SW3230605_Design Calculations_20230627

Rogers Pond Subdivision
Site Address: 8624 Old Waxhaw Monroe Road
Town of Waxhaw, NC 28173
Owner/Developer: Smith Douglas Homes
4297 NC HWY 24/27E
Suite B
Midland, NC 2107
Stormwater Calculations
FOR:
Rogers Pond Subdivision
March 23, 2023
BY:
American Engineering Associates — Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
www.American-EA.com
ic\ AMERICAN
Engineering

American Engineering Associates-Southeast, PA.
AMERICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
ENGINEER CERTIFICATION
I HEREBY CERTIFY THAT SPECIFICATIONS CONTAINED HEREIN AND THE ACCOMPANYING CALCULATIONS
WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION.
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BY: BLAKE H. ESTRIDGE
COMPANY: AMERICAN ENGINEERING ASSOCIATES -
SOUTHEAST, PA
TITLE: PROJECT ENGINEER

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Table of Contents
Title Page No.
Narrative 5
Construction Sequence 9
Vicinity Map 10
Soils Map 11
USGS Quad Map 15
Flood Map 16
Storm Drain Calculations 17
System A - 10-Year Analysis Hydraflow Results 18
System B - 10-Year Analysis Hydraflow Results 22
System C - 25-Year Analysis Hydraflow Results 25
System D - 10-Year Analysis Hydraflow Results 27
System J - 10-Year Analysis Hydraflow Results 29
Gutter Spread Calculations 31
Culvert E Calculations 34
Culvert F Calculations 36
Culvert K Calculations 38
Pre vs Post Development Drainage Area Maps 40
BMP Calculations 43
Wet Pond 1 - Water Quality Calculations 44
Wet Pond 1 - SA/DA Calculations & Forebay Sizing 45
Wet Pond 1 - Anti-Floatation Calculations 46
Wet Pond 1 - Pond Permanent Pool Drain Calculations 47
Wet Pond 2 - Water Quality Calculations 48
Wet Pond 2 - SA/DA Calculations & Forebay Sizing 49
Wet Pond 2 - Anti-Floatation Calculations 50
Wet Pond 2 - Pond Permanent Pool Drain Calculations 51
Sand Filter 3 - Water Quality Calculations 52
Sand Filter 3 - Anti-Floatation Calculations 54
Hydraflow Hydrograph Results and Pond Reports 55

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Erosion and Sediment Control Calculations 112
Skimmer Sediment Basin No. 1 - Phase 1 113
Skimmer Sediment Basin No. 1 - Phase 2 116
Skimmer Sediment Basin No. 2 - Phase 1 119
Skimmer Sediment Basin No. 2 - Phase 2 122
Skimmer Sediment Basin No. 3 - Phase 1 125
Skimmer Sediment Basin No. 3 - Phase 3 128
Skimmer Basin No. 4 - Phase 1 131
Skimmer Basin No. 5 - Phase 1 133
Riprap Apron Calculations 135
Appendices 146
Drainage Area Map 147
Erosion and Sediment Control Plan Phase 1 148
Erosion and Sediment Control Plan Phase 2 149
Erosion and Sediment Control Plan Phase 3 150
List of Tables
Wet Pond No. 1 Tributary Areas 6
Wet Pond No. 2 Tributary Areas 6
Sand Filter 3 Tributary Areas 6
Undetained Tributary Areas 6
Pre vs Post Discharge Rates Summary Table 7
Outlet Velocity Table 7
Hydrologic Soil Group 13

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Site Narrative
The proposed project, Rogers Pond Subdivision, is a 124-lot townhome development located in Union County,
North Carolina, in the Town of Waxhaw.The proposed project is a 61.57-acre development, with approximately
44 acres of denuded area.The proposed development is located along Old Waxhaw Monroe Road, north of the
intersection of Old Waxhaw Monroe Road and Waxhaw Farms Road.The northeastern boundary of the site is
Blythe Creek.The southern and southeastern boundaries of the site are low density single family residential lots.
The western boundary of the site is Old Waxhaw Monroe Road. The northern boundary of the site is the Wysacky
Park residential subdivision.
This construction site includes the clearing and grubbing of existing wooded land,grading of the existing site, and
the construction of 124 single family residential homes, roads, sidewalks, and associated improvements.
Site development and grading will occur in three phases.All sediment basins have been designed for both stages
of construction. Erosion and sediment control measures were sized using North Carolina Department of
Environmental Quality(NCDEQ) requirements.
Pre-Development Conditions
The project site is located within an area having a zone designation AE by the Federal Emergency Management
Agency (FEMA) on Flood Insurance Rate Map (FIRM) Number 3710448200J, with a date of identification of
October 16, 2008.The existing property consists of an existing pond,woods and open space with several
structures.
Existing stormwater drains off the site to the northeast toward Blythe Creek as shown on the pre development
drainage map located in the appendix.
The soil types identified within the project area are CeB2 (Cecil gravelly sandy clay loam) and CeC2 (Cecil gravelly
sandy clay loam).The soil types identified were used in determining Curve Numbers (CNs)for the onsite and
offsite runoff.
Post-Development Conditions
The proposed site will consist of paved streets with curb &gutter and concrete sidewalks.The 124 lots
will consist of single family homes with concrete driveways. Common open areas are located throughout
the proposed development.The site will be mass graded and the denuded area is approximately 44 acres.
5

American Engineering Associates-Southeast, PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
The hydrologic analysis conducted for the proposed project included the study of both onsite and offsite drainage
areas for the wet pond. The analysis was conducted using the Soil Conservation Service (SCS) Hydrograph Method,
as outlined in SCS Technical Release 55 (TR-55). Hydrographs calculated using Hydraflow software were used to
compute peak rates of runoff for the pre-development and post-development conditions. The wet ponds and
sand filter have been designed to meet pre-construction conditions for the 2-year and 10-year storm events and
minimum 80%trapping efficiency as required by the NCDEQ and the Town of Waxhaw.
Post-development drainage conditions can be viewed on the drainage area map located in the appendix.
Development of the site will include two wet ponds and a sand filter to account for water quality storage volumes.
The wet ponds will maintain a permanent pool of water, with storage volumes provided above these elevations.
The wet ponds will promote sedimentation and pollutant treatment of stormwater runoff. Treated flow will be
discharged back toward Blythe Creek. The sand filter will treat pollutants from stormwater runoff through the
sand filter media cell and discharge treated flow back toward Blythe Creek.The total tributary area draining to the
proposed wet pond 1 is 21.98 ac. The total tributary area drainage to the proposed wet pond 2 is 14.15 ac. The
total tributary area draining to the proposed sand filter 3 is 5.51 ac.The tributary areas for the BMPs are
summarized in the tables below. The undetained areas are also listed in a table below. The undetained areas are
areas that drain to the points of analysis that are not routed through the ponds. These areas are modeled and
added to the areas routed through the ponds to get a total post development runoff.
WET POND NO. 1 TRIBUTARY AREAS
Impervious Open TOTAL TO WET POND 1
Drainage Area (ac) 6.91 15.07 21.98
WET POND NO.2 TRIBUTARY AREAS
Impervious Open TOTAL TO WET POND 2
Drainage Area (ac) 6.03 8.12 14.15
SAND FILTER NO. 3 TRIBUTARY AREAS
Impervious Open TOTAL TO SAND FILTER 3
Drainage Area (ac) 2.29 3.22 5.51
UNDETAINED TRIBUTARY AREAS
Impervious Open TOTAL UNDETAINED
Drainage Area (ac) 0.71 24.31 25.02
6

American Engineering Associates-Southeast,PA.
i AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Pre vs Post Discharge Rates Summary Table
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 39.12 117.71 175.05 225.00 281.07 Pre Dev
2 SCS Runoff 43.31 87.46 117.50 142.58 169.61 Post Dev Det BMP1
3 SCS Runoff 35.45 66.39 86.77 103.37 121.10 Post Dev Det BMP2
4 SCS Runoff 13.20 25.05 32.94 39.37 46.26 Post Dev Det BMP3
5 SCS Runoff 16.37 46.73 68.69 87.91 109.25 Post Dev Undetained
6 Reservoir 2 2.519 13.99 41.44 73.71 98.40 Wet Pond 1
7 Reservoir 3 3.336 26.89 58.25 71.12 85.69 Wet Pond 2
8 Reservoir 4 1.503 9.356 25.33 34.30 41.83 Sand Filter 3
9 Combine 5,6,7, 20.85 96.34 188.47 260.52 325.93 Post Dev Combined
8
Outlet Velocity Table
Outlet ID Velocity (ft/s)
A-45 8.99
B-39 7.38
C-21 6.03
D-2 3.58
E-2 5.98
F-2 5.78
J-3 3.85
K-2 4.19
The contents of this Stormwater Pollution Prevention Plan (SWPPP) were prepared for Smith Douglas Homes as
the primary permittee seeking coverage under North Carolina's National Pollutant Discharge Elimination System
(NPDES) General Permit for Stormwater Discharges from Construction (CGP). Unless required by the owner,this
plan may also be used by secondary permittees to obtain coverage under the CGP.
7

American Engineering Associates-Southeast,PA.
i AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Summary
The stormwater control measures have been designed to meet pre-and post-development requirements for the
2-year and 10-year storm events. Furthermore,the stormwater control measures have been designed to achieve
a minimum 80%trapping efficiency as required by the NCDEQ and meet the latest NPDES General Permit for
Stormwater Discharge requirements.
Upon removal of the sediment basins, level spreader devices shall be installed at the proposed storm drainage
outfalls. Upon exiting the level spreader devices, stormwater from the various systems will discharge into off the
site at the western boundary.
In conclusion, due to the existing site conditions and proposed runoff control measures,the proposed project is
not anticipated to have any negative impacts on any downstream or adjacent properties.
8

American Engineering Associates-Southeast,PA.
A AM E.R I C A N 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Construction Sequence
1. Obtain grading/erosion control plan approval from the Town of Waxhaw Engineering
Department.
2. Set up an on-site pre-construction conference with erosion control inspector of the Town
Engineering Department to discuss erosion control measures. Failure to schedule such
conference 48 hours prior to any land disturbing activity is a violation of chapter 17 of the
town code and is subject to fine.
3. Install silt fence, inlet protection, sediment basins, diversion ditches, tree protection and
other measures as shown on plans, clearing only as necessary to install these devices.
4. Call for on-site inspection by inspector. When approved, inspector issues the grading permit
and clearing and grubbing may begin.
5. The contractor shall diligently and continuously maintain all erosion control devices and
structures.
6. For phased erosion control plans, contractor shall meet with erosion control inspector prior
to commencing with each phase of erosion control measures.
7. Stabilize site as areas are brought to finished grade.
8. Coordinate with erosion control inspector prior to removal of erosion control measure.
9. All erosion control measures shall be constructed in accordance with the NC Erosion and
Sediment Control Planning and Design Manual, US Dept of Agriculture,Town of Waxhaw
Erosion Control Ordinance.
9

American Engineering Associates-Southeast,PA.
i AM E RI CAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
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10

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Hydrologic Soil Group—Union County,North Carolina 3
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USDA Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4 11

American Engineering Associates-Southeast,PA.
AM E. RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Hydrologic Soil Group—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest jAop C The soil surveys that comprise your A01 were mapped at
Area of merest(Aoq 1:24,000.
• ciD
soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A G 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
0 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
B
O Transportation scale.
RID 1-14 Rails
Please rely on the bar scale on each map sheet for map
C ono Interstate Highways measurements.
0 Cal ti US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines projection,which preserves direction and shape but distorts
, Background
A distance and area.A projection that preserves area,such as the
Aerial Photography Albers equal-area conic projection,should be used if more
r✓ wo accurate calculations of distance or area are required.
N B This product is generated from the USDA-NRCS certified data as
rti B/Dof the version date(s)listed below.
..�i C Soil Survey Area: Union County,North Carolina
Survey Area Data: Version 22,Jan 21,2022
,•v CID
Soil map units am labeled(as space allows)for map scales
D 1:50,000 or larger.
a. Not rated or not available Date(s)aerial images were photographed: Jul 18,2011—Nov
Soil Rating Points 25,2017
O A The otthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O ND imagery displayed on these maps.As a result,some minor
B shifting of map unit boundaries may be evident.
•▪ BiD
>i is Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4
12

American Engineering Associates-Southeast,PA.
A \ A ME RI CAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Hydrologic Soil Group—Union County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CeB2 Cecil gravelly sandy clay B 21.2 27 7%
loam,2 to 8 percent
slopes,moderately
eroded
CeC2 Cecil gravelly sandy clay B 53.9 70.5%
loam,8 to 15 percent
slopes,moderately
eroded
W Water 1.4 1.8%
Totals for Area of Interest 76.6 100.0%
USDA Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4
13

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
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 (A/D, 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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
14

i \
American Engineering Associates-Southeast,PA.
AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
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15

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
E n g i n e e r i n g OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
National Flood Hazard Layer ta'.'. FEMA Legend
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1 t time.The NFHL and effective iMonnatfon may change or
IA'S become superseded by new data over time.
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elements do not appear.basemap Imagery,flood zone labels.
/// legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
80.439'A'34"5144 N
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0 250 500 1,000 1,500 2.000 regulatory purposes.
Basemap:USGS National Map:Ortholmagery.Data refreshed October,2020
FEMA Flood Map
Portion of Panel No. 3710448200J
16

STORM DRAIN CALCULATIONS

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Project File: Storm A.stm Number of lines:46 Date:3/22/2023
Storm Sewers v2021 00

Storm Sewer Tabulation Page 1
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 !nor 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 37.153 0.00 19.52 0.00 0.00 10.40 0.0 14.9 5.2 54.33 66.69 8.99 36 1.00 632.50 632.87 634.89 635.26 635.92 642.64 A44-A45
2 1 54.413 0.00 16.40 0.00 0.00 8.98 0.0 14.8 5.2 47.05 86.70 8.06 36 1.00 632.87 633.42 635.26 635.65 642.64 647.52 A38-A44
3 2 126.500 0.04 16.40 0.70 0.03 8.98 5.0 14.5 5.3 47.43 66.69 8.39 36 1.00 633.42 634.68 635.65 636.92 647.52 646.99 A37-A38
4 3 22.817 0.74 14.23 0.70 0.52 7.81 5.0 14.4 5.3 41.32 50.23 10.30 30 1.50 640.46 640.80 642.18 642.95 646.99 647.56 A36-A37
5 4 41.000 0.37 13.49 0.70 0.26 7.29 5.0 14.4 5.3 38.66 50.23 8.69 30 1.50 640.80 641.41 642.95 643.51 647.56 647.37 A35-A36
6 5 120.608 0.33 1.73 0.70 0.23 1.04 5.0 7.9 6.5 6.72 7.91 6.69 15 1.50 643.12 644.93 644.01 645.97 647.37 649.78 A7-A35
7 6 182.949 0.36 1.40 0.60 0.21 0.81 0.0 7.2 6.7 5.37 9.13 5.17 15 2.00 644.93 648.59 645.97 649.53 649.78 657.72 A6-A7
8 7 153.191 0.04 0.77 10.70 0.03 0.40 5.0 6.1 6.9 2.76 12.91 6.26 15 4.00 653.45 659.57 653.84 660.24 657.72 665.53 A4-A6
9 8 22.000 0.11 0.73 0.40 0.04 0.37 5.0 5.9 7.0 2.61 12.91 3.99 15 4.00 659.57 660.45 660.24 661.10 665.53 665.53 A3-A4
10 9 78.454 0.08 0.63 0.70 0.06 0.33 5.0 5.2 7.2 2.37 9.13 3.82 15 2.00 660.45 662.02 661.10 662.64 665.53 669.87 A2-A3
11 10 22.000 0.55 0.55 0.50 0.27 0.27 5.0 5.0 7.2 1.97 6.46 4.17 15 1.00 665.40 665.62 665.88 666.18 669.87 669.87 A1-A2
12 5 142.464 0.24 10.83 0.70 0.17 5.61 5.0 14.0 5.4 30.02 50.23 7.23 30 1.50 641.41 643.55 643.51 645.42 647.37 651.34 A34-A35
13 12 211.106 0.25 9.21 0.70 0.18 4.75 5.0 8.9 6.3 29.73 35.76 11.25 24 2.50 644.05 649.33 645.44 651.19 651.34 656.86 A31-A35
14 13 116.413 0.07 8.63 0.70 0.05 4.34 5.0 8.7 6.3 27.42 35.76 9.08 24 2.50 649.33 652.24 651.19 654.05 656.86 659.81 A28-A30
15 14 87.500 0.06 8.56 0.70 0.04 4.29 5.0 8.5 6.3 27.24 35.76 9.10 24 2.50 652.24 654.43 654.05 656.24 659.81 662.01 A27-A28
16 15 44.295 0.29 8.24 0.70 0.21 4.09 5.0 7.1 6.7 27.33 35.76 9.13 24 2.50 654.43 655.53 656.24 657.35 662.01 663.49 A24-A27
17 16 25.543 0.44 7.23 0.70 0.31 3.38 5.0 7.0 6.7 22.65 27.70 8.91 24 1.50 656.25 656.63 657.63 658.33 663.49 663.45 A21-A24
18 17 57.021 0.29 1.37 0.70 0.21 0.64 5.0 6.0 7.0 4.42 6.46 4.45 15 1.00 657.26 657.83 658.33 658.68 663.45 664.19 A20-A21
19 18 133.733 0.00 1.07 0.00 0.00 0.43 0.0 5.1 7.2 3.09 9.13 3.90 15 2.00 657.83 660.50 658.68 661.21 664.19 667.23 A19-A20
20 19 20.980 1.07 1.07 0.40 0.43 0.43 5.0 5.0 7.2 3.11 6.46 4.77 15 1.00 662.98 663.19 663.59 663.90 667.23 666.86 A18-A19
21 17 136.500 0.83 5.42 0.45 0.37 2.44 5.0 6.6 6.8 16.61 22.62 6.29 24 1.00 656.63 658.00 658.33 659.47 663.45 663.28 A17-A21
22 21 109.000 0.98 3.24 0.45 0.44 1.46 5.0 6.3 6.9 10.05 16.72 6.90 18 1.50 658.37 660.01 659.47 661.23 663.28 664.65 A15-A17
Project File: Storm A.stm Number of lines:46 Run Date: 3/22/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Storm Sewer Tabulation Page 2
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 !nor 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)
23 22 161.000 1.03 2.26 0.45 0.47 1.02 5.0 5.8 7.0 7.14 10.28 6.69 15 1.50 660.26 662.67 661.23 663.74 664.65 667.09 A14-A15
24 23 156.000 1.23 1.23 0.45 0.55 0.55 5.0 5.0 7.2 4.00 10.28 4.17 15 1.50 662.67 665.01 663.74 665.82 667.09 668.90 A13-A14
25 16 165.771 0.26 0.72 0.70 0.18 0.50 5.0 5.2 7.2 3.60 9.13 5.79 15 2.00 657.76 661.08 658.31 661.84 663.49 665.91 A23-A24
26 25 22.000 0.46 0.46 0.70 0.32 0.32 5.0 5.0 7.2 2.31 6.46 3.42 15 1.00 661.08 661.30 661.84 661.90 665.91 665.91 A22-A23
27 21 56.000 1.35 1.35 0.45 0.61 0.61 5.0 5.0 7.2 4.41 8.39 4.97 15 1.00 658.62 659.18 659.47 660.03 663.28 664.15 A16-A17
28 1 233.806 0.43 3.12 0.50 0.22 1.42 5.0 6.8 6.7 9.61 15.71 10.73 15 3.50 638.58 646.77 639.29 647.94 642.64 651.99 A43-A44
29 28 120.481 0.68 2.69 0.45 0.31 1.21 5.0 6.5 6.8 8.25 11.87 6.99 15 2.00 646.77 649.18 647.94 650.30 651.99 654.18 A42-A43
30 29 207.273 0.53 2.01 0.45 0.24 0.90 5.0 5.8 7.0 6.32 11.87 5.68 15 2.00 649.18 653.32 650.30 654.34 654.18 658.21 A41-A42
31 30 78.587 0.00 1.47 0.00 0.00 0.66 0.0 5.5 7.1 4.70 18.77 4.76 15 5.00 653.32 657.25 654.34 658.13 658.21 674.37 A40-A41
32 31 118.369 1.47 1.47 0.45 0.66 0.66 5.0 5.0 7.2 4.79 14.54 5.18 15 3.00 657.25 660.80 658.13 661.69 674.37 666.16 A39-A40
33 15 22.000 0.19 0.26 0.70 0.13 0.16 5.0 8.1 6.4 1.03 6.46 2.40 15 1.00 655.64 655.86 656.24 656.25 662.01 662.01 A26-A27
34 33 31.712 0.07 0.07 0.40 0.03 0.03 5.0 5.0 7.2 0.21 6.46 1.29 15 1.00 655.86 656.17 656.25 656.35 662.01 661.67 A25-A26
35 7 22.650 0.28 0.28 0.70 0.20 0.20 5.0 5.0 7.2 1.41 6.46 3.78 15 1.00 653.47 653.70 653.87 654.17 657.72 658.00 A5-A6
36 13 22.000 0.32 0.32 0.70 0.23 0.23 5.0 5.0 7.2 1.64 6.46 3.95 15 1.00 652.39 652.61 652.82 653.12 656.86 656.86 A29-A30
37 3 149.892 0.22 2.13 0.70 0.15 1.14 5.0 9.1 6.2 7.09 15.99 3.57 24 0.50 635.00 635.75 636.92 636.69 646.99 643.24 Al2-A37
38 37 22.500 0.14 1.92 0.70 0.10 0.99 5.0 8.9 6.3 6.18 15.99 4.44 24 0.50 635.75 635.86 636.69 636.74 643.24 643.24 A11-Al2
39 38 71.221 0.37 1.05 0.50 0.18 0.53 5.0 8.5 6.4 3.34 14.44 7.00 15 5.00 637.56 641.12 637.97 641.86 643.24 646.68 A9-A11
40 39 153.000 0.29 0.68 0.50 0.15 0.34 5.0 7.2 6.7 2.28 18.77 3.46 15 5.00 641.12 648.77 641.86 649.38 646.68 653.05 A9A-A9
41 40 153.000 0.39 0.39 0.50 0.20 0.20 5.0 5.0 7.2 1.43 18.77 2.90 15 5.00 648.77 656.42 649.38 656.90 653.05 660.70 A9B-A9A
42 12 65.924 0.40 1.38 0.50 0.20 0.69 5.0 13.7 5.4 3.71 6.46 5.03 15 1.00 644.80 645.46 645.48 646.24 651.34 648.93 A33-A34
43 42 106.800 0.87 0.97 0.50 0.43 0.49 5.0 13.1 5.5 2.68 8.39 3.72 15 1.00 645.46 646.53 646.24 647.18 648.93 651.59 A32-A33
44 43 151.643 0.11 0.11 0.50 0.05 0.05 5.0 5.0 7.2 0.38 20.56 1.46 15 6.00 646.53 655.63 647.18 655.87 651.59 666.17 A31-A32
Project File: Storm A.stm Number of lines:46 Run Date: 3/22/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Storm Sewer Tabulation Page 3
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 !nor 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)
45 5 22.000 0.56 0.56 0.70 0.39 0.39 5.0 5.0 7.2 2.85 6.46 4.65 15 1.00 643.12 643.34 643.70 644.02 647.37 647.37 A8-A35
46 38 30.889 0.73 0.73 0.50 0.36 0.36 5.0 5.0 7.2 2.63 6.46 4.54 15 1.00 636.61 636.92 637.17 637.57 643.24 641.90 A10-A11
Project File: Storm A.stm Number of lines:46 Run Date: 3/22/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
B24 3625
30 29 B
B16 B26
28
23
B19
B20 24 20 B29
21 623 27
B17 22 19
B30
B18
34 18
::33
B22 B32
2 Outfall
B5 35 4
1
B1 B3 12 9 B15
11 a4 621
8 32
B2 B37
5 37
B36
33
B6 38
7
B14 B35
B34
B8 6
16
B9 B123
15
14
B11 25
B10
Project File: Storm B.stm Number of lines:38 Date:3/12/2023
Storm Sewers v2021 00

Storm Sewer Tabulation Page 1
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 !nor Total Inv* 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 47.928 0.00 11.25 0.00 0.00 6.55 0.0 13.1 5.5 35.93 47.49 7.38 36 0.51 594.50 594.74 596.45 596.70 597.92 607.03 B38-B39
2 1 143.405 0.56 9.89 0.70 0.39 5.93 5.0 12.6 5.6 33.02 47.16 5.98 36 0.50 594.74 595.46 597.54 597.32 607.03 609.12 B33-B38
3 2 22.000 0.14 9.33 0.70 0.10 5.54 5.0 12.6 5.6 30.90 41.01 7.81 30 1.00 595.46 595.68 597.32 597.57 609.12 609.12 B32-B33
4 3 91.941 0.37 3.65 0.70 0.26 2.22 5.0 12.2 5.6 12.54 22.62 6.66 24 1.00 604.12 605.04 605.18 606.31 609.12 610.78 B15-B32
5 4 204.188 0.09 3.28 0.70 0.06 1.97 5.0 11.4 5.8 11.39 22.62 5.56 24 1.00 605.04 607.08 606.31 608.29 610.78 614.37 B14-B15
6 5 66.761 0.27 3.19 0.70 0.19 1.91 5.0 11.1 5.8 11.12 22.62 6.42 24 1.00 607.58 608.25 608.57 609.44 614.37 617.02 B13-B14
7 6 240.724 0.34 1.35 0.70 0.24 0.86 5.0 10.2 6.0 5.18 12.91 7.64 15 4.00 611.72 621.35 612.27 622.27 617.02 626.66 B7-B13
8 7 209.056 0.02 0.60 0.70 0.01 0.34 5.0 8.4 6.4 2.16 11.18 3.03 15 3.00 621.35 627.62 622.27 628.21 626.66 633.91 B5-B7
9 8 68.888 0.03 0.59 0.70 0.02 0.33 5.0 7.8 6.5 2.14 10.21 3.79 15 2.50 627.62 629.35 628.21 629.93 633.91 637.11 B4-B5
10 9 52.409 0.09 0.37 0.70 0.07 0.18 5.0 6.9 6.7 1.18 6.46 3.59 15 1.00 632.27 632.79 632.63 633.22 637.11 639.23 B2-B4
11 10 74.598 0.27 0.27 0.40 0.11 0.11 5.0 5.0 7.2 0.79 6.46 2.48 15 1.00 632.79 633.54 633.22 633.88 639.23 637.54 B1-B2
12 9 21.771 0.19 0.19 0.70 0.13 0.13 5.0 5.0 7.2 0.95 6.46 3.37 15 1.00 632.63 632.85 632.96 633.23 637.11 637.10 B3-B4
13 6 22.226 0.44 1.57 0.70 0.31 0.85 5.0 9.2 6.2 5.28 15.99 4.42 24 0.50 608.63 608.74 609.44 609.55 617.02 616.89 B12-B13
14 13 136.500 0.36 1.13 0.50 0.18 0.54 5.0 8.5 6.4 3.45 4.57 4.09 15 0.50 609.49 610.17 610.30 610.99 616.89 617.22 B11-B12
15 14 256.403 0.19 0.62 0.50 0.10 0.29 5.0 5.9 7.0 2.00 14.54 2.76 15 3.00 610.17 617.87 611.25 618.43 617.22 627.18 B9-B11
16 15 61.566 0.42 0.42 0.45 0.19 0.19 5.0 5.0 7.2 1.37 14.54 5.38 15 3.00 622.61 624.46 622.87 624.92 627.18 629.44 B8-B9
17 7 24.166 0.40 0.40 0.70 0.28 0.28 5.0 5.0 7.2 2.05 6.46 4.21 15 1.00 622.41 622.65 622.89 623.22 626.66 627.06 B6-B7
18 3 39.130 0.16 5.54 0.70 0.11 3.22 5.0 8.5 6.3 20.40 22.62 7.82 24 1.00 596.18 596.57 597.67 598.19 609.12 608.42 B31-B32
19 18 120.000 0.16 3.58 0.70 0.11 2.00 5.0 7.6 6.6 13.09 22.62 6.76 24 1.00 603.14 604.34 604.23 605.64 608.42 611.83 B23-B31
20 19 101.879 0.52 2.07 0.60 0.31 1.28 5.0 7.3 6.6 8.47 13.70 9.49 15 4.50 605.71 610.30 606.42 611.43 611.83 616.59 B20-B23
21 20 238.233 0.14 1.09 0.60 0.09 0.65 5.0 6.3 6.9 4.45 13.70 4.39 15 4.50 610.30 621.02 611.43 621.87 616.59 627.42 B18-B20
22 21 22.060 0.42 0.95 0.70 0.30 0.56 5.0 6.1 6.9 3.87 6.46 4.52 15 1.00 621.02 621.24 621.87 622.03 627.42 627.44 B17-B18
Project File: Storm B.stm Number of lines:38 Run Date: 3/12/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Storm Sewer Tabulation Page 2
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)
23 22 106.604 0.52 0.52 0.50 0.26 0.26 5.0 5.0 7.2 1.90 6.46 2.99 15 1.00 621.24 622.30 622.03 622.85 627.44 627.37 B16-B17
24 20 22.000 0.46 0.46 0.70 0.32 0.32 5.0 5.0 7.2 2.35 6.46 4.38 15 1.00 612.12 612.34 612.64 612.95 616.59 616.59 B19-B20
25 14 56.000 0.15 0.15 0.50 0.08 0.08 5.0 5.0 7.2 0.55 8.39 1.53 15 1.00 610.17 610.73 611.25 611.02 617.22 614.98 B10-B11
26 18 22.000 0.42 1.81 0.70 0.29 1.11 5.0 8.5 6.4 7.08 10.50 5.93 18 1.00 597.43 597.65 598.33 598.68 608.42 608.42 B30-B31
27 26 26.870 0.02 1.39 0.70 0.01 0.82 5.0 8.4 6.4 5.24 6.46 5.61 15 1.00 599.65 599.92 600.50 600.84 608.42 607.80 B29-B30
28 27 135.389 0.29 1.37 0.70 0.20 0.81 5.0 7.8 6.5 5.24 6.46 5.37 15 1.00 599.92 601.27 600.84 602.20 607.80 605.74 B28-B29
29 28 76.787 0.23 0.77 0.50 0.12 0.38 5.0 7.3 6.6 2.55 14.44 4.25 15 5.00 601.61 605.45 602.20 606.08 605.74 609.91 B26-B28
30 29 117.486 0.11 0.54 0.50 0.05 0.27 5.0 6.0 7.0 1.86 14.54 3.49 15 3.00 605.50 609.03 606.08 609.57 609.91 613.87 B25-B26
31 30 75.395 0.43 0.43 0.50 0.21 0.21 5.0 5.0 7.2 1.55 14.54 3.24 15 3.00 609.03 611.29 609.57 611.78 613.87 616.15 B24-B25
32 1 72.483 0.29 1.36 0.50 0.15 0.61 5.0 8.5 6.4 3.91 29.40 5.27 24 1.00 597.57 598.30 598.07 598.99 607.03 610.48 B37-B38
33 32 112.774 0.26 0.26 0.50 0.13 0.13 5.0 5.0 7.2 0.94 8.39 3.75 15 1.00 605.88 607.01 606.16 607.39 610.48 611.80 B34-B37
34 19 77.838 0.26 1.35 0.45 0.12 0.61 5.0 5.5 7.1 4.30 6.46 5.27 15 1.00 605.09 605.87 605.84 606.71 611.83 610.12 B22-B23
35 34 92.849 1.09 1.09 0.45 0.49 0.49 5.0 5.0 7.2 3.54 8.39 4.29 15 1.00 605.87 606.80 606.71 607.56 610.12 611.90 B21-B22
36 28 22.000 0.32 0.32 0.70 0.22 0.22 5.0 5.0 7.2 1.61 6.46 2.57 15 1.00 601.27 601.49 602.20 601.99 605.74 605.74 B27-B28
37 32 84.526 0.49 0.80 0.40 0.20 0.34 5.0 6.6 6.8 2.29 16.00 2.93 24 0.50 598.30 598.72 598.99 599.25 610.48 603.72 B36-B37
38 37 55.500 0.31 0.31 0.45 0.14 0.14 5.0 5.0 7.2 1.01 7.43 2.93 18 0.50 599.09 599.36 599.46 599.74 603.72 603.61 B35-B36
Project File: Storm B.stm Number of lines:38 Run Date: 3/12/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
C8
15
C7
16 14
C6
C9
C1d3
7 6 17 C12 Outfall
8 C11
C13
C5
1
9 C20
5 2
C4 C17
12
C3 3
C14 20 4 18
10
C15 6
C2
C19
11
19
Cl
C18
Project File: Storm C.stm Number of lines:20 Date:3/12/2023
Storm Sewers v2021 00

Storm Sewer Tabulation Page 1
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 !nor Total Inv* 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 77.127 0.00 4.69 0.00 0.00 2.76 0.0 13.3 5.5 15.09 15.99 6.03 24 0.50 593.00 593.39 594.40 594.98 595.33 598.41 C20-021
2 1 85.976 0.00 4.48 0.00 0.00 2.66 0.0 10.4 6.0 15.86 58.81 5.81 24 4.00 593.39 596.82 595.45 598.26 598.41 606.62 C17-C20
3 2 58.655 0.42 4.48 0.70 0.29 2.66 5.0 10.2 6.0 15.95 45.24 6.60 24 4.00 596.82 599.17 598.26 600.61 606.62 607.53 C16-017
4 3 22.000 0.22 4.06 0.70 0.15 2.37 5.0 10.2 6.0 14.23 22.62 6.51 24 1.00 599.34 599.56 600.61 600.92 607.53 607.53 C15-C16
5 4 165.849 0.02 3.02 0.70 0.01 1.80 5.0 9.4 6.2 11.10 39.18 6.01 24 3.00 599.83 604.80 600.92 606.00 607.53 612.63 C13-C15
6 5 27.916 0.37 2.82 0.70 0.26 1.67 5.0 9.3 6.2 10.31 22.62 5.40 24 1.00 604.80 605.08 606.00 606.23 612.63 613.41 C11-C13
7 6 22.000 0.25 2.46 0.70 0.17 1.41 5.0 9.2 6.2 8.75 10.50 6.35 18 1.00 605.58 605.80 606.63 606.95 613.41 613.41 C10-C11
8 7 115.664 0.17 1.23 0.70 0.12 0.74 5.0 8.7 6.3 4.65 12.91 7.37 15 4.00 606.53 611.16 607.05 612.03 613.41 617.60 C5-C10
9 8 95.999 0.35 1.05 0.60 0.21 0.62 5.0 8.3 6.4 3.95 12.91 4.53 15 4.00 611.16 615.00 612.03 615.80 617.60 622.23 C4-05
10 9 120.691 0.00 0.42 0.00 0.00 0.21 0.0 6.6 6.8 1.42 12.92 2.53 15 4.00 615.00 619.82 615.80 620.29 622.23 628.02 C2-C4
11 10 117.973 0.42 0.42 0.50 0.21 0.21 5.0 5.0 7.2 1.51 6.46 3.50 15 1.00 619.82 621.00 620.29 621.49 628.02 626.70 C1-C2
12 9 22.000 0.28 0.28 0.70 0.20 0.20 5.0 5.0 7.2 1.42 6.46 3.79 15 1.00 617.76 617.98 618.16 618.45 622.23 622.23 C3-C4
13 7 26.870 0.03 0.99 0.70 0.02 0.50 5.0 6.4 6.8 3.42 6.46 4.06 15 1.00 606.05 606.32 606.95 607.07 613.41 613.65 C9-C10
14 13 100.755 0.00 0.96 0.00 0.00 0.48 0.0 5.8 7.0 3.35 6.46 4.42 15 1.00 606.32 607.33 607.07 608.07 613.65 613.41 C8-09
15 14 73.307 0.12 0.96 0.50 0.06 0.48 5.0 5.4 7.1 3.41 14.44 4.50 15 5.00 607.33 610.99 608.07 611.74 613.41 615.37 C7-C8
16 15 54.152 0.83 0.83 0.50 0.42 0.42 5.0 5.0 7.2 3.01 18.77 4.12 15 5.00 610.99 613.70 611.74 614.40 615.37 617.87 C6-07
17 5 22.000 0.17 0.17 0.70 0.12 0.12 5.0 5.0 7.2 0.87 6.46 3.29 15 1.00 607.96 608.18 608.28 608.55 612.63 612.63 C12-C13
18 1 133.319 0.12 0.21 0.50 0.06 0.10 5.0 9.6 6.1 0.64 16.79 1.59 15 4.00 593.89 599.22 595.45 599.53 598.41 607.81 C19-C20
19 18 75.298 0.09 0.09 0.50 0.05 0.05 5.0 5.0 7.2 0.33 8.39 2.78 15 1.00 602.90 603.65 603.07 603.88 607.81 608.11 C18-C19
20 4 47.461 0.82 0.82 0.50 0.41 0.41 5.0 5.0 7.2 2.98 6.46 4.71 15 1.00 601.50 601.98 602.10 602.67 607.53 605.20 C14-C15
Project File: Storm C.stm Number of lines:20 Run Date: 3/12/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
D1
1
Outfall
Project File: Storm D.stm Number of lines: 1 Date:3/12/2023
Storm Sewers v2021 00

Storm Sewer Tabulation Page 1
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 !nor 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 70.000 0.54 0.54 0.50 0.27 0.27 5.0 5.0 7.2 1.96 4.55 3.58 15 0.50 668.87 669.22 669.43 669.80 670.39 672.37 D1-D2
Project File: Storm D.stm Number of lines: 1 Run Date: 3/12/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021 00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
• Outfall
1
J2
2
J1
Project File: Storm J.stm Number of lines:2 Date:3/12/2023
Storm Sewers v2021 00

Storm Sewer Tabulation Page 1
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 !nor Total !nor 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 25.550 0.14 0.45 0.70 0.10 0.31 5.0 5.3 7.2 2.23 6.51 3.85 15 1.02 606.93 607.19 607.53 607.79 608.46 609.81 J2-J3
2 1 22.913 0.31 0.31 0.70 0.22 0.22 5.0 5.0 7.2 1.56 6.46 3.08 15 1.00 607.19 607.42 607.79 607.91 609.81 609.89 J1-J2
Project File: Storm J.stm Number of lines:2 Run Date: 3/12/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021 00

GUTTER SPREAD CALCULATIONS
PROJECT: Rogers Pond Subdivision COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 3/12/2023
RAINFALL INTENSITY =4.0 in/hr(On Grade Conditions-Roadway)
RAINFALL INTENSITY =8.41 in/hr(Sag Conditions-Roadway)
Trib. C Sag St SI Single/Double
Struct.Number Area Factor Condition Cul-de-sac Flow Cross Slope Long.Slope Grate T D K Qcap Qbypass Contributing Structures/Flow Qadd
(ac) (Y/N) (Y/N) (cfs) (ft/ft) (ft/ft) (S/D) (ft) (in) (cfs) (cfs) - (cfs) (cfs)
Al 0.55 0.50 N N 1.10 0.03125 0.0150 S 5.24 0.16 21.13 1.03 0.07 0.00
A2 0.08 0.70 N N 0.22 0.03125 0.0150 S 2.88 0.09 21.13 0.38 0.00 0.00
A3 0.11 0.40 N N 0.18 0.03125 0.0500 S 2.10 0.07 29.93 0.32 0.00 (�00) 0.00
A4 0.04 0.70 N N 0.11 1 0.03125 0.0500 S 1.77 0.06 29.93 0.24 0.00 0.00
A5 0.28 0.70 N N 0.78 0.03125 0.0500 S 3.68 0.12 29.93 0.81 0.00 (0 00) 0.00
A6 0.36 0.60 N N 0.86 0.03125 0.0500 S 3.82 0.12 29.93 0.87 0.00 (�00) 0.00
A7 0.33 0.70 N N 0.92 0.03125 0.0500 S 3.92 0.12 29.93 0.90 0.02 (�00) 0.00
A8 0.56 0.70 N N 1.57 0.03125 0.0200 D 5.67 0.18 23.35 1.30 0.26 (�00) 0.00
All 0.14 0.70 N N 0.66 0.03125 0.0250 S 3.92 0.12 24.60 0.74 0.00 (0 26) 0.26
Al2 0.22 0.70 N N 0.62 0.03125 0.0250 S 3.83 0.12 24.60 0.71 0.00 0.00
(0.00)
A20 0.29 0.70 N N 0.81 0.03125 0.0200 S 4.43 0.14 23.35 0.86 0.00 0.00
A21 0.44 0.70 Y N 2.74 0.03125 0.0000 D 6.12 0.19 -- -- -- A20 A22 0.15
(0.00) (0.15)
A22 0.46 0.70 N N 1.29 0.03125 0.0150 S 5.56 0.17 21.13 1.14 0.15 0.00
A23 0.26 0.70 N N 0.73 0.03125 0.0150 S 4.49 0.14 21.13 0.80 0.00 0.00
A24 0.29 0.70 N N 0.81 0.03125 0.0078 S 5.28 0.17 16.74 0.83 0.00 A23 0.00
(0.00)
A26 0.19 0.70 N N 0.53 0.03125 0.0250 S 3.62 0.11 24.60 0.65 0.00 0.00
A27 0.06 0.70 N N 0.17 0.03125 0.0250 S 2.35 0.07 24.60 0.32 0.00 0.00
(0.00)
A28 0.07 0.70 N N 0.20 1 0.03125 0.0250 S 2.49 0.08 24.60 0.35 0.00 A27 0.00
(0.00)
A29 0.32 0.70 N N 0.90 0.03125 0.0250 S 4.41 0.14 24.60 0.90 0.00 0.00
(0.00)A28
A30 0.25 0.70 N N 0.70 0.03125 0.0250 S 4.02 0.13 24.60 0.77 0.00 0.00
(0.00)
Page 1 of 3

GUTTER SPREAD CALCULATIONS
PROJECT: Rogers Pond Subdivision COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 3/12/2023
RAINFALL INTENSITY =4.0 in/hr(On Grade Conditions-Roadway)
RAINFALL INTENSITY =8.41 in/hr(Sag Conditions-Roadway)
Trib. C Sag St SI Single/Double
Struct.Number Area Factor Condition Cul-de-sac Flow Cross Slope Long.Slope Grate T D K Qcap Qbypass Contributing Structures/Flow Qadd
(ac) (Y/N) (Y/N) (cfs) (ft/ft) (ft/ft) (S/D) (ft) (in) (cfs) (cfs) (cfs) (cfs)
A34 0.24 0.70 N N 0.67 0.03125 0.0250 S 3.96 0.12 24.60 0.75 0.00 0.00
(0.00)
A35 0.37 0.70 Y N 2.20 0.03125 0.0450 S 6.71 0.21 -- -- -- A34 A7 0.02
(0.00) (0.02)
A36 0.74 0.70 N N 2.07 0.03125 0.0250 S 6.04 0.19 24.60 1.53 0.55 0.00
(0.00)
A37 0.04 0.70 N N 0.66 0.03125 0.0250 S 3.93 0.12 24.60 0.75 0.00 0.55
(0.55)
B2 0.09 0.70 N N 0.25 0.03125 0.0450 S 2.45 0.08 29.14 0.40 0.00 0.00
B3 0.19 0.70 N N 0.53 0.03125 0.0450 S 3.25 0.10 29.14 0.64 0.00 0.00
B4 0.03 0.70 N N 0.08 0.03125 0.0450 S 1.62 0.05 29.14 0.20 0.00 (0 00) 0.00
B5 0.02 0.70 N N 0.06 0.03125 0.0200 S 1.62 0.05 23.35 0.16 0.00 0.00
i
B6 0.40 0.70 N N 1.12 0.03125 0.0400 S 4.39 0.14 28.35 1.03 0.09 (0 00) 0.00
B7 0.34 0.70 N N 0.95 0.03125 0.0400 S 4.13 0.13 28.35 0.93 0.02 0.00
(0.00)
B12 0.44 0.70 N N 1.32 0.03125 0.0400 S 4.66 0.15 28.35 1.14 0.17 (0 09) 0.09
B13 0.27 0.70 N N 0.77 0.03125 0.0400 S 3.82 0.12 28.35 0.82 0.00 (0 02) 0.02
B14 0.09 0.70 N N 0.25 0.03125 0.0175 S 2.93 0.09 22.24 0.41 0.00 0.00
(0.00)
B15 0.37 0.70 N N 1.04 0.03125 0.0175 S 4.98 0.16 22.24 1.00 0.04 0.00
(0.00)
B17 0.42 0.70 N N 1.18 0.03125 0.0450 S 4.37 0.14 29.14 1.06 0.12 (0 00) 0.00
B18 0.14 0.60 N N 0.34 0.03125 0.0450 S 2.73 0.09 29.14 0.48 0.00 0.00
B19 0.46 0.70 N N 1.41 0.03125 0.0450 S 4.68 0.15 29.14 1.18 0.23 (012) 0.12
B20 0.52 0.60 N N 1.25 0.03125 0.0450 S 4.47 0.14 29.14 1.10 0.15 0.00
(0.00)
B23 0.16 0.70 N N 0.60 0.03125 0.0450 S 3.40 0.11 29.14 0.69 0.00 (0?5) I 0.15
B27 0.32 0.70 Y N 2.16 0.03125 0.0000 S 6.62 0.21 (02733
) 0.27
B28 0.29 0.70 Y N 1.71 0.03125 0.0000 S 5.67 0.18 (0.00) 0.00
B29 0.02 0.70 N N 0.24 0.03125 0.0175 S 2.88 0.09 22.24 0.40 0.00 (039) 0.19
Page 2 of 3

GUTTER SPREAD CALCULATIONS
PROJECT: Rogers Pond Subdivision COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 3/12/2023
RAINFALL INTENSITY =4.0 in/hr(On Grade Conditions-Roadway)
RAINFALL INTENSITY =8.41 in/hr(Sag Conditions-Roadway)
Trib. C Sag St SI Single/Double
Struct.Number Area Factor Condition Cul-de-sac Flow Cross Slope Long.Slope Grate T D K Qcap Qbypass Contributing Structures/Flow Qadd
(ac) I (Y/N) (Y/N) (cfs) (ft/ft) (ft/ft) (S/D) (ft) (in) (cfs) (cfs) (cfs) (cfs)
B30 0.42 0.70 N N 1.40 0.03125 0.0200 S 5.44 0.17 23.35 1.22 0.19 (0 23) 0.23
B31 0.16 0.70 Y N 0.94 0.03125 0.0000 S 3.81 0.12 -- -- -- B23 B32 0.00
(0.00) (0.00)
B32 0.14 0.70 N N 0.43 0.03125 0.0175 S 3.57 0.11 22.24 0.58 0.00 0.04
(0.04)
B33 0.56 i 0.70 N N 1.57 0.03125 0.0175 S 5.81 0.18 22.24 1.30 0.27 0.00
C3 0.28 0.70 N N 0.78 0.03125 0.0500 S 3.68 0.12 29.93 0.81 0.00 0.00
C4 0.35 0.60 N N 0.84 0.03125 0.0500 S 3.78 0.12 29.93 0.85 0.00 0.00
C5 0.17 0.70 N N 0.48 0.03125 0.0500 S 3.05 0.10 29.93 0.60 0.00 (0 00) 0.00
C9 0.03 0.70 N N 0.08 1 0.03125 0.0100 S 2.15 0.07 18.90 0.21 0.00 0.00
C5 C9
C10 0.25 0.70 Y N 1.47 0.03125 0.0000 S 5.13 0.16 -- -- -- 0.00
(0.00) (0.00)
C11 0.37 0.70 N N 1.04 0.03125 0.0200 S 4.85 0.15 23.35 1.01 0.03 (�00) 0.00
C12 0.17 0.70 N N 0.48 0.03125 0.0300 S 3.36 0.10 25.85 0.60 0.00 0.00
C13 0.02 0.70 N N 0.08 0.03125 0.0300 S 1.76 0.06 25.85 0.21 0.00 0.03
(0.03)
C15 0.22 0.70 Y N 1.30 0.03125 0.0000 S 4.71 0.15 -- -- -- (�off) 0.00
C16 0.42 0.70 Y N 2.47 0.03125 0.0000 D 5.72 0.18 -- -- -- 0.00
(0.00)
J1 0.31 0.70 N N 1.04 0.03125 0.0200 S 4.86 0.15 23.35 1.01 0.03 (���) 0.17
B13
J2 0.14 0.70 N N 0.39 0.03125 0.0200 S 3.37 0.11 23.35 0.55 0.00 0.00
(0.00)
Page 3 of 3

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Mar 14 2023
Culvert E
Hydrograph type = Rational Peak discharge (cfs) = 64.66
Storm frequency (yrs) = 50 Time interval (min) = 1
Drainage area (ac) = 27.300 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 5.921 Tc by User (min) = 20
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=77,589(cuft); 1.781 (acft)
Runoff Hydrograph
Q (cfs) 50-yr frequency 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 5 10 15 20 25 30 35 40
Time (min)
Runoff Hyd - Qp = 64.66 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Mar 14 2023
Culvert E
Invert Elev Dn (ft) = 599.10 Calculations
Pipe Length (ft) = 118.50 Qmin (cfs) = 64.66
Slope (%) = 0.69 Qmax (cfs) = 64.66
Invert Elev Up (ft) = 599.92 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 48.0
Shape = Circular Highlighted
Span (in) = 48.0 Qtotal (cfs) = 64.66
No. Barrels = 1 Qpipe (cfs) = 64.66
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.98
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.11
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 602.31
HGL Up (ft) = 602.35
Embankment Hw Elev (ft) = 603.61
Top Elevation (ft) = 611.00 Hw/D (ft) = 0.92
Top Width (ft) = 26.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(6) Culvert E Hw Depth(0)
613.00 13.08
611.00 11.08
609.00 9.08
607.00 7.08
605.00 - - 5.08
603.00 .............
ICI etcontrcd 308
601.00 1.08
JIMA
599.00 !.-
-0.92
597.00 -2.92
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Circular Culvert HGL Embank
Reath 00

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Mar 14 2023
Culvert F
Hydrograph type = Rational Peak discharge (cfs) = 25.71
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 12.040 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 5.339 Tc by User (min) = 20
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=30,854(cuft);0.708(acft)
Runoff Hydrograph
Q (cfs) 25-yr frequency 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 5 10 15 20 25 30 35 40
Time (min)
Runoff Hyd - Qp = 25.71 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Mar 14 2023
Culvert F
Invert Elev Dn (ft) = 593.06 Calculations
Pipe Length (ft) = 103.50 Qmin (cfs) = 25.56
Slope (%) = 3.63 Qmax (cfs) = 25.56
Invert Elev Up (ft) = 596.82 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 30.0
Shape = Circular Highlighted
Span (in) = 30.0 Qtotal (cfs) = 25.56
No. Barrels = 1 Qpipe (cfs) = 25.56
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.78
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.09
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 595.17
HGL Up (ft) = 598.54
Embankment Hw Elev (ft) = 599.54
Top Elevation (ft) = 608.00 Hw/D (ft) = 1.09
Top Width (ft) = 51.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) Culvert F Hw Depth(ft)
611.00 14.18
608.00 11.18
605.00 8.18
602.00 5.18
TIIiii
Atduw 6J
599.00 2.18
596.00 -0.82
593.00 -3.82
590.00 -6.82
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Circular Culvert HGL Embank
Reach(ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Mar 14 2023
Culvert K
Hydrograph type = Rational Peak discharge (cfs) = 4.658
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.430 Runoff coeff. (C) = 0.45
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=1,397(cuft);0.032(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp =4.66 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Mar 14 2023
Culvert K
Invert Elev Dn (ft) = 607.30 Calculations
Pipe Length (ft) = 32.30 Qmin (cfs) = 4.66
Slope (%) = 1.24 Qmax (cfs) = 4.66
Invert Elev Up (ft) = 607.70 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 4.66
No. Barrels = 1 Qpipe (cfs) = 4.66
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.19
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.08
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 608.36
HGL Up (ft) = 608.57
Embankment Hw Elev (ft) = 609.11
Top Elevation (ft) = 609.50 Hw/D (ft) = 1.13
Top Width (ft) = 5.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) Culvert K Hw Depth(th
610.00 2.30
609.50 - 1.80
609.00 1.30
608.50 0.80
608.00 -0.30
607.50 -020
607.00 -0.70
606.50 -1.20
0 5 10 15 20 25 30 35 40 45 50 55
CircularCulvert HGL Embank
Reach(ft)

PRE VS POST DRAINAGE AREA
MAPS

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- \ ` �� ! �,.�a�� I�Jl,Jj 1 �lr - tC / r !! •Y -1 va�1/4'�' t � °e?( � ., -1!J I L-� f- � l � Jt � c3estw�.'�`" p/W \ � '�w N� �f "�fo°/r?,A.J Jt t ofI � �d,� / 1 / n !� `\ � 's,9 ° spa=�,•IL�,��� , J,' -,. � / 2� ,� s, 5 j ) \1';.� 7,�Irll I � I l .. 1" T 1 \�\ r. \ �\ l/ 6B'pgBpG.�%' 1A�. 1 '6w rr,h,0, - /� � I t� )•t�� t t >,� \ iV\ 1 � of Ate.�, y �v / I( �� ` `' '�� s�r)ii t 1 I , )- > >r.v I s�,�t / r�, v_. vt� �� �/ PREDEVELOPME ,,•�•,✓ s'>r3 /7 20� ,t �' \ / / / I{ / ${ i / ) \ DRAINAGEAREA 66.66 AC/-- / f t ry"°: ` - �,} r fh Y /. �: ( )( T J ) ) 0 1\ \ IMPERVIOUSAREA=0.62AC �nµi�i `I 1 '/ /'/ �'9 . .� /' k_1-c,;'7 ,i`' �i / y _ r '�� ;? l ��� \ CN=61 n'D� -
`Y1 1 ) /' y\ �,' /�� ... T ..�4 / ,•� // rF l 1 f !/{r f !, �\ \\ �\ Tc=14.3MIN .o,44/ > sa / im ` t`.' il it - / < /r3•)))ri )crt t \ \ll
\, •4 SEA( r,, =/�( J ��� '� v / II TEE(/aa �I �,1�\LEI /. �// �� �� -`�� � � � // r�'I /o ��{,qir�clNt �,�.�r� "' ,,F, I Ill as .,z, \ . / i,rj �l\(1 DgNALP/N;QSL1i6-0 AT' / / r/ rFL}t\�\
"._ / f!-fi, o`' o '/• '• _ �� T • \ \ I //j ' W2rErctcefii ll I / 9 y � ��� �C4 r J •^' �r.. r - -S' L=857FT / 6f l t 1 I\\is:
\ \ r2 / /'/ /o�� �� // v/ J4�+ CFANNELPLO:3-,,,j
' I ItI `i L�J�j / r �--'/ .� � S. / / / f r>'l ///'s„ Fy�.r ,/d,, oS. . �� I \ l< ` \ I 1/ > :,.r // - \\�--
/ I I ('A / '' ' } ,� --,•;. t fz ., -r- II^ ECA JI 1/�C \ „.. \�\\ � �(Q'i\�/ , y, r' -�5.- .„"-' / 1 fl.,°�t ,� � - c/�! ti• /-/ r ,,'� / 1FSECAREA 5F� /�/ C .V A�v ( 1 j. } t / 1 :
/ \/, 9 g :'�/ \ \ '4.- I f { \ WP 1114FT // / \r t 1 I ,I 2 .14. '\ ? d s \
1, /I
i(\`V1r'd/ � v t1 \ '� �.\\l \\ 'SHALLOW C01)ICENYRATEDFLOWI 03 •
1.61^ C" \ t1`))I/��\\` tB\y` \`\.\\��Y \ \ // a -\� \\1 1{t \zo\\4 �zo,., ;,.\\\
-` :It J., �1, �` -, w I L 565FT / �. �W000ED - '"_1�\\\\\\ ;l 1`\\\ Pre Development
�1 1 / .F, _ ?1 T•• i651 \ �t S .3 / .yi\\\\ "\\�)\ a t \ Is,'a% \,,, \ \\ \\ OVERALLCNVALUES
--,,, �;..� . C f 660,_ i, \a I. \ <yJ 1 d 6. % /. / .\\ .. ( 1 \
rAMASEEFaAo C�� � - a G' / \ ) l \ '1 \ \,��- t �,Al \ \\ \\\ Il ` SOILS CN PER COVER TYPE %OF AREA
6a vue[/CR/W `` ) _ g$ ' ' ' 1r � , `J / r,�,...\:, \\ \\ \�{ GROUP OPEN IMPERVIOUS
Pc/EG'4sa� �- /.._� .....
2-s" - ..>✓'' .SHEET FLO '''r" 1 M,.2„,'I r` g,/ \-/ '�� \./, 1 ) I( \,\ l 35 a4k\. ri�jf'4 \\... _' r _t\_-t-
__-__ �. �r ;)/../ �''�•.... I`6 1 r„' r l� / (c". t / �"' ^='J B 61 98 100.(P/
\( \ . 9-eos, , q_i . 111 j.2� \ �b 1'}i/ / -._,.1._..,� ._.-/... 0�/// //f '►• -.'\ 7 •r� ��/ / \•!mom
A \.... i; \\\\\$ . l •g- o� M , n=a.4o "r!/ / -----4',:-_--- 4 -� : 1
+\\1 \ -., _ a $��� = _ '�, '� _ PRE DEVELOPMENT % - "�/! r o / 't I \/ \ Pre Development
.v . 2�s - / , /r p
\ \\It o -t/1" s\\\\\�\ s,,Ar„-1 ymr � l „r ._-, ,\"�"/ �'� DRAINAGEAREA �.J�- 1/
\,\. ?'�.... `l ,,, o '§rya -- - `.640--- - / -r- _ s +�( J�. ,i... I ',- .i i..-.� ) ivo,-,o ! t / 1 /J / sr.\.. COVERAGEANDCN VALUES
r e .'` ',- r _ / _ mE WE.,\ WOODED ( y J / I' \/L LAND GROUP
\t� oy /! \� y f/ ''_X - .- :24'001 r, . °.. 0 \ .;./ //// ,11 USE AREA B CN AREA x CN
POND ll \t y' x` . _ + _ /J ) t i /1 I/I I(/I I INFEX (ac) lac/CN) o
i\'•, f i ti •_ ���� j ! 1 t 1\ \\ \ OPEN 66.04 66.04 61 4028.44 w
vAlv ,• ��,> l-` T'c '( 1 § \\\ V v;:g>�jrs3w 61
P l \ ' y r T ro B navmuti r
\ I \ C '-` \ \ ` \ •1 - ,�, , i'- ,� 'ti-,._ `` �� \ 1 \ IMPERVIOUS 0.62 0.62 98 60.76
--oe-�oe L 22 oe- oeo \_ \ is "' � \ �s :w\d \ I 7 98
o \
J/ �a�\de- 9' cue')-og--a B Or.\- °. i ` - , OI IE °E be„ er iS Y..''_' br ,�,f�// -i20 =� - \ //// / TOTAL 66.66 61 4089.20 0
-ar mar- o¢ - - .
Ci
( \ "- 04 0 °E - oe oe- oe -ar E _ a wde ) //%�
\\ \\ \
\
''�oc ```'`6' :,li, --i_ .� +, *:a� \ \ �1 1J/r{,� E� .- E4E! 1 ° ,: / STIPULATION FOR REUSE
)'� �. \ \� \\ \',
\\'\ \l �`" - j 1�) / ,3 / •I ' THIS DRAWING WAS PREPARED FOR USE
• ON THE SPECIFIC SITE,NAMED HEREON,
\ 1 o- \' ,, '`t'`-'�/J / 4 I I / f-/ y J t ) j �� �_\\ t 4 / CONTEMPORANEOUSLY WITH ITS ISSUE
\ I ( \ r, / / ) ) ! / ) ) / L ,\' //// / �+ (1 /r63A '_ '1 \\ ` /`�- DATE AS USTED,HEREON AND IT LS NOT
1 w1 • \ \' ` " ) S / / i / ,, ./ I if.,,,/I / \1 t f//f �• \,. /f/ __`-,-1 \\ \\�7/' TR55 Tc Worksheet SUITABLE FOR USE ON A DIFFERENT
�\ '\� , -r,, / ! ( / • 1,7`I 1 f�/ / /f FP:: _\ 4i`'` 1 I`; t rf'' \ // \� ( / PROJECT SITE OR ATALATER TIME.USE OF
6 I c L k I / /,_ v 1 v A , > �/,, - v ) awe«x an, THIS DRAWING FOR REFERENCE OR E awe
10V -!f -l-tx 1' •-- t GL/ :w S A\'•\)e Y l y "`7rr J C \. N1
\ \ \ /-� I I / \ j j .�j f V ' Hyd.No.1 5 RVICCEES OF PROPERLY REQUIRES UCENSED
VN�pV 1 4� / 1 ( y� 5 \.A ///,,/ _-_s A \`V J .. {)' ..,,,,,,,,,,-,....1/rr \ /'/�V / AFTHIS ANDDRAWING
ENGIKEERS.REPRODOcnON
\ \t ,\.\ o 1J • I f I I �I 1 ,/ rl 1.\ \ )� / �// \\\,\\\( �`f/I�l/tI;35"M4" s \ t> .f/ /I L \ N
/'' Pre Dev OF THIS DRAWING FOR REUSE ON
Y' 7 J \ )ICJ / / / j� "1 t ANOTHER PROJECT IS NOT AUTHORIZED
\ /,, / t {r. \ \ t'- `` �/ / // °/� '�.,7 oescdotion A D 1 Taals AND MAY BE CONTRARY TO THE LAW.
,ri
ti ' / r5 ) ) (. , //� \) \ /1-1 )1 / / // Sheet Flow
\ r J 1/ \ R %/// \ f)! r y //) /�» y� Mannngsn-value =0.400 0.011 0.011 Q
•\ °'` ° I/ / / // // ) C ;h \ /f ,' /1 J~'K (I I L r 1_,,J6".CRR7. //1t/• �� //• \ \ ' do LNT//r/N1/ESTMENTPAR/NERFLLC' /,' Flow length(R) =50.0 0.0 0.0 Qr
3N�O `'N/F�\�RpNE° 1 r / / ( /C { !^\ I ) �/// / 1/l r Ct' _^ ( ///� \ �_ P/N05G8L7N Two-year 24-hr PreaP.(Ln) =3.50 0.00 0.00 O
WFJIFwWFAR�60 RM1N 6 D,NT^"�NNypN\ + \ t -y�/j'y''"'�.660 ) - \ // / \ \ /� 886173PGW7 Land slope(%) -2.70 0.00 0.00 [4
1A1 x 6.N A ,, \ \ ^. 1 i /' /,�;1'" , •t l C ,s,-. -jfi f lr-i '/ ,, \ / zwv/NG:'x-muN/(�NCnuNIr W
APO ' I p ,DSL8�jg6g .��,, \� \~ \` 11( �*,./. '' ` /:` ' '.%•sNa<Laa(r/M.` '` °0' j111' /-' \ /'' Travel Time(min) i 70.37 + 0.00 + 0.00 = 10.37OM
1L �� 1 Y y• (i I / a l+- t -: J £` /// i '.. ' Shallow Concentratetl FlowCD �`` \4Iflvl y //f' .... • t' , I/l` //� i-�\\ FlowrcoarHe Sl8.300.600.00 '7•" (17" .\ \1 ( Ill . / v1-;:,,.."--..-'
/ L\ v- \ Watercourse slope(%) 8.30 0.00 0.00 /'1 0 N
00
t1Npaesoc l\ `I g \ •,, ) p• ,,/ram:(C\ ,,,a. '°� ! ) \\l-„� Ag / \ Surface description =Un5.paved Paved Paved ,c, C..7 1 j j�o \UN p6/ L` I-, }� ) , / f �- 1r . T 4 \�-�`-' �� ✓AA''7NA7ThPWEN, / Average velocity(R/s) =4.05 0.00 0.00
W 3h614"\ �\, \i )l r/ -l '�, 1' /-.71�,NA1a090907 RRr (f� ?j Z
/° ) \\ A1\ \ `,, .1 T \( `\ I /// /-''�\ ifs.'
r ) \'--- �' ~ /r OBT490 ZA4 , \ /'' Travel Time(min) =2.33 + 0.00 + 0.00 = 2.33 Q'
E \ I%c \ _ ..\\ (I 1( \-.qt.,/ \r Y's y (• ZONING.R-2D UN/ONCOUNIY AMER TRUST x �y
Channel Flow
NNN<
��.Z n\ / \ Q \_. \\11 \\ (�� l I / �..-" no_ yn.�_ ( ,Y` �� v' X sectional p.Raw area(sgft) = 611.2022.
200 0.000.00
0.000.00
w r x
F11 \n \Ty,EFS r.gp • \�\".., �'lj �6/ \ -, -i\ ,smlMSYCWA7Y , Chennelslome(/(R) =3504 0.00 0.00 (YY�� �,,C7
P '-> , A -.�\\Z\\ 14 f r•� O `� \ Velocity(R[s)value -8.9730 0.015 0.015 O Q
___.
\ G:kl
1.
0
f \ �4L7 N.
d'
8 17 4• } . -t „O ✓` „:- \ \y' Flow length(ft) ({0})857.0 0.0 0.0
a \ \ ' .� \ \s.r. -j•) I Pd]AKNCRU7lEDGENE/RS / '' N�
V AC,-
4� AGREE SPA A ▪`\) V -.r' ♦� L_ d P/N.OSGSYWx
/ OB.20 NGLSB \ /'i
$ '1\ t REB DE 9 \ (\e,�\`'f„ ! ,./..,,,,,,,,
/ c, lr . / ,R-70UN/ONCOUNIY Travel Time(min) =1.59 + 0.00 + 0.00 = 1.59
E t OR 4EG 3\\', { C^r�, ) /✓/E \ Total Travel Time,7c 14.30 min JOB NUMBER: C220016
�y aF I GGR SET/I[EScw-
n \ '-- /,�p_` /MAevtoumtLEsoN CHECKED BY: BHE
P/N asoo.99971 \ DRAWN BY: BHE
GRAPHIC SCALE ♦\ / $" UB-20UN/NC /'' 03-22-2023
" 350 0 ]5 150 300 AtMGO/pN\\ \ 1RL ¢ '" 'ON/NG.'R-ZOUN/L7NCOUNTY /
DATE:
5 m \ Pl 0 7" N , N/E \ ` ,' SHEET TITLE:PRE
OB� ' CURT/SE TOLLCyON, J \\//
t n L R-1 "' JNARYLOUTOLLESON J
(IN FEET) �,- P/ 7i DEVELOPMENT
1 1 inch=150 ft. - .,,\ae{rv4 xr
/'
1 ��
�BrB57PGy North DRAINAGE MAP
04 Carolona 8�y
s
t \ \ /zawNaN
/' • NOM Grolim 611
\\ ••3Days Before Digging••• SHEET NO.:
Ill C1-80f46324949
Remote Ticker Entry
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J i i 1 0 1_0-- /Z___
/ I' r r I. taAa ;,,A,
**At At
d /� J / j l / r✓,/ // W W "=
�,- � f r�Or/ / z�� "��r/ I R A°ff�iVA�A i 1 II W•- -'o
,' �J/ /.A /„.../„. J o ai
,.
,,./ ,,,„,
/ ga7m/fww MUSTER {' I ,V '- , a / d U
vi,osoR�o-ss ,.
/;17, r DP/B:SvG43a ,I UNDETAINED _ . ""µ°"mo '
vc7vG45az.�• �. j AREA\ \ `�.... `--s L. l 411
/ w gi
( ,. Larass '-',\
� / �i ! L m ai
,\ \\ P� ZON/NG Rt\ •/ ���0����I 8 hr U 4 "---- '(;f p
Ai\-' 16'1-�,,e":0, ' ` \\\ "`..4•
�'I� Fall {l -- - E s t
N
�J //,�(\ 11-a \. \ 4, .J� ��\T �t `.Q1?� ENGINEERING e/'' / /1.' 'o` T�� ' 'f' \ �,]fi BMP3DRAINAGE `r� ���/I -/ . ?` LOCATION MAP ;2 ERICAN° v
/'' / ./ H � �'���h AREA �V\p A��>. � � l}'L' r ii S t s _n, ASSOCIATES °o g.
/' l '/ y • �� �>%`T"'/ ��\ .�`��� l J /f 1 f f' { t'tC't \< 5 a SOUTHEAST d j R
,, p- / n\ � ,-iG_sr g,4+or ``" ;#474 li��*Ak 1�1 ralt1�MA / 1'�{ 1't f IA 1 1�)r 1 .ti`\N l ��"'9 c3Bat pti:
UBLIL T \ ,/ a). - / s�f�'' :J! 1 1 I�i1 •l E j \ t��( \ \t\ 7r. \\i\\ \ / ,��'iTf OF A NO`,,,°�
/'' PO / \ Y\41 I J' •, II' '� /, 'i )t' 1,1( )rit ,n " ti / l 1t\\V� /
�vI / �i ,` �r��r � .;' 111 �i�e I ?, {a r��l Y L� ,t� r .- v v POST-DEVELOPMENT ,ncimEAs,,,,
/ / \1 I 4,'e � b ''L '"+ ►1e /1 1 S�`I J \ ) / 1 \ TOTAL AREA 17.36 AC
i i F� l/ fj ' ° ., �s ?f /'."--i%6 / 1��11r" ' (trio, { • ,•' J "y�f 1 J., \ \\ H O / '
/ 1 '/ ' /, c �.q / '' ► �- 'I 1 Ig ,' L j I J�•y ; ,, / / 1 1 � V \, DETAINED AREA-BMP1 �J
1 1 1J �/ / r "r / /�UNDETAINED -- / I. %® / f r„"s - !,. �
if
/ . r /, �� 1 f l \6 \ \ \/ '3`/ , my // AREA _- - ����/, < i7Y l ! 1 30� \ \- SEA(
/1 Y 1�� '� , � / t\ f 1• , � \ \ PERVIOUS: 15.07AC( - - j s, ` 1 ,\\t 1�,t '�'' �,'~ _..�ti I.1 1 TOTAL: 21.98 AC CN=73 -22 Y13
,-/ i / J ' ,J ` -, - '. - ! f \ 1 \\, , / _.NJE'` .,. J TC=SMIN m • GJN, �.
�� �/ i L.. 90 ,a.4. ` / / - 1\ ' l /�/ 11.j� /. ,_,/ "��" "1uNvarErALRoussuu,` /�r/ /D DETAINED AREA-BMP2 '�r��H.FBT\o`
.// I / Y Z p� I / 11111 l f�J :, OONALOG ROUSSEAU/ `/ '// \
a 9 // 11„ .''/ -" - l'i1 v/Nasavouma /\ IMPERVIOUS: 6.03 AC r;rtN1r1 / / r"' 'v',$ , v ill l/Ili :0 / jJ i/T� �,1 } g-�S � � � 7� ��� ,� ," PERVIOUS: 8.12 AC
(` I / / / �U'„-,r / ly ` / '� sr ,..�.r =r � i.II1; L, I �. _ZON G-ZO UN/ONCOUNI„Y -
�''l '+, d a ;�0 `�� � � -- , c \ i i 1 1 r/ 1 i TOTAL: 14.15 AC CN-77
' I f /, PF� y �/ iI� � �%��r I , i\, LY r > ;y..- /� ----]'--- TC=SMIN
-Et��. J j 1 � g; 1° \ ,•"'fie,�I -.. � ,t A, ♦A\ � t\ t " C I r _ DETAINED AREA-BMP3
}s �'`, � �:14:11•0):.//,
1)`;1,,� i A1s+ 1 j \2;y.� z,at �}' IMPERVIOUS: 2. Ms- /e - / 1 {iJrl i (� y \' PERVIOUS: 3.22AC
� ' \ e �44,.„4���� /ate B D / !' ` I \l l t 11 1' \� �_.A\ \ _���0 '+-- ., \ ,.. TOTAL; 5.51 AC CN=76
/%'� �1 A ` ����i/��� � UNDETAINEDi.I 1V AA\ .r�^'�. A TC=SMIN
i1 / t'� E �' i /. J )���/ `'�9;'\;C�.,� It AREA •1/ \ 1\\\ \, -,�`,) \ \ \
r,/, l\.�._. �. ` . \, / / / ,, \�j\ \ \ \\\ UN MERVIOUS: 0.71AC
\ L ' 1 . <'`,\/ ,-. \--. .mo w`/ s � : ( I \ 1 \ 1r /-�"- `'�� / ~' � ' J 1 \ ` PERVIOUS: 24.31 AC
YAMASEEFOAD `4 \ `. d 2 '� \���Ra ./ , ( ) ` \ ) \ IL•�6ORUBUCR/W ) _ _ g'g��s 6/,.. . ��� "rV�V �, ) Vv ,-VA A,i=\ v{ TOTAL: 25.02AC CN= 4i ---- vc/,?_asa7 '�. , g• o�' �1 / �. � �� �� � %"� 7 am TL=14.3 MIN
\, 1 / r ,//I, ,,, y��c','_ /II 1J -�� 'x \ ' II �`� � 7 J m \" a;i v \�ti v�• 9`�ms��" / / * \A °• � % fir/ f , j V//
n 1 ✓'\r k \ Iry '�a s. y _ - ro" / �� ° /
�\ ,VA V1.. ter, y''4,9 mr '� / -r• , 'li V ti i r 1 ,, I
S a' �A.-� ,ti tidy�- - `/ - -� ° 1 (--Y- �iA���� / I i / {.,. v t
n o¢sue P \ 1 ))d -` r / / pia �,_•A \ \ 11 \\/� \�.o.:� \/
/I
\ o POND , ' . ,/. , -)-f r I4 (\ I o
� \ ",I '/ > ��� )����e /. ) , j y\\v ;;pit
t UNDETAINED ._ �• ti i . \ \ \
m A od v ) \ \ ae �� __ AREA ,, 4, ��� ��\d V A I /7J//
L V n\y \�E„ 0e bss <a k- � 1 �- 1// / 1 r
'II
Of �aF • d oe�0e ae-\ r'r - e J o. o - > /�
-\ \ \ \ / \\ 6-\ \ `\T'€,,,,, of 'j E ce ', N- 0 r J _� ° /� of 0 /j/
0[
\\ \V Av \\'' V F �� �� � a _. --•- ii / - STIPULATION FOR REUSE
'\ ... `y`` �� �� �.,,,,,...,..-
/-i OTHIS DRAWING WAS PREPARED FOR USE
\ T 4 \".� � = '..-'�= ===`C����E�r I i"020 _ .1)V1' CONTEMPORANEOUSLY ON THE ERAN OUCIFIC SY WITH OnSERSSUE
® /' DATE AS USIED,HEREON AND IT LS NOT
_����0: �`�- / 1/ SUITABLE FOR USE ON A DIFFERENT
\ I i• I �' PROJECT SITE OR ATAIATER TIME.USE OF
b 1 t ( \,r ��tiokizz .. i.,,
/// - \ / / THR DRAWNG FOR REFERENC OR ENMTIE
V 1 nA- i >.�/k( / ) AON ANO➢ER PROJECT REQUIRES THE
C , i tlt // \3 i' \ //' SY UCENSED
APl}I CffECR AND ENGIEEEI6ES OF LREPR000CDIXir p > fJ \ OF THIS DRAWING FOR REUSE ON
\\\\ \ 1` J// ' �` �� � 1 � / ///J 1 \ \`� ` Post Development Detained BMP 1 Post Development Detained BMP 3
\ MIA _�.'i ��1 _. nw - t' HI J D 1 I J Z p ANOTHER PROJECT IS NOT AUTHORIZED
\ \ \ / /r/' J111� �� \ ':. ®�® ®�o�® -y� I�(i • ' I r �J: AND MAY BE CONTRARY TO THE LAW.
V \`�41 J l R ��•"y /ii» a�� �� r il l /• I '�� OVERALL CN VALUES
/ ♦ --s.•---" 2 J /7i/ /� / OVERALLCN VALUES SOILS CN PER COVER TYPE
\ \\\ /f' \\\ „ ! - �s 'C Il�.l`! .� 1 /� ///� Ja/��`•"�( % /....-
GROUP OPEN SOILS CN PER COVERTYPEMPERVIOUS %OFARFJt %OF AREA A
,1 WW II , / I • GROUP OPEN IMPERVIOUS
\ \ �w �� PIDRAINAGE II /�1� 4 /1/"ti // .,\1\ twm/NYESIMENrvARINERf[[C'
p'f15HO4O F N,AN i„� ` AREA �a � f f r i \ MN7N B 61 98 100.0'/n B 61 98 100.0°k
•LNovfA 6BRhN \;;wo. nAN �_ AT 1 itiL .d 't // J -'V ��/+�'.�' OSEI73PG547W CBpN7A�`,, AO G NpaA " �, ���. J� / /' ".,. \ / Z(AY/NG:'RSOUN/ONCOUN/Y7W
(@ p3;15 \ , ,5 Y�� / `�"�/ �./-�� PostDevelo Development I� O M
s 290 9i �\ ` `_ � �� �ll: \ •., p Post Development Detained BMP M
%\ 1QNINGR �� � �*� ������/��� ♦ j)1�£ �eS4 /�'_.'�.V�� COVERAGE AND CN VALUES COVERAGE AND CN VALUES z
\ �1 /- \ \ LAND GROUP
__ J'ti p 1 O I' (/ \'-C� i'-� -./) \ \ LAND GROUP /1 fV
� Fil
' P Lj `N7HGMP5oN `\\\� '\\1;. \ /A/ICJ �/ \\-:---2--------/ AX>• USE AREA B CN AREA x CN �,7
USE AREA B CN AREA CN
\ / (ac) (ac/CN) V Z
V dPN 3W3 Vt't 1 �ii���1 ���� 1 / uAHn+ulvGVYEx (ac) (ac/cN)
`� I. I // Jf/�NAS'MAT77/FWPFRRY '�'
/• ,\ OB 11GLB�1\ \\\\� v ®�` i ® �/♦ ....- ,.1_` - /�__ P/d/V0A atll 18.07 3.22
( E t\ �\\X�\ ". A� �`i�s'� ,. l+. r\ -.t oeY4vovGzaf OPEN 15.07 61 61 919.27 OPEN 3.22 61 196.42
• / -r- (� ZONING.R ZO UN/ONCOUNIY 61 _ Q
n ( \ Q ;mo t �'��� �!j �, 6.91 2.29 W
\�11.aq 4 \ el'erN- ! '� /'} ti ` IMPERVIOUS 6.91 9801
98 677.18 IMPERVIOUS 2.29 98 98 224.42
\ G:R1 ') �`� ���y�/ „o`. TOTAL 21.98 73 1596.45 TOTAL 5.51 76 420.84 a
\� 71' \ '"\,� _as I /'// \ - vfaee&tCRo7lSV?C /RS Post Development Detained BMP 2 Post Development Undetained N
'T016
\ TIR REBE !SDEGREE \\'� \ -/ y ) d / oe0r51vGLs8 \ OVERALL CN VALUES OVERALL CN VALUES cc
` ! 11 ZNGR-ZaUNLONmL/MY SOILS CN PER COVER TYPE SOILS CN PER COVER TYPE
\ \ Otl� �j\\O \ -\ // .IT ,.( NA' / ^\ % AREA %OF AREA
\ m .'/I CURnSE roaEsav,- / - IMPERVIOUS
IMPERVIOUS
C2
MARY[GU/DL1ESON GROUP 061N PE9810 100.0% GROUP OPEN PE9810 100.0% CHECKED BYR 20BHE
` GRAPHIC SCALE �! \ e / `" v/Nosaamovvb' \
R \ \\� m� a. oetzaiv�tER \ •
DRAWN BY: BHE
\ ¢" -. 'ON/NG'R-ZO UN/ONCUUNTY \
sso 0 /s sso 3m leifig LNON \ \ ' / /', Post Development Detained BMP 2 Post Development Undetained DATE: 03-22-2023
I� .. /cunr/SEroo[EWN / \ COVERAGE AND CN VALUES COVERAGE AND CN VALUES
5 ===-- \ r� s N� \ SHEET TITLE:
n jpVIN�RZ� AfARYLGUT()L[E4oN r
i (IN FEET) t R _ _ =- ----\
/ , LAND GROUP LAND GROUP
_ `s'^` _ P/N.OSORILYJ9B0 - \/\
t .... / USE AREA B CN AREA x CN USE AREA B7.
CN AREA x CN
1 1 inch=150 ft. .,, ae{zv4 .1Ae' \" /
3
\ R1 / A(all
lac/CN) (ac) (ac/CN) DEVELOPMENT
n N/wan., �.\ y
8 R v/N:OSN9Gd7�
pg1957vGOL7 �• \ \ OPEN 8.12 61 61 495.32 OPEN 24.31 51 61 1482.91 North8' DRAINAGE MAP
,1 ZpN/NGR-I /'' 6.03 071 Carolina
,t IMPERVIOUS 6.03 98 590.94 IMPERVIOUS 0.71 98 69.58 B0f0:n mnm\�/
t \ /,' NOM Carolim 611
g 98 98 •^3Days Before Digging••• SHEET NO.:
\ TOTAL 14.15 77 1086.26 TOTAL 25.02 62 1552.49 811 a t-800.632-0949
Remote Ticket Entry
3 htlpl m/m811.ag/ioteticketamy.Mm

BMP CALCULATIONS

Project Name: Rogers Pond Subdivision
Project#: C220016
Date: 3/12/2023
Location: Town of Waxhaw,NC
Water Quality Calculations: Wet Pond 1
Rv =0.05 + 0.9 * la
Where: Rv= Runoff coefficient(unitless)
la= Impervious fraction (unitless)
DV=3630* Rd * Rv*A
DV= Design volume (cu ft)
Rd= Design storm depth (in)
A=Drainage area (ac)
Drainage Area= 21.98 ac
Impervious Area = 6.91 ac
la= 31.4 %
Find Treatment Volume for 1" of rainfall:
Rv= 0.05+0.9* 0.314= 0.333
DV= 3630 * 1 in * 0.333 * 21.98 ac= 26,564 cu ft
WQv= 26,564 cu ft
Size the bleed down orifice to discharge the WQv between 2 and 5 days.
WQv Stage from Pond Design: 633.53 ft
Water Surface Elevation: 632.50 ft
Average Depth: 0.51 ft
Q=C*A*(2gh)°5 Where: C=0.6
A=Orifice Area in sf
g=32.2 ft/sec2
h=Average Depth over Orifice in ft
Q=Orifice Dischage in cfs
Target Average Release Rate= 0.15 cfs (48 hour draw down time)
A=Q/(C*(2gh)°•5)= 0.044 sf
= 6.41 sq in
Circular Orifice Diameter= 2.86 in
Round to Nearest Pipe Size, Use: 2.5 in
Acutal Release Rate= 0.12 cfs
Actual Drawdown time= 2.61 days
Secondary bleeders and/or the control structure overflow shall be set above the WQv stage.

POND NO.1
SA/DA Calculations
Pond Bottom Elevation: 627.00
Water Surface Elevation: 632.50
Bottom of Planting Shelf Elevation: 632.00
Forebay Main Pond
Vol. Vol. Vol. Vol. Vol.
Stage Area Incr. Cumulative Area Incr. Cumulative Total
(sf) (cf) (cf) (sf) (cf) (cf) (cf)
627.00 892 0 0 11,434 0 0 0
628.00 1,314 1,103 1,103 12,426 11,930 11,930 13,033
629.00 1,817 1,566 2,669 13,461 12,944 24,874 27,542
630.00 2,400 2,109 4,777 14,540 14,001 38,874 43,651
631.00 3,062 2,731 7,508 15,663 15,102 53,976 61,484
632.00 3,804 3,433 10,941 16,830 16,247 70,222 81,163
632.50 4,543 2,087 13,028 18,499 8,832 79,054 92,082
Forebay Total Volume: 13,028 cf
Main Pond Total Volume: 79,054 cf
Forebay Volume % of Main Pond: 16.5% Ok
Water Surface Stage Elevation = 632.50 ft
Main Pond Water Surface Stage Area = 18,499 sf
Main Pond Water Surface Storage Volume = 79,054 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 4.27 ft
Percent Impervious Tributary to Pond = 31.4%
SA/DA Ratio : 0.92
Tributary Area to Pond = 21.98 ac
Main Pond Surface Area Required = 8,785 sf
Main Pond Surface Area Provided at Permanent Pool = 18,499 sf

WET POND
ANTI-FLOTATION BLOCK SIZING
Project Information
Project Name: Rogers Pond Wet Pond 1
Project#:
Designed by: BHE Date: 3/14/2023
Revised by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Width (If) = 5.0
Length (If) = 5.0
Wall Thickness (in) = 6.0
Top of Structure = 635.5
Bottom of Structure = 630.1
Ground Elevation = 632.0
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 123.5
Weight of Structure (Ib) = 18,526
Volume of Water Displaced (cf) = 259
Weight of Water Displaced (lb) = 16,147
Volume of Soil Over Lip (cf) = 53.48
Sumerged Weight of Soil Over Lip (Ib) = 2010.848
Weight of Structure (Ib) = 18,526
Weight of Soil (Ib) = 2,011
Total Weight (Ib) = 20,537
Weight of Water Displaced (lb) = 16,147
Factor of Safety= 1.27

Permanent Pool Drawdown Calculations:Wet Pond 1
Permanent Pool Volume = 92,082 cf
Drawdown Time = 0.53 days
Release Rate (Q) = 2.011 cfs
A= Q/(C*2GH)^0.5)
Average Depth (H) = 2.75 ft
C= 0.6
G = 32.2 ft/secA2
A= 0.20 sf
28.09 sq in
5.98 in
Use: 6 in

Project Name: Rogers Pond Subdivision
Project it: C220016
Date: 3/12/2023
Location: Town of Waxhaw,NC
Water Quality Calculations: Wet Pond 2
Rv =0.05 + 0.9 * la
Where: Rv= Runoff coefficient(unitless)
la= Impervious fraction (unitless)
DV=3630* Rd * Rv*A
DV= Design volume (cu ft)
Rd= Design storm depth (in)
A= Drainage area (ac)
Drainage Area = 14.15 ac
Impervious Area= 6.03 ac
la = 42.6
Find Treatment Volume for 1" of rainfall:
Rv= 0.05+0.9* 0.426= 0.434
DV= 3630 * 1 in * 0.434* 14.15 ac= 22,268 cu ft
WQv= 22,268 cu ft
Size the bleed down orifice to discharge the WQv between 2 and 5 days.
WQv Stage from Pond Design: 595.99 ft
Water Surface Elevation: 594.50 ft
Average Depth: 0.75 ft
Q=C*A*(2gh)°5 Where: C=0.6
A=Orifice Area in sf
g=32.2 ft/sec2
h=Average Depth over Orifice in ft
Q=Orifice Dischage in cfs
Target Average Release Rate= 0.13 cfs (48 hour draw down time)
A=Q/(C*(2gh)°5)= 0.031 sf
= 4.47 sq in
Circular Orifice Diameter= 2.38 in
Round to Nearest Pipe Size, Use: 2 in
Acutal Release Rate= 0.09 cfs
Actual Drawdown time= 2.84 days
Secondary bleeders and/or the control structure overflow shall be set above the WQv stage.

POND NO.2
SA/DA Calculations
Pond Bottom Elevation: 589.00
Water Surface Elevation: 594.50
Bottom of Planting Shelf Elevation: 594.00
Forebay _ Main Pond
Vol. Vol. Vol. Vol. Vol.
Stage Area Incr. Cumulative Area Incr. Cumulative Total
(sf) (cf) (cf) (sf) (cf) (cf) (cf)
589.00 199 0 0 3,964 0 0 0
590.00 452 326 326 4,715 4,340 4,340 4,665
591.00 777 615 940 5,540 5,128 9,467 10,407
592.00 1,173 975 1,915 6,447 5,994 15,461 17,376
593.00 1,642 1,408 3,323 7,445 6,946 22,407 25,729
594.00 2,184 1,913 5,236 8,471 7,958 30,365 35,600
594.50 2,674 1,215 6,450 9,877 4,587 34,952 41,402
Forebay Total Volume: 6,450 cf
Main Pond Total Volume: 34,952 cf
Forebay Volume % of Main Pond: 18.5% Ok
Water Surface Stage Elevation = 594.50 ft
Main Pond Water Surface Stage Area = 9,877 sf
Main Pond Water Surface Storage Volume = 34,952 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 3.54 ft
Percent Impervious Tributary to Pond = 42.6%
SA/DA Ratio : 1.46
Tributary Area to Pond = 14.15 ac
Main Pond Surface Area Required = 8,984 sf
Main Pond Surface Area Provided at Permanent Pool = 9,877 sf

WET POND
ANTI-FLOTATION BLOCK SIZING
Project Information
Project Name: Rogers Pond Wet Pond 2
Project#:
Designed by: BHE Date: 3/14/2023
Revised by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Width (If) = 5.0
Length (If) = 5.0
Wall Thickness (in) = 6.0
Top of Structure = 597.5
Bottom of Structure = 592.2
Ground Elevation = 594.0
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 122.3
Weight of Structure (Ib) = 18,345
Volume of Water Displaced (cf) = 255
Weight of Water Displaced (Ib) = 15,900
Volume of Soil Over Lip (cf) = 50.4
Sumerged Weight of Soil Over Lip (Ib) = 1895.04
Weight of Structure (Ib) = 18,345
Weight of Soil (Ib) = 1,895
Total Weight (Ib) = 20,240
Weight of Water Displaced (Ib) = 15,900
Factor of Safety= 1.27

Permanent Pool Drawdown Calculations:Wet Pond 2
Permanent Pool Volume = 41,402 cf
Drawdown Time = 0.55 days
Release Rate (Q) = 0.871 cfs
A= Q/(C*2GH)^0.5)
Average Depth (H) = 2.75 ft
C= 0.6
G = 32.2 ft/secA2
A= 0.08 sf
12.17 sq in
3.94 in
Use: 4 in

Water Quality Calculations: Sand Filter 3
Sand Filter Area to Treat Design Volume
Rv =0.05 + 0.9*la
Where: Rv= Runoff coefficient(unitless)
la= Impervious fraction(unitless)
DV=3630*Rd*Rv*A
Where: DV= Design volume(cu ft)
Rd= Design storm depth(in)
A=Drainage area(ac)
Drainage Area= 5.51 ac
Impervious Area= 2.29 ac
la= 41.6
Find Treatment Volume for 1"of rainfall:
Rv=0.05+0.9*0.416= 0.424
DV=3630*1 in*0.424*5.51 ac= 8,481 cu ft
Deisgn Volume shall be 0.75 times the runoff produced by the first inch of rainfall.
DV= 6,361 cu ft
Compute Sand Filter Area to Treat Water Quality Volume based on Darcy's Equation
Af=(WQv*Df)/(K*(Hf+Df)*Tf)
Where:
Surface Area of Filter Bed(Af)
Filter Bed Depth(Df)= 1.5 ft
Design Volume Elevation= 593.92(where the design volume is provided,see stage storage)
Average Height of Water Above Filter Bed(Hf)= 0.46 ft
Design Filter Bed Drain Time(Tf)= 2 days
Coefficient of Permeability of Filter Media(K)= 3.5 ft/day
Af= 696.09 sf
Round to Even Dimensions
Length= 35 ft
Width= 20 ft
Af= 700 sf
Filter Media Capacity
Find Stage Discharge at Average Height of water Above Filter Bed
Where:
Discharge Through Filter Media(Qo)
Substituting Into Darcy's Equation:
Qo=Af*((K)*(Hf+Df)/(Df))
Where:
Filter Bed Depth(Df)= 1.5 ft
Surface Area of Filter Bed(Af)= 700 sf
Height of Water Above Filter Bed(Hf)=varies by stage
Coefficient of Permeability of Filter Media(K)= 3.5 ft/day
Stage Storage Discharge:
At Hf=Oft Qo= 0.000 cfs
At Hf=1ft Qo= 0.047 cfs
At Hf=2ft Qo= 0.066 cfs
At Hf=aft Qo= 0.085 cfs
At Hf=Oft Qo= 0.104 cfs
At Hf=5ft Qo= 0.123 cfs

Perforation Capacity
Sand Filter Area= 700 sf
length of pipes= 60 ft
N=(number of pipes)*(length of pipes)*(4 rows/ft)*(4 holes/row)
N= 480 holes (assume 50%clogging)
Capacity of each hole=CA(2gh)2
Where:
Diameter of holes= 0.375 in
Area(A)= 0.0008 ft2
Orifice Coefficient(C)= 0.6
h= 1.96 ft
(g)= 32.2 ft/s2
Capacity of each hole= 0.0052 cfs
OK(greater than filter media discharge and
Qtotal=N*Capacity of Each Hole 2.48 cfs drawdown)
Underdrain Pipe Capacity
Calculate Underdrain Pipe Size
D=16*(((Q*n)/(S^0.5))^0.375)
Where:
Diameter of single pipe(in)
Roughness factor(n)= 0.011
Internal Slope(S)= 0.005 ft/ft
Underdrain Design Flow(Q)= 0.43 cfs
Q=Flow Rate Through Media
Design Volume Elev= 593.92(where the design volume is provided,see stage storage)
Flow Rate Through Media= 0.043 cfs
Q= 0.43 cfs
D= 5.82 in
A minimum of 2-6"pipes are required per NCDEQ Stormwater Design Manual Chapter A-5 Table 2
2-6"pipes provided

SAND FILTER
ANTI-FLOTATION BLOCK SIZING
Project Information
Project Name: Rogers Pond Sand Filter 3
Project#:
Designed by: BHE Date: 3/14/2003
Revised by: Date:
Revised by: Date:
Sizing of Antiflotation Block:
Width (If) = 5.0
Length (If) = 5.0
Wall Thickness (in) = 6.0
Top of Structure = 595.5
Bottom of Structure = 585.8
Ground Elevation = 593.0
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 170.7
Weight of Structure (Ib) = 25,605
Volume of Water Displaced (cf) = 413
Weight of Water Displaced (Ib) = 25,784
Volume of Soil Over Lip (cf) = 201.6
Sumerged Weight of Soil Over Lip (Ib) = 7580.16
Weight of Structure (Ib) = 25,605
Weight of Soil (Ib) = 7,580
Total Weight (Ib) = 33,185
Weight of Water Displaced (Ib) = 25,784
Factor of Safety= 1.29
Block Width (If) = 7.0
Block Length (If) = 7.0
Block Depth (If) = 1.0

Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk,Inc.v2021
ero
llig
ale9
Legend
Hyd. Origin Description
1 SCS Runoff Pre Dev
2 SCS Runoff Post Dev Det BMP1
3 SCS Runoff Post Dev Det BMP2
4 SCS Runoff Post Dev Det BMP3
5 SCS Runoff Post Dev Undetained
6 Reservoir Wet Pond 1
7 Reservoir Wet Pond 2
8 Reservoir Sand Filter 3
9 Combine Post Dev Combined
Project: Pre vs Post Detention.gpw Wednesday, 03/22/2023

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 39.12 117.71 175.05 225.00 281.07 Pre Dev
2 SCS Runoff 43.31 87.46 117.50 142.58 169.61 Post Dev Det BMP1
3 SCS Runoff 35.45 66.39 86.77 103.37 121.10 Post Dev Det BMP2
4 SCS Runoff 13.20 25.05 32.94 39.37 46.26 Post Dev Det BMP3
5 SCS Runoff 16.37 46.73 68.69 87.91 109.25 Post Dev Undetained
6 Reservoir 2 2.519 13.99 41.44 73.71 98.40 Wet Pond 1
7 Reservoir 3 3.336 26.89 58.25 71.12 85.69 Wet Pond 2
8 Reservoir 4 1.503 9.356 25.33 34.30 41.83 Sand Filter 3
9 'Combine 5,6,7, 20.85 96.34 188.47 260.52 325.93 Post Dev Combined
8
Proj. file: Pre vs Post Detention.gpw Wednesday, 03/22/2023

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 39.12 2 724 141,532 Pre Dev
2 SCS Runoff 43.31 2 718 86,794 Post Dev Det BMP1
3 SCS Runoff 35.45 2 718 71,038 Post Dev Det BMP2
4 SCS Runoff 13.20 2 718 26,421 Post Dev Det BMP3
5 SCS Runoff 16.37 2 724 56,995 Post Dev Undetained
6 Reservoir 2.519 2 784 82,735 2 634.09 41,920 Wet Pond 1
7 Reservoir 3.336 2 748 68,406 3 596.61 33,232 Wet Pond 2
8 Reservoir 1.503 2 742 25,143 4 594.57 11,597 Sand Filter 3
9 'Combine 20.85 2 726 233,279 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 2 Year Wednesday, 03/22/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 39.12 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 141,532 cuft
Drainage area = 66.660 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
40.00 40.00
j
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 1 A - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
Hyd. No. 1
Pre Dev
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.56 0.00 0.00
Land slope (%) = 2.70 0.00 0.00
Travel Time (min) = 10.37 + 0.00 + 0.00 = 10.37
Shallow Concentrated Flow
Flow length (ft) = 565.00 0.00 0.00
Watercourse slope (%) = 6.30 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.05 0.00 0.00
Travel Time (min) = 2.33 + 0.00 + 0.00 = 2.33
Channel Flow
X sectional flow area (sqft) = 12.00 0.00 0.00
Wetted perimeter (ft) = 12.64 0.00 0.00
Channel slope (%) = 3.50 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =8.97
0.00
0.00
Flow length (ft) ({0})857.0 0.0 0.0
Travel Time (min) = 1.59 + 0.00 + 0.00 = 1.59
Total Travel Time, Tc 14.30 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 43.31 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 86,794 cuft
Drainage area = 21.980 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP1
Q (cfs) Hyd. No. 2 --2 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. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 35.45 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 71,038 cuft
Drainage area = 14.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP2
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
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. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 13.20 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 26,421 cuft
Drainage area = 5.510 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP3
Q (cfs) Hyd. No. 4 --2 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. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 16.37 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 56,995 cuft
Drainage area = 25.020 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.30 min
Total precip. = 3.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Undetained
Q (cfs) Hyd. No. 5 --2 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 — I \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 2.519 cfs
Storm frequency = 2 yrs Time to peak = 784 min
Time interval = 2 min Hyd. volume = 82,735 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 634.09 ft
Reservoir name = Wet Pond 1 Max. Storage = 41,920 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6 --2 Year 0 (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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 2 1111111 Total storage used =41,920 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Pond No. 1 - Wet Pond 1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=632.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 632.50 23,042 0 0
0.50 633.00 25,569 12,146 12,146
1.50 634.00 28,385 26,962 39,108
2.50 635.00 31,102 29,730 68,838
3.50 636.00 33,684 32,381 101,220
4.50 637.00 36,321 34,991 136,210
5.50 638.00 39,014 37,656 173,866
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 42.00 2.50 0.00 0.00 Crest Len(ft) = 20.00 2.00 20.00 0.00
Span(in) = 42.00 2.50 0.00 0.00 Crest El.(ft) = 635.50 633.60 636.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 630.09 632.50 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 92.00 1.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 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 Contour)
Multi-Stage = n/a No 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 0 632.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.50 12,146 633.00 27.79 oc 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.103
1.50 39,108 634.00 27.79 oc 0.19 ic --- --- 0.00 1.69 0.00 --- --- --- 1.879
2.50 68,838 635.00 27.79 oc 0.25 ic --- --- 0.00 11.03 0.00 --- --- --- 11.29
3.50 101,220 636.00 47.85 oc 0.30 ic --- --- 23.55 24.31 s 0.00 --- --- --- 48.16
4.50 136,210 637.00 101.25 oc 0.34 ic --- --- 80.82 s 20.42 s 18.38 --- --- --- 119.97
5.50 173,866 638.00 113.82 ic 0.38 ic --- --- 95.76 s 18.02 s 95.53 --- --- --- 209.69

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 3.336 cfs
Storm frequency = 2 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 68,406 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 596.61 ft
Reservoir name = Wet Pond 2 Max. Storage = 33,232 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7 --2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
L0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Time (min)
Hyd No. 7 Hyd No. 3 1111111 [ Total storage used = 33,232 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Pond No. 2 - Wet Pond 2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=594.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 594.50 12,526 0 0
0.50 595.00 14,493 6,748 6,748
1.50 596.00 16,730 15,597 22,345
2.50 597.00 18,909 17,807 40,151
3.50 598.00 20,974 19,931 60,082
4.50 599.00 23,087 22,020 82,102
5.50 600.00 25,257 24,161 106,263
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 2.00 0.00 0.00 Crest Len(ft) = 20.00 2.00 20.00 0.00
Span(in) = 36.00 2.00 0.00 0.00 Crest El.(ft) = 597.50 596.00 598.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 592.20 594.50 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 41.00 1.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 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 Contour)
Multi-Stage = n/a No 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 0 594.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.50 6,748 595.00 16.10 oc 0.07 ic --- --- 0.00 0.00 0.00 --- --- --- 0.068
1.50 22,345 596.00 16.10 oc 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.125
2.50 40,151 597.00 16.10 oc 0.16 ic --- --- 0.00 6.66 0.00 --- --- --- 6.823
3.50 60,082 598.00 42.38 oc 0.19 ic --- --- 23.55 18.84 0.00 --- --- --- 42.58
4.50 82,102 599.00 76.96 ic 0.22 ic --- --- 63.19 s 13.77 s 18.38 --- --- --- 95.56
5.50 106,263 600.00 85.01 ic 0.24 ic --- --- 72.72 s 12.29 s 95.53 --- --- --- 180.79

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 1.503 cfs
Storm frequency = 2 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 25,143 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 594.57 ft
Reservoir name = Sand Filter 3 Max. Storage = 11,597 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8 --2 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
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 8 Hyd No. 4 1111111 Total storage used = 11,597 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Pond No. 3 - Sand Filter 3
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=593.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 593.00 6,377 0 0
1.00 594.00 7,523 6,941 6,941
2.00 595.00 8,756 8,131 15,072
3.00 596.00 10,063 9,401 24,473
4.00 597.00 11,417 10,732 35,205
5.00 598.00 12,829 12,115 47,320
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 0.00 0.00 0.00 Crest Len(ft) = 20.00 1.00 20.00 0.00
Span(in) = 24.00 0.00 0.00 0.00 Crest El.(ft) = 595.50 594.00 596.50 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 585.80 0.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 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 Contour)
Multi-Stage = n/a No 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 0 593.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000
1.00 6,941 594.00 37.66 ic --- --- --- 0.00 0.00 0.00 --- --- 0.047 0.047
2.00 15,072 595.00 37.66 ic --- --- --- 0.00 3.33 0.00 --- --- 0.066 3.396
3.00 24,473 596.00 37.66 ic --- --- --- 23.55 9.42 0.00 --- --- 0.085 33.05
4.00 35,205 597.00 48.14 ic --- --- --- 43.42 s 4.71 s 18.38 --- --- 0.104 66.63
5.00 47,320 598.00 50.58 ic --- --- --- 46.63 s 3.94 s 95.53 --- --- 0.123 146.22

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 20.85 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 233,279 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 25.020 ac
Post Dev Combined
Q (cfs) Hyd. No. 9 --2 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
i-- ":'- llI;l'.'--'''-\—"—'
0.00 '- 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 117.71 2 724 351,706 Pre Dev
2 SCS Runoff 87.46 2 718 176,006 Post Dev Det BMP1
3 SCS Runoff 66.39 2 716 134,407 Post Dev Det BMP2
4 SCS Runoff 25.05 2 716 50,651 Post Dev Det BMP3
5 SCS Runoff 46.73 2 724 138,432 Post Dev Undetained
6 Reservoir 13.99 2 728 171,815 2 635.22 75,930 Wet Pond 1
7 Reservoir 26.89 2 722 131,721 3 597.79 55,998 Wet Pond 2
8 Reservoir 9.356 2 724 49,355 4 595.61 20,804 Sand Filter 3
9 'Combine 96.34 2 724 491,323 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 10 Year Wednesday, 03/22/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 117.71 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 351,706 cuft
Drainage area = 66.660 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev
Q (cfs) Hyd. No. 1 -- 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 — 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 87.46 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 176,006 cuft
Drainage area = 21.980 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
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. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 66.39 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 134,407 cuft
Drainage area = 14.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP2
Q (cfs) Hyd. No. 3-- 10 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
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 25.05 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 50,651 cuft
Drainage area = 5.510 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP3
Q (cfs) Hyd. No. 4-- 10 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 1320 1440
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 46.73 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 138,432 cuft
Drainage area = 25.020 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.30 min
Total precip. = 5.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Undetained
Q (cfs) Hyd. No. 5-- 10 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. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 13.99 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 171,815 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 635.22 ft
Reservoir name = Wet Pond 1 Max. Storage = 75,930 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
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 1_ 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 6 Hyd No. 2 1111111 [ Total storage used = 75,930 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 26.89 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 131,721 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 597.79 ft
Reservoir name = Wet Pond 2 Max. Storage = 55,998 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7-- 10 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. 7 Hyd No. 3 1111111 Total storage used = 55,998 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 9.356 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 49,355 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 595.61 ft
Reservoir name = Sand Filter 3 Max. Storage = 20,804 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8-- 10 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 4— — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 4 I 1 1 1 1 1 Total storage used = 20,804 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 96.34 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 491,323 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 25.020 ac
Post Dev Combined
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
100.00 I 100.00
90.00 90.00
80.00 80.00
70.001 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 'j 20.00
I1
I
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. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 175.05 2 724 508,217 Pre Dev
2 SCS Runoff 117.50 2 716 237,424 Post Dev Det BMP1
3 SCS Runoff 86.77 2 716 176,817 Post Dev Det BMP2
4 SCS Runoff 32.94 2 716 66,955 Post Dev Det BMP3
5 SCS Runoff 68.69 2 724 198,563 Post Dev Undetained
6 Reservoir 41.44 2 724 233,182 2 635.91 98,448 Wet Pond 1
7 Reservoir 58.25 2 720 174,112 3 598.20 64,398 Wet Pond 2
8 Reservoir 25.33 2 720 65,650 4 595.90 23,489 Sand Filter 3
9 'Combine 188.47 2 722 671,507 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 25 Year Wednesday, 03/22/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 175.05 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 508,217 cuft
Drainage area = 66.660 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
180.00 I 180.00
150.00 1 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 117.50 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 237,424 cuft
Drainage area = 21.980 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP1
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
120.00 120.00
100.00 I 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. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 86.77 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 176,817 cuft
Drainage area = 14.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP2
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
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
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 32.94 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 66,955 cuft
Drainage area = 5.510 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP3
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 - 15.00
10.00 10.00
5.00 5.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 68.69 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 198,563 cuft
Drainage area = 25.020 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.30 min
Total precip. = 6.22 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Undetained
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
II
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. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 41.44 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 233,182 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 635.91 ft
Reservoir name = Wet Pond 1 Max. Storage = 98,448 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6--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
Time (min)
Hyd No. 6 Hyd No. 2 1111111 Total storage used = 98,448 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 58.25 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 174,112 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 598.20 ft
Reservoir name = Wet Pond 2 Max. Storage = 64,398 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
90.00 I 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 - i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 3 II I I I I I [ Total storage used = 64,398 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 25.33 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 65,650 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 595.90 ft
Reservoir name = Sand Filter 3 Max. Storage = 23,489 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8--25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 1 l - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 4 1111111 [ Total storage used = 23,489 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 188.47 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 671,507 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 25.020 ac
Post Dev Combined
Q (cfs) Hyd. No. 9--25 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 , 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 225.00 2 722 644,277 Pre Dev
2 SCS Runoff 142.58 2 716 288,968 Post Dev Det BMP1
3 SCS Runoff 103.37 2 716 211,964 Post Dev Det BMP2
4 SCS Runoff 39.37 2 716 80,498 Post Dev Det BMP3
5 SCS Runoff 87.91 2 722 250,643 Post Dev Undetained
6 Reservoir 73.71 2 722 284,695 2 636.31 112,019 Wet Pond 1
7 Reservoir 71.12 2 720 209,247 3 598.50 71,139 Wet Pond 2
8 Reservoir 34.30 2 720 79,189 4 596.02 24,641 Sand Filter 3
9 'Combine 260.52 2 722 823,774 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 50 Year Wednesday, 03/22/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 225.00 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 644,277 cuft
Drainage area = 66.660 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 142.58 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 288,968 cuft
Drainage area = 21.980 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP1
Q (cfs) Hyd. No. 2 -- 50 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 — J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 103.37 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 211,964 cuft
Drainage area = 14.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP2
Q (cfs) Hyd. No. 3-- 50 Year Q (cfs)
120.00 1 120.00
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
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 39.37 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 80,498 cuft
Drainage area = 5.510 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP3
Q (cfs) Hyd. No. 4-- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
— ---4--
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 87.91 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 250,643 cuft
Drainage area = 25.020 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.30 min
Total precip. = 7.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Undetained
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
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. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 73.71 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 284,695 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 636.31 ft
Reservoir name = Wet Pond 1 Max. Storage = 112,019 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6-- 50 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
I I
20.00 20.00
.0.00 — 1 � .- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 2 II I I I I I [ Total storage used = 112,019 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 71.12 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 209,247 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 598.50 ft
Reservoir name = Wet Pond 2 Max. Storage = 71,139 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7-- 50 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 Lamomemw
vielJ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 3 1111111 Total storage used = 71,139 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 34.30 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 79,189 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 596.02 ft
Reservoir name = Sand Filter 3 Max. Storage = 24,641 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8-- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
L
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 1111111 [ Total storage used = 24,641 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 260.52 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 823,774 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 25.020 ac
Post Dev Combined
Q (cfs) Hyd. No. 9-- 50 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
L
40.00 40.00
0.00 — -
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021
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 281.07 2 722 796,537 Pre Dev
2 SCS Runoff 169.61 2 716 345,247 Post Dev Det BMP1
3 SCS Runoff 121.10 2 716 250,010 Post Dev Det BMP2
4 SCS Runoff 46.26 2 716 95,182 Post Dev Det BMP3
5 SCS Runoff 109.25 2 722 308,772 Post Dev Undetained
6 Reservoir 98.40 2 722 340,947 2 636.69 125,479 Wet Pond 1
7 Reservoir 85.69 2 720 247,281 3 598.84 78,492 Wet Pond 2
8 Reservoir 41.83 2 718 93,869 4 596.12 25,745 Sand Filter 3
9 'Combine 325.93 2 720 990,869 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 100 Year Wednesday, 03/22/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 281.07 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 796,537 cuft
Drainage area = 66.660 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.30 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 - — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 169.61 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 345,247 cuft
Drainage area = 21.980 ac Curve number = 72
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP1
Q (cfs) Hyd. No. 2-- 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
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 121.10 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 250,010 cuft
Drainage area = 14.150 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP2
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 i 100.00
I
80.00 80.00
60.00 60.00
40.00 40.00
II
20.00 20.00
I
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 46.26 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 95,182 cuft
Drainage area = 5.510 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Det BMP3
Q (cfs) Hyd. No. 4-- 100 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
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 109.25 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 308,772 cuft
Drainage area = 25.020 ac Curve number = 62
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.30 min
Total precip. = 7.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Undetained
Q (cfs) Hyd. No. 5-- 100 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. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 98.40 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 340,947 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 636.69 ft
Reservoir name = Wet Pond 1 Max. Storage = 125,479 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6-- 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
11
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. 6 Hyd No. 2 1111111 Total storage used = 125,479 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 85.69 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 247,281 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 598.84 ft
Reservoir name = Wet Pond 2 Max. Storage = 78,492 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
140.00 - 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 I 60.00
I
I
40.00 40.00
il
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. 7 Hyd No. 3 II IIIIHTotal storage used = 78,492 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 41.83 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 93,869 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 596.12 ft
Reservoir name = Sand Filter 3 Max. Storage = 25,745 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8-- 100 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
Time (min)
Hyd No. 8 Hyd No. 4 1111111 Total storage used = 25,745 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 325.93 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 990,869 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 25.020 ac
Post Dev Combined
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
350.00 I 350.00
300.00 300.00
250.00 •
250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 �Jl 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Wednesday,03/22/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:Waxhaw.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 I 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
Precip.file name:W:\2022\C220016-Smith Douglas Waxhaw Rogers Site\Calculations\Waxhaw.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.95 3.56 0.00 4.47 5.20 6.22 7.04 7.91
SCS 6-Hr 1.00 2.54 0.00 3.17 3.67 4.35 4.90 5.46
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 1.00 2.54 1.03 0.00 3.67 4.35 4.90 5.46

EROSION AND SEDIMENT
CONTROL CALCULATIONS

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 1 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec.6.61)
Drainage Area(ac)= 22.46
Disturbed Area(ac)= 22.46
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 85.5 (Q=c*i*drainage area)
Required surface area(sf)= 37,175 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 40,428 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 150.0 ft x 160.0 ft
Top Dimension(sediment storage elevation)= 168.0 ft x 178.0 ft
Top of Dam Dimension= 183.0 ft x 193.0 ft
Storage Provided (cf)= 80,856.0
Surace Area Provided (sf)= 29,904.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
632.5 23,699 0
633 26,100 12,450
634 28,579 39,789
635 37,419 72,788
636 40,138 111,567
637 42,913 153,092 _
638 45,745 197,421
Designed Storage Elevation (ft)= 635.50
Designed Surface Area(sf)= 38,779 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 92,178 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 632.5
Top of Dam Elevation (ft)= 638.0
Emergency Spillway Elevation(ft)= 636.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 40,428 2.5 0.208
Dewatering Time(days)= 3.4 3 0.25
Calculated Orifice Size(in)= 2.99 4 0.333
Actual Orifice Size(in)= 3.00 5 0.333
6 0.417
8 0.5

!Basin#1 -Phase 1 (Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 85.5 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length (ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation(ft)= 635.5 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 15 (Cw=3.0)
Velocity Over Spillway(fps)= 3.4
Emergency Spillway Elevation(ft)= 636.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 638.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 85.5
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation(ft)= 636.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 15
Velocity Over Spillway(fps)= 3.4
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation (ft)= 638.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width (ft)= 5
Wall Thickness(in)= 6
Top of Structure= 635.5
Bottom of Structure= 630.1
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 60
Weight of Structure(Ib)= 8,926
Volume of Water Displaced(cf)= 194.8
Weight of Water Displaced(Ib)= 12,153
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.3
Check Culvert Capacity:
Invert Elevation Down(ft): 629.63
Invert Elevation Up(ft): 630.09
Pipe Length(ft): 92.00
Slope(ft/ft): 0.0050
Pipe Diameter(in): 42
Mannings: 0.013
Q10(cfs): 85.5 See attached Culvert Analysis
Velocity Q10(fps): 9.3 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Mar 15 2023
SB1 PH1
Invert Elev Dn (ft) = 629.63 Calculations
Pipe Length (ft) = 92.00 Qmin (cfs) = 85.50
Slope (%) = 0.50 Qmax (cfs) = 85.50
Invert Elev Up (ft) = 630.09 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 85.50
No. Barrels = 1 Qpipe (cfs) = 85.50
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 9.29
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 10.10
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 632.82
HGL Up (ft) = 632.97
Embankment Hw Elev (ft) = 635.57
Top Elevation (ft) = 638.00 Hw/D (ft) = 1.57
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) SB1 PHI Hw Depth(ft)
639.00 8.91
637.00 6.91
Inlet control
635.00 4.91
J
633.00 2.91
631.00 0.91
629.00 - - -1.09
627.00 3.09
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Circular Culvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 1 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec.6.61)
Drainage Area(ac)= 21.98
Disturbed Area(ac)= 21.98
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 83.6 (Q=c*i*drainage area)
Required surface area(sf)= 36,381 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 39,564 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 150.0 ft x 160.0 ft
Top Dimension(sediment storage elevation)= 168.0 ft x 178.0 ft
Top of Dam Dimension= 183.0 ft x 193.0 ft
Storage Provided (cf)= 80,856.0
Surace Area Provided (sf)= 29,904.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
632.5 23,699 0
633 26,100 12,450
634 28,579 39,789
635 37,419 72,788
636 40,138 111,567
637 42,913 153,092 _
638 45,745 197,421
Designed Storage Elevation (ft)= 635.50
Designed Surface Area(sf)= 38,779 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 92,178 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 632.5
Top of Dam Elevation (ft)= 638.0
Emergency Spillway Elevation(ft)= 636.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 39,564 2.5 0.208
Dewatering Time(days)= 2.4 3 0.25
Calculated Orifice Size(in)= 3.52 4 0.333
Actual Orifice Size(in)= 3.50 5 0.333
6 0.417
8 0.5

!Basin#1 -Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 83.6 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length (ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation(ft)= 635.5 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 15 (Cw=3.0)
Velocity Over Spillway(fps)= 3.4
Emergency Spillway Elevation(ft)= 636.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 638.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Ospillway(cfs)= 83.6
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation(ft)= 636.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 15
Velocity Over Spillway(fps)= 3.3
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation (ft)= 638.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width (ft)= 5
Wall Thickness(in)= 6
Top of Structure= 635.5
Bottom of Structure= 630.1
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 60
Weight of Structure(Ib)= 8,926
Volume of Water Displaced(cf)= 194.8
Weight of Water Displaced(Ib)= 12,153
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.3
Check Culvert Capacity:
Invert Elevation Down(ft): 629.63
Invert Elevation Up(ft): 630.09
Pipe Length(ft): 92.00
Slope(ft/ft): 0.0050
Pipe Diameter(in): 42
Mannings: 0.013
Q10(cfs): 83.6 See attached Culvert Analysis
Velocity Q10(fps): 9.1 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Mar 15 2023
SB1 PH2
Invert Elev Dn (ft) = 629.63 Calculations
Pipe Length (ft) = 92.00 Qmin (cfs) = 83.60
Slope (%) = 0.50 Qmax (cfs) = 83.60
Invert Elev Up (ft) = 630.09 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 83.60
No. Barrels = 1 Qpipe (cfs) = 83.60
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 9.12
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.97
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 632.80
HGL Up (ft) = 632.94
Embankment Hw Elev (ft) = 635.43
Top Elevation (ft) = 638.00 Hw/D (ft) = 1.53
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) SB1 PH2 Hw Depth(ft)
639.00 8.91
637.00 6.91
Inleteontrol
635.00 4.91
633.00 2.91
631.00 - 0.91
629.00 - - -1.09
627.00 3.09
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Circular Culvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 2 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec.6.61)
Drainage Area(ac)= 8.01
Disturbed Area(ac)= 8.01
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 30.5 (Q=c*i*drainage area)
Required surface area(sf)= 13,258 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 14,418 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 90.0 ft x 180.0 ft
Top Dimension(sediment storage elevation)= 108.0 ft x 198.0 ft
Top of Dam Dimension= 123.0 ft x 213.0 ft
Storage Provided (cf)= 56,376.0
Surace Area Provided (sf)= 21,384.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
594.5 13,135 0
595 14,987 7,031
596 16,912 22,980
597 23,685 43,279
598 25,925 68,084
599 28,219 95,156
600 30,569 124,550
Designed Storage Elevation (ft)= 597.50
Designed Surface Area(sf)= 24,805 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 55,681 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 594.5
Top of Dam Elevation (ft)= 600.0
Emergency Spillway Elevation(ft)= 598.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 14,418 2.5 0.208
Dewatering Time(days)= 2.7 3 0.25
Calculated Orifice Size(in)= 2.00 4 0.333
Actual Orifice Size(in)= 2.00 5 0.333
6 0.417
8 0.5

!Basin#2-Phase 1 (Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 30.5 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length (ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation(ft)= 597.5 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 8 (Cw=3.0)
Velocity Over Spillway(fps)= 2.4
Emergency Spillway Elevation(ft)= 598.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 600.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 30.5
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation(ft)= 598.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 8
Velocity Over Spillway(fps)= 2.3
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation (ft)= 600.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width (ft)= 5
Wall Thickness(in)= 6
Top of Structure= 597.5
Bottom of Structure= 592.2
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 58
Weight of Structure(Ib)= 8,728
Volume of Water Displaced(cf)= 190.4
Weight of Water Displaced(Ib)= 11,883
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.4
Check Culvert Capacity:
Invert Elevation Down(ft): 592.00
Invert Elevation Up(ft): 592.21
Pipe Length(ft): 41.00
Slope(ft/ft): 0.0051
Pipe Diameter(in): 36
Mannings: 0.013
Q10(cfs): 30.5 See attached Culvert Analysis
Velocity Q10(fps): 5.0 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Mar 15 2023
SB2 PH1
Invert Elev Dn (ft) = 592.00 Calculations
Pipe Length (ft) = 41.00 Qmin (cfs) = 30.50
Slope (%) = 0.51 Qmax (cfs) = 30.50
Invert Elev Up (ft) = 592.21 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 36.0
Shape = Circular Highlighted
Span (in) = 36.0 Qtotal (cfs) = 30.50
No. Barrels = 1 Qpipe (cfs) = 30.50
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.04
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.94
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 594.39
HGL Up (ft) = 594.00
Embankment Hw Elev (ft) = 594.92
Top Elevation (ft) = 600.00 Hw/D (ft) = 0.90
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) SB2 PHI Hw Depth(ft)
601.00 8.79
600.00 7.79
599.00 6.79
598.00 5.79
597.00 4.79
596.00 3.79
595.00 cp„uy 2.79
594.00 1.79
593.00 0.79
592.00 -021
591.00 -1.21
0 5 10 15 20 25 30 35 40 46 50 55 60 65
Circular Culvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 2 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec.6.61)
Drainage Area(ac)= 14.15
Disturbed Area(ac)= 14.15
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 53.8 (Q=c*i*drainage area)
Required surface area(sf)= 23,421 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 25,470 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 90.0 ft x 180.0 ft
Top Dimension(sediment storage elevation)= 108.0 ft x 198.0 ft
Top of Dam Dimension= 123.0 ft x 213.0 ft
Storage Provided (cf)= 56,376.0
Surace Area Provided (sf)= 21,384.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
594.5 13,135 0
595 14,987 7,031
596 16,912 22,980
597 23,685 43,279
598 25,925 68,084
599 28,219 95,156
600 30,569 124,550
Designed Storage Elevation (ft)= 597.50
Designed Surface Area(sf)= 24,805 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 55,681 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 594.5
Top of Dam Elevation (ft)= 600.0
Emergency Spillway Elevation(ft)= 598.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 25,470 2.5 0.208
Dewatering Time(days)= 2.2 3 0.25
Calculated Orifice Size(in)= 2.95 4 0.333
Actual Orifice Size(in)= 3.00 5 0.333
6 0.417
8 0.5

!Basin#2-Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 53.8 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length (ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation(ft)= 597.5 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 11 (Cw=3.0)
Velocity Over Spillway(fps)= 2.9
Emergency Spillway Elevation(ft)= 598.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 600.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Ospillway(cfs)= 53.8
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation(ft)= 598.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 11
Velocity Over Spillway(fps)= 2.9
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation (ft)= 600.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width (ft)= 5
Wall Thickness(in)= 6
Top of Structure= 597.5
Bottom of Structure= 592.2
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 58
Weight of Structure(Ib)= 8,728
Volume of Water Displaced(cf)= 190.4
Weight of Water Displaced(Ib)= 11,883
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.4
Check Culvert Capacity:
Invert Elevation Down(ft): 592.00
Invert Elevation Up(ft): 592.21
Pipe Length(ft): 41.00
Slope(ft/ft): 0.0051
Pipe Diameter(in): 36
Mannings: 0.013
Q10(cfs): 53.8 See attached Culvert Analysis
Velocity Q10(fps): 8.1 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Mar 15 2023
SB2 PH2
Invert Elev Dn (ft) = 592.00 Calculations
Pipe Length (ft) = 41.00 Qmin (cfs) = 53.80
Slope (%) = 0.51 Qmax (cfs) = 53.80
Invert Elev Up (ft) = 592.21 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 36.0
Shape = Circular Highlighted
Span (in) = 36.0 Qtotal (cfs) = 53.80
No. Barrels = 1 Qpipe (cfs) = 53.80
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.05
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.95
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 594.69
HGL Up (ft) = 594.59
Embankment Hw Elev (ft) = 596.52
Top Elevation (ft) = 600.00 Hw/D (ft) = 1.44
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) $62 PH2 Hw Depth(ft)
601.00 8.79
600.00 7.79
599.00 6.79
598.00 5.79
597.00 4.79
' Inl,4nnntrol
596.00 3.79
595.00 2.79
594.00 1.79
593.00 0.79
592.00 -021
591.00 -1.21
0 5 10 15 20 25 30 35 43 45 50 55 60 65
Circular Culvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 3 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec.6.61)
Drainage Area(ac)= 5.51
Disturbed Area(ac)= 5.51
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 21.0 (Q=c*i*drainage area)
Required surface area(sf)= 9,120 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 9,918 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 60.0 ft x 120.0 ft
Top Dimension(sediment storage elevation)= 78.0 ft x 138.0 ft
Top of Dam Dimension= 90.0 ft x 150.0 ft
Storage Provided (cf)= 26,946.0
Surace Area Provided (sf)= 10,764.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
593 6,377 0
594 7,523 6,950
595 8,756 15,090
596 10,063 24,499
597 11,417 35,239
598 12,829 47,362
Designed Storage Elevation (ft)= 595.50
Designed Surface Area(sf)= 9,410 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 19,794 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 593.0
Top of Dam Elevation (ft)= 598.0
Emergency Spillway Elevation(ft)= 596.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 3 1.5 0.125
Head on Skimmer(ft)= 0.25 2 0.167
Dewatered Volume(cf)= 9,918 2.5 0.208
Dewatering Time(days)= 2.1 3 0.25
Calculated Orifice Size(in)= 2.02 4 0.333
Actual Orifice Size(in)= 2.00 5 0.333
6 0.417
8 0.5

!Basin#3-Phase 1 (Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 21.0 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length (ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation(ft)= 595.5 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 6 (Cw=3.0)
Velocity Over Spillway(fps)= 2.1
Emergency Spillway Elevation(ft)= 596.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 598.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 21.0
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation(ft)= 596.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 6
Velocity Over Spillway(fps)= 2.1
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation (ft)= 598.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width (ft)= 5
Wall Thickness(in)= 6
Top of Structure= 595.5
Bottom of Structure= 585.8
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 107
Weight of Structure(Ib)= 16,005
Volume of Water Displaced(cf)= 349.2
Weight of Water Displaced(Ib)= 21,790
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.1
Check Culvert Capacity:
Invert Elevation Down(ft): 585.50
Invert Elevation Up(ft): 585.80
Pipe Length(ft): 60.00
Slope(ft/ft): 0.0050
Pipe Diameter(in): 24
Mannings: 0.013
Q10(cfs): 21.0 See attached Culvert Analysis
Velocity Q10(fps): 7.0 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Mar 15 2023
SB3 PH1
Invert Elev Dn (ft) = 585.50 Calculations
Pipe Length (ft) = 60.00 Qmin (cfs) = 21.00
Slope (%) = 0.50 Qmax (cfs) = 21.00
Invert Elev Up (ft) = 585.80 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 21.00
No. Barrels = 1 Qpipe (cfs) = 21.00
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.00
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.68
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 587.32
HGL Up (ft) = 587.87
Embankment Hw Elev (ft) = 588.91
Top Elevation (ft) = 598.00 Hw/D (ft) = 1.56
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) SB3 PH1 Hw Depth(ft)
599.00 I 13.20
597.00 11.20
595.00 9.20
593.00 7.20
r
591.00 - 5.20
589.00 -imawnuA 3.20
587.00 1.20
585.00 -0.80
583.00 -2.80
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
CircularCulvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 3 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch. 6, Sec.6.61)
Drainage Area(ac)= 5.51
Disturbed Area(ac)= 5.51
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 21.0 (Q=c*i*drainage area)
Required surface area(sf)= 9,120 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 9,918 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 60.0 ft x 120.0 ft
Top Dimension(sediment storage elevation)= 78.0 ft x 138.0 ft
Top of Dam Dimension= 90.0 ft x 150.0 ft
Storage Provided (cf)= 26,946.0
Surace Area Provided (sf)= 10,764.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
593 6,377 0
594 7,523 6,950
595 8,756 15,090
596 10,063 24,499
597 11,417 35,239
598 12,829 47,362
Designed Storage Elevation (ft)= 595.50
Designed Surface Area(sf)= 9,410 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 19,794 O.K.>Minimum Required Storage
Bottom Elevation (ft)= 593.0
Top of Dam Elevation (ft)= 598.0
Emergency Spillway Elevation(ft)= 596.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch.6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 3 1.5 0.125
Head on Skimmer(ft)= 0.25 2 0.167
Dewatered Volume(cf)= 9,918 2.5 0.208
Dewatering Time(days)= 2.1 3 0.25
Calculated Orifice Size(in)= 2.02 4 0.333
Actual Orifice Size(in)= 2.00 5 0.333
6 0.417
8 0.5

!Basin#3-Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 21.0 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length (ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation(ft)= 595.5 (spillway set from permanent pond design)
Design High Water Depth Over Spillway(in)= 6 (Cw=3.0)
Velocity Over Spillway(fps)= 2.1
Emergency Spillway Elevation(ft)= 596.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 598.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Ospillway(cfs)= 21.0
Spillway Length(ft)= 20.0 (20 ft minimum spillway length, Cw=2.6)
Spillway Crest Elevation(ft)= 596.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 6
Velocity Over Spillway(fps)= 2.1
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation (ft)= 598.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width (ft)= 5
Wall Thickness(in)= 6
Top of Structure= 595.5
Bottom of Structure= 585.8
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 107
Weight of Structure(Ib)= 16,005
Volume of Water Displaced(cf)= 349.2
Weight of Water Displaced(Ib)= 21,790
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.1
Check Culvert Capacity:
Invert Elevation Down(ft): 585.50
Invert Elevation Up(ft): 585.80
Pipe Length(ft): 60.00
Slope(ft/ft): 0.0050
Pipe Diameter(in): 24
Mannings: 0.013
Q10(cfs): 21.0 See attached Culvert Analysis
Velocity Q10(fps): 7.0 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Mar 15 2023
SB3 PH2
Invert Elev Dn (ft) = 585.50 Calculations
Pipe Length (ft) = 60.00 Qmin (cfs) = 21.00
Slope (%) = 0.50 Qmax (cfs) = 21.00
Invert Elev Up (ft) = 585.80 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 21.00
No. Barrels = 1 Qpipe (cfs) = 21.00
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.00
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.68
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 587.32
HGL Up (ft) = 587.87
Embankment Hw Elev (ft) = 588.91
Top Elevation (ft) = 598.00 Hw/D (ft) = 1.56
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) SB3 PH2 Hw Depth(ft)
599.00 I 13.20
597.00 11.20
595.00 9.20
593.00 7.20
r
591.00 - 5.20
589.00 -imawnuA 3.20
587.00 1.20
585.00 -0.80
583.00 -2.80
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
CircularCulvert HGL Embank
Reach(ft)

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 4 Phase 1
Basin Type= Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 3.52
Disturbed Area (ac)= 3.52
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 13.4 (Q=c*i*drainage area)
Required surface area(sf)= 4,353 (325 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 6,336 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes ( x: 1 )= 3.0
Storage Depth "Z" (ft)= 1.50
Bottom Dimension = 100.0 ft x 40.0 ft
Top Dimension (sediment storage elevation)= 109.0 ft x 49.0 ft
Top of Dam Dimension = 124.0 ft x 64.0 ft
Storage Provided (cf)= 7,005.8
Surace Area Provided (sf)= 5,341.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
614 3,979 0
615 4,821 4,400
616 5,720 9,671
617 6,676 15,869
618 7,688 23,051
Designed Storage Elevation (ft)= 616.50
Designed Surface Area (sf)= 6,198 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 12,770 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 614.0
Top of Dam Elevation (ft)= 618.0
Emergency Spillway Elevation (ft)= 616.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec. 6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size (in)= 2 1.5 0.125
Head on Skimmer(ft)= 0.167 2 0.167
Dewatered Volume (cf)= 6,336 2.5 0.208
Dewatering Time(days)= 3 3 0.25
Calculated Orifice Size (in)= 1.50 4 0.333
Actual Orifice Size(in)= 1.50 5 0.333
6 0.417
8 0.5

!Basin#4-Phase 1 (Cont.)
Sizing of Emergency Spillway:
Qspillway(cfs)= 13.4 (Q10)
Spillway Length (ft)= 20.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft)= 616.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 4 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps)= 2.0
Freeboard (ft)= 1.2 (1 ft minimum)
Filter Width (ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 618.0 (Top of Basin Elevation)

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: Date:
Revised by: Date:
Basin# 5 Phase 1
Basin Type= Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 0.61
Disturbed Area (ac)= 0.61
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 2.3 (Q=c*i*drainage area)
Required surface area(sf)= 754 (325 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 1,098 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes ( x: 1 )= 3.0
Storage Depth "Z" (ft)= 1.50
Bottom Dimension = 25.0 ft x 100.0 ft
Top Dimension (sediment storage elevation)= 34.0 ft x 109.0 ft
Top of Dam Dimension = 49.0 ft x 124.0 ft
Storage Provided (cf)= 4,654.5
Surace Area Provided (sf)= 3,706.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
592 2,517 0
593 3,322 2,920
594 4,190 6,676
595 5,115 11,328
-1,510,385
Designed Storage Elevation (ft)= 593.50
Designed Surface Area (sf)= 3,756 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 4,798 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 591.0
Top of Dam Elevation (ft)= 595.0
Emergency Spillway Elevation (ft)= 593.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec. 6.64
Skimmer Head on
Size Skimmer
jInches) (Feet)
Skimmer Size (in)= 1.5 1.5 0.125
Head on Skimmer(ft)= 0.125 2 0.167
Dewatered Volume (cf)= 1,098 2.5 0.208
Dewatering Time(days)= 2.4 3 0.25
Calculated Orifice Size (in)= 0.75 4 0.333
Actual Orifice Size(in)= 0.75 5 0.333
6 0.417
8 0.5

!Basin#5-Phase 1 (Cont.)
Sizing of Emergency Spillway:
Qspillway(cfs)= 2.3 (Q10)
Spillway Length (ft)= 20.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft)= 593.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 1 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps)= 1.4
Freeboard (ft)= 1.4 (1 ft minimum)
Filter Width (ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 595.0 (Top of Basin Elevation)

Appendices
A45-FES
36" Diameter
Q10 = 54.33 cfs
La = 20'
d50 = 7.2"
W = 23'
3 o 3Do = 9' ,:.: : !Ill
t = 1.4' I ;i ,1,
Outlet W = Do + La Il la l I Itjl l : , +.ii{}:t1
90 --h- ;1 I fling 1 1 -
pipe I : i :. iI Hip i1 1 "�.,.I
diameter (Do) I ll 11! :. I ili�I if': j.,nl
La --+1 80 • olio i;��
_ =T.ilwater < 0.5D0 1 : j 1 1_. I • I 11 ` i=in t,I pi;+iil/�wei1
a*k\)' 71 Li i i 1 a +:i I. 1 '.051/1;Iriri
ff ✓n.
�P�o60� I -t I liI t-fib ' .. 1 Ii- 1 I 1 .isiii �' .: , "
0vmac I III' 1. - I 1 �'L' �ii,i ii .��'1 I� I`
J��'e� ii HI � � I II ' { co.',
l r 1 it,1,Ili III
-II i! I ...Ado r
0‘'CN ' 50 : HI, { tr ; • ;_ �' ' .• .q1` . , ;l;i��n o Ri1 i1
I- f. i, , I , ;i l lif� nuI mm 1 1
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1( I 1IIHM 1V.,,IIVII
I �- t �' 1' l ! f fi i a� 1=II111 1
Iti 1,�'-: _. {4` { -f: 1. I i .I„ t 1 ,. 10 a aiii;.1; I
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} ` I 9 ..: a F
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dill 1 -I I_
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hI
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— 1 '.fir •' � J�-/_.:/ 1�1IIIIi1/1111111111,11QJG Q
L- I I V ■I_'. �I I 11 dill 1 11111■II:
:rl� ,_ I ► Li iE[Y„ . ,��, 11: �r ! ioi 1 1 III 01 iron EC
-- — --1 I i.,. .. 11 I� I I� I I ' ���=�I� liilll � IIII■
I v.=ZO l . .d _ .1.116P. il II1 i111 11111I1ii11� :3
5 d ' 1 , } 1 } I i
v 15 ��� + I f
4
l 1Ili'- i I .' Vi �i10 -, r 1 1 !. .. I' I .1. :- "
III
v ....1 I
1 r1I'' I
is i
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
54.33 cfs
Curves may not be extrapolated.
Figure 8.O6a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
B39-FES
36" Diameter
Q10 = 35.93 cfs
La = 20'
d50 = 7.2"
W = 23'
3 0 3Do = 9' i T
t = 1.4' i l li ;i I,
Outlet W = Do + La it la i I Itll l : , III ;'I
90 -- - • fill Ipipej; i :: ai ,. i; i ..',diameter (Do) , ; I III- is I ' II'Ira,80 un •.,,,,Ap
La -- at : ; I . „ I I ",A 1,.rirar
�+ T.ilwater < 0.5D0 I 1-.I ;_i . . I: I . ` I;l ` i iin t,l pi;+iil�Ilill4
1, n II", .,li roilli�
� I ft
jj , mr IC�I I t fi I • ;f... ..1� , I 1 :iisiiipd5H : tin I
r° 60 i i - I 1 _ , Fifi 1511 . '',1 - Cl,II.
''� i , I,I+-� I tl 'I - i i,1 Iti,,,,, , „,„1, - I �11
,,,e g i 0i , ICI _„ IE! : -
çc'` 5Q l I } l ,_ 1, bli,'�ii, 1� :151 ii ii1�llili1 I
• t ,Ili , * .li ,11111lIIIIIINI
} i . I 1.11 hi. ,Lit I. !.i I I j;,I, I. i ,., p a_I ll'Mi911 1 Ilirnnlr
40 ,-- f I; 1 I t-d' .. , .114 tiiiiimm 1 11=it,
1.. I ' of I umll DA.,irvl, 4
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t I II i„ I� 14� 11 l.uiu1 niii;Irr;1i
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30 � � ' I i �,; ,•i�:l�i d -.:"r.'ii/0.I�����.� 1 n mnulln;u�;mu�
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'_ �Iliginiwir� =1,npr III,em 1 awliinll a
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'= a Ir 1 t. 1 1 t idLIIII
1 ( EL
er. I
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v 5 . YI� • I 'i �!: :ii.
.. .. ., i I. 1 i' II.
0
3 5 10 20 35.93 cfs 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TN<0.5 diameter).
Rev.12/93 8.06.3

Appendices
C21-FES
24" Diameter
Q10 = 15.09 cfs
La = 14'
d50 = 6"
W = 16'
3 0 3Do = 6' I T
t = 1.2' III! ;i; I, :
Outlet W = Do + La . , 1I li i 11tll l : , III i I
90 -- - linimpipe I i :: al ,. 11l= lis '�diameter (Do) - 1 I Ili ': I ': ii11 iI'1 r.,:
80 • Iln •.fi:111
La -- at , , I . „ I 1 " r,. irar
�+ T.ilwater < 0.5D0 , I : j-.I. I-t . _ I: I . ` , III `' iiii"f-,I pi;+il�t�{IIr{
1, n II", „Arid" •
V jj ff ,imr I�P�o�` , I. ' .C�I Ift t fi l • ,. . , I 1 ,,i1i1iiii „ Ili i
I
ro 60 i 1-. - I' , ai / 'nrwl r '',1 C t
e 0 t ' ' ,_ 1 1 d 11{11
��- i � I II ' ii, ail • mil I
V I I i z •i SJ ' Ib71111 11{i111111
5Q I p yelp r ' • I/I[II 1111111 ml
WN\ !-1- i. ' i!l l f it '' „i l j t- - • i� '' 111,11111i 111111in1{Iil
G it 7-II- , -I if'. i tI !.I I I i1I i I I 0 i!�,���D-t�lll�I 1 1 It111111�
�, iiii1 1 1 1 Ilil
L-_ l; f I 1 � t � .iiii� , �nui1=���� {i=;�fi1
40 .1.(. I d r �w 1111111/ oA.,4IIIPd, 4
,...__.. '; � � / � � r 1 11 III J 14111'f
l�rr-•- � i!li t h
fl! 1. ._.- ill: I; 11 .i„ i' k . l 161 ail{i111:1{
30 - • ,!i- •-- . --- r 1 ;I,, :'l'Ili'
I'N d .••r.'ii�i roads i ii ramilniim
i� .� 1 n mnullniw;nl111
1 — - I. 1 .•F r'' . 1111111 Ir nr nIN 1111P
II! ,/� ' � �� I.�Adi11, :III
i - }. - . I la liNl/,���i.I��,A" T ii31111 IJIli1111111I
20 •
q 15. _Id�•�%ei ai�l!illliili■1iii���I� I II JtiiiiirAmiiii ulow1
■ t - '''s�r1[g•, .0 I •
11 n rna n' 1► + i, 3
_ = 2 =err=!� ii t C i ; _ - '{ iel::`
:ru 1 ! l - IIP I,0— - It.. — - ..111 i �llfI i t �1I -1 -- L=- .: 1. 1le iiii
!••-H -"i ' I I i ; H
r
_ ilIrI ! li 11 i Jr_.r ru11111;11/A .11:111• ,,,
0 -1 1 IjIllItL O .mil..; 1111:1111L11/e11! 1� 1v
= -- i- ._. .4. I I' I :,i , ' ,��/ �).�"�i riI1111i11•11,11ri "111 2 Cn
---- I- tll Iis .• �;r IIIIi1:1�17�`;i,�11111
t. ... I i 'ai �� a ludirimi;.n�/rli!,--14 hn111 .-
i ... f. I t' !i r , i I /!'1r,111�i1�11�!IIGIIIII 1 IIIII 0,,
• AI /_../r it:111151/4111111111 11111
�.. I V � L
-_ alb :_ ;_ .;; ! :Li 14, •, Agg: 'i";diura rii{{''im {1i{°{{°Rim i{i{'� •
-_ 1111111:;1. t -- II ;i 1 1: r r: i row i{duIn1111 0
- ' --- V=20, .41t/!!'� wltsIP. ��i .;:uII 111111 {FF 'n
— lig 1 i ilii1 4 1' ! .I ILii.iol 15 1edl .0 t. f I i .. 11
V_5;,i! It� • ty .. ! III
_ 1'
3 5 10 20 50 100 200 500 1000
15.09 cfs Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
D2-FES
15" Diameter
Q10 = 1.96 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 3.75' 1 ,�
t = 1.2' Ill. !i I, :
Outlet W = Do + La . , Il l;f I Itjl ': ill ;II
pipe . lI.:. i . i i ,. Hip i I, i: ..��
diameter (Do) • I il�- l: I I:Ih1 I iI' ,.'
80 uuu •.fi:nfl'
La -- at I - „ I = I 1 ',,� I,. iri I.
Imo+ T.ilwater < 0.5no l 1 I I4. . _ I: I . ` 1 lil ` 1111111I,I pro/01101,:41
n 11 , .tii:riilii�
jf ,imr
�(=# , 1_ '11 .t�1 0ft t LI . f... : I I , ` .drAIi°AI : ,III
r° 6o i I.. III
• III I - i 1 rkti,�i °I°i i -it I ti_
4 ,6 05 II, 11iii Ifll 1
v 5 b •i �.ii `4 ' nia rail
tc' Q _ I r• ■, , '� 141111111111111110141
\N\ '-I I is ill I I ii ,Ili 1 j t- - - -' / 11 1F p i.11�'1111111111111N1111
( i 1 I I I;I i i j !.i i 10 a-Iml i1==1��� I �I=�■■r
O - f. I, ' . t t d .,�i�i� LII 1un11 1 11.,grai
li.. i I �N 1 Mull oA.,mvl 4
1„" i I, I ;�i l �a'� ; a�' -HI In 4 1;.111'1
I i. .
f I li I:; 1 li II ill nii�;l.n;1I
— i f ul l I�I �,�.'.- I I II fr1111d�:AI:,R
30, l.__ _ I t_. I i '1.•..r''/��1 ��� — I
�� I PO °iii4ipl
�I- +I' j =,iiili�dN�/�� _-+�: .91 I4.1t:.rdu.
I }. 1 9 ...p/ T tt
5 6. :I/11�NillitiO till nil v g In11 igi1III:IIPI
20 n -__ _.._ �' � � i ■ tlilll� r';nii n1U11111 3
11 _ 2 ive•�r01 li 14 CI 1 ; ' - ran"! : ���,
10 emu'- u --` -L- iofii o�,�iI1�7,6:;ot
tr•z..-H -"i IL
i I i . 4 3Agirlir .�jT lirmunlr� . 1 l; ii 1i , n llni mn/ I.i. �I+ I 1 I r 0i!,,.i11S rAni ►,I- t , 1._ 'r_.� .uIIlLiIII/I .Ilill•Mill r I� III O �11 1111:IIII/IIli1 11. 1
t _ I I i i riI1111i1Pll�llri n111 2
1"1
l�ni;'lirrii ;IIi'inmat I ff _ I� Plieri:005."57b:Oilidii.
1::Ln�1111„ IIIIIil
I ,- ,i ,, I 14 iu':Iupl�1/�r11G11111�1�11111 td
Il .11-= -1!IF1-. - - � j— 1. ,u i_-.r 1111'1/i■uulu 11111, LI 1_ Li l v =25 .:ir ,�" -•_: 1lwa rail'drainHiIiIiIillIJfflrliP
h} , . F . ri Iin., _. I��lI� 20� � �, a Il,l
;1 .1." 6,,d7:;0000/11115015MOM t Illit-
i illy tl _VI liio ,d15.1 - vattfOr' r , I i ! LiIl
- ipm
.i'; II
i •v 5 . Yr� I 'i r!i.
.. • , .. :I.
•
3 5 10 20 50 100 200 500 1000
1.96 cfs Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TN<0.5 diameter).
Rev.12/93 8.06.3

Appendices
E2-HW
48" Diameter
Q50 = 64.66 cfs
La = 26'
d50 = 10.8"
W = 30'
3 o 3Do = 12' i t�
t = 2' [ill ;i; I,
Outlet w = Do + La Il la 1I Itjl l': , +.ii ; I
90 --I-- ;1.,Inm ,
pipe . 1 . i ;. i i . rill l= i Ii iL ..,,,
diameter (Do) 1 • I jig ': I �:iiii�l iI' L,;
80 IIn •4:nib
La -- at I . 1, t 1 I 1,.iira I.
. T.ilwater < 0.5D i ' ' '` ' I; I ` mint,I ro/1110474
=gin
o
1. ft
fL I�o .�_17 1 I 1 i t 1 ,/AN-iniiipd,,AmnoH ' j1Ii I
ok 6o i I 1 1 , • help/P. ,I - h
g<r I,t+ 1 I ;ii
I, 1.„.
I ,-Il ! jt • �� �, A q Ili Illtll li
v b i it `1r FAa11 111
50 _ I Mr rrr r 1. . Ir1111111111111111
0�\ I-I- I. 111 1111 t � „1' 1 ' .j t. - 1 i r p 1 Ari 11111�11I iminum
( i-! I I I ICI; 'ii i, ! I I r♦ j III i i 1 0 �r a-rmliiHH911 1 mini
40 t d .i i a , nu ii 1 ei/ 4
,.... i.. I li; 1 on 1 In
,DA.,ilnrl
,�. l: ,t L if fit , ., a� r 1=Il nl . I,.Ilrl
1 ' •_. .._ -.. . 1..I_ l„ 1 lif nui � .nii�;Inn;1i
30 " t �'j,'-: i. _ i i f: I 1l I I' 'li 14 d '._:•r.'ii%I . I Wpm!
J
-I II II fr11lma 1.;
�� .i IIIIIIIural'dinaD/
1 Z. .�� P' ri 111111! 11 IV AIN III
I_ ._ - i + ill • -/'A ;r' i/ I� - —_ - 1. .35 I��AdiI �11i11
19 s 1 p- �" -i + 91tt1JIII;dIhlfl/.i I u ` Ed iln�dN1�0 T` J �g=�111115� nlln'lIP1
20 _ ; �5 �/.Ire1�N ii .H. __ it I! °�I '��II'
10 IIIII' , ij i }I ' IHill . ��ii!';'��'r d11i,1!n!!�
�i I i I t k 1VIL
_. . 9 _ ..=mdr,rp. r_, 1 nE I.i i. I I I t ' I �� r Ii!,!.in! rAnl ►,Ii ; t I I IS
- +- li: �'/ rullll!1111%1 Ilil11'
0
IjlllIIr 11.��� !II;IIIIr111�11!11! • 1� 2 •_N
-- -1-- - .- II H. .II ,1 , 11. iiiiiigir5tr�i, , iI1111i11'IRllli "III__. I . f 11iI - q 41-iIIIII�/%�'ri IIIIII Q
I ......__ _ t .. t1 I 4 _ I- - ii II::L n 11.11!:aI uIlli11 L
i 1 Air.
' I I �'1u1111'I�1%tind1111 1mlii1 co
,I I 1 I - .o../_-.::.1� g i.dI151/%1111111111 mum 8_
�0, ':_`�!"=i"i ram
,iL : i I 1 _ I/l . ►' I .dgrAlPi iiighili I IG 1
1 i tl , 1 ' ji Ii It11'1'15 Z� idi ,.I r I f. 1 '. .
v 10 a. ' IIIIIi II
II _ i
v=5 i . . . II 'i 1 '11
.
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
64.66 cfs
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
HW-F2
30" Diameter
Q25 = 25.71 cfs
La = 16'
d50 = 6"
W = 18.5'
3 0 3Do = 7.5' I tt-
t = 1.2' Ill. ;1; I, :
Outlet W = Do + La Il i f i I It11 l . , '.ii1i 1
pipe 1; I.:: 1 :. iI ,. lull1= 1I; i ..,,
diameter (Do) 1
80 , I i• ling IjII /4s- nn •fiLfl'
La -- at
I . 1' I 1 .,0 I,.r►.I.
I + T.ilwater < 0.5D0 l 1 I I4.• . _ I: I . ` II ` 111111l t,I bi;+lI 1�11�
1, n II , iii r�illi�
�, I jj ff ,imr .
�P�°�` , I. '.1 .C�I Ili t fi1 •r I... .•
II , I 1 :ii:iII!d'u' }, J'II i
r° 60 i I.. I 1 //inr1r/r '',1 - Cl,h
,\. 1 , , I,t+— 1 till - . .` i , rkti,i.d °I°i 1,\ - 111�111
�Ve g 1 1i ' I lii -II t -, r41 11' 11iii 1f11111,
v 5 co •JAN..i `f ' /MI II u'=u1ui
�p tt` 0 } IlOgrri,"' '� IPa uol n11\`1�\'6 !-1- t i• it11 I :1 „li l 1 '� 1..i��11111�11IIIII�NI�11( I., 1 ,1 , t 1,1; '�f LII ii i,ll t ± 0 a-rm1111MilliI I �I=nnll,- 11111 1 1 I Illr40 t I' { d Ad 4Ufa 21 inlituunll 1=!;eil 4
i I of I uuIul oA.,imrl
I !. il 1 i • ' Iul 1 .niilil�nS1�
30 i III' - 1 f f. It i'l }!II d __t.'ei%I 4. 11Iy1��11= frnu,un;ll!�c
2, .� .� 111nn1/1IIlw';nn'd
3 .T._ t t + 1 I 'ir/° � :� mu 1} _ i1ii!1jL!jj
20 tl - '5. 1 I. JNiill/ai11 3
- � _ ' 2 ve�01211 ii } 1 CIOKI ' __ Fo ii!•l, iir. �.��10 r1i! ii id --I- -. 'I i 1 ����' �,�'a 1 Ii �� I�1/ Iilhli:;1!r.a
�� - - _ . I: i _ i .uIIIL1111�1. IlSllt•
0 ,__ 1 1111116
il�+ I O 1/,�� IIII:IIIILIIIiI�!11! 1 N I
I' i /�V �).� '. , ri11111i1P11!IVi 11111 2
-- -ii- I , ' ii ,1.f :t. i a �F�11;'Ilrri•S ,I Ii'inn a
iii .-_-.iii - t ,1 f t _ IL ,.' ,1=p::Ln 1111„ i11111
..... _ _ 1. i I I M I I - . 1 �.-s ' 4 Al 1 Illl:l�/Pi!IIIIIIIII IIItIIIIII
t
a-i MK e�:nn.u.Inuuw i11n
`r o_ ,:•_ lid. reir II'iil m I nl 1 Iluuun111 RI
:�� i I v1 }f ,, •� . 1= or ► e ion lip I 11 tinting
miquil ac
CD
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:
! Ili
I: r!iv 5 .
.. .. ., is Il., _
3 5 10 20 25.71 cfs 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty,<0.5 diameter).
Rev.12/93 8.06.3

Appendices
FES-G2
42" Diameter
Q10 = 14.94 cfs
La = 22'
d50 = 8.4"
W = 25.5'
3 0 3Do = 10.5' 1 ,-
t = 1.6' Ill. ;il, :
Outlet W = Do + La .III II Itll l : ill ;'1
pipe - I : I :. iI i. lull11 ili i .."
diameter (Do) 1 • I 11�- ': I I:Pill! iI'I L,:• l
80 uua •.fi i;i1
La --11 ' , I . 1, I = 1 " r,.iiraf.
..+ T.ilwater < 0.5Do • I : 11 I-. - _ I: I . ` l 111 `' 1111111 t-'lkiil�1�{'rr{
1, n 11 , .fi rir aid
,, I h I ,imr
ppo60 E '.i l I i•ii I . f.. . I 1_ ' , 4 , :iisii°AI .: ,NI •
'Ai/:INZ , '1 , r
��r e 1 ,, 1� , 1 ,`L' �i !a 11 F. '''1 • 1�CFI,
c-C\ 1 + i I ,-II t! I 4 �� �0 A,, Ili {{Ifll 1{
v I d/ ,i `�r rn4l a 11111111111
5QIt I:1 _ _ I r' , ►■r ' ' van nulls■111
°\\ !-1- i i� ill l it i1 „li 1 • , j t- - i ,, i A11,11111{IIIIII{IM1111
G ,-1 I1 I lil t f I, 1.1 iI j,ili i• I 1 0 !!� 5�D-r11111l 1 1 IMP
+ ', T 1111 i 1 1 1 Ilil 1
40 ! I ( I I I t a �i .i null==iii {I_;er 4
{. - 1. i1 I on 1 IIIIIII ,oA Ali;low
II— C: l: l ► a�� ! 111111I . i;.111'1
l I I
1;1 • I. . 1 i f: 1 1 ;.. !. ,.
30 #., _ , ;;, ;,�,�1 d -a.i%I 1{Il�n� IlMirrrl)LIR
.� .� I Hinman/Pr;mug
.i f I ,. r j 'i ! ■1111 I n nP mI 11zn
41. ,/ice i 1 �� I.�Adi11, :III
- t } I la tiN�/����� �" h T ii3111 IJII�II�v11�
20 n _ - — , i6. ,Id .1%ei ai�l!ililiil{{>•■iiiIIII 1 1 I I v11illl/nr!4nii nlU11111
__ _ ■ t - '''s��11�•■' h' 1 ■1 n Ins m 1►� 3
:rill✓ � Ii } Ill 1111111, --1-1
� Ir I���
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�' a r� n ni" I.
II IlIt
l._ Jr_.Ail _.u1111.i1111I IIIt' N
0 I t I+ I I 1 I r O .Irr1i�� . 1111:1i1Parnl'111 • 1 2 .)
Illlf l iiiiiiironr-'• �� -- , - l ,i ,,I II lri11111511'Ill�i "Ilr �
1• 11 I I __ •�;41 a01'illrl.':-n 1r A i.o?'III RI RI
11 1__.1_ i I, I _1 . .. 0►_i 4 .=rrlii IiI1pI.IIG11111�1111111
t .i'dor �1 / 41, ir1:11115//41111111111111111
-- - 4 1.- 1-,- 1 i ,I IV - AL ..�'r,7 pur a wan i1�1111111111m Q
IN
` I III
I .l lI IIIIi,.I 15 n1 , - i +,.. I 1 t
i � � _ lo,d ' Iili I'! III
;' w,lo r"'' t .: i ;Il!
I'
3 5 10 20 50 100 200 500 1000
14.94 cfs Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
FES-H2
36" Diameter
Q10 = 26.89 cfs
La = 20'
d50 = 7.2"
W = 23'
3 0 3Do = 9' ,�
,,. !III ,I;,,I,
t = 1.4' I 11H1: '
Outlet W = Do + La _ :ill if ! . i : I
90 ;,..I11111 : 1
pipe k:.'
i : l lul!u= ii i `�•diameter (Do) I Il ': ling
�f': 1•::
La ---.1 80 l ,, l I111 . ;011iliirir• �l�. T.ilwater < 0.5D , i ' I` ' . I `' 1111111r,I• 1xi
1, n • - jI 1 _ -I . ' ; iP'„ A ifgfir� "
a1` a 1 I i a L .. I i f ► 1
I jj ,L11.1' I
',,hallo:/. , '1 , li,r° 6o i l. I I' I //:nr,v/r ,I°g'� 't c I,t+-jj j�� I tl II - i 1 eti,ifi ' -.0 1 cb- 1�� 1,
.��\�J 59 l I ;_ - t , c:,.Pill'' 1 11, iliiiuil iiiiliiii i
I • t . ,Ili , I., 11111 1111111.1111 I
( i I 1 I ' I..; ... I. !LI I 1 j;it f I. , 1 ' p a-Im1a=lllIi I Il=IIIIIIr
40 I-- f. ,; I I t_d ii� r, muumuu 1 II=!;.iii
I.. I di I uiDA.,illrl 4
I I r. . i I u' l unml_ II I:, , i � Iu ll ni11aln:1!I„�- - `f I 111; it �r i i t�l n rIMIMln;l:130 #.'.1_. �-_ ..I_ 1 �I:I f I a ,: O;;�I ��U IIIIIi61�11111111;111;11I11
3 --T-_ ;i }- I I 2' .i/'P � lr WWI 1 11111i iAIN r'
-- '- _1 I _ . L I ..1a41i1 40°V���I���" .k .11111 T L a0,11 1 1111,4._Al,•41
20 '~ �5. 1. .,'%'ii�ai0l!illliil�■1iii�l��� 14 Jtlii!I�ial�'e rnirng.
:10%l IIUnt111 3
-1. 2 0 eri l 101 ii t ' I-- — �0"1, iir e'.
......,00,09,ogisigigism II ,,i nom ,_
iformor
,Ag..1
10 tmirm. -H -.ail II. I 1 ;I I -� ■011, 1, Air
111111 � �.�11.��'• IIII:IIIII:IIIiIt!11! 1 N
1 - - I l i ,1 ,/i'/ �).�""�i , ,,lriI1111i11'llrllri n111 2
-- il- 1 : . I'I �' .I q =_ D .11�%.11:i1,:1�151;1-;:11111 -
T i 1 f + / ,It11111�::L n�/11.11„ n11111
III ...... _ _ I. _ ' l'[ I l - . P .0 4 Amerind 1,.
RI
_u-i-_.:.r, e1:1n150411uu1u I11t111118.
=2? wn/I!''_ Amigrag.0.2pIraisiiiiil !Him mum
a 1111111IMF n
} '2 i .�5 d i i�' 1 1
n lIvi 7,151 + ( I
" i,v - lo , i I !i� II,
v 5 YI�Iii } ..
�" . t,•. '11 r Ali.
I
0
3 5 10 20 26.89 cfs 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
FES-I2
24" Diameter
Q10 = 9.36 cfs
La = 14'
d50 = 6"
W = 16'
3 0 3Do = 6' ,:1'�
t = 1.2' .ill 1� 1' .`'•I III . II
Outlet W = Do + La _ !
90 ; .;111111
pipe - Il•:: i :: al ,. 11lip ili I[ `o
diameter (Do) 1 I i 11,- is I is :I.1 an jI' l.:;
La -at 80' , I . „
1 11I I or,!lr,a�
1I . I�+ T.ilwater < O.5Do I . 4. . i 111 i-, •r ! p� 0, 1 ' iLi . ,.I , .
- ,i.11.ri�i 1
�� E. .11. r� I1 I a .I , •
•%il:iIIi%'!1 �111 l
P s. 'il i1111 11 '�a , uu11
t 1 i . I Iti•i0,1i
IrMI'10.t ''' umm I
JfiVe ! , I -CS�'a! ill � 'Ir I II
• .iEili rn�l a u rnu
��` 5Q l I ;; ;_ . ._ I, r'/ i11r . 1►an Illlul rll l
�� II :i: , I it ,. ;,i I t . I� a 'i1n1I uuu11Iu1III1
( i_1 - 11 f 1i1- i !.I 1 II j ,I i i. I I ' o • 1 III,IIIIIIII I I1lrnmr f. i , ,I , . . ' ,dii'ag1� �11 II 1 I prim
40t-d '. .i i emu 1 �1i�
1 mom 1 moll DA„Aim/. ,
Ir+_ _ ..,..._iii, ,,,,, ,i ijil ,I� r, / 1 1 III111, J'� 1i1111'f
I . I. . .l,. , a :I1fi,1I;= ��, ,,1,I:I ��30 I ; : ;i;l •III,II ,.:r..ii%I idi I I llIIIIIIIIIIIrdIUI'iIlui
i - �1''' II�1rMV U 1111111 ndnl:nlN Ian
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I ' 19,:..I.r;/'iAl II�al�I��" �i I1 91 WIII dI'uu
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
FES-J3
15" Diameter
Q10 = 2.23 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 3.75' 1 ,�
t = 1.2' iill ;i 1,
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
END-K2
15" Diameter
Q10 = 4.66 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 3.75' I T
t = 1.2' ill ;l; I, :
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

APPENDICES

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T / / / /`f 4- // - / \- 1 �J yI/ --'� f / \.. ( V t /^ J -�'f J \\ N ss N N ss N IX GRAVITY SEWER
_/ / 1 �/ 1, g'142q,� J y "' "i\, �$--/'' ✓/- 4,. N / 7�� \\\\` �,,h ' `\,ss.,, Is �.A., T// / IX.UNDERGROUND TELEPHONE LINE
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°` ) f g P� 4 fi- ma '> I ! 5• / f"'r �{ / .-„- -. I FLOOD , 1`11'' S \
`.+/ / / J cP SIpP•4.''c � .�_ ) \ / I ( j \ �.M �". O\? iII '} �\ y,+ O^L : \ ucE uuE DC UNDERGROUND ELECTRIC LINES
--- �,• ��,,\y .�I T� \ 1+ ` 'I I 1 o[ o[ o[ IX OVERHEAD ELECTRIC
\� _, .. ,;.3 0 r (\\ \r s ° \( t �`\\• A--yT \ ''` /11 :\'.� \\ .- '\\ \ -� W IX.WATER LINE
/(\``V\ '^^ C/�/ J \ `, ^, -�� \ 0_...�$ l 1 \ L //• Y~ \��\ \`\\\ \\\= y_'�.+:. \ \\\ \,__ SSB PROP.MAJOR CONTOUR
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, .. / ( ` t° l.R (` r+ 4 \..� /l:�\\\\\ Y 'S' �,1 \\ �. '.-. \\+)\ I \ \ \ -SSO- EX.MAIOR CONTOUR
I r �_ l\._-_. ) Gam . , cA`.•.\. * '' } F) } 4- \ \ \\`� $ "5\, \ I \ ----54g EX.MINOR CONTOUR
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HERLEON AND ITS ISSUE
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C+ I c`vv „ s, a - f l -} ( / l( _/ l_ �// / v TROdTSITEFORROCT REQUIRES
E OR DID THE
o- . i G I• _ -1 -� / t. \I • 1 I f//' ,� ;\\\\ j,�y/1/ / C \• i \1 1. GRADING/EROSION CONTROL PLAN APPROVAL FROM THE TOWN OF WA%HAW ENGINEERINGON ANOTIER
�. \ \ - �+ «/i/ I I . 4/ I , \ \ I` I//,-^.y\ \\\.,3 '''..e ,ram- /J/r'\t '\ \ /' 2. SR UDEPARTMENT.
NONISITEEPRE-CONSTRUCLION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN ARCHITECTS AND ENG ESLREPRODUCTIONTY T
\ \- I h= • ) ! ( / ( I / \\\ . ' -f \ Y ENGINEERING DEPARTMENT TO DISCUSS EROSION CONTROL MEASURES FAILURE TO SCHEDULE SUCH OF DAIS DRAWING FOR REUSE ON
< i 1 1 1 /t ` \ JI J \�rf� • '/ // /! t� CONFERENCE OWN COD %HOURS PRIORTO ANY LAND DISTURBING ACTIVITY IS AVIOIATION OF CHAPTER 370E THE
\ i \? , A,t I 1 I \ ( I I ) I 1-J.( r \ J/)� /,%/ \\ e I SBS . J )4: Y' Oi t ANAOIHERPROIER I$NOTO7HE LAW.
\ I1-/ / ( f \ ) 'j.�, / \ r /-,//r / `,/� \ EAND155UBIERTO FINE. MAY BE CONTRARY/ `` j `/ I ( ( { •,�J 'r.,/ "-.\ )/ Z rC ° �'J 3. INSTALL SILTFENCE,INLEF PROTECDON,SEDIMENTING ON NS,DIVERSION DITCHR,TREE PROTECTION,AND
I ) I \ ' l• ( '' / \\ !! i /// OTHER MFASURR ASSXOWN ON PUWS,CIFARINGONLY ASNECESSARYTOINSTTA THESEDEVICES.
•`.l N u o \ z3'/ `4 i ( /� L 1 i I 11 11I / / ( '/�/..-- \� _,7,111 '_/--.' / //
(4 y Y _A / 4. CALL FOR ON-SITE INSPECTION BY INSPECTOR.WHEN APPROVED,INSPECTOR ISSUES THE GRADING PERMIT
I^�• I Jf JI tf / \ ! i / / Ll
( f J J / $!t \ \ /J / / / ) 1 L M / N/F AND CLEARING AND GRUBBING MAY BEGIN
-\ g F \ `l l / I/_rI y '� ) / f�r./7 d ) f/ S./ /�/ "• \ /M /Eri,DtBn/'ERfl10 /// 5. THE CONTRACTOR SHALL DNGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND 0'
s04 ,4 k\ / I /t R t, \ I / / 1 % // \ \_ A&¢'asa 7x STRUCTURES. O
0 .,,.}� `\IL) j\ \ g \ '/ '�'� / "' \ \ �E173pffi'S47 BASIN NUMBER. 4 BASIN NUMBER. s
WAANA 60 }� 6pFY'6 NENV'\ \ \ \ \'1 \'''),
\) !F `'�� \P T I /�iJ \ / 6. FOR PHASED EROSION CONTROL PLANS,CONTRACTOR SHALL MEET WITH EROSION CONIROLINSPEROR Q �'
\ (S& \\\ \, ( ,.7/„!J \ //�/////J Y"- /'--" / :'/FXIUN/GYLWN71' PHASE: 1 PHASE: 1 PRIOR TO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES.
APL9 `�\g y pG 8�i \\\ r\ \� it \j r 1( �f�r 'r /- {( /� "� m' ,I\\` {{ ' L�%/ �'\ \ �, BASIN TYPE: SKIMMER BASIN TYPE. SKIMMER 7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE. LU
Q M
f 1 0 0\ p,l i`\ \ \ yyA 1 \ \ \ r /.1 I'\` .' () __ \ \,DRAINAGE 3.52 AC DRAINAGE AREA 0.61 AC
A�QNLNG'\ ` L " )4� I V/// // / l` -/ (�1�%/-' --\ i1RAINAE REAR 3.52 AC DISTURBEDRAINAAREA. 0.61 AC 8, COORDINATE WITH EROSIONCONTROLINSPECTOR PRIORI°REMOVAL OF EROSION CONTROL MEASURE, �, n
`` \ \ \•C\,`� \ (f ) I\y/// r,r4 N.,:;,...--„-,"
- ' �.r) �YJ / /'� ^` \ , Q10',, 13A US QID. 2.3 CFS 9, ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH NE NC EROSION AND O Z \'-I
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL,US DEPT OF AGRICULTURE,TOWN OF WAXHAW co
\A ,\\\ \)lA t5 i 1 e` a/Jf V_�'�`-� ,-r - �: j L\ `(.�j'! '.s` '` READ RFACE AREA: 4,353 SF READ.SURFACE AREA: 754 SF EROSION CONTROL ORDINANCE. /� O (V
_ /k1`+ \.1/F IN\ j \U A. t\ I\`\ \ ✓ ,o/ /�tJ\ t/ -1lµ"y f I t`'�- /- N/F REPR .STORAGE AREVOL. 6,398 IACF PRREQD.STORAGE VOL: 3,756 OSSCF HLy � V
\ ; 1 \UN�C�it's \ \\\\ii 1, S\ t 1 ,,,'k� /f f /4-A• `l _,t =_, �' ✓ANTNUYN6UYEN, RCQD.STORAGE VOL. 12,770E REOD.STORAGE VOL: 4,798 CF
/• \\ %N• 3i'61` \ \ \\ \\ )\ \ l I / w' bf' �,_ OMASMAR-NEWFERRY pROV.STORAGE VOL 12,770 CF PROV.STORAGE VOL 9,798ff //) �.
``��{{ S `_ ,..(//- \ \ /BOTTOM ELEV. 619.00 BOTTOM ELEV: 592.00 V
I\ 0A�•„ ;k1\ \ 4 1\\\\\ 12 I \ /I/1//�°"\\ :,ti T 1 _- ` J r . PIN'05090007 STORAGE ELEV. 616.50 STORAGE ELEV. 593.50 x
2°'SY' \\ \ \\ j( \ JT/// , .; !\,r. '�, Jr L-- ///^\`IM74.90KM CLEAN OUT DEPTH. 1.25' CLEAN OUT DEPTH: 0.75' EROSION CONTROL NOTES S,'
• J mm - N" ZONING:R-20UNIONLYIUMY AMf3 TRUST TOP OF BERM ELEV. BOB.% TOP OF BERM ELEV. 595.00 `JC �'
A A.11 \\\/kY(„D D\•1 'B,1\1\� 'I, I`, _Li i 1 I r /\ - P/N.' 7K \ /// 1. ON-SITE BURIAL PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM ZONING ADMINISTRATOR. •
ii __._\
"�pApA, t �, ---`7 Y SKIMMER PIPE DIA. 2.0' SKIMMER PIPE DIA. 1.5"
\ 036OJIN/O R4 2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS AVIOIATION OF THE TOWN'S K'
SKIMMER ORIFICE DIA 1.5" SKIMMER ORIFICE MA. 0.75"
I I \`- ( f ~ /\ I /NU!-10UN/ONCOUNTY ,/ EROSION CONTROL ORDINANCE AND IS SUBJECT TOAFINE. /
i \I \1YE 1�g ) L 1 ` \\\ \ \ l 1 I - \ ENTER.SPILLWAY ELEV. 616.50 ENTER.SPILLWAY ELEV: 593.50 `/ Q
i':
\\` N' Fy' 1L\\ `}\ {\��j\\ f1l �,-'< /•♦ �• / ENTER.SPILLWAY WIDTHS 20' ENTER.SPILLWAY WIDTHS 20' 3. GRADING MORE THAN ONEACRE WITHOUTAN APPROVED EROSION CONTROL PLAN ISAVIOIATION FO THEQ
(° ! TOWN'S EROSIONCONROL ORDINANCE AND IS SUBJECT TO A FINE./ 1j \ )("1 ;\ •\ i^•/ -d-.-..�? `- \ 0. ALL PERIMETER DIKES,SWALFS,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL O 0
I ` l'1iI } -\,'K\l '-�`/'e5 •p"� °�" � '' ` TO1VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER„ R ` \/,,,g!' J �,y/jAS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LST LAND-DISTURBING �(.•1 �<
\� kV..ter. \ \�\ \,.r'S`/'�"+r/ r"=" j'•' ..,\- -•)PA]I�CNUNm6E/N�s N / // ALL
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{\^\ \) ` NIP SPA \ \ '" I / .. //A" Z_ 5 1 HN OSII BASIN NUMBER. 1// BASIN NUMBER. 2 BASIN NUMBER. 3GROUND COVER AS SOON AS 5. ALLOTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH
CO
\ II ,�AA�,��50E5g `� `�I\ t t y-•F / p ) J • / �Of51PGZSB \ PHASE: PHASE: 1 PHASE: 1 LAND-DISTURBING ACTIVITY.
PRACTICABLE BUT IN ANY EVENT WITHIN I4 CALENDAR DAYS FROM THE CAS
\ I AEAo"'1. \ ~ `It \ \u../'/~// ( 2, I ZOWN"'20 UNION 'm BASIN TYPE. /SEDIMENT BASIN TYPE: SEDIMENT BASIN TYPE: SEDIMENT 6A. 8.01 AC DRAINAGE AREA: 5.51 AC . ADDRONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYAREPRESENTATNEOF
d S \ OBN�I' 4N�A�t\'''el t \ �,,,•"J••��' mm f I N/F h / ^\ DISTURBE AREA 22A6 AC DDISTUNAGE RBED ED AREA. 8.OS AC DISTURBED AREA: 5.51 A[ THE TOWN OFEEGHAW ENGINEERING DIVISION. LOB NUMBER: C220016
N'` '� = JJ CURI/SE.TO .UO/E / DISTURBED AREA. 22A6 AC 7, SLOPES SHALL BE GRADED NO STEEPER THAN 2:I.FILL SLOPES GREATER THAN 10'HIGH REQUIRE ADEQUATE
\ -'�""' � MARY/ouTu22EsoN Q10. 85.5 CFS RED %.s CFS8S QID. 21.0 CFs TEARAONG, CHECKED BY: BHE
'n C\Z' / REDD.SURFACE AREA. 13,258 SF READ.SURFACE AREA. 9,120 SF
I 1 - '-'/ P/N'0508Z0'N9b--" REQU.SURFACEAREA 37,17s SF 8. AGRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT
1 \ \ \ " g- \ PROV.SURFACE ARE."./ 38,7795E PROV.SURFACE AREA: 2Q80.65F PROV.SURFACE AREA. 9,9105E PREVIOUSLY APPROVED. DRAWN BY: BHE
GRAPHIC SCALE \ \� / 0917004r369 REQD.STORAGEVOL. 9,9RCF REQD.STORAGEVOL. 9,918ff
' S`� \ '- ¢ / % ON/NG'fl-20UN/NNCOUNTY / REQD.STORAGE V9L 40,42E CF 9. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED AT
% 150 0 75 150 300 \ A7M1YeF4yG 0/ON \ \.�� ! r \ PROV.STORAG L. 92,178 CF PROV.STORAGE VOL: 55,681 CF PROV.STORAGE VOL 19,7%CF PRE-CONSRUCIION MEETING. DATE: 03-22-2023
5 % OS NNt7' - T \ TfOM EIEIk 632.50BOTTOM ELEV: 594.50 BOTTOM ELEV 593.00
N zyg 1 STORAGEEIEV. 597.50 RAGE ELEV. 595.50 SHEETTy�
= = I 03 yZ74C + m /CU1777J€TO[LkoN \,\ \` GE fi35.50 CLEAN OUT DEPTH: 1.5' CLEAN OUT DEPTH. 1.25'
IN R-1 Ma3rtouroi N C DEPTH, 1,5' TOP OF BERM ELEV. 598.00 VVERALL
(IN FEET) __ - - TOP ERM ELEV. 638.00
1 TOP OF BERM ELEV. 600.00
1 inch=150 ft. I .....« r�OBq74f�r.7Cd' mIT SK194MER PIPE DIA. 0.0' SKIMMER PIPE DIA 4.0' SKIMMER PIPE DIA. 3Z EROSION
3 \ I N` ^ 1 ITS/NNGG.''3-1 SER TOP EREVCE DIA. 5.50 RISERSKIM ELEV.ER DIA. 597.50 RISERRTOPER OR ORIFICE DIA. 595.50
\ 1 CHfRLP. 'Z / , RISER DIA. 5'X5'PRECAST RISER DIA 5'X5'PRECAST RISER DIA: 5'X5'PRECAST CONTROL PLAN-
,\ P1N050 /t / / CULVERT DIA. 42'RCP CULVERT DIA 36"RCP CULVERT DIA: 24"RCP North
E I \ 0e / R 7 �_� \ / NVLVPE LENGTH. 9 � NLVERT LENGTH. 41' CULVERT LENGTH: 60.
585.80 Carolina$ , PHASE 1
I INV DOWN. 629.63 INV DOWN. 592.00 WV DOWN: 585.50 wwMONLM��,
\ �1 ENTER.SPILLWAY ELEV. 5%.50 ••*3D 131 -IJ;,,
ENTER SPILLWAY ELF/: 636.s0 ENTER.SPILLWAY ELEV: 598.50 SHEET NO
I \ \ /, ENTER.SPILLWAY WIDTHS 20' c 8 C7 O
\ ENTER SPILLWAY WIDTHS 20' ENTER.SPILLWAY WIDTHS 20'
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POUND-C W E1/ i v IAII /!r �i' t • �`/ a 9 F //,t. 1 1 D r .r } PIN. 7071A3� / fi ri l4}1.
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1 • • I "•I P. �� / ✓ /' THS DRAWING FOR REFERENCE OR EXAAT E
1 `: L°%//V( / C \• 1` 1. DEPARTMENT.
OBTAIN GRING/EROSION CONTROL PLAN APPROVAL FROM THE TOWN OF WA%HAW ENGINEERING ON ANOTHER PROJECT REQUIRES THE
\ • 6 / �; , / //F'_\( \ 1 / SERVICES OF PROPERLY LICENSED
/ 2. SET UP AN ON-SITE PRE-CONSTRUCTION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN ARCHITECTS AND ENGINEERS REPRODUCTION
\A L Ys° 1 1 /"� rr' "+\ \ //, ENGINEERING DEPARTMENT TO DISCUSS EROSION CONROL MEASURES.FAILURE TO SCHEDULE SUCH OF THIS DRAWING FOR REUSE ON
\\ .\ a <^ R i `i /II
_ , ' �� �� J,'J �7 f ^)a t \ , CONFERENCE 48 HOURS PRIORTO ANY LAND DISTURBING ACAVAY IS A VIOLATION OF CHAPTER 17 OF THE ANOTHER PROJECT IS NOT AUTHORIZED
\ S -f><ao'/.w-,�+e - 4i / I l '� 0 �+ TOWN CODE AND IS FINE.
\ _ liar� 1 AND MAY BE CONTRARY TO THE JAW.
r/f rl .,�t� `��jJ "� •._�� ...,,��1 ..▪ /.err/, (.,ii i, i%
r /( f t �',. / +) / 3. INSTALL SILT FENCE,INLET PROTECAON,SEDIMENTBASINS,DIVERSION DITCHES,TREE PROTECTION,AND
._\ '` //( ) `,\\\ ��Oaeu�`1LTIa__�By j // ;///-,,, e / /' OTHER MEASURES ASSXOWN ON PLWS,CLEARING ONLYAS NECESSARYTO INSTALLTHESE DEVICES.
U or \� T,. \ �� I -,Il4,41,j1r,/,..)
�,4�, ,,� / ;/ ✓✓ \�y�Y 4. AND CLERINGIAND GRUBBINBMAY BEGIN. WHEN APP0.0VED,INSPECTORI55UE5 THE GRADING PERMIT
\\ \ \ l\` J' / u /1"Vl_/[2TgNIY AND CLEARING AND GRUBBING MAY BEGIN
Sa i /�/e \ \ /NVF57MENTPRRTNIXSDC /,/ 5. THE CONTRACTOR SHALL DIUGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICESAN0 �'
#'` V / ✓� iAA Rri47I/ STRUCTURESO
✓ �\ \ \' �0173Affi'S47WF1(NAwfTF S6 -_- GARYD� wMw• '��\V I� � l�'4 �/� \ �/, DONNG,R-pUN 6. FOR PHASED EROSIONCONTROL PLANE,CONTRACTOR SHALL MEET WITH EROSION CONROLINSPECTOR®J ".� PRIOR TO COMMENCING WAHEACH PHASE OF EROSION CONROL MEASURES�PL9 1®J_4I \ W
,mOB+t' R \ "\ + i_ _Yyf � 1I �/ 1' 7. STABICOOR ZE INATE ITH ER SIGN ARE BROUGHCONTROT TO INSPEC ORPHED GRADE. (] M( J(; 1 ` _, `� / j (jy/ / 8. COORDINATE WITH EROSIONCONTROLINSPECTOTE PRIORTO REMOVALOF EROSION CONRDLMEASURE. �, N.
0L + \\ _ 1�� % !�YJ j� \'\ 9. ALL EROSIONCONTROLNNINGESSHALLBECONUALUSDINACCORDANCEWITHTXENCER05IONAND O O N`
1\ / ' \, SEDLMEMCONNTROLM NING ANDDESIGN MANUA UEDIN ACc AGRId1LTURE,TOWN OF OSIONA (b
p 1 ` -^b 11000
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\ OR74AAGd04 � EN EROSION CONTROL NOTES x
E \A 1 \\\ ,, -`�,�� �•f�\ / LNG.'R-Z0l/NIONGYlUN1Y ,'� ` '/ 1. ON-SITE BURNLPITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM ZONING ADMINISTRATOR.
`� Y ® �/• \��\ y..� ', z OB6Y91N/ONC ,' 2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE TOWNS '�.
s 1.1.q \\L 1 mUpB -K D�1 \ ,5\\\ `� �; /'' /l I /NG.I/-ZOUN/ONCOUN7Y ,' EROSION CONTROL ORDINANCE AND IS SUBJECT TOAFINE. Q�
x \ pN:�3 FYI ) C �. \�� f, ,_ -• 3. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISAVIOIATION FO THE O Q
(° }�p pf \ 1 �. \ TOWNS EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
%".tu1HN6j 1 gym `, �- \ / 4. ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL '�
�� �o-/ r ,� \ „ TO 1VERTICAL 3:1 SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER /°Y/
o ` „•,� \� ♦/ \ \N/j AS SOON AS PRACTICABLE BITE IN ANY EVENT WITHIN]CALENDAR DAYS FROM THE LAST LAND-DISTURBING �<
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I IPp �/ ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH <p
/ 2_ BASIN NUM 1/ BASIN NUM 2 BASIN NUM 3\\`\\\\Y` GROUND COVER AS SOON AS
f�0151PGZS8
.#44
INPHASE: 2
�eo _,,gyp ./ ) ZONAWR-70L/NLONOWA74 PHASE: �' PHASE: 2 LAND-DISTURBING ACINAY.
\I 1 pEBtLpRN.01�""9j5 \, '� �� \ / BASIN TYPE. /SEDIMENT BASIN SEDIMENT BASIN TYPE: SEDIMENT 6. ADDRONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF
d \ \ DB,N1N�p-1\\R l� �1- -/`s// IT f 1 N/F h ✓ ^ DRAINAGE AREA. 21.98 AC DIDSTUNAGE AREA. 14.15 AC DRAINAGE AREA: 5.51 ACRBED ED AREA. 1415 AC DISTURBED AREA: S.SSA[ THE TOWN OF WA%HAW ENGINEERING DIVISION. JOB NUMBER: C220016
i • / ✓/ CURI/SE TOUESOM1'% / DISTURBED AREA. 21.98 AC 7. SLOPES SHALL BE GRADED NO STEEPER THAN 21.FILL SLOPES GREATER THAN 10'HIGH REQUIRE ADEQUATE
\ • '' Q30. 83.6 CFS Q10. 53.8 CFS Q10. 21.0 CFS TERRACING. CHECKED BY: BHE
" MARYLOUTDCLf50N
READ.SURFACE AREA. 23,4215E READ.SURFACE AREA. 9,1205E
p 1 \ `- -,<..- '-'/ '"' P/N 050/2009 9 0'-" REOD.SURFACE AREA. 36,3815E 8. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT
GRAPHIC SCALE I \ \ Oe17T7PN.768 PROV.SURFACE AREHI5 38,7795E PROV.SURFACEAREA 24,8055E PROV.SURFACEAREA. 9,9105E PREVIOUSLY APPROVED. DRAWN BY: BHE
\ \ `•- / 4. \ / REQD.STORAGE VQL 39,564 CF REQD.STORAGE VOL. 25,470 CF REQD.STORAGE VOL. 9,91E CF 9. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED AT
" 15D 0 /S 15D 300 " \,��" - 1 / ) TON/NG'R-ZO UN/[7NCOUNIY FyYO PROV.STORAGEVOL 55,681 CF PROD.STORAGE VOL 19,794 CF DATE:
ATV O/ON \ \ N. PROV.STORAG L. 92,178 CFPRE-CONSTRUCTION MEETING. 03-22-2023
5 q 050Y$p7' ` TTOM EIEIk 632.50 BOTTOM ELEV. 594.50 BOTTOM ELEV. 593.00
N gTT��99 '8 y STORA EEIEV. 597.50 STAGE ELEV. 595.50 SHEETTy�
\ , pg Yt��..774P 1 ,+;'f TLY/RI75(TOLLy(H;' \• GE fi35.50
ZpNING'R= 7W(RYLOD701 N C DEPTH, 1.5' CLEAN OUT DEPTH: 1.5' CLEAN OUT DEMI. 1.25'
TOPOF ERMEIEV 598.00 VVERALL
(IN FEET) __ - _ PAy,;,p, I 70P ERM ELEV. 638.00
-. TOP OF BERM ELEV. 600.20
l inch=150 ft. I\ .....r.�w� px '4"'•r., OB�73f SK194LIER PIPE DIA. 4.0' SKIMMER PIPE DIA 40' SKIMMER PIPE DIA 3.0'
"/Sn \ ZONING R� ��+.1°" 5 RFTOP ELER LEVCE DIA. 635.50 RISERFTOP ELEVER CE DIA: 597.50 RISERKTOP EER LEV.
DIA. 59 50 EROSION
I `1 CHfRYL/PfLPLN'\ '7 ,,' , RISER DIA. 5'X5'PREWT RISER DIA 5'%5'PRECAST RISER DIA: 5'%5'PRECAST CONTROL PLAN-
1,,
$' I \ PIN 0509G>048 �^.. '` \ CULVERT DIA. 42'RCP CULVERT DIA 36"RCP CULVERT DIA: 24"RCP
CULVERT LENGTH: 60' North 8 PHASE 2
E \ 081957P6047 - // CULVERT LENGTH. 92' CULVERT LENGTH. 41' Carolina
Z(iy/NG R-1 INV UP. 630.09 INV UP. 592.21 INV UP. 585.80 ` 7
I INV DOWN. 629.63 INV DOWN. 592.00 INV DOWN: 585.50 w�aslllM�
�1 EMER.SPILLWAY ELEV. 596.50 °°*3D 131 -IJ3;,,
EMER SPILLWAY ELF/: 636.50 EMER.SPILLWAY EIEV: 598.50 SHEET NO.:
1 \ \ /, EMER.SPILLWAY WIDTHS 2U \ c 8 C7.5
\ EMER SPILLWAY WIDTHS 20' EMER.SPILLWAY WIDTHS 20'
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115 < I 4 !_ / t t 4 f i�;�/
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'/ /,'/ /� 4 4/ •iZ /ei 2y 4 45 ]7/4� 117')L 116 � .;71/Za 1<�l�'1 Sd9' ,. •J of ( )3 L d j i y' �� j ) �\ \\ \I DI DROP INLET \\t{C rrl
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I s4Cy /-// ,v I t I. 5/t 1 /[ L ��\ \ \ \ \ FES FLARED END SECTION _ 623.0 _
.{ J ( / � "°�4'0�]i- // :/ -, t ) 1\\\1 A[tY "- \\-- ry \ SSRW SANITARY SEWER RIGHT OF WAY 22tI3
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-(S��. / ) f 1,.,.,7 A .g,yW'ry' 1 4^f���4----r. :I I' C j l \4. A.'.-A•. \\ `\\ {t t l t / i ' _ — / -�����������i / /, 6 S! �c$,,� / �) , I ' ���I ,.. +) I 1\) I. }i\ •y.7 •,, , ., (�\ \ usE u0E IX UNDERGROUND ELECTRIC LINES
f ,,� d+ rq I � ♦ / 1 \ \ ){ •1•J / 4 \ \ OE 0 OE IX OVERHEAD ELECTRIC
� .._ • ,,.. \\ � .".�" ! 1I,�� \ \ I�j / \-. 1 �Il .1 i�. � • \ ,'r-�.. \ \ -� W IX.WATER LINE
//.\ y l �, \ Ij/ e t \ /l/I ' I 1 \ -�- \ -- SSO PROP.MAJOR CONTOUR
� 1 •�_ ',.' ; � 1.'...j..,sl -o / _1� �. \\\�C� ° �14� � f✓R I" .° 1 CS \\_ ,✓'/Y)1\ \ \ 548 PROP.MINOR CONTOUR
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( 1 II /e9 _ ` , _ \ / 2. SET UP AN ONSITE PRE-CONSTRUCTION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN AI�IIIECIS AND ENGIIEEI6 RENIOOUCRON\ \-�` // -AO a le._ I � J //:" „.',\ C \ \ /', ENGINEERINGDEPARTMEMTODISCUSSEROSION CONIItOLMEASURES FAILURETOSCHEDULESUCH OF TXIN DRAWING FORREUSE ON
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\ N1N' \ � , �/I�m� / / \ 7. SLOPESSHALL BE GRADED NO STEEPER THAN 2:1.FILL SLOPES GREATER THAN 10'HIGH REQUIRE ADEQUATE
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TERRACING, CHECKED BY: BILE
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GRAPHIC SCALE I \ / ONIMPN368 / \ PREVIOUSLY APPROVED. DRAWN BY: BILE
' "` \ . ¢ % VON/NG'R-20 UNONCOUNIY \ 9. DRIVEWAY PERMIT FOR CONSTRURION ENTRANCES IN NCDOT RIGHTOF WAY MUST BE PRESENTEDAT
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