter can be
�,� configured in a manhole,
catch basin, or vault.
Select Jellyfish° Filter Certifications
and Verifications
The Jellyfish Filter has been reviewed by numerous state and
federal programs,including:
• Washington State Department of Ecology(TAPE)GULD—BASIC, � • ,
Phosphorus I
• Virginia Department of Environmental Quality(VA DEQ)
• Texas Commission of Environmental Quality(TCEQ) • Aft. •
• Canada ISO 14034 Environmental Management—Environmental • ✓
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Technology Verification(ETV) •
• Philadelphia Water District(PWD) •
• Maryland Department of the Environment(MD DOE)
Field tested and performance verified

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SOLUTIONS SOLUTIONS IT9111 SOLUTIONS
Few companies offer the wide range of high- THE CONTECH WAY
Contech®Engineered Solutions provides innovative,cost-effective
quality stormwater resources you can find with
site solutions to engineers,contractors,and developers on projects
us—state-of-the-art products,decades of across North America.Our portfolio includes bridges,drainage,
expertise,and all the maintenance support you erosion control,retaining wall,sanitary sewer and stormwater
management products.
need to operate your system cost-effectively.
TAKE THE NEXT STEP
For more information:www.ContechES.com
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY.APPLICATIONS C I�/i N T E C H
SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS
AND DECISIONS,AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY ENGINEERED SOLUTIONS
APPLICATION.CONTECH MAKES NO WARRANTY WHATSOEVER,EXPRESS OR IMPLIED,RELATED
TO THE APPLICATIONS,MATERIALS,COATINGS,OR PRODUCTS DISCUSSED HEREIN.ALL IMPLIED
WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY II MOO
PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH.SEE CONTECH'S CONDITIONS OF SALE Get social with us:
(AVAILABLE AT W W W.CONTECHES.COM/COS)FOR MORE INFORMATION. 800-338-1122 I www.Contech ES.com
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