SW3230605_Design Calculations_20240129

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
January 25, 2024
BY:
American Engineering Associates — Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
www.American-EA.com
A \ AMERICAN
Engineering

AMERICAN
American Engineering Associates-Southeast,PA.
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.
SIGNED, SEALED AND DATED THIS 25 DAY OF IAA (Amty , 2n2H
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BY: BLAKE H. ESTRIDGE
COMPANY: AMERICAN ENGINEERING ASSOCIATES-
SOUTHEAST, PA
TITLE: PROJECT ENGINEER
Scanned with CamScanner

American Engineering Associates-Southeast,PA.
Acc\ 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 6
Construction Sequence 10
Vicinity Map 11
Soils Map 12
USGS Quad Map 16
Flood Map 17
Storm Drain Calculations 18
System A— 10-Year Analysis Hydraflow Results 19
System B — 10-Year Analysis Hydraflow Results 22
System C - 10-Year Analysis Hydraflow Results 25
System D - 10-Year Analysis Hydraflow Results 27
System N - 50-Year Analysis Hydraflow Results 29
Gutter Spread Calculations 31
Culvert Calculations 35
Culvert E Calculations 36
Culvert F Calculations 38
Culvert K Calculations 40
Culvert 0 Calculations 42
Culvert L Calculations 43
Culvert M Calculations 45
Swale Calculations 47
D4 Swale 48
K1 Swale 50
N 1 Swale 52
01 Swale 54
End of Waxhaw Parkway Swale 56
L1 Swale 58
M Swale 61
Pre vs Post Development Drainage Area Maps 64

American Engineering Associates-Southeast,PA.
Acc\ 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
BMP Calculations 67
Wet Pond 1 - Water Quality Calculations 68
Wet Pond 1 - SA/DA Calculations & Forebay Sizing 69
Wet Pond 1 -Anti-Floatation Calculations 70
Wet Pond 1 - Pond Permanent Pool Drain Calculations 71
Wet Pond 2 - Water Quality Calculations 72
Wet Pond 2 - SA/DA Calculations & Forebay Sizing 73
Wet Pond 2 -Anti-Floatation Calculations 74
Wet Pond 2 - Pond Permanent Pool Drain Calculations 75
Sand Filter 3 —Water Quality Calculations 76
Sand Filter 3 —Anti-Floatation Calculations 79
Hydraflow Hydrograph Results and Pond Reports 80
Erosion and Sediment Control Calculations 137
Sediment Basin Calculations 138
Skimmer Sediment Basin No. 1 — Phase 1 139
Skimmer Sediment Basin No. 1 — Phase 2 142
Skimmer Sediment Basin No. 2 — Phase 1 145
Skimmer Sediment Basin No. 2 — Phase 2 148
Skimmer Sediment Basin No. 3 — Phase 1 151
Skimmer Sediment Basin No. 3 — Phase 2 154
Skimmer Basin No. 4 — Phase 1 157
Skimmer Basin No. 5— Phase 1 159
Diversion Ditch & Slope Drain Calculations 161
Diversion Ditch/Slope Drain 1 162
Diversion Ditch/Slope Drain 2 165
Diversion Ditch/Slope Drain 3 168
Diversion Ditch/Slope Drain 4 171
Diversion Ditch/Slope Drain 5 174
Diversion Ditch/Slope Drain 6 177
Diversion Ditch/Slope Drain 7 180
Diversion Ditch/Slope Drain 8 183
Diversion Ditch/Slope Drain 9 186

American Engineering Associates-Southeast,PA.
Acc\ 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
Riprap Apron Calculations 189
Appendices 215
Drainage Area Map 216
Erosion and Sediment Control Plan Phase 1 217
Erosion and Sediment Control Plan Phase 2 218
Erosion and Sediment Control Plan Phase 3 219
List of Tables
Wet Pond No. 1 Tributary Areas 7
Wet Pond No. 2 Tributary Areas 7
Sand Filter 3 Tributary Areas 7
Undetained Tributary Areas 7
Pre vs Post Discharge Rates Summary Table 8
Outlet Velocity Table 8
Hydrologic Soil Group 14

American Engineering Associates-Southeast,PA.
Acc\ 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
45 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 45 acres.
6

American Engineering Associates-Southeast,PA.
Acc\ 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 16.17 ac.The total tributary area drainage to the proposed wet pond 2 is 11.48 ac.The
total tributary area draining to the proposed sand filter 3 is 5.66 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 Offsite TOTAL TO WET POND 1
Drainage Area (ac) 5.93 9.13 1.11 16.17
WET POND NO. 2 TRIBUTARY AREAS
Impervious Open TOTAL TO WET POND 2
Drainage Area (ac) 5.16 6.32 11.48
SAND FILTER NO. 3 TRIBUTARY AREAS
Impervious Open TOTAL TO SAND FILTER 3
Drainage Area (ac) 2.65 3.01 5.66
UNDETAINED TRIBUTARY AREAS
Impervious Open TOTAL UNDETAINED
Drainage Area (ac) 1.67 27.70 29.37
7

American Engineering Associates-Southeast,PA.
A M 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
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 41.02 117 07 172.08 220.22 273 70 Pre Dev
2 SCS Runoff 40.51 --- -- 75.87 99.16 118.13 138.38 Post Dev Det BMP1
3 SCS Runoff 30.03 -- - 55.53 72.16 85.67 100.07 Post Dev Det BMP2
4 SCS Runoff -- 14.81 27.38 35.58 42.24 49.34 Post Dev Det BMP3
5 SCS Runoff -- 21.26 57.87 84.25 107.24 132.64 Post Dev Undetained
6 Reservoir 2 3.139 25.40 60.94 84.68 103.11 Wet Pond 1
7 Reservoir 3 -- 2.155 13.52 41.36 60.16 70.50 Wet Pond 2
8 Reservoir 4 -- 2.460 -- --- 9.753 23.44 34.23 37.64 Sand Filter 3
9 Combine 5.6,7. -- 26.36 ----- -- 106.55 209.52 279.72 338.17 Post Dev Combined
8
Outlet Velocity Table
Outlet ID Velocity(ft/s) Outlet Condition
A-41 I 8.34 Riprap Apron
B-41 7.36 Riprap Apron
C-21 7.02 Riprap Apron _
D-5 4.64 Riprap Apron
E-2 7.82 Riprap Apron _
F-3 _ 5.78 Riprap Apron
K-2 _ 3.18 Riprap Apron _
0-2 5.71 Riprap Apron
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.
8

American Engineering Associates-Southeast,PA.
Acc\ 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.
9

American Engineering Associates-Southeast,PA.
Acc\ AM E.RICA.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.
10

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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11

American Engineering Associates-Southeast,PA.
A A M 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
Hydrologic Soil Group—Union County,North Carolina fi
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LSDA Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4 12

American Engineering Associates-Southeast,PA.
AM E RI CAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
ic\ 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(Aol) • C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOl) • CO 1:24,000.
Soils • D yVaming:Soil Map may not be valid at this scale.
Soil Rating Polygons
O A 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
O AiD 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
scale.
Transportation
0 BID µ.r Rails
Please rely on the bar scale on each map sheet for map
l� C ▪ Interstate Highways measurements.
CID ▪ US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
D Major Roads Coordinate System: Web Mercator(EPSG:3857)
Q Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
oy A distance and area.A projection that preserves area,such as the
. Aerial Photography Albers equal-area conic projection,should be used if more
o ho Ao accurate calculations of distance or area are required.
e B This product is generated from the USDA-NRCS certified data as
oho B/Dof the version date(s)listed below.
, C Soil Survey Area: Union County,North Carolina
Survey Area Data Version 22,Jan 21,2022
.v C/D Soil map units are labeled(as space allows)for map scales
D 1:50,000 or larger.
a a Not rated or not available Date(s)aerial images were photographed: Jul 18,2011—Nov
Sell Rating Points 25,2017
▪ A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
• Am imagery displayed on these maps.As a result.some minor
B shifting of map unit boundaries may be evident.
•
• B/D
uut Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4
13

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
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 76.5 100.0%
USDA Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4
14

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
15

American Engineering Associates-Southeast,PA.
AM E RICAN 8008 Corporate Center Drive,Suite 110
NC
Charlotte,NC 28226
AEngineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
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16

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
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W 39'S499 N/ - FIRM panel number,and FIRM effective date.Map images for
80°43•Feet 1:6,000 unmapped and utencdernloed areas cannot be used for
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Basemap:USGS National Map:Ortholmagery:Data refreshed October,2020
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Portion of Panel No. 3710448200J
17

STORM DRAIN CALCULATIONS

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
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Project File: Storm A.stm Number of lines:40 Date: 11/20/2023
Storm Sewers v2023 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 Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 52.418 0.00 14.07 0.00 0.00 8.35 0.0 12.3 5.6 47.00 66.69 8.34 36 1.00 632.50 633.02 634.73 635.26 635.92 645.58 A40-A41
2 1 41.822 0.00 12.20 0.00 0.00 7.42 0.0 12.2 5.6 41.88 86.70 7.66 36 1.00 633.02 633.44 635.26 635.55 645.58 650.50 A35-A40
3 2 126.500 0.04 12.20 0.70 0.02 7.42 5.0 11.8 5.7 42.33 66.69 7.96 36 1.00 633.44 634.71 635.55 636.82 650.50 649.97 A34-A35
4 3 22.817 0.74 10.75 0.70 0.52 6.61 5.0 11.8 5.7 37.78 50.23 9.95 30 1.50 641.17 641.51 642.79 643.59 649.97 651.11 A33-A34
5 4 41.000 0.37 10.01 0.70 0.26 6.09 5.0 11.7 5.7 34.91 50.23 8.14 30 1.50 641.51 642.13 643.59 644.13 651.11 650.65 A32-A33
6 5 142.464 0.25 6.61 0.70 0.17 3.76 5.0 11.1 5.8 21.93 71.03 5.92 30 3.00 642.13 646.40 644.13 647.99 650.65 657.85 A31-A32
7 6 211.106 0.34 4.99 0.70 0.23 2.91 5.0 10.5 5.9 17.27 31.99 8.61 24 2.00 649.07 653.29 650.11 654.78 657.85 662.25 A28-A31
8 7 203.912 0.06 4.36 0.70 0.04 2.46 5.0 9.8 6.1 14.96 31.99 6.17 24 2.00 653.29 657.37 654.78 658.76 662.25 666.35 A26-A28
9 8 44.295 0.28 3.97 0.70 0.19 2.19 5.0 9.7 6.1 13.39 31.99 5.92 24 2.00 657.37 658.25 658.76 659.57 666.35 667.62 A23-A26
10 9 25.543 0.44 3.70 0.70 0.31 2.00 5.0 9.6 6.1 12.26 31.98 5.74 24 2.00 658.25 658.76 659.57 660.02 667.62 667.57 A22-A23
11 10 57.021 0.32 1.39 0.70 0.22 0.76 5.0 5.8 7.0 5.32 9.13 6.56 15 2.00 659.51 660.65 660.20 661.59 667.57 668.20 A21-A22
12 11 137.494 0.00 1.08 0.00 0.00 0.54 0.0 5.1 7.2 3.88 9.13 4.33 15 2.00 660.65 663.40 661.59 664.20 668.20 670.82 A20-A21
13 12 15.798 1.08 1.08 0.50 0.54 0.54 5.0 5.0 7.2 3.89 9.13 4.72 15 2.00 663.40 663.72 664.20 664.52 670.82 670.21 A19-A20
14 10 136.500 0.35 1.86 0.50 0.18 0.93 5.0 8.4 6.4 5.94 17.52 3.73 24 0.60 658.76 659.58 660.02 660.44 667.57 667.25 A18-A22
15 14 109.000 0.14 1.07 0.50 0.07 0.54 5.0 7.5 6.6 3.53 10.58 4.81 18 0.60 660.08 660.74 660.68 661.45 667.25 668.32 A16-A18
16 15 161.000 0.34 0.93 0.50 0.17 0.46 5.0 6.5 6.8 3.17 6.50 4.81 15 0.60 660.99 661.95 661.60 662.67 668.32 667.38 A15-A16
17 16 156.000 0.59 0.59 0.50 0.29 0.29 5.0 5.0 7.2 2.12 6.50 3.36 15 0.60 661.95 662.89 662.67 663.47 667.38 666.23 A14-A15
18 5 120.608 0.33 2.48 0.70 0.23 1.68 5.0 6.9 6.7 11.31 19.65 7.02 18 3.50 642.85 647.07 644.13 648.35 650.65 654.18 A7-A32
19 18 182.949 0.33 2.15 0.70 0.23 1.45 5.0 6.3 6.9 9.98 21.00 6.35 18 4.00 647.07 654.38 648.35 655.60 654.18 661.50 A6-A7
20 19 153.191 0.34 1.54 0.70 0.24 1.03 5.0 5.9 7.0 7.17 9.13 6.72 15 2.00 654.63 657.70 655.60 658.77 661.50 665.87 A4-A6
21 20 22.000 0.19 0.19 0.70 0.13 0.13 5.0 5.0 7.2 0.95 12.91 4.57 15 4.00 660.76 661.64 660.99 662.03 665.87 665.87 A3-A4
22 14 56.000 0.44 0.44 0.50 0.22 0.22 5.0 5.0 7.2 1.59 11.87 5.10 15 2.00 660.33 661.45 660.64 661.95 667.25 667.40 A17-A18
Project File: Storm A.stm Number of lines:40 Run Date: 11/20/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

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 !nor 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 8 22.000 0.19 0.33 0.70 0.14 0.23 5.0 5.9 7.0 1.61 12.91 3.01 15 4.00 658.12 659.00 658.76 659.50 666.35 666.35 A25-A26
24 23 31.712 0.14 0.14 0.70 0.10 0.10 5.0 5.0 7.2 0.69 12.91 2.11 15 4.00 659.00 660.26 659.50 660.59 666.35 665.52 A24-A25
25 20 84.406 0.46 1.02 0.70 0.32 0.66 5.0 5.5 7.1 4.66 6.46 5.40 15 1.00 658.14 658.98 658.92 659.85 665.87 667.46 A2-A4
26 25 61.711 0.56 0.56 0.60 0.34 0.34 5.0 5.0 7.2 2.44 11.18 3.32 15 3.00 658.98 660.83 659.85 661.46 667.46 668.46 A1-A2
27 7 22.000 0.30 0.30 0.70 0.21 0.21 5.0 5.0 7.2 1.50 6.46 3.85 15 1.00 657.97 658.19 658.38 658.68 662.25 662.25 A27-A28
28 19 22.650 0.28 0.28 0.70 0.20 0.20 5.0 5.0 7.2 1.42 6.46 3.79 15 1.00 657.23 657.45 657.62 657.92 661.50 661.72 A5-A6
29 1 262.527 0.27 1.87 0.50 0.13 0.94 5.0 6.4 6.9 6.42 18.77 9.91 15 5.00 640.11 653.23 640.61 654.25 645.58 658.26 A39-A40
30 29 120.429 0.10 1.60 0.50 0.05 0.80 5.0 5.9 7.0 5.60 10.28 5.38 15 1.50 653.23 655.04 654.25 656.00 658.26 660.67 A38-A39
31 30 63.488 0.23 1.50 0.50 0.12 0.75 5.0 5.7 7.0 5.29 10.28 5.32 15 1.50 655.04 655.99 656.00 656.92 660.67 661.01 A37-A38
32 31 153.729 1.27 1.27 0.50 0.63 0.63 5.0 5.0 7.2 4.60 10.28 4.87 15 1.50 655.99 658.30 656.92 659.17 661.01 662.53 A36-A37
33 6 65.924 0.39 1.37 0.50 0.20 0.69 5.0 5.6 7.1 4.84 6.46 5.47 15 1.00 647.98 648.64 648.78 649.53 657.85 652.39 A30-A31
34 33 106.800 0.98 0.98 0.50 0.49 0.49 5.0 5.0 7.2 3.55 14.54 4.17 15 3.00 648.64 651.84 649.53 652.60 652.39 656.59 A29-A30
35 3 149.892 0.22 1.41 0.70 0.15 0.78 5.0 9.1 6.2 4.87 10.50 5.28 18 1.00 636.18 637.68 636.90 638.53 649.97 643.24 A13-A34
36 35 22.500 0.16 1.20 0.70 0.11 0.63 5.0 8.9 6.3 3.95 10.50 4.11 18 1.00 637.68 637.90 638.53 638.66 643.24 643.24 Al2-A13
37 36 71.221 0.35 1.04 0.50 0.18 0.52 5.0 8.5 6.4 3.30 13.70 5.72 15 4.50 638.15 641.36 638.66 642.09 643.24 646.68 A11-Al2
38 37 153.000 0.29 0.68 0.50 0.15 0.34 5.0 7.2 6.7 2.28 17.81 3.47 15 4.50 641.36 648.24 642.09 648.85 646.68 653.05 A10-Al1
39 38 153.000 0.39 0.39 0.50 0.20 0.20 5.0 5.0 7.2 1.43 17.81 2.90 15 4.50 648.24 655.13 648.85 655.60 653.05 660.70 A9-A10
40 5 22.000 0.56 0.56 0.70 0.39 0.39 5.0 5.0 7.2 2.81 6.46 4.63 15 1.00 645.13 645.35 645.70 646.02 650.65 650.65 A8-A32
Project File: Storm A.stm Number of lines:40 Run Date: 11/20/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
B29
37 36 B 'tg
B20 B30
35
24
B23
25 625 :2g0 34 B33
B21 23 22 B24 19
=cit B34
B22
30 18
:;717
B27 B36
B188 9 2 Outfall
B5 31
B1 B3 12 9 1
4 B-!
B17
11 44 B26
8 38
B2 B39
39
B6 5
7
B8 B38
15
B9
26
B13 28
14 13
29 B15
B11 27 B14
B10
Project File: Storm B.stm Number of lines:40 Date: 11/20/2023
Storm Sewers v2023 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 10.54 0.00 0.00 6.46 0.0 13.1 5.5 35.49 47.49 7.36 36 0.51 594.50 594.74 596.43 596.68 597.92 607.03 B40-B41
2 1 143.405 0.02 9.99 0.70 0.02 6.18 5.0 12.6 5.6 34.44 47.16 7.21 36 0.50 594.74 595.46 596.68 597.36 607.03 609.12 B37-B40
3 2 44.906 0.10 4.70 0.70 0.07 3.01 5.0 12.5 5.6 16.82 22.62 7.32 24 1.00 601.69 602.14 602.98 603.62 609.12 609.90 B19-B37
4 3 52.711 0.43 4.10 0.70 0.30 2.58 5.0 12.3 5.6 14.53 22.62 6.08 24 1.00 602.14 602.67 603.62 604.04 609.90 610.78 B17-B19
5 4 269.740 0.00 3.67 0.00 0.00 2.28 0.0 11.3 5.8 13.21 22.62 5.91 24 1.00 602.67 605.36 604.04 606.67 610.78 615.42 B16-B17
6 5 42.917 0.27 2.78 0.70 0.19 1.66 5.0 11.2 5.8 9.65 14.85 7.66 18 2.00 607.46 608.31 608.34 609.51 615.42 617.11 B12-B16
7 6 228.500 0.34 1.29 0.70 0.24 0.86 5.0 10.4 6.0 5.14 12.91 7.62 15 4.00 609.36 618.50 609.90 619.41 617.11 626.26 B7-B12
8 7 218.923 0.02 0.54 0.70 0.01 0.34 5.0 8.5 6.4 2.14 12.91 3.02 15 4.00 618.50 627.25 619.41 627.84 626.26 633.91 B5-B7
9 8 68.888 0.03 0.53 0.70 0.02 0.33 5.0 7.9 6.5 2.12 10.21 5.18 15 2.50 627.62 629.35 628.01 629.93 633.91 637.11 B4-B5
10 9 52.409 0.09 0.31 0.70 0.07 0.17 5.0 7.0 6.7 1.16 6.46 3.57 15 1.00 632.27 632.79 632.62 633.21 637.11 639.23 B2-B4
11 10 74.598 0.21 0.21 0.50 0.11 0.11 5.0 5.0 7.2 0.77 6.46 2.46 15 1.00 632.79 633.54 633.21 633.88 639.23 637.54 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 6 158.492 0.37 1.22 0.50 0.18 0.61 5.0 7.7 6.5 3.97 10.50 3.52 18 1.00 608.31 609.90 609.51 610.66 617.11 617.44 B11-B12
14 13 250.903 0.20 0.71 0.50 0.10 0.35 5.0 5.7 7.0 2.48 14.54 4.63 15 3.00 610.15 617.68 610.66 618.31 617.44 627.18 B9-B11
15 14 61.566 0.50 0.50 0.50 0.25 0.25 5.0 5.0 7.2 1.83 14.54 5.86 15 3.00 622.61 624.46 622.91 625.00 627.18 629.44 B8-B9
16 7 29.731 0.40 0.40 0.70 0.28 0.28 5.0 5.0 7.2 2.05 6.46 4.21 15 1.00 622.35 622.65 622.84 623.22 626.26 627.06 B6-B7
17 2 22.000 0.09 5.27 0.70 0.07 3.16 5.0 7.9 6.5 20.46 41.01 6.84 30 1.00 595.96 596.18 597.36 597.71 609.12 609.12 B36-B37
18 17 39.130 0.16 5.17 0.70 0.11 3.09 5.0 7.8 6.5 20.11 22.62 7.78 24 1.00 596.68 597.07 598.15 598.68 609.12 608.42 B35-B36
19 18 120.000 0.04 3.57 0.70 0.02 2.13 5.0 7.6 6.6 13.96 23.48 9.09 18 5.00 597.57 603.57 598.68 604.95 608.42 611.83 B28-B35
20 19 38.775 0.12 2.19 0.70 0.08 1.42 5.0 7.5 6.6 9.38 12.92 9.67 15 4.00 604.45 606.00 605.24 607.17 611.83 613.63 B25-B28
21 20 63.646 0.51 2.07 0.70 0.36 1.34 5.0 7.3 6.6 8.88 12.91 7.48 15 4.00 606.00 608.55 607.17 609.70 613.63 616.59 B24-B25
22 21 241.699 0.14 1.09 0.70 0.10 0.66 5.0 6.3 6.9 4.54 14.44 4.44 15 5.00 608.55 620.63 609.70 621.49 616.59 627.58 B22-B24
Project File: Storm B.stm Number of lines:40 Run Date: 11/20/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

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 !nor 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 22.380 0.42 0.95 0.70 0.30 0.56 5.0 6.2 6.9 3.86 6.46 5.10 15 1.00 621.01 621.24 621.71 622.03 627.58 627.44 B21-B22
24 23 106.604 0.52 0.52 0.50 0.26 0.26 5.0 5.0 7.2 1.89 6.46 2.98 15 1.00 621.24 622.30 622.03 622.85 627.44 627.37 B20-B21
25 21 22.000 0.46 0.46 0.70 0.32 0.32 5.0 5.0 7.2 2.34 6.46 4.39 15 1.00 612.12 612.34 612.64 612.95 616.59 616.59 B23-B24
26 5 22.047 0.51 0.51 0.70 0.36 0.36 5.0 5.0 7.2 2.58 6.46 4.51 15 1.00 610.97 611.19 611.52 611.83 615.42 615.39 B13-B16
27 13 61.500 0.14 0.14 0.50 0.07 0.07 5.0 5.0 7.2 0.52 4.01 2.88 12 0.75 610.40 610.86 610.66 611.16 617.44 614.36 B10-611
28 5 170.205 0.14 0.38 0.70 0.10 0.26 5.0 5.4 7.1 1.88 4.57 3.55 15 0.50 606.11 606.97 606.67 607.52 615.42 609.89 B15-B16
29 28 22.500 0.24 0.24 0.70 0.17 0.17 5.0 5.0 7.2 1.21 4.57 1.73 15 0.50 606.97 607.08 607.72 607.72 609.89 609.89 B14-B15
30 19 77.838 0.27 1.35 0.50 0.13 0.68 5.0 5.5 7.1 4.80 6.46 5.46 15 1.00 605.09 605.87 605.89 606.76 611.83 610.12 B27-B28
31 30 92.849 1.08 1.08 0.50 0.54 0.54 5.0 5.0 7.2 3.92 8.39 4.47 15 1.00 605.87 606.80 606.76 607.60 610.12 611.90 B26-B27
32 3 22.000 0.51 0.51 0.70 0.35 0.35 5.0 5.0 7.2 2.57 6.46 4.50 15 1.00 605.52 605.74 606.06 606.38 609.90 609.90 B18-B19
33 18 22.000 0.41 1.44 0.70 0.29 0.86 5.0 7.7 6.5 5.58 10.50 4.48 18 1.00 597.57 597.79 598.68 598.70 608.42 608.42 B34-B35
34 33 26.870 0.02 1.02 0.70 0.01 0.56 5.0 7.6 6.6 3.71 6.46 5.03 15 1.00 599.65 599.92 600.33 600.69 608.42 607.80 B33-B34
35 34 135.389 0.12 1.00 0.70 0.08 0.55 5.0 6.8 6.7 3.71 6.46 4.62 15 1.00 599.92 601.27 600.69 602.05 607.80 605.29 B32-B33
36 35 76.787 0.24 0.76 0.50 0.12 0.38 5.0 6.3 6.9 2.63 14.44 5.45 15 5.00 601.61 605.45 602.05 606.10 605.29 609.93 B30-B32
37 36 117.486 0.53 0.53 0.50 0.26 0.26 5.0 5.0 7.2 1.90 14.54 3.50 15 3.00 605.50 609.03 606.10 609.58 609.93 612.95 B29-B30
38 1 72.483 0.29 0.55 0.50 0.14 0.27 5.0 7.5 6.6 1.81 18.77 6.64 15 5.00 601.51 605.13 601.77 605.67 607.03 610.48 B39-B40
39 38 112.774 0.26 0.26 0.50 0.13 0.13 5.0 5.0 7.2 0.94 11.87 2.43 15 2.00 605.13 607.39 605.67 607.77 610.48 611.80 B38-B39
40 35 22.000 0.12 0.12 0.70 0.09 0.09 5.0 5.0 7.2 0.63 6.46 1.72 15 1.00 601.27 601.49 602.05 601.80 605.29 605.29 B31-B32
Project File: Storm B.stm Number of lines:40 Run Date: 11/20/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
C8
15
C7
16 14
C6
C9
C1d3
Outfall 7
6 17 C12
8 C11
C5 C13
1
9 C20
2
C4 5 C18
12
C3
3
20
10 C14 18 4
C15 C17
19
C2
• C
C16 19
11
C1
Project File: Storm C.stm Number of lines:20 Date: 11/20/2023
Storm Sewers v2023 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 89.267 0.00 4.90 0.00 0.00 3.00 0.0 9.9 6.1 18.18 20.23 7.04 24 0.80 589.00 589.71 590.53 591.25 591.33 594.10 C20-021
2 1 85.976 0.00 4.66 0.00 0.00 2.88 0.0 9.7 6.1 17.58 26.30 6.85 24 0.80 589.71 590.40 591.25 591.91 594.10 599.35 C18-C20
3 2 66.247 0.39 4.66 0.70 0.28 2.88 5.0 9.5 6.1 17.69 20.23 6.94 24 0.80 590.40 590.93 591.91 592.45 599.35 597.78 C17-018
4 3 22.216 0.43 4.04 0.70 0.30 2.45 5.0 9.4 6.2 15.06 22.61 6.63 24 1.00 591.12 591.35 592.45 592.74 597.78 597.77 C15-C17
5 4 165.433 0.02 2.72 0.70 0.01 1.70 5.0 8.6 6.3 10.77 32.46 5.10 24 2.06 591.35 594.75 592.74 595.93 597.77 603.59 C13-C15
6 5 31.751 0.36 2.49 0.70 0.25 1.54 5.0 8.5 6.4 9.77 29.99 5.25 24 1.76 594.75 595.31 595.93 596.43 603.59 605.50 C11-C13
7 6 22.000 0.25 2.13 0.70 0.17 1.28 5.0 8.4 6.4 8.19 14.85 7.23 18 2.00 595.81 596.25 596.61 597.36 605.50 605.50 C10-C11
8 7 115.664 0.24 1.36 0.70 0.17 0.84 5.0 7.9 6.5 5.45 14.44 7.73 15 5.00 596.79 602.57 597.36 603.52 605.50 610.05 C5-C10
9 8 95.999 0.34 1.12 0.70 0.23 0.67 5.0 7.5 6.6 4.42 15.82 4.70 15 6.00 602.57 608.33 603.52 609.18 610.05 617.85 C4-05
10 9 120.691 0.00 0.56 0.00 0.00 0.28 0.0 6.2 6.9 1.93 15.82 2.92 15 6.00 608.33 615.57 609.18 616.13 617.85 624.50 C2-C4
11 10 117.973 0.56 0.56 0.50 0.28 0.28 5.0 5.0 7.2 2.02 6.46 3.80 15 1.00 615.57 616.75 616.13 617.32 624.50 619.81 C1-C2
12 9 22.000 0.22 0.22 0.70 0.16 0.16 5.0 5.0 7.2 1.13 6.46 3.55 15 1.00 613.27 613.49 613.62 613.90 617.85 617.85 C3-C4
13 7 26.870 0.06 0.52 0.70 0.04 0.27 5.0 8.1 6.4 1.75 6.46 4.02 15 1.00 600.31 600.58 600.75 601.10 605.50 606.91 C9-C10
14 13 100.755 0.00 0.46 0.00 0.00 0.23 0.0 6.8 6.7 1.55 6.46 3.88 15 1.00 601.65 602.66 602.07 603.15 606.91 607.24 C8-09
15 14 73.307 0.12 0.46 0.50 0.06 0.23 5.0 5.9 7.0 1.60 6.46 3.52 15 1.00 602.66 603.39 603.15 603.89 607.24 607.50 C7-C8
16 15 54.152 0.33 0.33 0.50 0.17 0.17 5.0 5.0 7.2 1.21 18.77 2.91 15 5.00 603.39 606.10 603.89 606.53 607.50 610.20 C6-07
17 5 22.000 0.22 0.22 0.70 0.15 0.15 5.0 5.0 7.2 1.11 6.46 3.52 15 1.00 599.81 600.03 600.16 600.44 603.59 603.59 C12-C13
18 4 45.245 0.88 0.88 0.50 0.44 0.44 5.0 5.0 7.2 3.18 6.46 4.80 15 1.00 592.19 592.64 592.81 593.36 597.77 596.52 C14-C15
19 3 49.373 0.23 0.23 0.70 0.16 0.16 5.0 5.0 7.2 1.15 6.46 2.91 15 1.00 591.97 592.46 592.45 592.88 597.78 598.20 C16-017
20 1 133.319 0.24 0.24 0.50 0.12 0.12 5.0 5.0 7.2 0.89 4.63 2.58 12 1.00 590.71 592.05 591.25 592.44 594.10 597.37 C19-C20
Project File: Storm C.stm Number of lines:20 Run Date: 11/20/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
D4 1
•
Outfall
2
D2
3
D1
Project File: Storm D.stm Number of lines:3 Date: 11/20/2023
Storm Sewers v2023 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 4.10 0.70 0.38 2.16 5.0 7.4 6.6 14.26 28.90 4.64 30 0.50 667.62 667.97 669.50 669.24 670.39 672.37 04-D5
2 1 185.736 0.00 3.56 0.00 0.00 1.78 0.0 6.2 6.9 12.30 29.00 5.16 30 0.50 667.97 668.90 669.24 670.07 672.37 676.64 03-D4
3 2 184.957 3.56 3.56 0.50 1.78 1.78 5.0 5.0 7.2 12.88 29.00 5.59 30 0.50 668.90 669.82 670.07 671.03 676.64 672.59 D1-D2
Project File: Storm D.stm Number of lines:3 Run Date: 11/20/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
N1
1
•
Outfall
Project File: Storm N.stm Number of lines: 1 Date: 10/11/2023
Storm Sewers v2023 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 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 70.000 0.73 0.73 0.70 0.51 0.51 5.0 5.0 9.0 22.85 41.01 7.32 30 1.00 637.02 637.72 638.45 639.34 639.89 641.90 N1-N2
Project File: Storm N.stm Number of lines: 1 Run Date: 10/11/2023
NOTES:Intensity=114.82/(Inlet time+17.20)^0.82; Return period=Yrs.50 ; c=cir e=ellip b=box
Storm Sewers v2023.00

GUTTER SPREAD CALCULATIONS

GUTTER SPREAD CALCULATIONS
PROJECT: Rogers Pond Subdivision COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 10/9/2023
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 0.56 0.60 N N 1.34 0.03125 0.0225 S 5.23 0.16 23.98 1.17 0.17 0.00
A2 0.46 0.70 Y N 2.88 0.03125 0.0150 D 6.33 0.20 -- -- -- Al 0.17
(0.17)
A3 0.19 0.70 N N 0.53 0.03125 0.0200 S 3.78 0.12 23.35 0.66 0.00 0.00
A4 0.34 0.70 N N 0.95 0.03125 0.0200 S 4.70 0.15 23.35 0.96 0.00 0.00
A5 0.28 0.70 N N 0.78 0.03125 0.0400 S 3.84 0.12 28.35 0.83 0.00 (A00) 0.00
A6 0.33 0.70 N N 0.92 0.03125 0.0400 S 4.08 0.13 28.35 0.92 0.01 (A00) 0.00
A7 0.33 0.70 N N 0.93 0.03125 0.0400 S 4.09 0.13 28.35 0.92 0.01 (A01) 0.01
A8 0.56 0.70 N N 1.57 0.03125 0.0200 S 5.67 0.18 23.35 1.30 0.26 (A00) 0.00
Al2 0.16 0.70 Y N 1 1.21 0.03125 0.0000 S 4.49 0.14 -- -- -- (A26) 0.26
A13 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)
A21 0.32 0.70 N N 0.90 0.03125 0.0150 S 4.85 i 0.15 21.13 0.91 0.00 0.00
A22 0.44 0.70 Y N 2.59 0.03125 0.0000 D 5.90 0.18 -- -- -- 0.00
(0.00)
A23 0.28 0.70 N N 0.78 0.03125 0.0100 S 4.98 0.16 18.90 0.85 0.00 0.00
A25 0.19 0.70 N N 0.53 0.03125 0.0200 S 3.78 0.12 23.35 0.66 0.00 0.00
A26 0.06 0.70 N N 0.17 0.03125 0.0200 S 2.45 0.08 23.35 0.32 0.00 0.00
(0.00)
A27 0.30 0.70 N N 0.84 0.03125 0.0200 S 4.49 0.14 23.35 0.88 0.00 0.00
(0.00)
A28 0.34 0.70 N N 0.95 0.03125 0.0200 S 4.70 0.15 23.35 0.96 0.00 0.00
(0.00)A28
A31 0.25 0.70 N N 0.70 0.03125 0.0200 S 4.19 0.13 23.35 0.79 0.00 0.00
(0.00)A31 A7
A32 0.37 0.70 Y N 2.19 0.03125 0.0000 D 5.27 0.16 -- -- 0.01
(0.00) (0.01)A27
A33 0.74 0.70 N N 2.07 0.03125 0.0500 S 5.30 0.17 29.93 1.49 0.58 0.00
(0.00)
Page 1 of 3

GUTTER SPREAD CALCULATIONS
PROJECT: Rogers Pond Subdivision COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 10/9/2023
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 0.04 0.70 N N 0.69 0.03125 0.0500 S 3.51 0.11 29.93 0.75 0.00 (0 58) 0.58
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 (B00) 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
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 (B00) 0.00
B12 0.27 0.70 N N 0.77 0.03125 0.0400 S 3.82 0.12 28.35 0.82 0.00 (p 02) 0.02
B13 0.51 0.70 N N 1.51 0.03125 0.0400 S 4.91 0.15 28.35 1.25 0.27 (B09) 0.09
B14 0.24 0.70 Y N 1.68 0.03125 0.0000 S 5.61 0.18 -- -- -- (p 2�) 0.27
B15 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
1
B17 0.43 0.70 N N 1.20 0.03125 0.0175 S 5.26 0.16 22.24 1.10 0.11 0.00
B18 0.51 0.70 N N 1.43 0.03125 0.0175 S 5.61 0.18 22.24 1.22 0.21 0.00
(0.00)
B19 0.10 0.70 N N 0.39 0.03125 0.0175 S 3.43 0.11 22.24 0.54 0.00 0.11
(0.11)
B21 0.42 0.70 N N 1.18 0.03125 0.0450 S 4.37 0.14 29.14 1.06 0.12 (B00) 0.00
B22 0.14 0.70 N N 0.39 0.03125 0.0450 S 2.90 0.09 29.14 0.53 0.00 0.00
B23 0.46 0.70 N N 1.41 0.03125 0.0450 S 4.68 0.15 29.14 1.18 0.23 (�12) 0.12
B24 0.51 0.70 N N 1.43 0.03125 0.0450 S 4.70 0.15 29.14 1.19 0.24 0.00
(0.00)
B25 0.12 0.70 N N 0.57 0.03125 0.0450 S 3.34 0.10 29.14 0.67 0.00 (�24)I 0.24
B28 0.04 0.70 N N 0.11 0.03125 0.0450 S 1.81 0.06 29.14 0.24 0.00 0.00
(0.00)
B31 0.12 0.70 N N 0.34 0.03125 0.0275 S 3.00 0.09 25.23 0.49 0.00 (0.00) 0.00
i
B33
B32 0.12 0.70 N N 0.34 0.03125 0.0275 S 3.00 0.09 25.23 0.49 0.00 0.00
(0.00)
Page 2 of 3

GUTTER SPREAD CALCULATIONS
PROJECT: Rogers Pond Subdivision COMPUTED BY: BHE
LOCATION: Waxhaw,NC CHECKED BY:
DATE: 10/9/2023
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)
B33 0.02 0.70 N N 0.23 0.03125 0.0175 S 2.82 0.09 22.24 0.39 0.00 (0��) 0.17
B34 0.41 0.70 N N 1.37 0.03125 0.0200 S 5.40 0.17 23.35 1.20 0.17 (p 23) 0.23
B35 0.16 0.70 Y N 0.94 0.03125 0.0000 S 3.81 0.12 -- -- -- 0.00
(0.00)
B36 0.09 0.70 N N 0.46 0.03125 0.0175 S 3.66 0.11 22.24 0.60 0.00 (p 2$) 0.21
B37 0.02 0.70 N N 0.06 0.03125 0.0175 S 1.67 0.05 22.24 0.16 0.00 (0.0�) 0.00
C3 0.22 0.70 N N 0.62 0.03125 0.0880 S 3.02 0.09 31.50 0.62 0.00 0.00
C4 0.34 0.70 N N 0.95 0.03125 0.0880 S 3.56 0.11 31.50 0.81 0.14 0.00
C5 0.24 0.70 N N 0.81 0.03125 0.0700 S 3.50 0.11 31.50 0.79 0.02 (C14) 0.14
C9 0.06 0.70 N N 0.17 0.03125 0.0450 S 2.11 0.07 29.14 0.31 0.00 0.00
C9 C5
C10 0.25 0.70 Y N 1.50 0.03125 0.0000 S 5.19 0.16 -- -- -- 0.02
(0.00) (0.02)
C11 0.36 0.70 N N 1.01 0.03125 0.0200 S 4.80 0.15 23.35 0.99 0.02 (C00) 0.00
C12 0.22 0.70 N N 0.62 0.03125 0.0500 S 3.36 0.11 29.93 0.70 0.00 0.00
i
C13 0.02 0.70 N N 0.07 0.03125 0.0500 S 1.52 0.05 29.93 0.19 0.00 (�02) 0.02
C15 0.43 0.70 Y N 2.53 0.03125 0.0000 D 5.81 0.18 -- -- -- C13 B32 0.00
(0.00) (0.00)
C16 0.23 0.70 N N 0.64 0.03125 0.0100 S 4.62 0.14 18.90 0.75 0.00 0.00
(0.00)C16 C12
C17 0.39 0.70 Y N 2.30 0.03125 0.0000 D 5.44 0.17 -- -- -- 0.00
(0.00) (0.00)
Page 3 of 3

CULVERT CALCULATIONS

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 11 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. Wednesday,Oct 11 2023
Culvert E
Invert Elev Dn (ft) = 599.10 Calculations
Pipe Length (ft) = 118.50 Qmin (cfs) = 89.84
Slope (%) = 0.69 Qmax (cfs) = 89.84
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) = 89.84
No. Barrels = 1 Qpipe (cfs) = 89.84
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.82
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 9.31
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 602.54
HGL Up (ft) = 602.79
Embankment Hw Elev (ft) = 604.62
Top Elevation (ft) = 611.00 Hw/D (ft) = 1.18
Top Width (ft) = 26.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) Culvert E Hw Depth(ft)
613.00 - 13.08
611.00 11.08
609.00 9.08
607.00 7.08
605.00 5.08
I let control
603.00 3.08
601.00 - 1.08
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
Reach 00

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 11 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. Wednesday,Oct 11 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
TIIiibi
J
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. Wednesday,Oct 11 2023
Culvert K
Hydrograph type = Rational Peak discharge (cfs) = 3.322
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.020 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=997(cult);0.023(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
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 = 3.32 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 11 2023
Culvert K
Invert Elev Dn (ft) = 607.30 Calculations
Pipe Length (ft) = 32.30 Qmin (cfs) = 3.32
Slope (%) = 1.24 Qmax (cfs) = 3.32
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) = 3.32
No. Barrels = 1 Qpipe (cfs) = 3.32
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.18
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.43
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 608.29
HGL Up (ft) = 608.43
Embankment Hw Elev (ft) = 608.80
Top Elevation (ft) = 609.50 Hw/D (ft) = 0.88
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)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Oct 11 2023
Culvert 0
Invert Elev Dn (ft) = 628.60 Calculations
Pipe Length (ft) = 60.00 Qmin (cfs) = 25.18
Slope (%) = 1.32 Qmax (cfs) = 25.18
Invert Elev Up (ft) = 629.39 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 30.0
Shape = Circular Highlighted
Span (in) = 30.0 Qtotal (cfs) = 25.18
No. Barrels = 1 Qpipe (cfs) = 25.18
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.71
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.04
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 630.70
HGL Up (ft) = 631.10
Embankment Hw Elev (ft) = 632.11
Top Elevation (ft) = 633.00 Hw/D (ft) = 1.09
Top Width (ft) = 22.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(ft) COIVeR 0 Hw Depth(ft)
634.00 4.61
633.00 3.61
Inlet contrct632.60 261
631.00 1.61
630.00 0.61
629.00 � -0.39
628.00 -1.39
627.00 -2.39
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Circular Culvert HGL Embank
Reach(ft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Dec 14 2023
Culvert L
Hydrograph type = Rational Peak discharge (cfs) = 2.280
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.450 Runoff coeff. (C) = 0.7
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=684(cuft);0.016(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 — 2.00
1.00 — 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 2.28 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Dec 14 2023
Culvert L
Invert Elev Dn (ft) = 681.61 Calculations
Pipe Length (ft) = 22.00 Qmin (cfs) = 2.28
Slope (%) = 0.50 Qmax (cfs) = 2.28
Invert Elev Up (ft) = 681.72 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 2.28
No. Barrels = 1 Qpipe (cfs) = 2.28
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.34
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 3.89
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 682.54
HGL Up (ft) = 682.32
Embankment Hw Elev (ft) = 682.57
Top Elevation (ft) = 684.30 Hw/D (ft) = 0.68
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 25.00
Elev(fl) Culvert L Hw Ceptt1(fl)
685.00 I 328
/#a II ti
c63.:,G __
Inletaano-d
682.2.
_IIL Alt
680.00 0 5 10 15 20 25 30 35 40 ,
-CirculerCulvert -HGL -Embank
Reach�h.

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Dec 14 2023
Culvert M
Hydrograph type = Rational Peak discharge (cfs) = 3.377
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.860 Runoff coeff. (C) = 0.65
Rainfall Inten (in/hr) = 6.042 Tc by User (min) = 10
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=2,026(cuft);0.047(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10 15 20
Time (min)
Runoff Hyd -Qp = 3.38 (cfs)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Dec 14 2023
Culvert M
Invert Elev Dn (ft) = 680.23 Calculations
Pipe Length (ft) = 39.00 Qmin (cfs) = 3.40
Slope (%) = 0.28 Qmax (cfs) = 3.40
Invert Elev Up (ft) = 680.34 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 3.40
No. Barrels = 1 Qpipe (cfs) = 3.40
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.24
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 4.47
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 681.23
HGL Up (ft) = 681.08
Embankment Hw Elev (ft) = 681.43
Top Elevation (ft) = 683.00 Hw/D (ft) = 0.87
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 25.00
Elav(6) Culrert M Hw Depth(fl)
6B4.W ............
3.66■..........
II
. C.......... 2.66
11114111111
IMILIMI:
681.00 0.66
6B0.00 ■■■•••,,, -0.34
CC
679.00 C:11 _1.34
. 0 5 0 5 . . - . •.
-Circular Culvert -HGL -Embank
Reach(fl)

SWALE CALCULATIONS

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jan 25 2024
Swale D4
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.53
Total Depth (ft) = 2.00 Q (cfs) = 5.020
Area (sqft) = 0.98
Invert Elev (ft) = 672.37 Velocity (ft/s) = 5.11
Slope (%) = 5.00 Wetted Perim (ft) = 3.86
N-Value = 0.025 Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 3.71
Calculations EGL (ft) = 0.94
Compute by: Known Q
Known Q (cfs) = 5.02
Elev (ft) Section Depth (ft)
675.00 - 2.63
674.50 2.13
674.00 1.63
673.50 1.13
673.00 0.63
672.50 - 0.13
672.00 -0.37
671.50 -0.87
0 2 4 6 8 10 12 14 16 18
Reach (ft)

1/25/24, 1:14 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale D4
Name Swale D4
Discharge 5.02
Channel Slope 0.05
Channel Bottom Width 0
Left Side Slope 4
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5.02 cfs 3.29 ft/s 0.66 ft 0.047 4 Ibs/ft2 2.06 lbs/ft2 1.94 STABLE
Vegetation
Underlying Straight 5.02 cfs 3.29 ft/s 0.66 ft 0.047 2.08 lbs/ft2 0.99 lbs/ft2 2.1 STABLE
Substrate
https://ecmds.com/project/157021/channel-analysis/258547/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jan 25 2024
Swale K1
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.58
Total Depth (ft) = 2.00 Q (cfs) = 3.320
Area (sqft) = 1.18
Invert Elev (ft) = 607.70 Velocity (ft/s) = 2.82
Slope (%) = 1.25 Wetted Perim (ft) = 4.23
N-Value = 0.025 Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 4.06
Calculations EGL (ft) = 0.70
Compute by: Known Q
Known Q (cfs) = 3.32
Elev (ft) Section Depth (ft)
610.00 - 2.30
609.50 1.80
609.00 - 1.30
608.50 0.80
v
608.00 0.30
607.50 -0.20
607.00 -0.70
0 2 4 6 8 10 12 14 16 18
Reach (ft)

1/25/24, 1:14 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale K1
Name Swale K1
Discharge 3.32
Channel Slope 0.0125
Channel Bottom Width 0
Left Side Slope 4
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 3.32 cfs 1.26 ft/s 0.87 ft 0.073 4 Ibs/ft2 0.32 Ibs/ft2 12.32 STABLE
Substrate
Unreinforced Straight 3.32 cfs 1.26 ft/s 0.87 ft 0.073 4 Ibs/ft2 0.68 Ibs/ft2 5.92 STABLE
Vegetation
https://ecmds.com/project/157021/channel-analysis/258548/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jan 25 2024
Swale N1
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.85
Total Depth (ft) = 2.00 Q (cfs) = 17.94
Area (sqft) = 2.53
Invert Elev (ft) = 641.90 Velocity (ft/s) = 7.09
Slope (%) = 5.00 Wetted Perim (ft) = 6.19
N-Value = 0.025 Crit Depth, Yc (ft) = 1.11
Top Width (ft) = 5.95
Calculations EGL (ft) = 1.63
Compute by: Known Q
Known Q (cfs) = 17.94
Elev (ft) Section Depth (ft)
644.00 2.10
643.50 1.60
643.00 - 1.10
642.50 - 0.60
642.00 0.10
641.50 -0.40
641.00 -0.90
0 2 4 6 8 10 12 14 16 18
Reach (ft)

1/25/24, 1:14 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale N1
Name Swale N1
Discharge 17.94
Channel Slope 0.05
Channel Bottom Width 0
Left Side Slope 4
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 17.94 cfs 5.99 ft/s 0.92 ft 0.032 3 lbs/ft2 2.88 lbs/ft2 1.04 STABLE E
Unvegetated
Underlying Straight 17.94 cfs 5.99 ft/s 0.92 ft 0.032 3.27 lbs/ft2 1.39 lbs/ft2 2.36 STABLE E
Substrate
SC250 Straight 17.94 cfs 5.12 ft/s 1 ft 0.04 10 lbs/ft2 3.12 lbs/ft2 3.2 STABLE E
Reinforced
Vegetation
Underlying Straight 17.94 cfs 5.12 ft/s 1 ft 0.04 3 lbs/ft2 1.5 lbs/ft2 2 STABLE E
Substrate
https://ecmds.com/project/157021/channel-analysis/258549/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jan 25 2024
Swale 01
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.96
Total Depth (ft) = 2.00 Q (cfs) = 25.18
Area (sqft) = 3.23
Invert Elev (ft) = 630.39 Velocity (ft/s) = 7.81
Slope (%) = 5.00 Wetted Perim (ft) = 6.99
N-Value = 0.025 Crit Depth, Yc (ft) = 1.27
Top Width (ft) = 6.72
Calculations EGL (ft) = 1.91
Compute by: Known Q
Known Q (cfs) = 25.18
Elev (ft) Section Depth (ft)
633.00 - 2.61
632.50 2.11
632.00 1.61
631.50 1.11
631.00 - 0.61
630.50 - 0.11
630.00 -0.39
629.50 -0.89
0 2 4 6 8 10 12 14 16 18
Reach (ft)

1/25/24, 1:15 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale 01
Name Swale 01
Discharge 25.18
Channel Slope 0.05
Channel Bottom Width 0
Left Side Slope 4
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 25.18 cfs 6.66 ft/s 1.04 ft 0.031 3 lbs/ft2 3.24 lbs/ft2 0.93 UNSTABLE E
Unvegetated
Underlying Straight 25.18 cfs 6.66 ft/s 1.04 ft 0.031 3.27 lbs/ft2 1.56 lbs/ft2 2.1 STABLE E
Substrate
SC250 Straight 25.18 cfs 5.76 ft/s 1.12 ft 0.038 10 lbs/ft2 3.49 lbs/ft2 2.87 STABLE E
Reinforced
Vegetation
Underlying Straight 25.18 cfs 5.76 ft/s 1.12 ft 0.038 3 lbs/ft2 1.68 lbs/ft2 1.79 STABLE E
Substrate
https://ecmds.com/project/157021/channel-analysis/258550/show 1/1

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Jan 25 2024
Swale @ End of Waxhaw Parkway
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.67
Total Depth (ft) = 2.00 Q (cfs) = 4.870
Area (sqft) = 1.57
Invert Elev (ft) = 607.70 Velocity (ft/s) = 3.10
Slope (%) = 1.25 Wetted Perim (ft) = 4.88
N-Value = 0.025 Crit Depth, Yc (ft) = 0.66
Top Width (ft) = 4.69
Calculations EGL (ft) = 0.82
Compute by: Known Q
Known Q (cfs) = 4.87
Elev (ft) Section Depth (ft)
610.00 - 2.30
609.50 1.80
609.00 - 1.30
608.50 0 0.80
608.00 0.30
607.50 -0.20
607.00 -0.70
0 2 4 6 8 10 12 14 16 18
Reach (ft)

1/25/24, 1:16 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale @ end of Waxhaw Parkway
Name Swale @ end of Waxhaw
Parkway
Discharge 4.87
Channel Slope 0.0125
Channel Bottom Width 0
Left Side Slope 4
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 4.87 cfs 1.44 ft/s 0.98 ft 0.07 4 lbs/ft2 0.37 Ibs/ft2 10.86 STABLE --
Substrate
Unreinforced Straight 4.87 cfs 1.44 ft/s 0.98 ft 0.07 4 lbs/ft2 0.77 lbs/ft2 5.22 STABLE --
Vegetation
https://ecmds.com/project/157021/channel-analysis/258552/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Dec 13 2023
L1 Ditch Hydrology
Hydrograph type = Rational Peak discharge (cfs) = 2.280
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.450 Runoff coeff. (C) = 0.7
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=684(cuff);0.016(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 — 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 2.28 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Dec 13 2023
L1 Ditch
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.55
Total Depth (ft) = 2.00 Q (cfs) = 2.280
Area (sqft) = 1.06
Invert Elev (ft) = 687.00 Velocity (ft/s) = 2.15
Slope (%) = 1.22 Wetted Perim (ft) = 4.01
N-Value = 0.030 Crit Depth, Yc (ft) = 0.49
Top Width (ft) = 3.85
Calculations EGL (ft) = 0.62
Compute by: Known Q
Known Q (cfs) = 2.28
Elev (ft) Section Depth (ft)
690.00 3.00
689.50 2.50
689.00 2.00
688.50 1.50
688.00 1.00
v
687.50 - = 0.50
687.00 0.00
686.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

12/14/23, 11:18 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>L1 Ditch
Name L1 Ditch
Discharge 2.28
Channel Slope 0.0122
Channel Bottom Width 0
Left Side Slope 4
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.28 cfs 2.23 ft/s 0.54 ft 0.03 4 lbs/ft2 0.41 Ibs/ft2 9.72 STABLE
Vegetation
Underlying Straight 2.28 cfs 2.23 ft/s 0.54 ft 0.03 1.69 lbs/ft2 0.2 lbs/ft2 8.54 STABLE
Substrate
https://ecmds.com/project/158977/channel-analysis/256474/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Dec 13 2023
M Ditch Hydrology
Hydrograph type = Rational Peak discharge (cfs) = 3.377
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.860 Runoff coeff. (C) = 0.65
Rainfall Inten (in/hr) = 6.042 Tc by User (min) = 10
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=2,026(cuft);0.047(acft)
Runoff Hydrograph
Q(cfs) 10-yr frequency Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10 15 20
Time (min)
Runoff Hyd -Qp = 3.38 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday, Dec 14 2023
M Ditch
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.75
Total Depth (ft) = 2.00 Q (cfs) = 3.400
Area (sqft) = 1.97
Invert Elev (ft) = 681.75 Velocity (ft/s) = 1.73
Slope (%) = 0.50 Wetted Perim (ft) = 5.46
N-Value = 0.030 Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 5.25
Calculations EGL (ft) = 0.80
Compute by: Known Q
Known Q (cfs) = 3.40
Elev (ft) Section Depth (ft)
684.00 2.25
683.50 1.75
683.00 - 1.25
682.50 0.75
682.00 - 0.25
681.50 -0.25
681.00 -0.75
0 2 4 6 8 10 12 14 16 18
Reach (ft)

12/14/23, 11:16 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>M Outfall Ditch
Name M Outfall Ditch
Discharge 0.35
Channel Slope 0.007
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.35 cfs 1.16 ft/s 0.31 ft 0.03 4 lbs/ft2 0.14 Ibs/ft2 29.23 STABLE
Vegetation
Underlying Straight 0.35 cfs 1.16 ft/s 0.31 ft 0.03 1.69 lbs/ft2 0.06 lbs/ft2 26 STABLE
Substrate
https://ecmds.com/project/158977/channel-analysis/256476/show 1/1

PRE VS POST DRAINAGE AREA
MAPS

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s-I g
c 1 I I fy )� L (/ / / -'q/�//////I 2YR-24HR 10YR-24HR 25YR-24HR 50YR-24HR 100YR-24HR I
U
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/ ) /
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/ Y ✓ //// / ;_v �,- ,/r » / /1_ /Y ���/ �`.t_ ( , f )1 �� 1 , I I� t, AV CN=62 O/7%
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�S�% / 1 r 1 �//-� ( ) f I / l/ //� A f y. /I / X3 CARER r'/�,/1 ( ) 2 ,A VA VA\ v 1 11 t / )' \ / OVERALL CN VALUES
/ / y,,, <-i- .-e is 1 Fc }Ire -/// ). \ f a \1 I 1 2 v%. \
\ V • / 1 / ��r�� -t3, v/� _ /\A `a,� I ( l \s N1p_ -54FF / ' I� S��J1 }1 A SOILS CN PER COVER TYPE
V A - / 1 \ ,3:C.::':
r eV' � V 1 .. / I C 1 s�-� j,,'""�r°A 7V A 11(I1 / 1 S \ •AV GROUP OPEN IMPERVIOUS %OF AREA
\��, \\`.,�� / �(18 1 I \ r v _.\,�.,,, >\` \\ \ \ '_1= ```6°O \ 1 !d 1)ll 1 6° •*-"_� B 61 98 100.0%
- IBC- ) / V Av _-,-? - j l SF .:7gJ k '•wket : v� \1 \ 1 .1°A te \
ter'--�,� ij C'�660 pr �, \ 11;:::')---715---J)
\ \\slO i
1 \ � � \ Pre Develo ment
G • 'T"' / ." COVERAGE AND CN VALUES
\. -\. __ __ -o `i /i ��'4r ..- �" 650+.F ,,-..�a. 1 t 11--
t \ 1I i /�c \ \rAMASEe m C� (. � � 1 \ `\ \ \ � I( 11� �, �-, r, \ 1 \ 1't - �`i \�' �`�/- t� 'a ?V ;v / o,.-v 1L / ) , 1 \ \ \ ' /C I t I �11 '� \ ` \ �7sofa-¢[ ) 1 / I - ' -'r/ /' . / s 6r / (l5 \ \ \ \ \\ 7LANDGROUP
\• 1, __ /eCl,P4✓64/✓r�� �� � '7 i L-„71/ -sir : �✓ �fr - h.. .i'-�''v /. E I 1\ \ l \ \�.`i>/ �� 5 USE AREABCN AREAx CN
b `I S IIr c `�/ J 1 S �/ / / ! \\ r/ -� lac) (ac/CN)
1 ,,[[ y n - � _ / / J / OPEN 60.95 61 3717.95
vv�VA\\� l / ( l � T � e ��;� / z h 111 / / l A•
\ �� A\ �A 1 \ � ELOPM -%���- '� � �'o ��h / 1/ll ( I I I I ( 60.95\ \, ; \1\�\Il` \ ::: \ � `1 r a' _ /- ai DNAGEAREA � -11 ' 1r 2'-' I //III\\ l l \ 61
P l
2r "9�oi/s/ \\�\ \`�d`\ r►� R �I( �. ��� {� Y/ .j 1�1 Nf.�.i / ///�//'L(\\ � 0.62
98
j _ IMPERVIOUS 0.62 6 98 60.76
ii I
I -rt : _41 t� f/ST/ rs'cnav 1 \ e- i A1 V A r ,,y �ll 1�/ 6V0 / �� r- - „ A c-- f l / / A OFFSITE 1.11 111 98 108.78 ..
"••z �� 71jj1 z l �i _+ y i �a �� �/ II( �1 IINruP 98 0
v v,fir - -Zv�� // '�` 1•V% I( ez / _ •
- A, °>=1 1 I A\ z�Nxnsa
\ ) \?h j a I 1\ •\;; r�xa TOTAL 62.68 62 3887.49
o - \ _.e6 lip\\ \ ,V s. • • p \a
1 E�o_6brr s o 1 I! Ia \\\,`b _.s // < @ �i-..P. / / r
OL\ Eel 9� r 8O a \ 0 �r1 `��°F 1r �� �` v ) L o �6z`o ;•„- =`��(‘, o
E e` E- o z �`�;} ti a.1 LIn1-a bP . 4`-aE-or y =/. -9E�oE�b <� >c,\<o� , �.• I %/
v 1i v 4 I \v v,v� Pn -/ �r pr_/ «� �r� L� //
v @ � /s7� Flo �e �` s / °
w L , :r - h .,,\� � � A /)/ 1// J )<-, ' � ,,,, //, �_ i.°✓°d -��V. ,// z STIPULATION FOR REUSE
)\ ,.�� \\ \\• ( ": \\\\ \ \ C 1 �\ \ ) L ) • / / g �'�� -�.� 1m•Y��� �V.rlAl'15 _ _ ^Z l I C�(L\�// THIS DRAWING WAS PREPARED FOR USE
\, ( \1 f\ I " )S ) g/ ((,,,, ^)_/f •/ ,•\\ - �\ \ _ _�' ON THE SPECIFIC SITE,NAMED HEREON,
\ l )))'':\
\ AZ. I. 1 9 ;/ / T ) \ :r ( // / t/ I' 7 ' I f L=\ \\\ / ////r�i�P�._ .\• \\\ I / / \\\�" CONTEMPORANEOUSLY WITH ITS ISSUE
\ } '' \Z,' . ) `d f` • I / I I / / / f I 3 �+�, \\ l l DATE PS LISTED,HEREON.AND R IS NOT
\ I ap�y .,. ) F4 S r ( / / I / /l / p I I /// ).z i�;\\l\\I „Alit,
r- III//////f \ 1 /�ry//�6/, ==\ \`I\/7 TRSS TC INOFRSIIEE� SUITABLE FOR USE ON A DIFFERENT
THE
\ \) ` .� / / / /( f // I, '/ iii / /) // fi// 7\(` \f1 I / Y /..,��\ \)I / //r'- \� // PROTECT SITE OR ATA LATER TIME.USE OF
Ij �'� ° .,.�``.\, - L y -P / ) I // !! /� -\ \\ l N I I I 9 I. ci,..„„/„„„/�-r ,--"-, \ // xriamw HWw•phs E.�..=.P..0 imcmiaomW amx.x,ew•..rzaziTHIS DRAWING FOR PEFEPENCE OR 0<AM%E
° % aL �t } f 3r • ) 1 /" r \ \\ 111 1 / i \1/ 1( ` { / ' \ H d.NO.1 SOERVIANOSTHER PROJECTPROPERLY REQUIRES ED
\ \ `\o k ',\ o / rI / II / Iof ,rl/J . \, ///// \\ .)`- 1\)Ill///( I ( (l '�//rr\\ f,/'���� \ 1 Hyd.
AND ENGINEERS.REPRODUCTON
\ \!., ) (/ 1 I / 1 77 `I / \\ \\4"' r/( //?5'OAK 1' \ 3 f r) //rr?\ L / \ / / Pre DeV OF THIS DRAWING FOR REUSE ON
i I { e l \ \l f /// \\)INS \ / 1/ I // 0 / \I `1 ANOTHER PROTECT IS NOT AUTHORIZED
\ \ W \' // I
1 1 I S \ Z ) O. ,,]//� / -j/ /�-ti \\\1L/ '�/j/„/ l /�(/ II( 1 •�/ DestriDtiort A a �E Totals AND MAY BE CONTRARVTO THE LAW.
v 5 -I I (1 1 ( ��//,/'-� �1 / :, / / sheetFlow
a or �'l( l\\111 I R / I1 1 % � v/ Manoingsn-value =0.400 0.011 0.011 L1
�\ L ( / f // //f I C`iti 1 /jl ///�/yam K (I//)�//�`_J6=°rtXl y //� i i I.e ,y/E Flow length\ \ �O °UNY/NVES'TMENTPARTNERSDC 9 (ft) =50.0 0.0 0.0 Q'
,,=d � �` " W�ApNs; t / / ) `\ 1 4�' J )/l( f'�i_^ (l/ \ \\ a/N.OStl7N / Two-year 24 hr prac P(n) =3.56 O.O0 0.00 O
/ ANN6 \ pLNAcp4\1 1 \ �) ,J///I� ( Y_ '- / Z• j"- \ \ -lam' o86r73aG547 Land sloe(%) =2.70 0.00 0.00
/' w----W!- 68 A
\-,--.8-7` ' 4 'I\8�SNE�088A \\\ t.\\ ` �~'7~ ')I 1 '/ /,,r �y660Th'''''''''""")���\""""""r�_//`-- --,"air l(() i /-- \ \ /// TUN/NG.'R-2OUN/°NCOUNTY P - Q CC
/ - P/^•- -, . • I N4-90p 861 \p\ .\l\\ \ '''„i\ ,�j*/)•'4/ /• /-\36°Sgvc.0 '�' s-..-'� T '� /11 / 650i. \\ / Travel Time(min) =10.37 + 0.00 + 0.00 10.37 ZO M�, 1 ZNING:'\ I kt\ ) U ( v-.// J/. / .\,__--- . I (/'`v //_-_\ Ox �/ \ \ ) / - $ 1 / _ Shallow Concentrated Flow
L \` \7 I( (I l i // J r", 5• /)` �'//"/ �\ \ Flow length(ft) =565-00 0.00 0.00 "7-' Op
Watercourse slope
�,,,Y 1k 0�p \ \ l l- +"`-/ ��:°\`ti _„� 2 1 Surfaced description =Unpaved Paved PaOved r�r ,e,
)°,i 1A\ LI,/,'N:5 �17�\\\le"' \ \\ 1,\\ 1 ,�11 if l/,- \"may\" r1;. ( ', \' -0--N vAN`r(/UYNGUYEN, Average el ) =4.05 0.00 0.00�qDA M era e velocity(tUs r^ Z
F p8 a H6'fi1\ \ �. \\\ 17 1\ \\ / s� /r • \ r /NAINEWFERRY
050AK01 \ / Travel Time(min) =2.33 0.00 0.00 2.33 x
2 �, -,.1)./.1( / \ S L i%/ DB7490P6208 N/a (24
�� pAF\\ a p \ Q 11\\\` I)I\ \tt I 1 rr , (. �. C _ ZbN/NG'R-70 UNION
/ ADLERFROSr Channel Flow r T,
. 1 t I i-� P/N-05090007.r / X sectional flow area(soft) =12.00 0.00 0.00 �.�( Q� •rY.
tl 1 ARAp�EY \ 1 f\ 11 \K \�� J�f 1 • \ ` \ ) N/,1W:R-IOUN/ONCOUNIY /'Y Wetted perimeter(ft) =12.64 0.00 0.00 X
� �"1,-\,
' TOR p5'8' 573) ` , \ �\� \\` \ f t l 50. i�f -__ - Channel slope(%)• =3.W o.00 0.00
r PI B.jB 3 FG 51 \ ( \�. \4\ �. y I 2 r'i\+, �,..r i , /
t, p NING'R' \ - \ \ - ); /� v Manning's n-value =0.030 0.015 0.015 []
` \ ♦ Velocity(Ws) =8.97 O
/' m
4L °r° �' l 1I�\e 1�T``••t}�O\3•r'ti�`�• Ir ✓^'�� \� \PAIR/C/AC RUTTEDDEHE/,95 y/ 0.00 0.00
o �• F )'L AN\ • \ i\ " i \ I aGY.050gL4M177C Flow length(ft) ({0})057.0 0.0 0.0 \O
SOEGREE�1'p V �� r,A A V ( „.y' / i� t �z_) d' / 0B0r51P615B 00
a \ AEBEC p5p81 j5 \\ C \ 1 \ �,.�� �;, , / /ZONING.-10UN/ON COUNTY \ / Travel Time(min) =1.59 + 0.00 + 0.00 = 1.59
pldy'�t4E y69 \ \o ', .' / /\•
t p8�NING;B;;, \G I 1 ✓„J' + I VI ///\\\ Taal Travel Time,Tc 14.30 min JOB NUMBER: C220016
, -•..// CURT/Sf.rO[LESAN� /
lip '..\ 11 �_ - / /MaRY[oOTOLLESON ti / CHECKED BY: BHE
GRAPHIC SCALE e�i _� / 8°75 8 NN
6 no o as 150 300 I Or`��4 8,/M .0/ON\\ \ �,M,\4 '� '� 1 (_'' :82ouNi7N000NTY / /�' DRAWN BY: BHE
s DATE: 08-07-2023
m � ae ) v mRn3r m[t?TON, `/
8 IN FEET \ ZO l ,R-1 %" RYt T°- 1 ) \ \/ SHEETTITLE:
1lnch=150 ft. �� n oB 79473sB \\\///
-_ PRE
, 69 --') \ /N R-r / /
NERneE! °�._ ;r , \ DEVELOPMENT
P/N / DRAINAGE MAP
Y051957PGDi "-� North
4 Z°NINGR-] - / Carolina�/�/
8 �-
i /�� •"3uayseeeoreoie7ng••• SHEET NO.:
North-50050a811
811 or 1-800-632-0949
Remote<g/wo Entry
C4.6
3 hop:Unc8I I orp/remotetieceienvy.Mm

J III € 1,)�
ZLb°wyw a N
,I/ � J• q r / / l J ��U �_ n
t_ 1
,./• � , 7 •r� i I/// '/',' i, POA SUMMARY TABLE _ �i''�,�� Focwars
V N osz
-�I /� /I j (�dA/l />/qq/��(Ill/II At
Cy d
/ 7 1' l /r / / j d / / / /) a(( l \ 2YR-24HR lOYR-24HR 25YR-24HR SOYR-24HR 100YR-24HR " LWL r F)
,// i , ✓ / // ° r� `) 1 1 \\ \\ PRE ICES) 41.02 117.07 172.08 220.22 273.70 I N
/ /'1 // /' i/ i �"3 14 ) g)c- POST(CES) 26.36 106.55 209.52 279.72 338.17 `' a�"'r0p 5 ¢,
, C///�//�'//qC� - s //- : �'�' // �l��T (/)..>r.•- / DELTA 14.66 -30.52 37.44 59.50 64.47 G c°)�
o� f�
T I qv�/s u13s oGa,�yl:- UNDETAINED ��/�T /,� I ( /// BMP 1 ELEV. 634.57 635.77 636.21 636.49 636.78 +•*`""p,o "A
DELTA I 'covcd5>7� yti� AREA /. : �/ FREEBOARD 3.43 2.23 1.79 1.51 1.22 : �{° - w aZ
y4cN
. ( \ - zv NCRtx � d POINT OF s. /.y\- 1 j_. !� \ ANALYSIS BMP 2 ELEV. 5%.45 597.53 597.99 5%.22 598.48 i \- o
g,_, �,. �� �' �s • d-lltt��_ " ) FREEBOARD 3.55 2.47 2.01 1.75 1.52 Q�U
1-, C� t \ I il // �. BMP 3ELEV. 591.10 592.33 592.79 592.% 593.21 uunnn/
---,A\ i Iy ,\ ! !+ o, / 1 1 FREEBOARD 3.% 2.67 2.21 2.01 1.79 x"°N C A R
�� [ � �? \ I' P LOCATION MAP =8`AMERICAN"?
/,' y / .' .yqq / I BMP 3 DRAINAGE �S g / f �/ l S I _ 8 ENGINEERING v
7 / ' • b iv'�' I 'f AREA ��\ \It�i 7 S. ��f i I f _ °
/ ''TFy '� �� �6• ♦s SC \�/,\ / �`"1� -1' /r I 1 s Y ,Zux t _rn e ASSOCIATES t o
>( < / • //< <`➢ao 4 4Y�\ i1t rail '-// / r S I I I 1( I I 1 �` \ I4
(?•S / 4 J, �� •At >` 1 d /t z•S t-f \a` ,' X o SOUTHEAST 8
/oi / a 1 (( , s��L . �, r .1 e �- \ , �` f r (i I x�r 1 ��
/ ' uRucyw/ \1 N o �F ii.;' �� I� I.Fl•4ti / i l `� \ q e,
E > N• a \ rv, \ r \ , E.�1 AUK `p,.
pG ' / // I { �' t 1 I �2�e •, s7
cv Y I _, ma a r, I, r / /; 1, r� �,
,'- v �/ � � �1`�� �� ��� � �I !� n I , r f r r�./�. la� �v v `-- POST-DEVELOPMENT „x
• J 1 j / bb TOTAL AREA 62.68AC a\t\uuT/
/ (/ I t i ' i�� � �� � l/HIV / _ - t /_- 1. < \ y ) r �, 1 \ ,�a /E/
y� �7 �� ��y`'4 ?'i�<L D ,1/� ,�I �,���Ij ) ! ���� DETAINED AREA-BMP1 �� OT'
I / J ��/l �/� �) , UNDETAINED - Z! � +1 l °S / v
y 9 AREA ]( i( E)°/ i p w, IMPERVIOUS: 5.93 AC a
/ ti ( // / 1 S p L SEAL r -
• l I I l f " o /\I/ y "� r- _ ) { ! I (.,/t //1 f '41��� N V A OFFSITE: 1.11 AC =
t W f / / _ ,� V s > 1 i } _ PERVIOUS: 9.13 AC
//{� / �// / (I / r,,...'S` y� � �� ��. \ ,�" A A� �- �V� V x 1 1 _ 62340 :
YY' / ti vv � �%j 7/� 1 ) / / / TOTAL: 16.17AC CN=77 too-�
i S / ) \ ,U'rz` li / "�'i-O�it�I e t!i ✓/ --La- :;-'-- -‘_, - / vEZA[,ibUkola, /l' /o l Nfe��+
/ / --'�li SLY/ l `°� I i / �. �`� f //// /�//f [g�-Rafssuu// /- / TC=5MIN �2i N.ii./V vx,
/i , 1 //f/'/ a T�_ ///r r- �i.�-^_ 1111 N Jozr,Pm// DETAINED AREA-BMP2 nun"
�/ ® �� ti) A :Ere
l //- , :V1.0 , "- ' ��PiEj46 �JIB l �111111A : r, /- s- � / < ,
AV:-
-mNN IMPERVIOUS: 5.16 AC
A.l � / � i�/�% .yam, �J�m / I;�" �� �,�,l,►nll�. •�' I�C �17 / r // "?' / v
/ �u� ?u*�_' ,/7`' , / s e�p , �f l 1 'P / °`,./,r<_ J `�`/ PERVIous: 6.32 Ac
/ l / t . / //�'/ed/ -/ `��////i %��i _,- ---� �i�' l I 1 ! �.,°, / / -- TOTAL: 11.48 AC CN=78
_ i / A.. 4 )a V ,t , l ,// sly: - /
tl� 0 om� ; i �ir� V alj ��� II a \\\\1 �Y F 1 / g Jr / TC=SMIN
�S %� / I / 1 I/(8 1 f f i 11 �� I 11 V 1 1 t /'CGS
)' / °/ % f�` r `OiJ� 9 ° \ 1S'zati 47 DETAINED AREA-BMP3
-�` --- �/� %/ C` 1 ��v�,,'� J%� -�� s I��I� •7a � ���` rl�V .��I(I1�1 �1 S 1\ �_�-�\V'1VIMPERVIOUS: 2.65AC�., �, (�- n 1 I AA -.r�J �(-°- - ***.,,,„
�": . �BMP2DRAINAGE �;� -\(Itl\ V 1 \ `-�.,_v A ... PERVIOUS. 3.Ol AC� / v �� . �� 0 AREA $ �\ 1 tiv vv
�_( a UNDETAINED ti TOTAL; 5.66 AC CN=78
'Y, �1 'iiJ. 4 r .� � � ��t`/� + • � 6o AREA ,I �,1�\4 ���)\ \ \ \ TC=5MIN
r - �_ i �s „� �� '"�'v E t// : /' \ \ ' I \ UNDETAINED AREA
- � C L 9 :-:/‘
h �6500.� .a f. I1(I1 4 r \�- fey \sue- � c �rnunsEE a �� ��' _ , ��mi o " .a 71I Ir) 1 �` -� ,,��.z°� \ V1V (/cU IMPERVIous: 1.67Ae
r 7sa•vu¢/ 1j / -- s �,°� 's / 1 1I+ \ \ \\\\�yPERVIOUS: 27.70 AC
/eat qa ���- �� '. v ra 'L �� f / 117:7_.
1 ll I \ ��i)i/ ll��°��-�J ) TOTAL: 29.37 AC CN=63
S - I�� _ "� / �\ -i �/� TC=14.3 MIN
T�ir �QA\� / �lr� f1 - !� �� � / _�� / ot��i�� / l/�/I I I lA /
) P m� cj y4s / ' o\ VA\ � alr '�1`- '`/ 7 � = . �-�� � �, -tea r�"v � - � /- /� ` �� � r �/ I ��jl�l �;` �ioa`.1 v\ l >s'cnav q \ �v�L� � fc'"��'
\ �" � �, \ PoNO I ,' )e I I 1 1 I p,y� O
< @ `1 •' I I rlNCfi!
l fpi`
' v ,V 11 i v 10 - /" )o g-i .. A \ z� nzsN
Ilk\I : - • __ - v. - i -�-� Y'�' b t1 I \\\ NrvNcouNry
�v 1Z- _.T 1\ w V L� ^UNDETAINED / / - '�s'Qr:. � ��Fj�le l \ \I 1 7 //i�-
/ ` <-Oe ��o of be � � � AREA / /
r v o o V �b� . .3 (-I v v� EE '.rr ezo _% -�� yd )
bE V ���, r o 5 e� T9� �� E �r10 lbka . b.(n, _ >„ v ..
-OE \ �`- o1r2_o'e� �ve�_��o ,k )� I v4����°�°E- --�� °P" > '10e_,/ _ / j, 41 , .,,EA o` �o,�-O� '`' / //�� Post Develo ment Detained BMP1 Post Development Detained BMP 2
s A \ �,, / B A €�i-�' 1-� -"�� T 630 t� g/ D _, A / � p OVERALL CN VALUES p z
8p of II ��°�v° 9�� LF �� v /• ,
\ V A 1`x/ A A V A o I I i !� m A v /t / -OE - �„ 9f- - /' /o/ 5.°`--� %� .;/ OVERALL CN VALUES
�\ V A ,,��\ I I A� A \A A �J/ %/ _ �Y r�'� ,�;�1s' \7 /// SOILS CN PER COVER TYPE SOILS CN PER COVER TYPE
0
''I.,‘ ...I > > O - °i' / STIPULATION FOR REUSE
\ � ��� (�;-__o // %OF AREA - %OF AREA
)� ^� VA,� I �����o s ) - )\)\,,-- / GROUP OPEN IMPERVIOUS OF 0°6 GROUP OPEN IMPERVIOUS 1% THIS DRAWING WAS PREPARED FOR USE
S'Ir
�' �' 620~ _-- - B 61 98 B 61 9$ ON THE SPECIFIC SITE,NAMED HEREON,
\ t �����)� _/r \ �^ CONTEMPORANEOUSLY WITH ITS ISSUE
. At �r� @ - _,_ _ - _- _r , ,.� , tf�l///, _/ \\\\/// DATE PS LISTED,HEREON.AND R IS NOT
\\ 4I x \ P � `` 1 - �i,1 /f// '�_�\w�� \\/ SUITABLE FOR USE ON A DIFFERENT
P 5, ll 1 1_ l ' r w /, __- \ ( // PROJECT SITE OR AT A LATER TIME.USE OF
J / Post Development Detained BM P1 Post Development BMP2
fJ,, -� T 1 -, rkjlilrrirr,Wrlliap,,,6V
r�/ -^1 \ / P pTHIS DRAWING FOR REFERENCE OR IXAM%E
1\ Ly� �� ;� 11�' 7 ' 'Wq /, / / A \, L� COVERAGE AND CN VALUESCOVERAGE AND CN VALUESoN pNOTHER PROJECT REO,UIRFS THE
/ 14��iii �� � SERVICES OF PROPERLY LICENSED
N /7/ (( TU L1 11d111 BMP 1 I ,�//ram j f,/'���� A / LAND GROUPLANDGROUPMCHrtECB AND ENGmEERS.REPROOUCIION
, c O /� \', `�/ � IeE� ° E / I) / ///r�^\ L \ OF THIS DRAWING FOR REUSE ON
Icy�t _ � „_ / .��� t� I p (/ `1 USE AREA B CN AREAx CN USE AREA B CN AREA x CN ANOTHER PROTE IS NOT AUTHORIZED
\ // % `\� R 1 'a - y �� -� �/J f/ (ter j AND MAY BE CONTRARVTO THE LAW.
\ r %/( ) 1(( �� 11�/� ' fk L..% lad lac/CN) lac) lac/CN)
� .7: v 2 v 1�k r sl. '�r _ �li1�� 4�hl. / � ) ' //' / 9.13 6.3z
\ o' or 9,A �I / l ������# Ti�� / -J �l! 114^ 11� B���i�� �� //!// y./i / N/r OPEN 9.13 61 61 556.93 OPEN 6.32 61 61 385.52 Ca
A a w \ ® /t aI� , 1 r AREA - 111111110*. e� at�lt j A •�"o aum/NUEsrnaENrrnRTNERs[[c
n R "b4 i�� BMPIDRAINAGE �'\''S 1 V , � � � . �l� p� // i� A �� riN' 7N 5.935.16 O
j.Msp ��\ LNmrN' !�§ r� h� _ i/ l` l/� - \ - , IMPERVIOUS 5.93 98 581.14 IMPERVIOUS5.1698 505.68YI pP R9 �,j pyD EWNYAN 'A + J1 /l( ! \ `/l2 066173rG547 98 98 �•
/ W...-- \` „v- RIP GN 9A \ `@`�� a`� I:ia�jl��'J typ � { ),-/i /��� \ / ION/NG.'R-ZOUN/ONCOUNIY W
•AD D5�p� � t �,� l � I I!y / 1.11 TOTAL 11.48 78 891.20 4 PIN 865 Y't ` �.
\ ON � � � � / i C(_ / 0/ i OFFSITE 1.11 % 98 108.78 O a M
/ �� /��°� Dpz%�NeaiV , 1Q� ® r �l (�v/s5� � v� Z
' ., 4d ..� ♦v 1 �• J/ v TOTAL 16.v n szn6s5 O ao
10 DAE/PO„i soN 11 1t 'Ai �� 1 �'��
Y- �, LIN DR 'J{ '. � . % 414 -- -- ��_ vA�\MAITHE✓EN, //� CJ
� �\ 1r PIN:55„I'(]'` \ \. � �tN� d., / l ,'l /'s UISMAITNEWFERRY / y J Z
\ 1 OST�/I'T16' \ R I r /N OSO�M177J
\ u \ % R I ���`,,, h o67400rezOR N/r Post Development Detained BMP 3 Post Development Undetained �,y x
\ ,.,�,G� - _ZbN/NG'R-ZO UN/ONCOUNIY /kafogADLER RUST
.3 tt \ / 4 y \ •,%A� �� - ( _-' / riN asoxta7r \ / OVERALL CN VALUES OVERALL CN VALUES
w
���lF our �s=t",a�► A : l �Z oecs9rrese4 Y
pppol 1 \ sr+ \ I SOILS CN PER COVER TYPE SOILS CN PER COVER TYPE r L.g
Ty1ER kbbgp • � � �- N/Nc-RaouNivNCOU�,' %OF AREA %OF AREA �.J
II.
�pIN:UBZ�pG5Z` Vim/ a e> - GROUP OPEN IMPERVIOUS GROUP OPEN IMPERVIOUS
' I ,S ',,1„,,,,, 11 gl V., v )i �� E ) �, o� B 61 98 100.0% R 61 98 500.0% O
•
CO
P \ �� �� \N/f \ // Post Development Detained BMP Post Development Undetained
1 d' \ 1 I .�y'a_ PATR/C/AC RUI[fOGENE/,95 N
E 1. L F 6 N\ ��� A@! ®�. ' I r/N'0507C P lO
O/r 1 COVERAGE AND CN VALUES COVERAGE AND CN VALUES
o RERBC�A�y�O�Sf�T \ ~ l ,ZON/NGR-10UN/ONCO(/NTY
$ p9 v°LgE�GR; A �- �� �/ I N���° LAND GROUP LAND GROUP JOB NUMBER: C220016
7 1 lj 20'0 \ d\ -ti%/ cuxnSE.TouEsav,� ///�� USE AREA B CN AREA x CN USE AREA B CN AREA x CN
\yam„T, „� ' / /MaRY[oUTettESON�s / CHECKED BY: BHE
a r/Nasoea / (acl (ac/CN) E
(ac/CN)
GRAPHIC SCALE 1'v a` ,y l oenv�v�xa \ 3.01 27.70 DRAWN BY: BHE
�j o / ) _rN/NeF-IouNi7NC0uNTY / \ OPEN 3.01 61 183.61 OPEN 61 1689.70.0 ( / 61t ppq \ .67mIMUS 98 163.66 C
14-
(IN FEET) \ .4
� r/ iouN / 98 % POST
1 inch=150 ft. -". 0e 794aG369 TOTAL 5.66 78 443.31 TOTAL 29.37 63 1853.36
0 1 �� } /N R-I
CNERYLr.F �_� DEVELOPMENT
PIN / �,� DRAINAGE MAP
06:9s7rG047 NOr[h
ZbNINGR-, \ / Carolina„ y
8 '"3Days Before Digging"• SHEET NO.:
North Carolina 811
lj
811 or 1-800-632-4949 (/�� 7
CI \ / Remote Ticket Entry C4./
311 htlp rrnc811.org/remotet eketentry.htm

BMP CALCULATIONS

Project Name: Rogers Pond Subdivision
Project#: C220016
Date: 10/10/2023
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= 16.17 ac
Impervious Area= 7.04 ac
la= 43.5 %
Find Treatment Volume for 1"of rainfall:
Rv= 0.05+0.9*0.435= 0.442
DV= 3630* 1 in *0.442* 16.17 ac= 25,935 cu ft
WQv= 25,935 cu ft
Size the bleed down orifice to discharge the WQv between 2 and 5 days.
WQv Stage from Pond Design: 633.93 ft
Water Surface Elevation: 632.50 ft
h: 0.71 ft (WQv-Water Surface Elevation)/2
Q=C*A*(2gh)°5 Where: C=0.6
A=Orifice Area in sf
g=32.2 ft/sec2
h=Driving head from water surface to centroid orifice(ft)
Q=Orifice Dischage in cfs
Target Average Release Rate= 0.15 cfs (48 hour draw down time)
A=Q/(C*(2gh)(1 5)= 0.037 sf
5.31 sq in
Circular Orifice Diameter= 2.60 in
Round to Nearest Pipe Size,Use: 2.5 in
Acutal Release Rate= 0.14 cfs
Actual Drawdown time= 2.16 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)
627.00 172 0 0 6,369 0 0 0
628.00 499 336 336 7,129 6,749 6,749 7,085
629.00 957 728 1,064 7,931 7,530 14,279 15,343
630.00 1,554 1,256 2,319 8,776 8,354 22,633 24,952
631.00 2,286 1,920 4,239 9,665 9,221 31,853 36,092
632.00 3,152 2,719 6,958 10,596 10,131 41,984 48,942
632.50 3,762 1,729 8,687 11,901 5,624 47,608 56,294
Forebay Total Volume: 8,687 cf
Main Pond Total Volume: 47,608 cf
Forebay Volume % of Main Pond: 18.2% Ok
Water Surface Stage Elevation = 632.50 ft
Main Pond Water Surface Stage Area = 11,901 sf
Main Pond Water Surface Storage Volume = 47,608 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 4.00 ft
Percent Impervious Tributary to Pond = 43.7%
SA/DA Ratio : 1.35
Tributary Area to Pond = 16.10 ac
Main Pond Surface Area Required = 9,454 sf
Main Pond Surface Area Provided at Permanent Pool = 11,901 sf

WET POND
ANTI-FLOTATION BLOCK SIZING
Project Information
Project Name: Rogers Pond Wet Pond 1
Project#:
Designed by: BHE Date: 10/10/2023
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 = 627.0
Ground Elevation = 632.0
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 157.5
Weight of Structure (Ib) = 23,625
Volume of Water Displaced (cf) = 370
Weight of Water Displaced (Ib) = 23,088
Volume of Soil Over Lip (cf) = 140
Sumerged Weight of Soil Over Lip (Ib) = 5264
Weight of Structure (Ib) = 23,625
Weight of Soil (Ib) = 5,264
Total Weight (Ib) = 28,889
Weight of Water Displaced (Ib) = 23,088
Factor of Safety= 1.25

Permanent Pool Drawdown Calculations:Wet Pond 1
Permanent Pool Volume = 56,294 cf
Drawdown Time = 0.33 days
Release Rate (Q) = 1.974 cfs
A= Q/(C*2GH)^0.5)
Average Depth (H) = 2.75 ft
C= 0.6
G = 32.2 ft/secA2
A= 0.19 sf
27.58 sq in
5.93 in
Use: 6 in

Project Name: Rogers Pond Subdivision
Project#: C220016
Date: 10/10/2023
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= 11.48 ac
Impervious Area= 5.16 ac
la= 44.9 %
Find Treatment Volume for 1"of rainfall:
Rv= 0.05+0.9*0.449= 0.455
DV= 3630* 1 in *0.455* 11.48 ac= 18,941 cu ft
WQv= 18,941 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
h: 0.75 ft (WQv-Water Surface Elevation)/2
Q=C*A*(2gh)°5 Where: C=0.6
A=Orifice Area in sf
g=32.2 ft/sec2
h=Driving head from water surface to centroid orifice(ft)
Q=Orifice Dischage in cfs
Target Average Release Rate= 0.11 cfs (48 hour draw down time)
A=Q/(C*(2gh)(1 5)= 0.026 sf
3.80 sq in
Circular Orifice Diameter= 2.20 in
Round to Nearest Pipe Size,Use: 2 in
Acutal Release Rate= 0.09 cfs
Actual Drawdown time= 2.42 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 = 44.9%
SA/DA Ratio : 1.51
Tributary Area to Pond = 11.48 ac
Main Pond Surface Area Required = 7,564 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: 10/10/2023
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 = 589.0
Ground Elevation = 594.0
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 157.5
Weight of Structure (Ib) = 23,625
Volume of Water Displaced (cf) = 370
Weight of Water Displaced (Ib) = 23,088
Volume of Soil Over Lip (cf) = 140
Sumerged Weight of Soil Over Lip (Ib) = 5264
Weight of Structure (Ib) = 23,625
Weight of Soil (Ib) = 5,264
Total Weight (Ib) = 28,889
Weight of Water Displaced (Ib) = 23,088
Factor of Safety= 1.25

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= 5.66 ac
Impervious Area= 2.65 ac
la= 46.8
Find Treatment Volume for 1"of rainfall:
Rv=0.05+0.9*0.468= 0.471
DV=3630*l in*0.471*5.66 ac= 9,685 cu ft
Deisgn Volume shall be 0.75 times the runoff produced by the first inch of rainfall.
DV= 7,264 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= 590.28(where the design volume is provided,see stage storage)
Average Height of Water Above Filter Bed(Hf)= 0.64 ft
Design Filter Bed Drain Time(Tf)= 2 days
Coefficient of Permeability of Filter Media(K)= 3.5 ft/day
Af= 726.55 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=3ft Qo= 0.085 cfs
At Hf=4ft Qo= 0.104 cfs
At Hf=5ft Qo= 0.123 cfs
At Hf=6ft Qo= 0.142 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 ftz
Orifice Coefficient(C)= 0.6
h= 2.14 ft
(g)= 32.2 ft/s2
Capacity of each hole= 0.0054 cfs
OK(greater than filter media discharge and
Q total=N*Capacity of Each Hole 2.59 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)= 0.61 cfs
Q=Flow Rate Through Media
Design Volume Elev= 590.28(where the design volume is provided,see stage storage)
Flow Rate Through Media= 0.061 cfs
Q= 0.61 cfs
D= 6.60 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 1
Stage Storage
Sediment Chamber Sand Filter
Vol. Vol Vol. Vol. Vol.
Stage Area Incr. Cumulative Area Incr. Cumulative Total
(sf) (cf) (cf) (sf) (cf) (cf) (cf)
589.00 2,401 0 0 2,255 0 _ 0 0
590.00 3,058 2,730 2,730 2,868 2,562 _ 2,562 5,291
591.00 3,672 3,365 6,095 3,445 3,157 _ 5,718 11,813
592.00 4,215 3,944 10,038 3,963 3,704 _ 9,422 19,460
593.00 4,780 4,498 14,536 4,515 4,239 _ 13,661 28,197
594.00 5,368 5,074 19,610 5,102 4,809 _ 18,470 38,079
595.00 5,978 5,673 25,283 5,723 5,413 23,882 49,165

SAND FILTER
ANTI-FLOTATION BLOCK SIZING
Project Information
Project Name: Rogers Pond Sand Filter 3
Project#:
Designed by: BHE Date: 10/10/2023
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 = 592.5
Bottom of Structure = 585.8
Ground Elevation = 589.0
Bottom Slab Lip (in) = 12.0
Bottom Slab Thickness (in) = 12.0
Volume of Structure (cf) = 137.7
Weight of Structure (Ib) = 20,655
Volume of Water Displaced (cf) = 305
Weight of Water Displaced (Ib) = 19,044
Volume of Soil Over Lip (cf) = 89.6
Sumerged Weight of Soil Over Lip (Ib) = 3368.96
Weight of Structure (Ib) = 20,655
Weight of Soil (Ib) = 3,369
Total Weight (Ib) = 24,024
Weight of Water Displaced (Ib) = 19,044
Factor of Safety= 1.26
Block Width (If) = 7.0
Block Length (If) = 7.0
Block Depth (If) = 1.0

Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk,Inc.v2023
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, 10/ 11 /2023

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 41.02 117.07 172.08 220.22 273.70 Pre Dev
2 SCS Runoff 40.51 75.87 99.16 118.13 138.38 Post Dev Det BMP1
3 SCS Runoff 30.03 55.53 72.16 85.67 100.07 Post Dev Det BMP2
4 SCS Runoff 14.81 27.38 35.58 42.24 49.34 Post Dev Det BMP3
5 SCS Runoff 21.26 57.87 84.25 107.24 132.64 Post Dev Undetained
6 Reservoir 2 3.139 25.40 60.94 84.68 103.11 Wet Pond 1
7 Reservoir 3 2.155 13.52 41.36 60.16 70.50 Wet Pond 2
8 Reservoir 4 2.460 9.753 23.44 34.23 37.64 Sand Filter 3
9 'Combine 5,6,7, 26.36 106.55 209.52 279.72 338.17 Post Dev Combined
8
Proj. file: Pre vs Post Detention.gpw Wednesday, 10/ 11 /2023

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 41.02 2 724 142,784 Pre Dev
2 SCS Runoff 40.51 2 718 81,179 Post Dev Det BMP1
3 SCS Runoff 30.03 2 718 60,286 Post Dev Det BMP2
4 SCS Runoff 14.81 2 718 29,723 Post Dev Det BMP3
5 SCS Runoff 21.26 2 724 71,613 Post Dev Undetained
6 Reservoir 3.139 2 754 79,615 2 634.57 39,442 Wet Pond 1
7 Reservoir 2.155 2 758 57,944 3 596.45 30,339 Wet Pond 2
8 Reservoir 2.460 2 728 28,874 4 591.10 12,724 Sand Filter 3
9 'Combine 26.36 2 724 238,046 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 2 Year Wednesday, 10/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 41.02 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 142,784 cuft
Drainage area = 62.680 ac Curve number = 62
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)
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. 1 Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 40.51 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 81,179 cuft
Drainage area = 16.170 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 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 — 1 - 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.v2023 Wednesday, 10/11 /2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 30.03 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 60,286 cuft
Drainage area = 11.480 ac Curve number = 78
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)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
I
10.00 10.00
5.00 5.00
i
0.00 — l - 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.v2023 Wednesday, 10/11 /2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 14.81 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 29,723 cuft
Drainage area = 5.660 ac Curve number = 78
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)
15.00 15.00
12.00 I 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 21.26 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 71,613 cuft
Drainage area = 29.370 ac Curve number = 63
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)
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 \-1- 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.v2023 Wednesday, 10/11 /2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 3.139 cfs
Storm frequency = 2 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 79,615 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 634.57 ft
Reservoir name = Wet Pond 1 Max. Storage = 39,442 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6 --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
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 6 Hyd No. 2 1111111 Total storage used = 39,442 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /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 15,663 0 0
0.50 633.00 17,713 8,338 8,338
1.50 634.00 20,091 18,888 27,226
2.50 635.00 22,431 21,248 48,474
3.50 636.00 24,662 23,535 72,009
4.50 637.00 26,925 25,783 97,792
5.50 638.00 29,245 28,074 125,866
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) = 635.50 634.00 636.50 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 Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 632.50 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.50 8,338 633.00 27.79 oc 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.103
1.50 27,226 634.00 27.79 oc 0.19 ic --- --- 0.00 0.00 0.00 --- --- --- 0.194
2.50 48,474 635.00 27.79 oc 0.25 ic --- --- 0.00 6.66 0.00 --- --- --- 6.914
3.50 72,009 636.00 42.63 oc 0.25 ic --- --- 23.55 18.84 0.00 --- --- --- 42.63
4.50 97,792 637.00 100.91 oc 0.10 ic --- --- 82.64 s 18.15 s 18.38 --- --- --- 119.28
5.50 125,866 638.00 113.77 ic 0.06 ic --- --- 97.25 s 16.46 s 95.53 --- --- --- 209.30

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 2.155 cfs
Storm frequency = 2 yrs Time to peak = 758 min
Time interval = 2 min Hyd. volume = 57,944 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 596.45 ft
Reservoir name = Wet Pond 2 Max. Storage = 30,339 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7 --2 Year 0 (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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 7 Hyd No. 3 111111 1 Total storage used = 30,339 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /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 Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 594.50 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 42.53 oc 0.15 ic --- --- 23.55 18.84 s 0.00 --- --- --- 42.53
4.50 82,102 599.00 76.96 ic 0.05 ic --- --- 63.15 s 13.76 s 18.38 --- --- --- 95.34
5.50 106,263 600.00 85.01 ic 0.03 ic --- --- 72.66 s 12.28 s 95.53 --- --- --- 180.50

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 2.460 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 28,874 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 591.10 ft
Reservoir name = Sand Filter 3 Max. Storage = 12,724 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8 --2 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — '— 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 8 Hyd No. 4 1111111 Total storage used = 12,724 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Pond No. 3 - Sand Filter 3
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=589.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 589.00 4,836 0 0
1.00 590.00 5,988 5,401 5,401
2.00 591.00 7,117 6,544 11,945
3.00 592.00 8,178 7,641 19,586
4.00 593.00 9,296 8,730 28,316
5.00 594.00 10,470 9,876 38,192
6.00 595.00 11,701 11,079 49,271
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) = 592.50 590.30 593.50 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 0 589.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000
1.00 5,401 590.00 20.63 oc --- --- --- 0.00 0.00 0.00 --- --- 0.047 0.047
2.00 11,945 591.00 20.63 oc --- --- --- 0.00 1.95 0.00 --- --- 0.066 2.016
3.00 19,586 592.00 20.63 oc --- --- 0.00 7.38 0.00 --- --- 0.085 7.466
4.00 28,316 593.00 34.66 ic --- --- --- 23.55 11.11 s 0.00 --- --- 0.104 34.76
5.00 38,192 594.00 40.47 ic --- --- --- 35.59 s 4.88 s 18.38 --- --- 0.123 58.97
6.00 49,271 595.00 43.28 ic --- --- 39.24 s 3.97 s 95.53 --- 0.142 138.88

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 26.36 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 238,046 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 29.370 ac
Post Dev Combined
Q (cfs) Hyd. No. 9 --2 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
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.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 117.07 2 724 346,799 Pre Dev
2 SCS Runoff 75.87 2 716 153,594 Post Dev Det BMP1
3 SCS Runoff 55.53 2 716 112,605 Post Dev Det BMP2
4 SCS Runoff 27.38 2 716 55,518 Post Dev Det BMP3
5 SCS Runoff 57.87 2 724 170,164 Post Dev Undetained
6 Reservoir 25.40 2 724 151,987 2 635.77 66,590 Wet Pond 1
7 Reservoir 13.52 2 724 110,191 3 597.53 50,777 Wet Pond 2
8 Reservoir 9.753 2 724 54,657 4 592.33 22,502 Sand Filter 3
9 'Combine 106.55 2 724 486,997 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 10 Year Wednesday, 10/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 117.07 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 346,799 cuft
Drainage area = 62.680 ac Curve number = 62
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 75.87 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 153,594 cuft
Drainage area = 16.170 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 BMP1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
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. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 55.53 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 112,605 cuft
Drainage area = 11.480 ac Curve number = 78
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)
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 27.38 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 55,518 cuft
Drainage area = 5.660 ac Curve number = 78
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 57.87 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 170,164 cuft
Drainage area = 29.370 ac Curve number = 63
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)
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 25.40 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 151,987 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 635.77 ft
Reservoir name = Wet Pond 1 Max. Storage = 66,590 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
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
M MI. MMEN...M..111
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 6 Hyd No. 2 1111111 [ Total storage used = 66,590 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 13.52 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 110,191 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 597.53 ft
Reservoir name = Wet Pond 2 Max. Storage = 50,777 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 k 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 7 Hyd No. 3 1111111 Total storage used = 50,777 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 9.753 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 54,657 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 592.33 ft
Reservoir name = Sand Filter 3 Max. Storage = 22,502 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 — 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 = 22,502 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 106.55 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 486,997 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 29.370 ac
Post Dev Combined
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 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.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
V
1 SCS Runoff 172.08 2 724 497,439 Pre Dev
2 SCS Runoff 99.16 2 716 202,059 Post Dev Det BMP1
3 SCS Runoff 72.16 2 716 147,438 Post Dev Det BMP2
4 SCS Runoff 35.58 2 716 72,692 Post Dev Det BMP3
5 SCS Runoff 84.25 2 722 242,352 Post Dev Undetained
6 Reservoir 60.94 2 722 200,436 2 636.21 77,336 Wet Pond 1
7 Reservoir 41.36 2 722 144,993 3 597.99 59,792 Wet Pond 2
8 Reservoir 23.44 2 720 71,825 4 592.79 26,455 Sand Filter 3
9 'Combine 209.52 2 722 659,606 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 25 Year Wednesday, 10/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 172.08 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 497,439 cuft
Drainage area = 62.680 ac Curve number = 62
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
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 99.16 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 202,059 cuft
Drainage area = 16.170 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 BMP1
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 I 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.v2023 Wednesday, 10/11 /2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 72.16 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 147,438 cuft
Drainage area = 11.480 ac Curve number = 78
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)
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
--4--.
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 35.58 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 72,692 cuft
Drainage area = 5.660 ac Curve number = 78
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)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
— ---7(--
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 84.25 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 242,352 cuft
Drainage area = 29.370 ac Curve number = 63
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)
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 60.94 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 200,436 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 636.21 ft
Reservoir name = Wet Pond 1 Max. Storage = 77,336 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6--25 Year Q (cfs)
100.00 1 100.00
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 = 77,336 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 41.36 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 144,993 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 597.99 ft
Reservoir name = Wet Pond 2 Max. Storage = 59,792 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
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
Time (min)
Hyd No. 7 Hyd No. 3 1111111 Total storage used = 59,792 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 23.44 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 71,825 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 592.79 ft
Reservoir name = Sand Filter 3 Max. Storage = 26,455 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8--25 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
Time (min)
Hyd No. 8 Hyd No. 4 1111111 [ Total storage used = 26,455 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 209.52 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 659,606 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 29.370 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.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 220.22 2 722 627,910 Pre Dev
2 SCS Runoff 118.13 2 716 242,224 Post Dev Det BMP1
3 SCS Runoff 85.67 2 716 176,240 Post Dev Det BMP2
4 SCS Runoff 42.24 2 716 86,892 Post Dev Det BMP3
5 SCS Runoff 107.24 2 722 304,649 Post Dev Undetained
6 Reservoir 84.68 2 720 240,590 2 636.49 84,656 Wet Pond 1
7 Reservoir 60.16 2 720 173,777 3 598.22 65,006 Wet Pond 2
8 Reservoir 34.23 2 720 86,023 4 592.99 28,209 Sand Filter 3
9 'Combine 279.72 2 720 805,040 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 50 Year Wednesday, 10/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 220.22 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 627,910 cuft
Drainage area = 62.680 ac Curve number = 62
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 118.13 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 242,224 cuft
Drainage area = 16.170 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 BMP1
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
120.00 1 120.00
1
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. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 85.67 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 176,240 cuft
Drainage area = 11.480 ac Curve number = 78
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)
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
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 42.24 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 86,892 cuft
Drainage area = 5.660 ac Curve number = 78
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)
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 107.24 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 304,649 cuft
Drainage area = 29.370 ac Curve number = 63
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)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 1 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.v2023 Wednesday, 10/11 /2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 84.68 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 240,590 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 636.49 ft
Reservoir name = Wet Pond 1 Max. Storage = 84,656 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6-- 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 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 = 84,656 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 60.16 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 173,777 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 598.22 ft
Reservoir name = Wet Pond 2 Max. Storage = 65,006 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7-- 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
Time (min)
Hyd No. 7 Hyd No. 3 1111111 Total storage used = 65,006 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 34.23 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 86,023 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 592.99 ft
Reservoir name = Sand Filter 3 Max. Storage = 28,209 cuft
Storage Indication method used.
Sand Filter 3
Q (cfs) Hyd. No. 8-- 50 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 I 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 = 28,209 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 279.72 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 805,040 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 29.370 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 T 160.00
120.00 120.00
80.00 80.00
I
40.00 11 I 40.00
%iiiim........_
JJI
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.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 273.70 2 722 773,534 Pre Dev
2 SCS Runoff 138.38 2 716 285,700 Post Dev Det BMP1
3 SCS Runoff 100.07 2 716 207,368 Post Dev Det BMP2
4 SCS Runoff 49.34 2 716 102,239 Post Dev Det BMP3
5 SCS Runoff 132.64 2 722 374,008 Post Dev Undetained
6 Reservoir 103.11 2 720 284,058 2 636.78 92,074 Wet Pond 1
7 Reservoir 70.50 2 720 204,890 3 598.48 70,689 Wet Pond 2
8 Reservoir 37.64 2 720 101,367 4 593.21 30,400 Sand Filter 3
9 'Combine 338.17 2 722 964,322 5,6,7, Post Dev Combined
8
Pre vs Post Detention.gpw Return Period: 100 Year Wednesday, 10/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 1
Pre Dev
Hydrograph type = SCS Runoff Peak discharge = 273.70 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 773,534 cuft
Drainage area = 62.680 ac Curve number = 62
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)
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 — -K - 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.v2023 Wednesday, 10/11 /2023
Hyd. No. 2
Post Dev Det BMP1
Hydrograph type = SCS Runoff Peak discharge = 138.38 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 285,700 cuft
Drainage area = 16.170 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 BMP1
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
I
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
II
20.00 20.00
A _
emen
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 3
Post Dev Det BMP2
Hydrograph type = SCS Runoff Peak discharge = 100.07 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 207,368 cuft
Drainage area = 11.480 ac Curve number = 78
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)
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 4
Post Dev Det BMP3
Hydrograph type = SCS Runoff Peak discharge = 49.34 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 102,239 cuft
Drainage area = 5.660 ac Curve number = 78
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 5
Post Dev Undetained
Hydrograph type = SCS Runoff Peak discharge = 132.64 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 374,008 cuft
Drainage area = 29.370 ac Curve number = 63
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)
140.00 1 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
J— -
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.v2023 Wednesday, 10/11 /2023
Hyd. No. 6
Wet Pond 1
Hydrograph type = Reservoir Peak discharge = 103.11 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 284,058 cuft
Inflow hyd. No. = 2 - Post Dev Det BMP1 Max. Elevation = 636.78 ft
Reservoir name = Wet Pond 1 Max. Storage = 92,074 cuft
Storage Indication method used.
Wet Pond 1
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - -'- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 2 II IIIIHTotal storage used = 92,074 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 7
Wet Pond 2
Hydrograph type = Reservoir Peak discharge = 70.50 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 204,890 cuft
Inflow hyd. No. = 3 - Post Dev Det BMP2 Max. Elevation = 598.48 ft
Reservoir name = Wet Pond 2 Max. Storage = 70,689 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7-- 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 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 1111111 Total storage used = 70,689 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 8
Sand Filter 3
Hydrograph type = Reservoir Peak discharge = 37.64 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 101,367 cuft
Inflow hyd. No. = 4 - Post Dev Det BMP3 Max. Elevation = 593.21 ft
Reservoir name = Sand Filter 3 Max. Storage = 30,400 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 = 30,400 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /2023
Hyd. No. 9
Post Dev Combined
Hydrograph type = Combine Peak discharge = 338.17 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 964,322 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 29.370 ac
Post Dev Combined
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
350.00 350.00
300.00 b 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 I 50.00
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

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/11 /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 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: BHE Date: 6/27/2023
Revised by: BHE Date: 11/20/2023
Basin# 1 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 22.46
Disturbed Area(ac)= 17.04
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 16,344 0
633 18,261 8,651
634 20,294 27,929
635 37,250 56,701
636 39,957 95,304
637 42,710 136,638
638 45,520 180,753
Designed Storage Elevation(ft)= 635.50
Designed Surface Area(sf)= 38,604 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 76,003 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= 622.9
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 138
Weight of Structure(Ib)= 20,757
Volume of Water Displaced(cf)= 452.9
Weight of Water Displaced (Ib)= 28,260
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.0
Check Culvert Capacity:
Invert Elevation Down (ft): 602.00
Invert Elevation Up(ft): 622.92
Pipe Length (ft): 418.00
Slope(ft/ft): 0.0500
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. Monday,Nov 20 2023
SB1 PH1
Invert Elev Dn (ft) = 602.00 Calculations
Pipe Length (ft) = 418.00 Qmin (cfs) = 85.50
Slope (%) = 5.00 Qmax (cfs) = 85.50
Invert Elev Up (ft) = 622.90 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) = 605.19
HGL Up (ft) = 625.78
Embankment Hw Elev (ft) = 628.30
Top Elevation (ft) = 638.00 Hw/D (ft) = 1.54
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
644.00 21.10
637.00 14.10
630.00 7.10
Hw -
Embankment -
623.00 0.10
616.00 -6.90
-% 42(In .00 %
609.00 -13.90
HGI
602.00 -20.90
595.00 -27.90
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0 600.0 650.0
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: BHE Date: 6/27/2023
Revised by: BHE Date: 11/20/2023
Basin# 1 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 16.17
Disturbed Area(ac)= 16.17
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)= 61.5 (Q=c*i*drainage area)
Required surface area(sf)= 26,764 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 29,106 (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 15,663 0
633 17,713 8,344
634 20,091 27,246
635 37,250 55,917
636 39,957 94,520
637 42,710 135,854
638 45,515 179,966
Designed Storage Elevation(ft)= 635.50
Designed Surface Area(sf)= 38,604 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 75,218 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)= 29,106 2.5 0.208
Dewatering Time(days)= 2.4 3 0.25
Calculated Orifice Size(in)= 3.02 4 0.333
Actual Orifice Size(in)= 3.00 5 0.333
6 0.417
8 0.5

!Basin#1 -Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 61.5 (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)= 12 (Cw=3.0)
Velocity Over Spillway(fps)= 3.0
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)= 61.5
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)= 12
Velocity Over Spillway(fps)= 3.1
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= 622.9
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 138
Weight of Structure(Ib)= 20,757
Volume of Water Displaced(cf)= 452.9
Weight of Water Displaced (Ib)= 28,260
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.0
Check Culvert Capacity:
Invert Elevation Down (ft): 602.00
Invert Elevation Up(ft): 622.92
Pipe Length (ft): 418.00
Slope(ft/ft): 0.0500
Pipe Diameter(in): 42
Mannings: 0.013
Q10(cfs): 61.5 See attached Culvert Analysis
Velocity Q10(fps): 7.1 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 20 2023
SB1 PH2
Invert Elev Dn (ft) = 602.00 Calculations
Pipe Length (ft) = 418.00 Qmin (cfs) = 61.50
Slope (%) = 5.00 Qmax (cfs) = 61.50
Invert Elev Up (ft) = 622.90 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 42.0
Shape = Circular Highlighted
Span (in) = 42.0 Qtotal (cfs) = 61.50
No. Barrels = 1 Qpipe (cfs) = 61.50
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.05
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.53
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 604.98
HGL Up (ft) = 625.36
Embankment Hw Elev (ft) = 626.80
Top Elevation (ft) = 638.00 Hw/D (ft) = 1.11
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
644.00 21.10
637.00 14.10
630.00 7.10
Embankment - Hw
623.00 0.10
616.00 -6.90
418.00 - .00 %
609.00 -13.90
602.00 -20.90
595.00 -27.90
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0 600.0 650.0
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: BHE Date: 6/27/2023
Revised by: BHE Date: 11/20/2023
Basin# 2 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 7.88
Disturbed Area(ac)= 7.82
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)= 30.0 (Q=c*i*drainage area)
Required surface area(sf)= 13,043 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 14,184 (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)= 14,184 2.5 0.208
Dewatering Time(days)= 2.7 3 0.25
Calculated Orifice Size(in)= 1.99 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)= 30.0 (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)= 30.0
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)= 2.2
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): 30.0 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. Monday,Nov 20 2023
SB2 PH1
Invert Elev Dn (ft) = 592.00 Calculations
Pipe Length (ft) = 41.00 Qmin (cfs) = 30.00
Slope (%) = 0.51 Qmax (cfs) = 30.00
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) = 30.00
No. Barrels = 1 Qpipe (cfs) = 30.00
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.98
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.90
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 594.39
HGL Up (ft) = 593.98
Embankment Hw Elev (ft) = 594.89
Top Elevation (ft) = 600.00 Hw/D (ft) = 0.89
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
601.00 8.79
600.00 7.79
599.00 6.79
598.00 5.79
Embankment
597.00 4.79
596.00 3.79
595.00 Hw 2.79
fit-
594.00 1.79
41.00 Lfof36(in)@0.51 %)
593.00 0.79
592.00 ! -0.21
591.00 -1.21
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0
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: BHE Date: 6/27/2023
Revised by: BHE Date: 11/20/2023
Basin# 2 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 11.48
Disturbed Area(ac)= 11.34
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)= 43.7 (Q=c*i*drainage area)
Required surface area(sf)= 19,001 (435 sf per cfs of Q10 peak inflow)
Required Storacae(cf)= 20,664 (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 12,526 0
595 14,493 6,755
596 16,730 22,366
597 18,909 40,186
598 20,974 60,127
599 23,087 82,158
600 25,257 106,330
Designed Storage Elevation(ft)= 597.50
Designed Surface Area(sf)= 19,942 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 50,157 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)= 20,664 2.5 0.208
Dewatering Time(days)= 2.5 3 0.25
Calculated Orifice Size(in)= 2.49 4 0.333
Actual Orifice Size(in)= 2.50 5 0.333
6 0.417
8 0.5

!Basin#2-Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 43.7 (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)= 10 (Cw=3.0)
Velocity Over Spillway(fps)= 2.7
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)= 43.7
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)= 10
Velocity Over Spillway(fps)= 2.6
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): 43.7 See attached Culvert Analysis
Velocity Q10(fps): 6.8 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 20 2023
SB2 PH2
Invert Elev Dn (ft) = 592.00 Calculations
Pipe Length (ft) = 41.00 Qmin (cfs) = 43.70
Slope (%) = 0.51 Qmax (cfs) = 43.70
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) = 43.70
No. Barrels = 1 Qpipe (cfs) = 43.70
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.77
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.05
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 594.58
HGL Up (ft) = 594.36
Embankment Hw Elev (ft) = 595.74
Top Elevation (ft) = 600.00 Hw/D (ft) = 1.18
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
601.00 8.79
600.00 s m i 7.79
599.00 6.79
598.00 5.79
Ili Cmb kment
597.00 4.79
596.00 3.79
Hw
i
595.00 � 2.79
mmm.
594.00 1.79
41.111 Lfof3.(in)@ 9.51 % �
593.00 0.79
I
592.00 ��_i=m •_ -0.21
591.00 -1.21
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0
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: BHE Date: 6/27/2023
Revised by: BHE Date: 11/20/2023
Basin# 3 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 5.51
Disturbed Area(ac)= 5.12
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 Storacae(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= 96.0 ft x 156.0 ft
Storage Provided(cf)= 26,946.0
Surace Area Provided(sf)= 10,764.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
589 6,282 0
590 7,258 6,770
591 8,288 14,543
592 9,374 23,374
593 10,517 33,320
594 11,716 44,436
595 12,972 56,780
Designed Storage Elevation(ft)= 592.50
Designed Surface Area(sf)= 9,946 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 28,347 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 589.0
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
(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)= 592.5 (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)= 593.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation(ft)= 595.0 (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)= 593.5 (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)= 595.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width(ft)= 5
Wall Thickness(in)= 6
Top of Structure= 592.5
Bottom of Structure= 585.8
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 74
Weight of Structure(Ib)= 11,055
Volume of Water Displaced(cf)= 241.2
Weight of Water Displaced (Ib)= 15,051
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.2
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. Monday,Nov 20 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) = 595.00 Hw/D (ft) = 1.56
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
597.00 11.20
595.00 9.20
593.00 7.20
591.00 Embankment 5.20
589.00 Hw 3.20
HGL
587.00 1.20
60.00 Lfof21(in) @ 0.50 %
585.00 -0.80
583.00 -2.80
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0
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: BHE Date: 6/27/2023
Revised by: BHE Date: 11/20/2023
Basin# 3 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 5.66
Disturbed Area(ac)= 5.66
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)= 21.5 (Q=c*i*drainage area)
Required surface area(sf)= 9,368 (435 sf per cfs of Q10 peak inflow)
Required Storacae(cf)= 10,188 (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= 96.0 ft x 156.0 ft
Storage Provided(cf)= 26,946.0
Surace Area Provided(sf)= 10,764.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
589 6,282 0
590 7,258 6,770
591 8,288 14,543
592 9,374 23,374
593 10,517 33,320
594 11,716 44,436
595 12,972 56,780
Designed Storage Elevation(ft)= 592.50
Designed Surface Area(sf)= 9,946 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 28,347 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 589.0
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
(Inches) (Feet)
Skimmer Size(in)= 3 1.5 0.125
Head on Skimmer(ft)= 0.25 2 0.167
Dewatered Volume(cf)= 10,188 2.5 0.208
Dewatering Time(days)= 2.2 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#3-Phase 2(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 21.5 (Q10)
Riser Diameter(in)= (Use permanent control structure dimensions)
Spillway Length(ft)= 20.0 5'x5'precast control structure
Spillway Crest Elevation (ft)= 592.5 (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)= 593.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Filter Width(ft)= n/a (8 ft minimum)
Top of Berm Elevation(ft)= 595.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 21.5
Spillway Length(ft)= 20.0 (20 ft minimum spillway length,Cw=2.6)
Spillway Crest Elevation (ft)= 593.5 (1.0 ft min.above sediment storage depth)
Design High Water Depth Over Spillway(in)= 6
Velocity Over Spillway(fps)= 2.2
Freeboard (ft)= 1.5 (1 ft minimum)
Top of Berm Elevation(ft)= 595.0 (Top of Basin Elevation)
Sizing of Antiflotation Block:
Inside Length (ft)= 5
Inside width(ft)= 5
Wall Thickness(in)= 6
Top of Structure= 592.5
Bottom of Structure= 585.8
Bottom Slab Lip(in)= 12
Bottom Slab Thickness(in)= 12
Volume of Structure(cf)= 74
Weight of Structure(Ib)= 11,055
Volume of Water Displaced(cf)= 241.2
Weight of Water Displaced (Ib)= 15,051
Bottom Slab Size:
Bottom Slab Lip(in)= 12
Thickness(in)= 12.00
Weight of Anchor(Ib)= 7,350
Factor of Safety= 1.2
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): 21.5 See attached Culvert Analysis
Velocity Q10(fps): 7.1 O.K.Velocity< 10 fps

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 20 2023
SB3 PH2
Invert Elev Dn (ft) = 585.50 Calculations
Pipe Length (ft) = 60.00 Qmin (cfs) = 21.50
Slope (%) = 0.50 Qmax (cfs) = 21.50
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) = 21.50
No. Barrels = 1 Qpipe (cfs) = 21.50
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 7.14
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.84
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 587.33
HGL Up (ft) = 587.90
Embankment Hw Elev (ft) = 589.00
Top Elevation (ft) = 595.00 Hw/D (ft) = 1.60
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev (ft) Profile Hw Depth (ft)
597.00 11.20
595.00 9.20
593.00 7.20
591.00 Embankment 5.20
589.00 Hw 3.20
HGL
587.00 1.20
60.00 Lfof21(in) @ 0.50 %
585.00 -0.80
583.00 -2.80
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0
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: BHE Date: 6/27/2023
Revised by: Date:
Basin# 4 Phase 1
Basin Type= Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 3.26
Disturbed Area (ac)= 3.07
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)= 12.4 (Q=c*i*drainage area)
Required surface area(sf)= 4,031 (325 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 5,868 (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)= 5,868 2.5 0.208
Dewatering Time(days)= 3 3 0.25
Calculated Orifice Size (in)= 1.44 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)= 12.4 (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)= 1.9
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: BHE Date: 6/27/2023
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)

TEMPORARY DIVERSION
DITCH & SLOPE DRAIN
CALCULATIONS

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD1
Hydrograph type = Rational Peak discharge (cfs) = 73.61
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 20.340 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=22,083(cuft);0.507(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
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 5 10
Time (min)
Runoff Hyd - Qp = 73.61 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD1
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 1.13
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 73.61
Total Depth (ft) = 2.00 Area (sqft) = 7.22
Invert Elev (ft) = 638.00 Velocity (ft/s) = 10.19
Slope (%) = 4.80 Wetted Perim (ft) = 10.15
N-Value = 0.025 Crit Depth, Yc (ft) = 1.64
Top Width (ft) = 9.78
Calculations EGL (ft) = 2.75
Compute by: Known Q
Known Q (cfs) = 73.61
Elev (ft) Section Depth (ft)
641.00 3.00
640.50 2.50
640.00 2.00
639.50 1.50
v
639.00 1.00
638.50 0.50
638.00 0.00
637.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)

— 180 — 10,000
— 168 -- 8,000 EXAMPLE (I ) (2) (3)
— 156 — 6 000 D•42 inches (3.5 feet) 6, r 6,
- — 5•000 0.120 cfs r S.
— 144 _
- — 4,000 ,x MW — 6. _ — 5.
— 132 - a fist - -
- � 4
- 3,000 (I) 2.5 e.e 5'
— 120 _ - - 4.
- (2) 2.1 7.4
2,000 (3) 2.2 7.7
— 108 — 4.-- 3. -
ID In feet - - _ 3.
— 96 --- 1,000 — 3. -
- -
— 800 __� __—.- Temp Slope
— 84 — 600 / -2•T' rain 1
— 500 - _ = 73.61 cfs
e _ 2HW/D = 1.35
- 72 — 400 / _ -
2 _ - 300 ��j�/ _ _
/,,,,, 7010
— 1.5
N—
z to _ /
— 60 1 - 200 ter•- 1.5
Z - W
a
o 54
O� - p -
cc W /W '- 100 -
48 - cc Z— 80 ►
J + — S
/ I t- 60 a - — 1.0 _ 1.0
V v2 W
0 o ` 50 HW SCALE ENTRANCE o — I.0 -
-
- 40 D TYPE W
1- 36 — 30 (I) Square edge with 3
W 9 ~ .9 -- '9
C headwall p
a 33 r a -
- - 20 (2) Groove end with W -
30 - headwall = .8 — .8
- (3) Groove end .8
— 27 - projecting - -
— 10 `
—
— 24 ,` 8 — .7
— 6 To use scale (2) or (3) project - -
- 21 ^ 5 horizontally to scale (I),then -
— 4 use straight inclined line through
- 0 and 0 scol•s, or reverse as — 6
illustrated.
— 3 .6 6
— 18 -
• 2 _ -
_ BUREAU OF PUBLIC ROADS JAN. l9113
— 15 -
- --- .5 — .5
— 1.0 HEADWATER SCALES 2113 — .5
REVISED MAY 1964
— 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control -
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD2
Hydrograph type = Rational Peak discharge (cfs) = 3.221
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.890 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=966(cult);0.022(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
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 = 3.22 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD2
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.30
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 3.220
Total Depth (ft) = 1.50 Area (sqft) = 0.57
Invert Elev (ft) = 620.00 Velocity (ft/s) = 5.65
Slope (%) = 8.00 Wetted Perim (ft) = 2.90
N-Value = 0.025 Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 2.80
Calculations EGL (ft) = 0.80
Compute by: Known Q
Known Q (cfs) = 3.22
Elev (ft) Section Depth (ft)
622.00 2.00
621.50 - 1.50
621.00 1.00
620.50 0.50
620.00 0.00
619.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

- 180 - 10,000
- 168 8,000 EXAMPLE (I ) (2) (3)
6,
- 156 - 6 000 D•42 inches (3.5 foot) r 6,
- 5�000 0.120 cfs r S.
- 144 _- "..
- - 4,000 ,x MW - 6. _ - 5.
- 132 - a fist - � 4 -
3,000 (I) 2.5 e.e 5'
- 120 _ - - 4.
- (2) 2.1 7.4
2,000 (3) 2.2 7.7
- 108 *p In het - 4.-� 3. "- 3.
- -
-
- 96 - 1,000 - 3.
800 _ -
- 84 - / - 2. - 2.
600 / - _ -
- - 500 / _ _
- 72 - 400 / e - 2. ^
wI - - �,���/ ; - -
- 300 ► _ ^ r- 1.5 - 1.5
cn-
z to _ -
- 60 1 - 200 w - 1.5 •�
o �- 54 a �/ 4 _ -
w - 48 '0 - 10O Z - - - Temp Slope
> / a r 80 = /Drain 2
/ It- 60 a - - I.0 i.0 Q10 = 3.22 cfs
U •/2 w 7 HW/D = 0.85
O o ` 50 HW SCALE ENTRANCE 0 cr - I.0 -
Ir - 40 D TYPE w
1- - 36 - 30 (I) Square edge with 3 - .9 .9 - .9
w C headwall 0
-
Q 33 r elQ 20 (2) Groove end with
30 headwall _ .8 .8
- (3) Groove end .8
-
- 27 projecting -
7-
- 24 _ 8 - .7
- 6 To u scale (2) or (3) project - -
- 21 -- 5 rizontally to scale (,),then -
- 4 1ustro
e straight inclined line through
and 0 scales, or reverse as - .6
3
ted. .6
.6
- 18
2 _ "
BUREAU OF PUBLIC ROADS JAN. 19(13
15
.5 - .5
- 1.0 HEADWATER SCALES 2&3 - •5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control -
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD3
Hydrograph type = Rational Peak discharge (cfs) = 3.040
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.840 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=912(cult);0.021 (acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
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 = 3.04 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD3
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.46
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 3.040
Total Depth (ft) = 1.50 Area (sqft) = 1.09
Invert Elev (ft) = 618.00 Velocity (ft/s) = 2.78
Slope (%) = 1.20 Wetted Perim (ft) = 3.91
N-Value = 0.025 Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 3.76
Calculations EGL (ft) = 0.58
Compute by: Known Q
Known Q (cfs) = 3.04
Elev (ft) Section Depth (ft)
620.00 2.00
619.50 - 1.50
619.00 1.00
618.50 0 0.50
618.00 0.00
617.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

- 180 10,000
- 168 8,000 EXAMPLE (I ) (2) (3)
- 156 6�000 D•42 inches (3.5 feet) 6 r 6,
0.120 cfs
- 144 5,000 r S.
-- 132 4,000 ;w MW - 6. _ - 5.
fist
-- 4.
- 120 3,000 (I) 2.5 Le ^ 5. - 4.
-
(2) 2.1 7.4 , -
- 2,000 (3) 2.2 7.7 4,
- 108 ` - 3• -
e0 In feet - -- _
- 96 1,000 - 3.
-
800 _ -
- 84 / r - 2. _ 2.
600 / _ -
500 / _
- 72 400 - 2. -
wI _ 300 tij�/ _- - I-- 1.5 - 1.5
z
to / cc
- 60 cn-
v 200 - 1.5 r •�
z w
o ,- 54 / a -
a_
cc 4 w 10O 0 Temp Slope
/ z ` Drain 3
j / a 80 M ^ Q10 = 3.04cfs
c� / z 60 a - 1.0 - 1.0HW/D = 0.83
42 w
o 0 50 HW SCALE ENTRANCE ^ I.0 -
40 p TYPE cr W
-
.9
1_ 36 30 (I) Square edge with 3
w - 9 - '9
2 - 33 headwall p
�-
Q Q
Q 20 (2) Groove end with w
headwall I I .8
- 30 - 8
(3) Groove end .6
- 27 projecting - -
10 `
h .7 .T
- 24 a - .7
6 To use ale (2) or (3) project
`
- 21 5 h• zontolly to scale (I),then -
4 use straight inclined line through
D and 0 scales, or reverse as .6
3 illustrated. 6 - .6
- 18
2 -
BUREAU OF PUBLIC ROADS JAN. 19113
- 15
.5 - .5
1.0 HEADWATER SCALES 2 83 - .5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control -
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD4
Hydrograph type = Rational Peak discharge (cfs) = 1.230
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.340 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=369(cult);0.008(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 1.23 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD4
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.18
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 1.230
Total Depth (ft) = 1.50 Area (sqft) = 0.28
Invert Elev (ft) = 602.00 Velocity (ft/s) = 4.44
Slope (%) = 10.00 Wetted Perim (ft) = 2.14
N-Value = 0.025 Crit Depth, Yc (ft) = 0.28
Top Width (ft) = 2.08
Calculations EGL (ft) = 0.49
Compute by: Known Q
Known Q (cfs) = 1.23
Elev (ft) Section Depth (ft)
604.00 2.00
603.50 - 1.50
603.00 1.00
602.50 0.50
v
602.00 0.00
601.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

- 180 - 10,000
- 168 -- 8,000 EXAMPLE (I ) (2) (3)
- 156 - 6 000 D•42 inches (3.5 foot) 6, r- 6,
- - 5�000 `
0.120 cfs r S.
- 144 _ "
- - 4,000 ,x MW - 6. _ - 5.
- 132 - a fist - � a -
3,000 (I) 2.5 e.e 5'
- 120 _ - - 4.
- (2) 2.1 7.4 , -
2,000 (3) 2.2 7.7 4, - -
- 108 *p In het - 3 -
,- 3.
- 96 -- 1,000 - 3. -
-
-
800 _ -
-- ---._
- 84 - / - 2. - 2.
600 / - _ -
- - 500 / _ _
- 72 - 400 e - 2. -
wI - �,��6� ; - -
w 300 ►� _ - I 1.5 - 1.5
z N I N�
- 60 v k 200 w •�
- 1.5 -
Z r / w _
o ,- 54 a � 4 - -
r - 0
o: /w — logta z
— ae - cc - 80 - -
-J Q _
/ I - 60 a - - 1.0 ,r1.0
c� 2 w
0 0 ` 50 HW SCALE ENTRANCE 0 - 1.0 -
-
— 40 D TYPE W
w 36 '- I- - •9 - .9 Temp Slope
w — 30 (I) Square edge with Drain 4
2 — 33 headwall C 0 — '9 - Q10 = 1.23 cfs
a r a =
o 20 (2) Groove end with HW/D0.67
30 - headwall I F '- •8 8
- (3) Groove end .8
- 2 7 - projecting -
- 10 -
8 'r- .7 T
- 24
- 6 To use scale (2) or (3) Project _
- 21 - 5 horizontally to scale (I),than
- 4 use straight inclined line throug
- 0 and 0 scales, or as - .6
illustrated.
- 3 .6 6
- I8 -
BUREAU OF PUBLIC ROADS JAN. 1943
- 15
.5 - .5
1,0 HEADWATER SCALES 2&3 — •5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control —
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 28 2023
TD5
Hydrograph type = Rational Peak discharge (cfs) = 9.808
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 2.710 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=2,942(cuft);0.068(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 9.81 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 28 2023
TD5
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.60
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 9.810
Total Depth (ft) = 1.50 Area (sqft) = 1.68
Invert Elev (ft) = 602.00 Velocity (ft/s) = 5.84
Slope (%) = 4.10 Wetted Perim (ft) = 4.79
N-Value = 0.025 Crit Depth, Yc (ft) = 0.78
Top Width (ft) = 4.60
Calculations EGL (ft) = 1.13
Compute by: Known Q
Known Q (cfs) = 9.81
Elev (ft) Section Depth (ft)
604.00 2.00
603.50 - 1.50
603.00 1.00
602.50 0.50
602.00 0.00
601.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

— ISO — 10,000
— 168 -- 8,000 EXAMPLE (I ) (2) (3)
— 156 — 6 000 D•42 inches (3.5 foot) 6, I— 6,
,000 a•12o cf• r 5•
— 144 _ —
- — 4,000 ,x MW — 6• _ — 5,
— 132 - fist -- -
- 4.
- 3,000 (I) 2.5 e.e 5'
— 120 _ -
- (2) 2.1 7.4 - 4.
'-
2,000 (3) 2.2 7.7 0 4,
— 108 - ,- 3. -
- ID In feet - - 3
- 96 --- 1,000 3' _ Temp Slope
— 800 - Drain 5
—b.._--� Q10 = 9.81 cfs
— 84 - 600 // 2 — 2. HW/D = 1.50
` — 500 / - _
P.
— 72 - 400 a — 2.
w _ - 300 ��j�/ _
► 1— I.5 — I.e5
v th—
Z to _ cc
— 60 1 — 200 F.-_ 1.5
Z - / w _
o I-- 54 -a �� 4 _ -
1- a
cc /w — 10o z
> 48 / cc 80 = _ -
Q —
•
/ I t- 60 a - — 1.0 _ 1.0
° 2 w
0 o ` 50 HW SCALE ENTRANCE 0 — I.0 -
-
— 40 p TYPE cr W
36 — 30 (►� Square edge with 3 9 ~ .9 - '9
headwall p ,
Q 33 20 (2) Groove end with Q
30 - headwall I — .8 — .8
- (3) Groove end •8
— 27 - projecting - -
— 10 -
— — .7 T
— 24 ,` 8 — .7
— 6 To use scale (2) or (3) project - -
- 21 ^ 5 horizontally to scale (I),then -
— 4 use straight inclined line through
- 0 and 0 scoles, or reverse as — 6
illustrated.
— 3 .6 6
— 18 -
• 2 _ -
BUREAU OF PUBLIC ROADS JAN. l9113
— 15 -
--- .5 — .5
- 1.0 HEADWATER SCALES 2113 — •5
REVISED MAY 1964
— 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control —
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD6
Hydrograph type = Rational Peak discharge (cfs) = 0.398
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.110 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=119(cuft);0.003(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 0.40 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD6
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.16
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.400
Total Depth (ft) = 1.50 Area (sqft) = 0.24
Invert Elev (ft) = 596.00 Velocity (ft/s) = 1.69
Slope (%) = 1.60 Wetted Perim (ft) = 2.01
N-Value = 0.025 Crit Depth, Yc (ft) = 0.15
Top Width (ft) = 1.96
Calculations EGL (ft) = 0.20
Compute by: Known Q
Known Q (cfs) = 0.40
Elev (ft) Section Depth (ft)
598.00 2.00
597.50 - 1.50
597.00 1.00
596.50 0.50
596.00 0.00
595.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

- 180 - 10,000
- 168 - 8,000 EXAMPLE (I ) (2) (3)
- 156 - 6 000 D•42 inches (3.5 feet) 6, I- 6,
- - 5�000 `
0.120 cfs r S.
- 144 _ "
- - 4,000 ,x MW - 6. _ - 5.
- 132 - a fist - � 4 -
3,000 (I) 2.5 e.e 5'
- 120 _ - - 4.
- (2) 2.1 7.4
2,000 (3) 2.2 7.7 4,
- 108 *pInhet - —� 3. ,- 3.
- 96 -- 1,000 - 3.
- -
-
800 _
-- ---._
- 84 - / - 2. - 2.
600 / _ _
- - 500 /
- 72 - 400 - 2. -
-
2 - - �,��6� ; - -
- 300 ► _ - r' 1.5 -
cn-
z to _ -
- 60 1 - 200 w - 1.5 •�
or- 54 -a -� a _ - -
r - 0
cc �W - 100 Z -
48 - cc - 80 = -
-
Q -
/ V - 60 a - - 1.0 - 1.0
c� 2 w
O o ` 50 HW SCALE ENTRANCE o - I,0 -
-
- 40 D TYPE cr W
1- - 36 - 30 (I) Square edge with 41
W 9 ~ .9 - '9 2 - 33 C headwall p ,
-
o20 (2) Groove end with W _ Temp Slope
- 30 - headwall x '- .8 - .8 Drain 6
-
(3) Groove end .8 Q10 = 0.40 cfs
- projecting - - / HW/D = 0.60
- 27
- 10 `
- I- .7 T'
- 24 , 8 - .7
- 6 To use scale (2) or (3) project -
- 21 - 5 horizontally to scale (I),then -
- 4 use straight inclined line through /
0 and 0 scales, or reverse as /G/ - .6
illustrated. /'1 •6 .6
- 18 - /
2 - -
BUREAU OF PUBLIC ROADS JAN. 1943
- 15
-- .5 - .5
- 1.0 HEADWATER SCALES 2&3 — •5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control —
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD7
Hydrograph type = Rational Peak discharge (cfs) = 0.869
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.240 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=261 (cuft);0.006(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 0.87 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD7
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.27
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.870
Total Depth (ft) = 1.50 Area (sqft) = 0.49
Invert Elev (ft) = 596.00 Velocity (ft/s) = 1.78
Slope (%) = 1.00 Wetted Perim (ft) = 2.71
N-Value = 0.025 Crit Depth, Yc (ft) = 0.23
Top Width (ft) = 2.62
Calculations EGL (ft) = 0.32
Compute by: Known Q
Known Q (cfs) = 0.87
Elev (ft) Section Depth (ft)
598.00 2.00
597.50 - 1.50
597.00 1.00
596.50 0.50
596.00 0.00
595.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

- ISO - 10,000
- 168 -- 8,000 EXAMPLE (I ) (2) (3)
- 156 - 6 000 D•42 inches (3.5 feet) 6. r 6,
- - 5�000 `
0.120 cfe r S.
- 144 _ "
- - 4,000 ,x MW - 6. _ - 5,
- 132 - feet - - 4 -
3,000 (I) 2.5 e.e - 5'
- 120 _ - - 4.
- (2) 2.1 7.4 '- -
2,000 (3) 2.2 7.7 4, - -
- 108 *p In het - 3 -
,- 3.
- 96 - 1,000 - 3. -
-
-
-
- 800 _ -
- 84 - / - 2. - 2.
600 / - _- -
- - 500 /
- 72 - 400 - 2. -
-
2 - - �,��6� ; - -
- 300 ► _ - 1-' 1.5 -
cn-
z to _ -
- 60 1 - 200 w - 1.5 •�
z - / W _
o r- 54 -a r---
4 _ -
r - 0
p: �W - 100 z -
48 - cc - 80 = - -
Q -
/ v - 60 a - - 1.0 ,r 1.0
c� 2 w
O o 50 HW SCALE ENTRANCE o - I.0 -
-
- 40 p TYPE cr W
1- - 36 - 30 (I) Square edge with 3
W 9 ~ .9 - '9
C headwall p -
,
Q *I33 r
20 (2) Groove end with
I- 30 - headwall i - - .8 8 Temp Slope
- (3) Groove end .8 Drain 7
- projecting - - / Q10 = 0.87 cfs
- 27 �- 10 - HW/D = 0.60
- - .7— T'
- 24 ,` 8 - .7 .
- 6 To use scale (2) or (3) project - -
- 21 ^ 5 horizontally to scale (I),then -
- 4 use straight inclined line through
- 0 and 0 scoles, or reverse os - .6
illustrated. 6 - .6
- 18 - 3
• 2 - -
BUREAU OF PUBLIC ROADS JAW. 19l3
- 15
-- .5 - .5
- 1.0 HEADWATER SCALES 2 83 — •5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control —
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD8
Hydrograph type = Rational Peak discharge (cfs) = 14.69
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 4.060 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=4,408(cuft);0.101 (acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 14.69 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD8
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.69
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 14.69
Total Depth (ft) = 1.50 Area (sqft) = 2.12
Invert Elev (ft) = 594.00 Velocity (ft/s) = 6.93
Slope (%) = 4.80 Wetted Perim (ft) = 5.36
N-Value = 0.025 Crit Depth, Yc (ft) = 0.94
Top Width (ft) = 5.14
Calculations EGL (ft) = 1.44
Compute by: Known Q
Known Q (cfs) = 14.69
Elev (ft) Section Depth (ft)
596.00 - 2.00
595.50 - 1.50
595.00 1.00
594.50 0.50
594.00 0.00
593.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

— 180 10,000
— 168 8,000 EXAMPLE (I ) (2) (3)
— 156 6,000 D•42 inches (3.5 feet) 6 r 6,
5,000� 0.120 cfs r S.
— 144 *..
-— 132 4,000 f< MW — 6. _ — 5.
fist
— 4.
— 120- 3,000 (I) 2.5 e.e ^ 5. — 4.
-
(2) 2.1 7.4
_ 2,000 (3) 2.2 7.7
— 108 - 4.-- 3. —
*D In feet _ 3'
- 96 — 3.
1,000
800 _ -
— 84 / — 2. _ 2
600 / _ _
` 500 / _ _
— 72 400 — 2.
to ��� 3 : - _ Temp Slope
_ _ 300 NO Ei _ ,_ r— 1,5 — I Drain 8
to cc: Q10 = 14.69 cfs
— 60 z
v 200 r- 1 5 HW/D = 1.10
z / W
o ,-- 54 4- _ /
a
W 48 /0 10o z _ - -
> / cc 80 z
a
v /2 v 60 W — 1.0 _ I.O
0 50 HW SCALE ENTRANCE o — 1.0 - -
40 D TYPE W
~ .9
1_ — 36 30 (I) Square edge with 3 9 -- '9
headwall O ,
c 33 20 a
Q (2) Groove end with W -
30 headwall I .8 — .8
(3) Groove end .8
— 27 projecting - -
I0 `— 24 8 — .7
6 To use scale (2) or (3) project
— 21 5 horizontally to scale (I),than -
4 use straight inclined line through
0 and 0 scales, or reverse as .6
3
illustrated. 6 '6
— 18
2 -
BUREAU OF PUBLIC ROADS JAN. 1943
— IS
.5 — .5
1.0 HEADWATER SCALES 2113 — .5
REVISED MAY 1964
— 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control —
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD9
Hydrograph type = Rational Peak discharge (cfs) = 2.714
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.750 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=814(cult);0.019(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 2.71 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
TD9
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.36
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 2.710
Total Depth (ft) = 1.50 Area (sqft) = 0.75
Invert Elev (ft) = 602.00 Velocity (ft/s) = 3.62
Slope (%) = 2.70 Wetted Perim (ft) = 3.28
N-Value = 0.025 Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 3.16
Calculations EGL (ft) = 0.56
Compute by: Known Q
Known Q (cfs) = 2.71
Elev (ft) Section Depth (ft)
604.00 - 2.00
603.50 - 1.50
603.00 1.00
602.50 0.50
602.00 0.00
601.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

- 180 - 10,000
- 168 - 8,000 EXAMPLE (I ) (2) (3)
- 156 - 6 000 D•42 inches (3.5 feet) 6. r 6,
- - 5�000 0.120 cfs r S.
- 144 _
- - 4,000 ,x MW - 6. _ - 5.
- 132 - a fist - � a -
3,000 (I) 2.5 e.e 5'
- 120 _ - - 4.
- (2) 2.1 7.4
2,000 (3) 2.2 7.7
- 108 *pInhet - 4.-L3. ,- 3.
- 96 -- 1,000 - 3. -
-
800 _ - -
- 84 - / - 2. - 2.
600 / - _
- - 500 / _ _
- 72 - 400 . e 2.
; -w - 300 �6� _ -
I - - ��► - I 1.5 - 1.5 N-
z o _ /- 60 v k 200 w •�
- 1.5 -
Z r / w _
o r- 54 a � 4 _ -
r - 0
o: /w - 10ota z -
- ae -
- cc - 80
M / a - F- - Temp Slope
z - 60 a - 1.0 _ 1.0 Drain 9
O /2 0 - SCALE 50 HW ENTRANCE - Q10 = 2.71 cfs
- 40 p TYPE W - I 0HW/D 0.77
1- - 36 - 30 (I) Square edge with 3
w 9 - .9 - '9
Cheadwall p_
a 33 r a
Q 20 (2) Groove end with w _
30 - headwall I .8 _ .8
- (3) Groove end r .8
- 27 - projecting
- 10 `
- r .7 T
- 24 , 8 - .7
- 6 To use scale (2) or (3) project - -
- 21 - 5 horizontally to scale (I),then -
- 4 use straight inclined line through
0 and 0 scales, or reverse os - .6
illustrated7 3 . /- .6 - 6
- 18 -
2 _
BUREAU OF PUBLIC ROADS JAN. 19413
- 15
--- .5 - .5
- 1.0 HEADWATER SCALES 2&3 - .5
REVISED MAY 1964
- 12
Figure 5-1 Headwater Water Depth for Concrete Pipe Culverts with Inlet Control -
English Units
Source: www.deldot.gov/information/pubs_forms/manuals/road_design/pdf/supp_figures_chap_6.pdf, page 23
Page 112

RIPRAP APRON CALCULATIONS

Appendices
A41-FES
36" Diameter
Q10 = 47.00 cfs
La = 20'
d50 = 7.2"
W = 23'
3 0 3Do = 9' 1:1
t = 1.4' IT
' i1
Outlet W = D LaII 1Ii 1 • 1I '11;
o + 90 --1- '
I,,. , 1..filthilll
•
e _i '
PP i I .. ii ,. .i ;
I. IIi R ;
diameter (Do) ,I I l i� 11;I Iglu ll l`n!i l!l:
La ---+1 80. : „ 1 IL
I lrrir,n,p
. T.i lwater < 0.5Do i-! I II ` :I I i I' `. iIII 1141 i:!i"�1j�ilrI'iN
�` :�- Y 1 .. 11. __L. I ., III .4►i01�.[[�11i %
pt� lit tI I -'1l�iri►. . 411111
i
o I ��u!In1 r1m 5 .1 ' lury
t(` If 1I,I ;F .... II0.�1� •r'ir'mI ., . , al
eMIMI
.if}_ '1 , I _ j_ .,.1, y rld al
�- �g i iI 1 t II } 1 � 0 ,i n;i • mal
v� 50 I,1 .. . roil 11 11111111111
\(� i' ,I y �� P r1[IIIIIIIIIIIIal 111
�,� I ii; ,:. I i ! 13 4014. 1,II 1111IlII; ='IIII iiiiIII�--1-- I 1j ;l�l 1 O
40 I I a 4 � �nuln 1 I 1 un1•; 4
.i _A IIIIII1111 IH "e,
11I111I111II
ill 1 �' .■ I m1111111 a, 111.11►11
Ih■uinl ou rl l
H. I' F I f mum niil,iurllu
ld
30 I r~ i4 �,' .i �iiii� �i� II = , 1i
3 1,. - -- 1;1 2 .e 1• FIEF./ mi■ n Io.ulupt pu;
n�d/ ■ ill/ll. 1 n1 11 111
20 C n , j.5 ►;d.a/!01 ...1 ill . ii�ll�■■ CC Ilillirivs,nir 11r -, 3
I I , Nam/ ,/'tor' ',
'./'i/ 1 ■ 17011111,
11111 11' 11!���y:
to Lill
.III �: m s'�'r ;; ANil C it r, h:; 0v
1:=:� I1. ti. iii Ilia 'I. WAWIIWA"
-=ACC ' I ,iil I r m.10.i!
O yr� / illll!Illil��lllill�' I N
�1� 1111 111R11ri1.11. •• II
1 � IN :.I i, i,f . , �/�1 �- �i Iil/iIIIIP.III!111,�. mill 2 �
ACCI. t. riii
{ I{' i �) , - ! a ,lirn:,,_ 1i%n!af'imm mii a
11 i I l ` I � ! Sr�llll i�'�il!111i11111�1111111cics
1 1 mI, for Atilktiri1111111111 num
l.. V'. e . I !j I• ,4Ii11111111111011111111
—!IC , ! 11.1:1III . ,�.�.
2° . ► j��' .r, ilL1 slur
j ;I 1 4 =.�. !'' i . 11.{�� 1111 111121
1I I1,14
V_'j5.. 1 ' - . �"
I ii •iii I : ti inl I'I r I:
If
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
47.00 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
B41-FES
36" Diameter
Q10 = 35.54 cfs
La = 20'
d50 = 7.2"
W = 23'
3 0 3Do = 9' ills I I::a;-.
t = 1.4' i it I1, IIi1 ;,
Outlet W = D0 + La1:11, I 1 .9 ;1,i
901 - 1.:'nim i.
pipei l .. i ,. IIIIII ., 1
I. I I R ;
diameter (Do) 1 I I:I li:I' iiiu!= II l n!'si lil:
La _—$4 80' : I ! - „ -I I IMF
p il'.Il►,p
. T.i l water < 0.5D0 I ' i-I 1 i ' .i ' : ; I' I' Iim11141 i,l,i°ail`'14i
---- ?...., • 1 7 -•I • 1 ., 11n,, .!11/ilidi�� ,I1
, 7c
al li '' 1- -- k1 ''i t i, • ►ii:i'=�i,i1{
o� k k I . �I4, , I`i
11
t 1 , •!/ /IIa11 r/ .1 • lury
�r I` 1'++l 11 11 - -' II lk, '2;• Iron
. , an
\,ec 1ilI I 1 1: '1 1 1- I .y �''rd1 unull
tt` ` -IliI{ I t 4 ! I ill I �k} .. An 1i a n;i • nmilli.
J 5Q t , 1 u r �' 11r Illil 11 IIIIIIIIIII
\c` III II II 1 • '1 1 -- y ro p ■I r11111111111111n11111
_^��` I l 1, I 1 a di'111111111111111n1 1111
`�' k Hi I }qq i� I�III 1 1 t 1 ln■nl
1 .,., -i :1 11 Li, 11 1i .II, I I I it. '- L 111iI11!1�1� I h�Illn!!!'
40ll! I I f a 4 '_:'/� / �111111lnn� IU! '1 4
-■ 1 I• rl! I I ��"" �• � ■ I III 1p..,uivn
. � 1�■uunl '� r,nnll
I, In II n.11011rn 11
.391 1'r- - -�f 1: L. 11 ;1'1 `11I I,1.I I ,,-,'Or AFi iii � �i� 1 _ , li
11,_ . f; I ,Li I III II ligliri git!,
I .44.- l/,� . IIIIIIIIIIIIIIISIV'; 11d
- -- 1:-- 1; , 2 f- I!1.�� ■un I Irn5ii' lu'
- r �.11...... _ i:;�,�l,l � r�:/ 11r;� = r�•n;in���.1:ni
Ci , 1 .illj i f 33■ .alp!!1r Iru,
20 — - - ==1n --- .. 15 ►;d Aii� i!!re iilh�=s Iliilirran4111/#1, iI, 3
LAI I _ , Nam/ !_ ,':1�'i/,• llltlllij
- pli!! !' uy1ii Ii k
IMF -Lit
i 1 FF 1 1' /1F.5 ?� ,T,§' 1 s
1 r.� _._ 117- 1 I i 'I ' • I '�i1 lI.It_{l+• llhiI'ir ..
-� `I� Ill■ '!/• 1!•'AI!II�! I'.i
0 — cu
ice___.. ._ _.•i I I+ II I.
Il//—i �IIII illlil�,lllill.'• ` �■r �+� 1■U Iiiir,d ru!Ili •• I
!r I I ill I, i !�i !, r, nr : rm, 1111 2 in
1 f i= -1illlININ1� , 11111
I i 1 ( __ I 11 l 11 1 ' ," a LII■I ::"/:Illirmil'IIIII a
ill .. __ 1 _ .Ijf 1. .. !N! � I/SI�dP1�'�il!111illllll111111 co
t .i • 1 m.! i/i AImpari1111min 1 mu
l� L. .� ' 'V%�• e� !� �� � /�F" III'III' lll 1 1 1111111111111 Q'
li -'- --.:.:. ?--f i. '' 1 IIc1,, /� . ■ ri linl I 1 1 umumin i
i; 1 ���✓ i_��. .� 1 IIIIII i1� {lnllllflnllll
I■ .I'. ' 1,._ _. . : V. 20` .. �/!ia.1i,011�: 1 I�111111111 I� Iiiiilllilil 1 n 1 I , 1( d Nr' A11� lit HFn:fl,
l ! Iv 'S •p 1.; { 1IIlilI1` 11.
� r ' { :
v=s l ,., •_rice"" I:y: : j I: "'I
1 -
3 5 10 20 35.54 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
C21-FES
24" Diameter
Q10 = 18.20 cfs
La = 14'
d50 = 6"
W = 16'
3 0 3Do = 6' ills Id:::I ll''
t = 1.2' 1. iIi„ i'11
Outlet W = D0 + La riI ' • i :11 ,.11
901 - :i..inim
pipei 1 .. i ,. IIIIII I, i
I. I i R ;
diameter (Do) I 1 I'I• 1i:1; �iii ii.,„t"si iil:
La ---+t 80. : „ I III I �rrir,n,p
. T.i l water < 0.5D0 . i_1 1 I ` :I ' : ; I' 1' uuuiii 14,1 ir!iI I',IriN
�` :�--4Y 1 1 .1; -I - I :. IIII., .!,l/iliri�l % ,
�l, , �Ai
Oc k' k I ill F.dr�r� `!i
p'1 PQt 60 �. �` I-...t. i . 1 I�� !iii iiai;l,�'', 'Allnil.
1/ 11Il'ti l I .1 • 111.11
�( '. .f};!'1 I ++1 II. 11 — --I I I1 eti, Ai1'p'I cb . , liii
jl y � rld� ! lillllrl
J�\,e 1 2,II I 1_f! ! I I 1 111.11 1-1- • 40II� t1y /1i' • 1111111115 l i 1 II I. 1 i. j 1r1r WiI''1111111111111
�R` 0t I I ,1 I I ,, r� .r IIan111111n11n11III
_ \\ I 11 11 I i a di'111111111111111111111
`�' L it _Ficil:ill 1 tt mummy
4••--- i !Fi1 I�i 11 II 'i1 111- i t 1-•y0 L Illl ll�l�li iliI111L:,
40III I I f-a` •■►�1/� / �1111i11111111 1U!'tn,l 4
iIII I �' ■ I uuuul IP,,uivn
r-- I I I rs r11III1111 ,11111'I 1
I I► i 1w lu nii�,nurliu
I' -- • { 1!!; ':III I I .;;' p Fli II = ,
I.1 III ii Ii1111N11iiiit,
301 III :!,•.I., , � .4 • u11 I11111r1111/11 111 I
1 _ I .,,,,...,,ed.Ir��F nun I Irnv�nfl �11u'
r ....I I...... . . i 1.. .1' i;:.� .P42211= PAPAW ..illl
11 - - . , i•.r '�1rr ,n��iir //r�an,
� f lii/llr ntfgrii ti
20 IN — - - iii , 15 1d.��':ii!e i!!ii ,■1•il11E0s I A Ilillirivsfiii 111 iii 3
Ill i, 2. . ;!lommo jJP" 1 ■ - ID e60i' u! 1'
11 .�Illi i ! �y III
III /� 1. I 11111111111 .iP„.45111,011Fr i- It e! ;{!1 10 T II { i
t
_ I1 H-`- � _ { it r a' ./n.ipmrial '.
!1 .1 IIl V 'A�Strl' r �i ,n1r./ /IIII ilU4 .11i11.' N
I; • I • � .alrlllllllril:Sli! •• I 0 �i� 2
.lea__. - _ _t-_ p, :,1 I i ,i f , _.--,, '/'/! �, �i ICI/ llllillal!111,. ' rl �
—
ll1t ... — AIII 't I � ' ' �I rl� I/ lydPli'�il!IIIIIIIIII111111 co
— - I- V 1 ems" /� 1 ��5�/0�" I�1'III'dlll 1 1 1111111111111 '
— !!1 1 _._ „=20` �lat �� �� i : � i1llill111HIMMllil:aa�� 1Lo
1 1 1„ v=15. \Sp;,d •� � III I: 1 1 I IN�III
i . I . , lira I I 1 t + I:
.1 (. ; , . ; ;.:I1' •
: ' 11 L` o
3 5 10 20 50 100 200 500 1000
18.20 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
D5-FES
30" Diameter
Q10 = 14.26 cfs
La = 16'
d50 = 6"
W = 18.5'
3 0 3Do = 7.5' ulp-
t = 1.2' ; i
Outlet W = D LaIII iall i 1I .14,,
c + 90 •- •
I:.. ii.:Inim
pipei I .. li ,.1111111
.i ;
I. IIi R ;
diameter (Do) I 1 l t' �' I i i 11 l�n-o i,:
La ---+1 80. : „ i I I �rrir,n,p
. T.i l water < 0.5Do I : i-! I i ` :I ' : I I' (Dili i4,I i!i"�IjP'11rI'IN
—` : .- Y • I. .. l, __1 . 1 ., III ill►i11:1[[�11i 'M
), 7C . II . ire;o l!1�I' i
Q,al� HI -• Ii• I` I. •,o.dgeilri r !iit
Qi f li. 11 ' adsdluiA snllii•
o ;Hiii, 1. ' u!oni 1/ l • HI
e, 50 II•1 gyp' i. AM Illillll Illllllllrl
�R` ;11 . ._1 y �� n rlrnuuunum 1u
4,� ;. i .i11 I ! 40� �• FIBIall:111i'p ilCll'
I_.. � -i. j 11 �ll'. , 4 3� IIII II 1 prim'
40 f-e Ai / Illl Mull I !•ig'i,l 4
■ 1! I ■ 11.1/1111111 rp..dlllrll
Iuuunl '� imply!
I ■w'lu= nfil,n i
Ilt III1 '•t111�1 1 ...%illi!i ,d1. -A : II1111iiiim 11'IIi ird
30l. 1;' � I,' 2ti�.- 1'� r�� lip mow I Irnv��n11 nil
i,l 1� i,:/ I p.MPa� r!n;i n� op
1_ '8 :'I; lj l 33■ .ir bold au,
20 Ci 11111, '1 5, ;d i! i!41 A F fill Ell lli 11/fill'ANrli r�i
10III.. .III'.—s 1� `' a it lI� P15111:01VF#Aill!r. I1
11■=�� 1" i11 11;t 'I. NIA/i?��..111bIP: I
0 id cl,
lit II I i0. I!illlilillllill�' I N
11liil► �.,. d1UilI1R111i1.11 •• ll
1 � :.I i, i,f . ! � 001111,-47;1,FrAt lruur :nlm�,ilr 2 in
ililin
i1 i�i1' 1� iIf ii I�'�i i -I f li i a
INN
i' 1 l ill .t. .. 1 P ;i, opiilsa.il!11I1iii 1111111 Q
I.
'. !!��� _-r°A. r. ;,i4,.Ai 111I111 1III111
l.. V-. e 1 _i /��" Ill'III'illll 1111 11111111111111 '
L 1 ,1 I°I1! II,ll, . , ,F"glam• g"'• Iillli I 1, �I�■11E111E
_1-,, l _ ° 11111 111111:1= 9i11ll6iiiii:i1
l � . 1 1111111 I 8
V- �r� -� � � �.�.�. 1 1111I11 1
It , ,. \5 Mi1 .. �1"/N'•I• �Nlr{� 1 1 1 null! 1
1 If v_'j5 I • • a 1 1. N1111
I I,tl ii I ` i�u 1 I r I:
I ,I .l1. = to ,a ' ' I ' li
v=5.,1. • IIIII
3 5 10 20 50 100 200 500 1000
14.26 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
E2-HW
48" Diameter
Q50 = 89.84 cfs
La = 26'
d50 = 10.8"
W = 30'
3 c. 3Do = 12'
.
;
rlil IT
t = 2' l •ll :�;'L Outlet W = Do + La 90I:
I1:infiniPPe Ii l . . i ,. 11 i !ri ;
;
diameter (Do) I I l i n11 � " i: o lnsi l
:
La — . 80, : I , .1„ I, r ` I 114I ► iir;r p
-. T.ilwater < 0.5Do i-! II ` _.L I : I : i inn ijjlN
-- ." •Y 1 1, _I t' - 1 . ' --f • kiI il f hIII iirir�"
I ai� 7C - 1.
1, , . , t_ _ :, . •
, 1
ili
1
, 0 t _ ,.1 . ! .,.n, 1.;„,„,..0 .2 '!in •
'/II!Ip71/ .1 • liy
�r !IllI I: F 114ti,,/r Iror1 ., . , I I
eC\ -11 '1 II - j_ ._.I. 14. �rNI unurii
v'� 5() ° n•I .. Ara, roil a muuull
\(� I' i I I 4,�� P /1[IIIIIIIIIIIIiI 111
�,� 1_. -_ 1111 ,; ,I, i F 30-. 601rd• 1,11:,� 1111"='�minnow
40 ,__. l 'I I a 4 � mnuln 1 1 unl ' 4
.i _A IIIIIIII In.ea,1
■ ' '1' I � �'■� .■ I on to..,limn
f �1■III n '� i:1111111
I u111 niip11111 11
30 1,•- ill! f1' ,� l [ ,dp—ii�iiii� i� II = , I
1,
-; -•- 1,1 •t!�I f i ��-:�,�/l � iin iiuoiiiiiw'iiil'lii�i
3 1.11111
1; Z .' I' 1MII rl♦11II111 IIIIV'idil d,
• •.. `1'l 6 ,i�i� � 1�11a�� 1!:ilillIllp�lilll
1: L�,..n.'j/1d� f 3■ ill Idly I■II',
20 Ci , �5 ;d�;ii! i!!iln il— - -=ir. 11ii!iiii��=iiiir�i,�I�nli
! 1 N� ! 0'N' i ■ 11quir-u' n! • ,r 3
10_I■R= :III �. m� '� ;I �u ii111111111111 ji ilf li_ - # , 11104031111,04,47,0!• sir '':ill ,III Iii , -c I■I i,1 r*,unn: limi ►,d
O �i11ii1111!Illil��lllill�' I 2
�1r► ii11!:i Ulllillmil •• II -
ill
�� :.I i I f - P51'11j:41
r Iil! iIIIIP.IIaI!111.• ilrll
INN
a' I -II . .. • „�! � arra riiriiil!111i11111I1111111 co
I�011 mI, i/i Ar11111111i11111111111111111 Q
l.. V%�• e / ■ i /�P" I4I'III'dlll 1111111111111111 '
II -Jr ! I I I.l 11c1*, / , ,r:2 �. d 1�'' 1imini iumi1 �1�11111111111111
tl, 1 ,�1�' � il � �
ji t t I- ; ,5 p '`Nrye;' �► 1 I FON'
1it 0 I � •, l`
:i;:.
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec) 89.84 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-F3
30" Diameter
Q25 = 25.56 cfs
La = 16'
d50 = 6"
W = 18.5'
3 0 3Do = 7.5' t:l
t = 1.2' ; I
Outlet W = D La . II I lli I li IT
t" ;I;l
o + 90 --t- '
I:.. 'i.I IIi11�
pipei I .. i ,. IIIIII .i ;
I. I i R ;
diameter (Do) ,I 1 1' Ii:1; 111110 ll l‘n!'si 11l:
La — 0+ 80 : „ 1 t I;.iIIIIi ' ''I�%iii`illll
T.ilwater < 0.5Do `-I I i 1 1 I,-�' IIIIIIII �I rjJ�I'�'
f�` �--4Y i. .. 1.,. __I.. ., III ,,i ioli,�[1I %
,al 11 lit,k) 7c ,. 'limo I` •I, • i:io=li I' *III
ptc I ,'Ii,ir2►.
IMP 60 'firnv,/. , 'i •vuml
O - 'illl!ip7 1/ I •' Ill
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0 I��� i�h • �.. �IIU 111U.,U,1!Ili • 11
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.i • .I, .A A���111:Iri1111111111111111
1.. V— e r 11 FI I4I'III'dlll1111111111111111 '
'4 I._= �.I 'I I;1:1 i1,1'� / /��i �► I lillliil 1 II�11111111111111
I � -:j1;_ - I I � �' = 7 I� I IIIiII�I� 1111111/11
- 1- 2° � �010/1 11� 11111II111 1111I1IIIIIII:I
v- '.ail' , . i . min II
■ t I ,� _ �,y!,. - ,, IiNtlln 1111 III
IN o 1 73
,I i ii 11 f, V c 15. .M�
I tl 11
i •:ii I: 1i_lm1I10 't -'� ° I,
3 5 10 20 25.56 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-G2
42" Diameter
Q10 = 25.40 cfs
La = 22'
d50 = 8.4"
W = 25.5'
3 0 3Do = 10.5'
Ilnl�l::llT
t = 1.6' :I.. •Lill 1; i';:I]1;
90 - - l;l •1 , . 11 III •
Outlet W = Do + La _ � ;1. •L:._-
diameter (Do) 1 ,1 :pipe
i 1:':,: i .14 L ._ If, j ., ,1
, Ii: ' 11 i, •ill
La 80, , i 1 I ' I I ' ! 1115I
Z-T i lwater < 0.5Do i : �- I I. I _: I i `; II!I�,�l,lilloii(
al }IIIII . .i I•l'II -Tri1r IiF
� 1{ L 1 I. .'I '1- Ii, ' .�1 !951•=li� illll
PQio‘ tall III-..t _I. I . I1IA ; iw � :11111
lk 60 It II I I I 1 11
• 'AP'I NI i ''4 MIMyI
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ec -:[11-:11 ,lL 1 ti I! l.1 .`r y ,(�I . " unurii
` t - 1 / Ali • 11111111111
5 11 J. rt'j111 I I 1 C: . Agin ,\I1r. "r/A 41 Illlullw
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I i. , rt unnnnnuul rm
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40 '__ I I 1 i Ii {{ I i :I 14" 11 HH!!! V!!!!
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- V i F- Jn'11111in I5
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I i {I j it i� i- ��L furor ^;,:11 n!:al Ilnrl
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.i I •• mI ganminRari7i111 mini I IIr1 i?
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:li _1__--. _: ;_tli I 1 ,I lg.;11'il'I', � � ����� s liniil 11111111111111 a
III • i I rli
:l ;_.._ . =2. F 'i , &F51114WW ,l:i,� 9i ll6iiiii:i��� in
1• :i ;1 I Irtl v-15 .\.(%p-6•� " AI�hJ I-. I - _..1 rig
1
II ql •:::I! ! :1 1: 111(1-I ' I .1 {. I:
+ 1 1
v= 10 a ' _ _ .. '—; I
_�' It
3 5 10 20 25.40 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-H2
36" Diameter
Q10 = 13.52 cfs
La = 20'
d50 = 7.2"
W = 23'
3 0 3Do = 9' iIji I Hi
t = 1.4' iHII i1 I1, IIi1
Outlet W = D0 + La till, ' . 1 =1i :..1
pipeil .. i ,. IIIIII ., 1
I. 1::, I R ;
diameter (Do) _i_ 1 1 l �i: iiu�i 11 l�n!ii l�l:
La _-14 80' : I l - t, -I t I I " !1'.IlLp
. T.ilwater < 0.5D0 • I 1-! 1 i ' .i ' : ; I' Ii i911111 I i!i1i�1r1,
Ai
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o� k� k I ,-'IliiP2°! I`!i
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jl y 1 Id1 RN
I , t d n;i nlnulu
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\� I I 11 t I ..� -, '. P- P Irl[m1111111NN1111r
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40 a L miiiIIII 1 1 lip'di 4
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,_ ._ .a .. 1 __ ,i' , .I11 .I. .. � SI/SidPtl�'�il!111illllli111111co
t i �I, iL' Aiiriiiii111111I1I111111
--1 l. ." t V��• ems" �/'=` •
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- -- :Ii 1` - _: `1' 1 '1 1'i'114f'1'' s ,= 0;0i;Osr d• glilliiiii i11u°i llifi
y1. ,'. 1'- - „=20` ��11+-11Wi /is: � 1�{liilliii iiiiiIiiliiilii 1in
11 , %� - d �11� - 1 I 1 MI 73
,I i i • ! I, v 15 •per ��f1, I1pll1/ f 1 N1NI
li'I.!II It
. I .: 1` n❑I-1 * 1� �. .tl■P'-a'.t.. ° I t I 1 .{. I:
3 5 10 20 50 100 200 500 1000
13.52 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-I2
24" Diameter
Q10 = 9.75 cfs
La = 14'
d50 = 6"
W = 16'
3 0 3Do = 6'
iinl�!::lh'
t = 1.2' :I .L!ii i;; I` :1:I,.
Outlet W = Do + La T
- -1. 1
pipe -diameter (Do) lfl
: I L ._ i I• j `�. ,1
f Z-T ilwater < 0.5Do .I I I ' I I �fI ��h Ij�II�IN
..::•:•- Y l�l. 7C } I 1. -
I. -
..li IP I i%!
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PC _�t-111 k, k- - :I#: : 1- ;- if jl .:,l;li n4;i1 �Ilii
rk 60 it'll I -I - l: 'l I 1 I I 1 *.e:lii n. ''4 wuml
" 11 . .F , 21 un'r4 1 lu
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v if .. rnilla mum
\(� 50 _II i , I l 'i l - I y i0G n rnnuuununllru
�� 1. II �• ,i: nntltnnnnuul rNl
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4 3 �Illilll 1 1 IIIII,,,
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1 IIIIIIIIIIS Q-
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inu� 1. • i ! I, v-15 . a NrI
' =5 ,1 ,. :Illi
3 5 10 20 50 100 200 500 1000
9.75 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
END-K2
15" Diameter
Q10 = 3.32 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 3.75' t.1
t = 1.2' ; i
Outlet W = D La .al IA ' 1 4
o + 90 --17 '
pipei I .. 1 ;. IIIIIIui o i
II
i R ;
diameter (Do) _i_ ,I 1 [1' �i:I; INN 11 l�n•ill:
La ----++ 80. : I . „ 1 I III III irrlr,n,p
. T.i lwater < 0.5Do ! I i ` i ' : I. ` IL f � i°�i"��jj`jr!I'IN
f�` :�--4Y . I. .. 1.,. __L. I ., III .1 lop,[1i �M
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it
pt‘ I I 'ili l I`` ii
•
04 60 '.iirlipl , '4 •IlIIIII
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111
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40 1 I a1. - limp I I unl•;,, 4
I .i / im I .A1
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30 0:- - ;111 f1' ,� l ' Fdinji iii� i� II = n
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.i .I, ',die ::1:dil:lrilllllum Inn Q
4- V%r. e / ■ i /�P" I4P'III'dlll I 1 IIIIIIIIIIIIII '
S ! thunan
1 I°I! Il l', ,�ilif 4:�� �21P.• I�'•lim I 1 �I�u` u fmlru
� MI 0
1 I , - - \S M "7 . I ma y,'rmwdm I I II n.
, 1 v=15 ' . . .a 1 NrI
I tII :; Ij t1 u'Il li v I:
I I _ Ir
V=5. ,_,; • Ill.
3 5 10 20 50 100 200 500 1000
3.32 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-L2
15" Diameter
Q10 = 2.28 cfs
La = 9'
d50 = 6"
W = 10.25'
3 e 3Do = 3.75' 1I"-•
Outlet W = Do + La t = 1.2' _ . .ili I 1 illiki:,:i
e 90 ,LA nun
PP I :: iI ,.IIIIII p••
diameter (Do) I I .'; ': ':Ii1{{�� �l {j i,„ li
luau 11 •n,.nil!i
La —ot 80 I 11 y I?.rSI1 I,
. T.i l water < 0.5D I I ! I .HMI l I� ilivil
-: lw 0 I (( I ' 1 is ` {nnu f.,;ii i1 i,,
�c ,
dal !.._. rl i4lrl!11 I'r {
ti sv 60 H ge.dhi 11511i '•I •Y11111I
�`� fig_ o iriaiiII ! • • i 'plc",i,,I i rl• J 1u ry
lr + 11 11. '{ -...J.-- t 0. ., Hull
i IP I'' i. ♦, ,, d 11Ii 1111111111
v Jj4 ,
b 0/ r1ri1111 111111111111
�(c 50 1'i il hi ;; I y �'' ■ I/I1111111111111HIII11
�,� 'I-_: _F
1:: .�1 � ii{ !Ili! ij-� P� ilI'1llllllllllllllllll1111
(- , I ;leo.- .�OV Iill11 i11 1ttI 1 IIIII111 i .l i I i ' I 1 iV�/i IIIIIII�11��11 {I{IIIII/.' 4
( I y . , nn auul u1.,1a
40 I _L i i1; ! 1 I !1 ■ I Illlnl oP
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34 f!1 d �� ■un 1 nmr:m�n111m
-: '111 ��:, 4(/ �g� r�M n!p1 t:nl
■ .n I,u I:,�I�ln:
20 _.d ' /- hI
i010 l � ,��■ IIIIII�:�!i�dll 1141ni:i/.e 11!a1 d ■■ ■ d1611/ur•;nlr nl nllm 3
III
I so r1. flhj ' 4■ .,��iwlw,,,Afil 1 o �vIL..Nt„ Ipor.r IIii-
.I r : 1I: : } I 1IUIiI
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i I { I-I 1 1 %.lIKIP n:•.� IRE
au
T III lit
{ i /� I11111r."; 1!11:11,i�/j(1iciiiiimiygp. '111111 !Z
_ - - I: ..._.-- 1.- _ 1 'l .'ll .III ..t. �.1 I 4 I=,5,11 '�il!lllllllll1111111
1 •:�li'I ICI _�% A�;dI1511i1111111111IIII111 8_
_ _ T V% • / g_ �, II Ili III' l111111111111111111111
_. :��- -. ±_ ji .I {:1,1 fi1:y =�. �1�� I I IIIlI1111 11 11111111111111
1 , 11
t- I
'j1 '{ I , V'• 15:.. I %`;A`+. r �lAr 11111111
1
li:.
; 0
3 5 10 20 50 100 200 500 1000
2.28 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-N2
30" Diameter
Q50 = 22.85 cfs
La = 16'
d50 = 6"
W = 18.5'
3 0 3Do = 7.5' liil I:I:1:1
t = 1.2' i it 1;, 1'; i
Outlet W = Do + La 1,1111 . i if! ,..
901:- ;1-;Inill�
•
pipei I .. ii ,. IIIIII ., I
I. i R ;
diameter (Do) I • 1 I'i ii:I' ,`ILA 11l n!"si iil:
La .----++ 80' , I , - " 1 I ill ' I ''1 il`ii/il.
. T.i lwater < 0.5D0 i ' i-1 l i ` :l ' ' ; I, I' ' milli I4 I I �Ir N
f�` : •--4Y : . ; 1 -1 - 1 ., Iill., .!,l 6iii,! .�ii
, 7c
al 11 _ '•
' I. - 1 ''i t I. • ►ii:i'=iiii
o� k k I ill�1,.►,�! t illo�PQt 60 �' I .. t. 1 :. i I' dI iiii;l,'.; '11111.
Iu.t1/r/ I • Milt
j1 y � r'Id1 ! IIIIIIII
��e Q 1• 'iI� I t 1 ! { , I 'Ill ll •
•
i
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11 — -"--'I --- -- -5• Id:ain5.; ti A iic�il�3■ . ii/Ii�n•�nfA�i■ttl
20 Ill
" T I, - . �,i1.,•l�•i/: 1 ■■ ■ _ ■ i iiiiirnr,iiir ■rmi 3
1 Mil
PrAiAlliolli, ..,.-1- Alf111
.alli'll..1°11fril°F. II II HILI
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• - .I , i !i i ''III' ���! r�ep . i's ir�my ►,1cp
0 1 ` - i11/�i i'�III iinii,ilrill.• •' 2 N
_I�m� i��iill ` fid° A.Nr IIllrllril!Ili •• I
11111E1
� -l t I ii1,f . ii /�/� �pili/illlllillal!111,�;nrl Cn 1�-- �..[ _ i --1 i -i is a illy;in i 41 f'iii
1. I` .�. .. ' �• I '�nGdP l�'�il!111111111i111111 co
.i �� �I, i/i At�tlll�llalllllllll in! 1?
4. V'25 Ar•' /� ■ Al5 /■�" /4 111i'id111 11111111111111111 '
;1r -.----. .:._: .; l 'I 1`1-1 if`1, '�='diwnr.r' , iiiliil�l�1. 11111min1iilmmum i
_II:�I ., :1,--_ , „ 2u` di ��Ia dEgitdhi:i� 11111111M 110111iill:aa in
■ i t ,4 �5 d .di�u'�" �11�{�J� "ill 1null 1 73
,1 i i . ! I„• V-15 .M� �; { N1 I
a
i,;,,V_ to ,a -- • _ .. '�; i1 1'; I _�' I,
v_5 I '..; ----•,�"" : '•1 I: "1.
3 5 10 20 50 100 200 500 1000
22.85 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-02
30" Diameter
Q50 = 25.18 cfs
La = 16'
d50 = 6"
W = 18.5'
3 0 3Do = 7.5' iill 1:1:::i ll-
t = 1.2' ; ; 1 ii, i'11
Outlet w = D0 + La i;f 11 I :1 i di ;1,1
901 - :i.:1nim
e •
PP i i . i ,. IIIIII ., !
II
i R ;
diameter (Do) 1 1 l is ii: • iiull i1 ln!sil�i:
La ----1+ 80, , I , - r, 1 I !;.illlli " 1 ''iI�,iii`illi
. T.i l water < 0.500 i -1 I i ' •i I ' : i I' , milli l i,,��,1 r ill,
�i_.: � Y i '7 -•I - • I tt., in,, .!il oilA frill,
�l, 7cII
' +iiti.- ,_ _- i- ' Ill
''i t 1, • i:i'=�i� ' 11
pt` 4 l t. k-.: :1 II II'ir�►.�, t'll��
Q 4 i l-.. ad;tiir�i�j ' n •
fk 60 ./.iroinit , '4 •1um1
+ , / 'du ri rI 0 1 • layy
�r I I' 1 ++1111 'Ill -_ ...I-- li to. 'goipAr I . , Ilti
2C4 :II-.1 1I 11, 'I i i - �r'I'd 1 191111 l
�- ` i1 t II - ' I - I �. 40r d* n;i • nln11111
vtt` 50 n,i .. . I '1r roil a muuull
_^ ., l 'I ' -I y FEW P ' -111111111111111111111111 1/4/0 1111111111n1 111
`�''`� '' k I,i{I }• li1 II Ii�e/ a i I
40ri_ t_- 1 !! 1, -# I! 1i 1 d!'•y0 • mirk `l1111111iiiiil1 i111111P5, 4
1 4. 'A 1111I111111 iii' ,,i
__NEI i A 1 mama Ip..,uivl
i 1 '' 11 111 , I '� �111111111 ,��� LIIIII'll i s II'•_-_ I. i, it 1i 1 -lit e- 0 i llulllul illili11111'1i,,
1 - --_ li I' ;Iq II I1 i, III II IIIIIISIIIII,L�r,
301.. 11' "I't12N.. ��1i1�iII IA ' 11 11i11I�aol Il1ili
• r I!... l:; ai i 6 ;:/ _ l liira r�•nl n� �':ni
--IA ...,.';.•0 ■ .a lair au,
-'l --- - Id ' �;""010 3: ■ Iliiliiiirr=iiiirin r4 i 3
20 — ,�5 -.100.I.1!.41 ii11ll� A
I T 1,^ N!•1/'/'i/; 1 ■ - 11111P'11' IRk• ! P! 17i
1111111
1 �i1 -
implIP— I -1- [i ti- i ,il ;tit Hit li IN .., 0,41.,...7..,,,kf, .Apo!.ft. 1 =
IIiRii • • i ��� r nli:�r�my ►1 a>
--- `1 r " 1111 i':I 1- —..1 �, i illliAllili,llrill,•
0 ilisi • • :�V 1�UJ111/•Ilrill!II! ••• i 2 IV
1N lµ I I i !i Il,1 I �i ���/� ., wii Piffillill'IN 1111 cn
111111E1-_,' . I t ! - I _ i it iltt il' 1� ._, _ ivir 1-4:4 i�lialllunui a
. . .i` .. --- i 1 - 1 'ii 1 I -Ili .. • I . wI/Srr iiiriirara11i11111i1i1111 co
.i mr, i/i A,idklini0111111I1111 Q
4. v � r n /�r" III'III'dlll 1 1 1111111111111 '
-. li = - - - ,_-;i l 'I 11'1 fif'', m_%�;Opa5� imll�l1 u muumuu— �� , :i,_. ' ' , v+_ ��Ia r �� �4 AI : � 111111Il�� IIIII�1i111::1a in
1 , ,5 �
I
11191 1 73
I I . ! i v-15 •per7. k, 1 n1
I rii .! I .: I I ntl I-I . . ' I I i .I. :
• a
, -I•I 0
3 5 10 20 25.18 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
WET POND 1 EMERGENCY SPILLWAY
Q100 = Cw x L x H1-5
Cw = 2.6
L = 20ft
H = 0.28ft
3 o Q 100 = 7.70 cfs
Outlet = d50 = 6 :i
,' i;ll ; 1:'1111;;Ij
W Do La " 901 ;1-:11nu i
•
t = 13.5 '
pipe
I ,: ( .. �i III III -i I
I, I is
diameter (Do) I 1 1 1; �i:�; iiiu�= II l%n!sil�l:
La _-14 80' : I ! „ -I I I I p il',I1►,p
. T.i l water < 0.5Do • [I• I i ` .i ' : i I' I' iiinil f4� �i°!iljj�,1�IN
f�` �--4Y i. .. ,t. __L. 1 ., III .4►i'li�,i �4
�l, 7C II , ..11Srll!li'�1Ai
l\,al� tii t I. • i.i!''lI Ii;(A I{
o '/u,,nl r1 .1 • um
�r !Iti I;;UM- t ,I.1) r mn'I ., . , lali
\,egg ` i1f}'1` ;11 ii 1 I y eon�r I'd i ILi
50 ° 11,1 - i J nl mnuln
I roil a jinn
\t` I• 11 .-1 . ._I y p„ 1In Ilanuuunum lu
��� I- 'i -i;� 'lli I.. �. i�le'i�� ��f'1111t1111111nnJ1111
I -t- tl i it I iii- t I-.iQ-• � I 11"41111111 1 minnow
ao :__ i t ;i - i I ` �AI�i Mnuin 1 1 1011:6
' 11111111111 l ..ind
■ I III'
�• � ►■ 1 uuulu 1p..:unrn 4
1111111
'- r,nlliii
I niil,nyd,
3o fi: ''� II. � c;.�,/ � i� it = , n
- it LI i �j I hi nl II lillu' tlnn,i.ii,
1 ? I , ss./,. . un nuorau,ur'; 11,1
20 AI iIIIIiiI!II-
ouuE11h:1dE1111111111
t.0 iil
11 % • /W�� 11UfII11r,11r11I!II! ••- II
II■II:III 'rl i i,f ��� �• -i !�I!/i1111P.11:11!111, II I 2
II 1 ,l '- a ii l � i%ii.: liiiiii a
II ,11t, I._ -_t. II /_
=I;MilliMillifilliMM
t' I I t .. dI ►,0P2wpdii;rigl!111111111IIIIIIII Q1■1 I1 I .i 11�', oL/,•;1 r' .IiIIIP11i1111111111 1I11111
ill
1. VI e/" � �I �� ■r�P" I4I'111' lll 1 1 IIIIIIIIIIIIII 'i!! F I - -` ' i ,II;I I fl�l '�_' i�i��I� ii �liii� Il=uuii— I II 1.111
HI :1, -_ . v=2u i ' ��11 ✓ ��,_4�4 i I�{numIIII�� �� ���IIII::I:I�I� o
I II 1 I I I v'.15. 1 - -15;M .' I :.man"�"""" 111111111 11N11111 1
f
In �ii I i I� lIItol HP;:I, �- �... .;a� 1I
d
3 5 10 20 50 100 200 500 1000
7.70 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
WET POND 2 EMERGENCY SPILLWAY
Q100 = Cw x L x H1-5
Cw = 2.6
L = 20ft
H = Oft
3 o Q100 = 0 cfs ui ll'
i l
Outlet = d50 = 6 !!'I�1
�1 1:11 ! ill : I
W Do La �� 901 1.:11n1■�
pipe I t = 13.5 '
,: 1 .. II III III .i 1
I, I:
diameter (Do) •1 ' I.!; i: •1, ':''hill
1:1‘n!'si 11i:
La ---+1 80. : „ 1 I.
I 1 irrir,n,p
. T.i'water < 0.5Do i-! I i ` -i I : 1 I' `' ilmil i.1 i°!i"�ijj`JiIr!I'IN
:,,— I. .. 1.;. _:-I''
_L. 1 .1 III �0►i�l���[[�11i %M
, ,14
al� • ,17C Li ii I`f 1. • ►ii:i�=iei�'r 'al
pt� I -'li:ire►. . .1111
!!ii
Q' t Jai. ' 11 ' IHrirgii! . Alum.
0P 60 '�.rnv,1. •I •vi
o '�u�,n/r/ I •' luyy
t(` 1 If hl,�� I1 Zt, !/ Ir'I'1 ., . , 11nr
e'`g •1fl.11 ' I ii - -1- .I- I y •0r rd unurii
� i ,l. l i _ .}. "�1. • �, ti n;i • nlNuru
� 50 11•i gy ' • Ara /1/4111 M11111111
\(� i' '' .-.I -I y Io P ' 1/11111111111111NI 111
�,� ;. .ill ,, 1 i ! r 3 worry. I,I I111='III"i MI 1111111�--1- I11 111 I O •
40 t-_. 1 t 'I a4 g• I. MI1111111 111111:6 4
4' / 11111111111 m..t.r,1
1 ;it, II' I � �'■� .■ 11.1 11111p1 Ip..dll1111
f gm 1111111 * I111111'l1
I 111111 111J1111'1IU
30 I,�. iltl t1' I �,' .i �iiii� �i� ll = , N
1, F
--II'- • '141'1 '�li 11 ',":oil/!ii I 1111111111/4111 11 In,iild
t 1; , 2 .- I� r�� Ivan' Irnv�inil 1u'
• ird
20 1rr1 Ii!II-.
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. .
iii
= " , 2 s_ �s���r�i ��il iloripl!!,iiiiiir.ielerlp.,1..:11
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:'...lure!: I
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N
w • �Il� 11UfIIIlI,11111!II! •• II
l i i,f / � "- *oil/i11111d1.11!IP,1;imll 2
itifil If , 1 �t �lt 11 %_ a inni i i%ii►af'iii! 1 1 !t' 1 I .t. .. It
,d ''ndP�liiil!1i111111111111111 Q
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,_ .iS ! �1 I°I�! I!'1' �.� • ,�:����• r�' lilll I 1 �1�11111111111111
Il
,, l _1 . �111 1111111111 IIHIIIIIIIIII1
. 1 I
V-��r�'� -� �1v����.�.�. 1 1
I ;l , ,. \./11 :.' ... I'•I.- �'' ''. � 1 1 1 null 1
f y_'jg .�'� 11
I ' , . .. l 1 N11
I tl ii I I� it'll-p r- 1 �1;
'' ;I. i: V1�0 �ad�_ j�.-- •l�rlp `". _IllHJIi1
y=5'1 ..r.iw'--•'ITT I ® III
• 0
3 5 10 20 50 100 200 500 1000
0 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
WET POND 3 EMERGENCY SPILLWAY
Q100 = Cw x L x H1-5
Cw = 2.6
L = 20ft
H = Oft
3 o Q100 = 0 cfs ;t '^
it
Outlet = d50 = 6 ,. .111:41,,
W Do La 901, ;I.:I mini
e t = 13.5" '
pipe I ,: ( .. �i 'nine ,i I
I, I I:
diameter (Do) l 1 1 1; �i:�; �iiull 11,IL
La ----++ 80, , I , „ I I 1IIII1 irrlr,r,p
. T.i lwater < 0.5Do I 1-1 I i ' •l 1 I. I' `i il�llll 141 rdir"�lj���I'iN
f�` •- Y . i. .. -1 r __1.. 1 ., III ,,i0,14[111i %
C
Q,°1' 11 �,i i` L •,o.dluilli P i1
Qi t Jai. I
r , „i!rota/, . ',lb •
O60 ,11/.4pl r/ .1 ' In
�r II ir'I,:� t 110, / I,r 1 .• . , utm
e'c\ • fl.l1 l II _ 1_ ._.I Iy •
•I1!IiIII1I1I
� II! I - �' � .■ I uuulu 1p..,unrn
I�■uunl '� r,nnrll
I ■w nl niil,nuriu
30 I,�. i111 11' I ' .i �iiii� ii� li = , ,in
I, !
l li 12 .- Poi mow I unv:iail rug
•
.� ),I r o.' 1�Iraa� i. r..Ind■.,,,iii
20 :1 iiII - �5 ►;d �' i!!illl ii�ll�■■ I. lip
Ililliripniiii i�n iii
1 .0 fir ii /•i/' 1 iiiii.i ■ •■Iqui -ir 11! it 3
, .
: �• - 2 — irr i � �wAiifl ��•'''I
s- a s !
10_ :.wIE- _a%ii i i V ion 1 ,,, i,i,f Ft 1 � I- . i ,, i�is11u 0' Ih?j v
—Bill ...I ;il, li �I�I� �, a n 's rinq ►.d
0 r. �/I I!i111i11llllill�' I N
• �11W 11u10111,11rI11!II! •• II
:i '! 1, 1l+' 1 ' I %_ a . n'„„..„„„ 'iiiiiii a
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1 ,�/C�m ,-.I,i_ /�s,.�i�i11:1ri1111111111�1111.11 Q
,_ v—, e • ■ •5 /Q I";'III'd111 1 1 11111111111111
:!f: - i; ! i l'rl or° m� ,_' : ..S1•6 iii i�l i �1=■°minim, '
—11 _ : = =. _ ''��II � i��u: �ii�iiiii�,�: IIIliiiiaai
o
, l t , i -15jM IfM "A11� 1 I Mill:null 1
! v=15 •• � rI1NIr�� 1 HRIUhl
I, :, . v• ,moo ,d i __s01 .--.�,, �*"
0
3 5 10 20 50 100 200 500 1000
0 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
SD1
42" Diameter
Q 10 = 73.61 cfs
La = 22'
d50 = 8.4"
W = 25.5'
3 0 3Do = 10.5'
t = 1.6' ; i
Outlet W = D LaII if Il itilill'''17-1:.'
0 + 90 --1-- •
.
1:. ii.Inln�
pipe i '
i i .. 1 .•inIII o I
I. II i R ;
diameter (Do) I 1 l ! �i:�; iiiu�= II l�n!sil�l:
La ----++ 80; : I , . „ I + I I �rrlr,n,p
. T.i l water < 0.5D0 I . [I I I ` .I 1 : I i' `i limn i � i°�i"�ljj`TI'IN
[�` :• •--4Y . I. .. 1,. __1.. 1 ., III .1►i'I�,[[�11i �M
,k) 7c ,. Imo, "
,al +1 I !!I` I, • is ig Ir; !lit
Q° J:�i. I ' ad!d111i� ,ii
o !IiI 7•; '�u!In1 r1 I ' lu
v �e� i 'MUM
11f}I1 l II�I 1 lid �r rd i u• nulii
I roil a mum
\t` 5Q I;I ._1_ . _1 y 5r n IM411I1111111111111
��� —' i1I '11i; I r r tlr'IIIIIIIIIIIIIIIulI1I11
�- 4- �I i AI ;+lh i i I-g0 •• � 1 A ,. /dIIIIIII�IIII 1 IIIIIIIIIIy
,__ 1 -aI. IIIIIIII 1 1 I privily 4
1 11; ! �'■� lo,,,„„1.1/1111111 imm to,,dll1111
k f '� ISIIIII'll30 I,-. 'c II 1'1 II I I ' ' idWAI 111 � II = , n
- •- +I'1 .111 I i Tr I ti/i � iiil ii ligli !ir'it
l• .. 1; , 2 ..- Marirnun I unv:inn Iu'
$jj.. _ I i8,...� : .n I,ulr au,t.
20 Ci7.• ,,
14EhIII lliiliFimailart i i 3
lig
I , Nam/ !,'./'i/ IIIJII 11' 11!� d
10 .III �. m� ,1 ;; �u ii't ' llhI1HIiIIIW! i'arol• ;
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0 IWO�sII!illl/llllllill�• I N
'gral4111 1 11111.11ri1!II! •• II
1 :.I ;i ,f f ' / * A /i11111S11 2-. ill 2 _
i 11 i I_ !! /�� /l�IIP'd17n:;i,,��''IIIII
I I .-� - i a r11/,''''- igigi f'iimin Q
L�1 1 1 it i I - I �I • f� Slvir:Eii!11GIIm 1I11111 Q
.i� 1I �I. /i A��Illl�llillllllllll 1 11111
l.. V% I�"-/r 4� ,!i wra I4r'lll'illll 1 1 IIIIIIIIIIIIII '
t ! ,I I+la l!.II, I , i ■ or Air v' mum 1 mamumllu
■ in idin amid
' v 201 l �e+M. � �./.Iiiil � il�iiiiliii� iiiiiiilllllll�II 1 0
{ I ! I V_15 i GSM jp. .'I .I�1,� A11��,' 1 I min
I II Ii I 1 I I Ittl 1 I ' • -� I:
11�' V. 10 ,a . •• i • �' �t
L.
v=5 ,1. -... !Illl
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
73.61 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
SD2
15" Diameter
Q10 = 3.22 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 3.75' t:l P
t = 1.2' ; l
Outlet W = D Lai11 i1111 •'�;�;
c + 90 --1-- '
I:.. . pill, L
PP i I .. i111111111
.i ;
I. Ii R ;
diameter (Do) ,i 1 l l li:I iin 11•‘.1;i l!l:
La --- ++ 80, , I , . „ 1 I I 1 irrlr,l►,p
. T.i l water < 0.5Do I , 1-I I I 1 ' : ; I' `, ilium f � i°�i"�rjJrI'i,
f�` :�--, . 1 .. 1.,. __L.,k) 7c ,. limoI ., III ,di ll,[1i .•
Q,al IF it I` I, • 04.11!i,� Ill
Q t Jai l ad• aitarA ,Ai •
�P 60 �.,i All , '4 •vuml
t(` 1 It! I I,�" ;11 ..,. • 11 to.• !/ ,i11 1 .• . , Ilan
eC4 • it 4I 1 ' 1 Ii _ 1_ ._.I I y •�r rd moll
v� 5n II•1 cp' i. AM 1 ila AZ
Ott` 1,1 ...1_ . _1 y 5� rn i/anuuununl ru
�,� • r i i; I i t , 3 1e_�• I,ill
11II=Iiii"='iiii�liiiii
-i- I I1 1 1 I O
40 :__. 1 , '1 • a 4 I- 1III1111 1 i 1 nlr,, 4
1 .i / 1111111u11 m..i.1,1
■ � •II! 1 � �' r .■ I uuuul Ip..,linrn
Eli r,nnrll
I m nl ii�,nrrlu
30 I:1'• III' 11' , I 'PIA.i1' II iii 11 = , 1
1,
-11;- • 1'1 '1l1 f l ' 'Y,il0i, I •
iiil iiuoiilfi1i�In iild
l.jIJ!JI
1; .' ?A.'.- I' !IMF/ mow I IMP'inri 1u'
1 8),I r;:/ 1�1 ��= r�.nd n� �ur :ni
20 C 1 \, 1.5 :d�;ii! i!!iln ii�h�=i I-11.6.10:ini ruri1
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t. l' i �,- ! a rlil:ir li'sn!ai'imm
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1I1II !I1, v- I 1 �11 ' �g"ialss � 1 iiiiiin iiiiiiiiiiiiiin
73
' i 1 t 1- '_ �5.1 .FifM/!";I i allPr // I 1 I(mull 1
1i =5-1.:::..;
.1. .....ram'= i;i1
.1.
;.1 0
3 5 10 20 50 100 200 500 1000
3.22 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
SD3
15" Diameter
Q10 = 3.04 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 6' I:IF.
Outlet W = D Lail�i;III I •'�;�;
c + 90 --1-- �.
I:.. �L:I n I n=
•
pipeL
I! I:- i R ;
diameter (Do) j 1 1 �i:�; 1111111
iu 11 l�n!sil�i:
La _—� 80. „ -I i III III p il'l.Irl►,p
. T.ilwater < 0.5Dp •
i-I i 1 ` :i I : I. I' `. l11.f l Irlti"�lj1'lrI'iN
f�` �- Y I. .. 1.;. __L. I ;1 III i041Pdi[1i %A
,0,, IF 1ii l` I, • (ITT gilt
pt� I •;11!igl . I !i
kW t -1 I '60 I• ' .`,igi lrlAlli�j !n�lii•
O '/II!In7 PI I • 1ury
i 'MUM
�r 1 III hl+�� ;' -- ii 0.�1• r Ir;1p I .• . , ma
ec\ . fl.�1 ' I II 1- .1- I y ,�r lid unurii
�- i i� t i }. "� g l al • nlnuru
v� sn • • II. cp' i. AO rini a mum
\(� i' I .-.I _I y I� P ' I/11111111111111n1111
�--1-- 1 1j di, I O '
40 _. I I 'I a 4 I- 11111l11 1'Mill 1 nnlr:i 4
4, / IIII1111111 I .e.r,1
1 � 111 1 � �'■� .■ 1 uuulu 1p..:limn
f h111111111 * 1:11111'I1
I 1w nl niil,lrl�u
30 It•s' III! :,t1' ,1 l ' F .i1��ii�Ilii� 11 _ , n
I,
20 C iIiJIIhT'
�filiNT5 iRel ai!.ril . II ■■ ■ Ilillum:,nirl�r m 3
i, 2:- •0� ��i! jjN 1 1 ,_, pia,,,,,„,„, .,IIh°iiii ' ' .ei1�=■ — I" ,,: i,;I '1. �,l0i rr ..lure!: IS'10 II • :ill 'II! 1i i _ II
�� H. ►.d
yr�/I IL IIIi11�ID81�' I N
Q • I1� 11fIII11r11:11! • II 2
1 ..l ill ,f f '11 4 ii SPA iIIIIISni..""11. niii a
1111111 'ii it{t-II, 1t -' i -_r ' a 1, -' i i mEl , 1 it I I'I I. .. • I ,"" 'lGgill'iil!1iiiII111l11111II Q
!!�l� _�L /i�'.A1i1111�11i1111111111 1 IIr11
AI
I-. v-. 1 !i /�P' I4I'Iit'illll 1 1 11111111111111 '
�- 's ! ,I �11�1 I(,I',�.� � ,� � � �11111
�' 1iiI 1111uuunlI 1 f. 10001202,111I IIIIIIHI IIII1111II, ., ''f. � i i1111l611111111� 1
1111111 I o
V �� � �. IIIIIII 1I
1i t , j : 1 GSM �M' IA flali
� / 1 i 111111i v,. 5 �- . aOr-II 111 ii I Iv nt111 ..
I:
•
•• 0
3 5 10 20 50 100 200 500 1000
3.04 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
SD4
12" Diameter
Q10 = 1.23 cfs
La = 10'
d50 = 6"
W = 11'
3 0 3Do = 3' i!!i l tI::a
t = 1.2' j ; 1 ii IIi1 ;,
Outlet W = Do + La .il•1 . 1 ,9 ;i,i
901 - :1.:I ding
e •
pipe i t .. l i ,. I II III ., 1
I. II i R ;
diameter (Do) 1 1 l t i:1; 111110 !t l‘n!sil!l:
La ---++ 80' , I , - „ I 1 MI ilr,r,n
. T.i l water < 0.5Do I . [I t i ` _ i 1 : ; I I. `, in t4I i°!i1`!1�`N
ice` :�-7Y . I 1. -t - - 1 ., Ii1., M1 idiP1 .,14
:\. 7c
Arrow 1
r , / '�uan/r/ I • Iu
�r II 1 +,iii1 II 11 -_ .a t!ta) 'Or . , uaII1
2C\ .11II-•1 1I 11'i 'I t - �1'I 111111111
�- ` t I� ' i + . a n;i nlMill'
v� 5Q II,I i. Ii .\c`k roil 11 IIIIt111111
\(< 1 i 1 y �� P ' ij rlrlllllllllllltlllii
\� i i I k I• i I4 11 1 .i to.. pp 9 i 111i11 IIIIII li 111i�11
40 t . '' I 'F,1 I1 -1 1i Il 11I ;_a 4•• • 'riP '_Mnuin�:Ad= 11iul'Irri 4
i �i / uu uum luer�i,l
_- J IF■ ■ rwuumli rp..diiir11
i II it ill i '� f liumn ,1�� I,Inlrll,r, .- `1 L, ti II 1 Ili �" gelluliiii n4,1111r10
-II;_ .-_ li I iltl ,I tI I I� III II IIIIIISIIIILI:ir,
301.. 111 „1I: 2. '.,j"01 AP_ I II 1ii1i1laiiglili
•20 Ci n - �- —5 ►;d�;��'�� IMiil ii�h�■i ■ Iliiiiiii!;II Iiiiiimr'I�Ii
=T 2s '�s/:/��� I i' .'I'vAifl' I
10= . aii � m ' !iir1►iIi► . - 11 - P! i7!' 1
1_ r I II it / ;,...rti ......
0 ► 1 I.., cp
_ ■ •t r l} it 1 11111 �11'�/II illlil�l�11�11�.• .�I
0 I 11 11 r • �1� 11U IIIIr•11r11!Ili • I N
1 I. _ f i ,+, . _ /�/l �i Iil!/JIIIP.Ilalrlll� nll 2
I t 1 1.t , I --* / %./IID:dr i 11111
1 t _ I it i tt-11 1 Ii - ! a �rurlr::r rn.n!af'imn— i — 1. , _ 1 111 .Il . .. I/SIrdiiiii il!IIIIIIIIIi111111 a
.i- mI. -.gran, Q
l.. V � � ■ - ' 111111:IIf : `i1 ! 'i 1'i;lfl�'t`, iiiii 1 !,_._ „=20` IIiifflHiHiIiHIIll 111�� 1in
III I d„ v_ ,5: �SM�d� �I �, 1 : 1. I 1 1 1 NiIII
I
I tl ii I •. 1i liruPi ° I I 1 1 .{ .I:
I': I •. . ! i
• • • ; il _ 0
3 5 10 20 50 100 200 500 1000
1.23 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
SD5
18" Diameter
Q10 = 9.81 cfs
La = 10'
d50 = 6"
W = 11.5'
3 0 3Do = 4.5'
11n1�1::1;-�
t = 1.2' :I •Li1 1i, I';:11,,
90 .. :.' i f 1 1 . f 1 . 1 .41 '.1
Outlet W = D0 + La _-t- ;I 11
diameter (Do) : 1 Ipipe : !:. I .• 1 i I. .- i II , `�. �I
l ;' i• { II lr Al
L --14_i_ 80! i i i I 11 A!%iiri;
f ZT ilwater < 0.5D0 I : -.I. 1 ' _: ' I 'I II4.IPel, litt,,i�
,� I- I l 1 r, _ .!I1u�l!ii� ' ,II
� � /.nos r �
'''' it L ' . 1 '- II, 'i 1r I, ;liiir I41�• `!i1{
't 60 it'll i '111 l I I 1 1 1 '.�Ir liv,ra •vuml
Oi
t , / '�II'd Pd 1 •
Ill
<\g�r i fI_:�'1 1 + II I a 111 e) 'imm I ., . , uplilt
j1 y 1 Id Illlllrl
�e i t 1 t ! I IiI i1 .} , II n;i • nlnulu
v 11 .. An roa 41 Illlullw
\� 50 I ' ;_Iu I I y �f n iranuuuuuiii1ru
_n��` I- I 1 lir In°nununlul Im
`�' t. 14 i.ii 1 1 f 'I II {lit III- i i f 'yp �'0e �• r�l1111111111 1 iiiiii1i■III
-. I I I1111111111.1 1! 1 Ilui•:r,
f i f a 4 �� / i uI•rna 4
4r0 I� „'ti •4i 1 I I ill '1� �• � uuulu Ip..ruivn�,. li ''I. . f � �, � ■IIIIIII ,�'� . ISIIIII'I Iu '' F I ■111111A11111f,ItU30 1F-•-- I1 IId ' I: nir1 t� �';,11 P�giii ill
11i111i1 1lIIIIHI:,' il,
_Il,_ _ !{ ,1'I t� I 1 -� ii/,. . = i ull Iluor�lu,W'; rld
l. I .1; , 2 I�• r�� �■un1 um���m1 Iur
i •./ / Poi r�nd r iriii
I' i, 3■ 1ia1 ,M it II
Id '11ri kii, f I . i I
20 � 11 , �5,►�.. yii�;!I�i!.ril . iiih�■■ �� � llillirivs;nn ■r�lu 3
Nam/ 1.,1� (/ ill1 ■ popiTar
11!� d
pi2 /�/r i j ii '''I
I_■!r an
- •- LI :i I l I ''II ,.:I! i � ' In'AI!Ili! I'.i
/,l� / ,t' .iug lrA Pal I,tl
_ 11� I I r1i} 11 ' �I■I� • � �� IIII/llr�l��llil :cc.II 2 N
i
= I• i 1 ill .I,f �ir'iril ,41!, „ lrnusrrie-41,�;�Iru
i 'it 1 ,� ! a ii i '�ii'sii!af'iiiii
III !1 -- 1 11' 1 -11` I. . .... 1!IIGI111111111r11
I �- � � � 1 ui 11 ■anon
—111 ' ' -�1+ � 110511:illy�1111111111111111111111111111:1�1� 8
I I f " 1 1 IIN�II 73
1 1
' I v • _
I I I.1II 1: 1 : li iitl'1.d i If.. alb= ° �J.
� • I _Il:r II
V._.5 :,i '." �.. I • ;Ill:
3 5 10 20 50 100 200 500 1000
9.81 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
SD6
12" Diameter
Q10 = 0.40 cfs
La = 10'
d50 = 6"
W = 11'
3 0 3Do = 3' •III 1 iI:::I
t = 1.2' i it II, i'il1
Outlet W = D0 + Laill, I . i :11 ;1,i
901 - :I.,I•u1=
pipe i
i I .. ii ,. IIIIII ., 1
I. I i R ;
diameter (Do) I i l is i: I`!iiui= 11 ld!sil!i:
La —.— +I 80. : „ 1 1 I I ,, irrl►,n,1'
ftb.r. T.i•water < 0.5D0 I i-I I 1 ' _:i I : I i' I, mill11 � i,,��I,i!ii`�1�`N
0, 7C
Q,al� +1 -1. -•- ,- ' 'II t I, •10/01111�1; 1111
tots FT t. t. . I ® II .'•''il'iir�►.l' r 41!11
Q I i N 1 q rdIiltir, . n
�P 60 �irnP',r. , '1/11,g114 PI I••vuml
�r 1 I1 1 ++U� 11 11 -_ .J 11 l.V, 'Orr 1 cb . , MIR
e�`g !Ili 'I 1 1! I 1 I- I . 000. 'Id 1 unur I
I i1 I' I! -_ ' I _ .i I �i� d*
nii Millar•
v� 50 II•I i. . .�`1r aai ll 11111111111
Ott` 1 , " �� L (j'ranuuun••I ru
40. I k f. i 1;1 II I .i + bier a i ll•ill 11111111111 I II!�II1
40 + " I. 1 I."I° (. 11 Il ill ;_1 t .1' ' aPli '_In•iiii111i1!!!I I IIIIIH1P5' 4
__ J 1; l! I ■ ■ 1 1/1111111 inim Ip,. 111111
1; / f �•1I•II �� LIIIII'll j'r :I'll It't+ i1 I'll I Ill �.,. rl111111i , Aiiiilllll'.!U
11,_ .-_ -1i II :1:1 ll.1-i .I , 1iC III II IIIIIISIIIILLiI,
301 l 111 t1,.12�.�"4 11 � eiigirilldr4PAII!
il1iIli111j !1'11
•
-.II..... Ill i.,N ,; - , 1 1 nli� I
�'1 - �rri''' it 20 : — _1 ,-i5 Id ,%igi21INiii .. ill =NI ■ �;iiiPlllr�l
mom �'s�'! r"N': 1 • - r1qul•-u' n! it 3
IIIIMPIpm;WirAL-1..P-d•lit.
2 ����i�l i I i' N" liil �tiil
:MI'� .._._ 1 �-. ----I Ft i 'I t I �ii1 11.It ' _ � 4, ���/• Ir.A1!II�! I'.i =
: ■_ I 1 lit Ili!
i — /l �' / Ni..,
' /, .AI, r ilil /,Icp
Q I i 11 ,1, • 'slog /1�11U IIIII,IIIiI!Ili I 2
: _ = I •
'l Ili �1,f I_ ; I -I -.--,, !ri_ .. „ iiliiiri'llnir'.411 11111 `n
i i II t r i l'.l tt-Il i I /� / a LlIP".:"/:11ll!. Milli a
• �� 1� — I I i i I Ii f t: .. d 0I/SIiliP,1 .11,A IIIIIII!1i1111CO
1 ■I, t ;iriNi111111111111111 Q
4. V% e �it 1 1111111' - 0 'I.l 11'1% liu •iI, � i4iIi1DHllHiHIIiHIIll
111 I :il._.._. _ . � � 1!!ii11::1:!�� 1in
I I' 'S: 1 -15p'-d P"' I 1.; i:_ 1. 1 �i1 I N11111
1 ' •i I II ii I .: Iv lira I i �. al/• r I I I + .{ .I:
•
V 5• , y I II I: .1i;
.. I I :al
3 5 10 20 50 100 200 500 1000
0.40 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
SD7
12" Diameter
Q10 = 0.87 cfs
La = 10'
d50 = 6"
3 o W = 11' ,. : illl I.I will
Outlet W = D 3D0 = 3' . .al!;III 1 I l_HI.
i : 4't111}:1:
o a 901 - � ;1.:1 lilt
pipe t = 1.2 . I' II i;.. i ,. 111111 i;li ::o.,
diameter (Do) 1 1 . 'Ill' .:.I I II IN i1•n!'silll:
La _-14 80' : I ! . r, -I t 'III p il'.i1►.p
. T.i l water < 0.5Do i , [I I i ' •i ' : I I' `, milli f � i,,��i,i�i�1�1ri1'
—`--: .- 'r . 1 7 -1 : I ., 1111,, .!il��i!,,1 % ,
�l, 7Cr
Q,al� I F L ;. I ' 'i l; •* i:i'=1i�141 i1{
�� 4 � ki .t. k. I 1 il,!0.0:.4 'mill
Q t .11. t r.. , 11 I, ad;rli�/i� n
' 114n1 PI ., 1 • KM
. \ l'I 1 ++UH li 11 -_ .J • 11 o '�11;Ir 1 q, . , 11n1
e�`g ;II-.1 I 11 1 l'I li 1 i y �1'rd 1 lin111 I
�- I l t I! -_ ' i + d a n;i nlnuli
v� 5Q II•I i. .�`1r mail 1111111111111
_^ \(� I,i l l ,.F I y I'G P ' ijIr111111111111111111I
`�''\� I ! I }• i, Iil 11 1 .i + �e' a i 11 mill 1111111111minnow
li
40 t . . i ,:i1 II - . II 11 ll�r ;_a- 30 • &pAiNkdiip •_,ni►l!m!1 1nno,, 4
._ -i ■ ,■ 1w■unnl 1.01,iovn
i 1'• ll �1 i '� f II uumn ,1�� 1,lnlll
,It_._ Il 'I L+ II III! . l I�� �� ��� 1111u1 niil;nrllu
-1 _..._ ,„ I iltl , �I i III II IIIIIISIIII �:ir,
301.. - !l "=1`Lti'.�j-op Api I II 11i111ia NIIIii
r -I 1--- . . ! 8l i 6 .0P'" I r1� P..i1;1 i' leli
L,. .•'�Ir/d�l�- f 33■ .11 lillll' 1111',
20 Ci a , i$ ►;d %ii!ii i!!iln A. Ns ■ 1liiiiiii��=iiiiu"i, iii 3
1■1 1 2 _ . ,0s 011-/oi/, ; F 1 ■ _ 1!IJIP' 11!4n it
: ass / �I I Hill
t �i F"IlAgRaqiirr
ilii ,r►" .e;I
.., ......
10^1 :_ _ .Illam " N it tl�i - 11 - ,te! ;.i'
_iii. .� I l+ i 'I t I 'I'l 11.tt_li-`_ `I !,9!"!/ 1!• I!IIIS 1,1i1 ' I lit tl i /, !/, / N:•.
1 ---- ._ I = I �. �/IIII Illlil llllill�• NI
Q I + l 11 • �1� 1111 1111r11111!Ili • I IV
i.
f ! l��= !, .Iir nnrn:nrm ,r111 2 �n
1 f t - I l tit .'Il+' 11i_ ' 1 It ' Ir a ii i. iri n ii►:affiii a
1.�1 - - .I' .. --- i 1 - 1 'i' i 1 .. „�! � I/Sii' uil�'�il!111i11111�111111 co
-i 1 mI. /i At!111PIri1111111111 1 1111 Q
4. V e / 1 i /or" III'III' lll 1 1 1111111111111 '
l t: — - _..i i '1 1;11 tiici, , i�� �. litim 1 1 lllumumin i
+I -r ' tl, -1 , � / s:' _i rw 1�nl�im !! Inunn:I :;!,._.._. , v=p1 � ir' �eltd!Ai iiii iiil ii I ���1111111�1�� in
`l 1 ' V '5p'd P".!1°1'" rN111P 1 1 .i - - .4 1 1 N�III 1
1 73
•I
V= 10 ,d • 1 ii li,i 1 It
•
•
I. .: • • i • • • • I I• • • •II 0
3 5 10 20 50 100 200 500 1000
0.87 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
SD8
24" Diameter
Q 10 = 14.69 cfs
La = 12'
d50 = 6"
W = 14'
3 0 3Do = 6' • �.ililiiiii:''Prii
t = 1.2' i iOutlet W = Dc + La _ ' 1Ii f ..I •
901 .. i 1.;l Ilin�
pipe l •
l .. i ,. IIIIII .i ;
I. I i R ;
diameter (Do) i 1 I 1i:i ,mull 11 l�n!si lil:
La ----++ 80' , I ' . „ I I I 1 irrll,n,r
. T.i l water < 0.5Do I . i-I I i ` 1 I : I I' `, milli I4� rgitilji;91I',
f�` : •- Y I. .. 11
__ 1 ., III i11411ii i %i
alk I F r Ili I f 1, •lgi° 417 All
tic() l
pnr'iiiiri►. I
Qi J:�. ' adsdlui� MIM
O 'i111!i!Irn11/ .1 • IVOy
ec4 • • II.i 1 ' l II - -1- .l- 1 .y •if
!id 111111i
\- 1 ii t i _ } "i I d m • 11111ru
V� 50 II•1 gyp' i. �II Illillll Illllllllrl
�R` ;II _I y �� n r�rnuuunum ru
4,. i t .11I .,11 i I i 4 3 �'iie �. i 1ii ��I'III"1 minnow�--1-- I :II ll 1 1 O •
40 _ I a 11nui11 1 I 1 u iii:i 4
.' / 11111111111 ,Aiiirgl
■ � Ill � � �' � .■ 1 I■IIIIIII Ip..dl11111
r----ill • aril! '� Ir,nnrll
�r--•- c II I I E+ ■III 111 Aliii imign
i1;_ .. 1'1 *I{I I i 'h..ail/1ii / iiil iiuoiiiti1i�.411111
l.11111
i; T. ,- 1,-...r�� ■ n 1 unv inn rug
• ,),I 6 i10' f 111r�11� P-1,1;i n58r.1:ni
20 `' , A „.�;ii! _!!iln ii�ll�=i iliiiiri iiiir�i I�I�nli
! I N� ! MIMI
1 ■ P F.if 1qu•u n! �r 3
N--—
1■�.11�5:.— I 'I' il;l b
. Kg .ti •.ppo,: 1
—=13Rii ' I ,Ili , 1 • i ni,,unit e
0 yr�� I1.111ili�iD81t• I N
:.l 1.11";i ,I f . '/�/� �, ii AliIi1/illlllillal!111, ilrll 2 �
t- ' a ii i �iii.: liim a
:IIP {m Il it 1 ��j��'i `, I/''111 i .,il!1111111111I1r11co
.�1 1 1 ,t 1I ; ', .I,i_ /di'.,.1fII11:11i1111111111i1o11r11 Q
l.. V=?'. A�" � 0I jAQ P4"nrdlll I I Illluulllrn - —
_-i.j i ,I i'la illcl,, „ ; migii 1i. 1ii1Illil �I�IIIIIIIInimi 0
1 �I t• : .ra:' '����■� i liii ul, ■anon o
y �� . v.- i',� 4Fai, .i■i � l�llliiiin 11111lIiiiiiiia�l� 0
i i I' V_15 %(;M 1 'A11�'// 1 I I II
1 1
:�+„�,iNl�n
10
I Ili ii 1 +, t1_01'r . �.'a r 1:
I Ir
iiiI iii.
3 5 10 20 50 100 200 500 1000
14.69 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
SD9
15" Diameter
Q10 = 2.71 cfs
La = 10'
d50 = 6"
W = 11.25'
3 0 3Do = 3.75' Itiri.,t = 1.2' ; iOutlet W = D III iali
o + La 90 --I-- '
e
I;,. i.anln�
PP i I .. li ;I:ini11 .i i
I. II I R ;
diameter (Do) I • 1 I,. �i:1, tri 11 i; .„ lil:
La ---+1 80. : „ 1 I I irrlr,n,p
. T.i lwater < 0.5Do , i-! I i ` �I ' : I I' 1� iimil f4,� i°i'�Jj'ilrI'IN
f�` �- Y . I. .. 1,. __L. I ., III iilag'ir["1 %i
iv 7tC ' ii I` I. I•; iII0:11i�1; I{
pt� I ,,iiiiir'4 . #`!!ii
,m .4 J:�i. I ' :edgiiiui�j !in llii
�P 60 '.eirnv,l. , •1 •MIMI
•
o 'IIu!�ni I .1 • Miyl
�r 1 III h illi ;t ..•. ,I0.), r 1pri .• . , 11nr
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Rev.12/93 8.06.3

APPENDICES

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V A •-•. �sn_ sr` ���� �,ye�.>5P� /( __ cG_� \�\' �// / STIPULATION FOR REUSE
) I \ \' + 5 \ \ ) \• _ +ate -�`�- �' ) "'2 (f(� \�/ CONSTRUCTION SEQUENCE THIS DRAWING WAS PREPARED FOR USE
er r Wit / �' / _ _ - = - /' CO THE SPECIFIC SITE,NAMED HEREON,
\1' ! \ ) l y / "� � "/' �.�\ [�S"//'/ _ ��1 \'1\;�' I. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM THE TOWN OF WA%HAW ENGINEERING CONTEMPORANEOUSLY WITH ITS ISSUE
GATE AS LISTED,HEREON AND R IS NOT
\ } \ 4, j L $ I ( a-'�'� S � \ ) DEPARTMENT. UST ,
j
\ I • \ S.',' `,A V/ i f / / lT //// 3 / ),: .// /) , - ,-��'� ��//"r'"�' ��\\\ \\/ 2. SET UP AN ON-SITE PRE-CONSTRUCTION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN SUITABLE FOR USE ON A DIFFERENT
\/ I\ y •\�„^ _may,-/ (�, ,11 .:- tl�( > / /1 yi/�_'� () \1 J I`"a/�/ {/ -- \ \ ( /, ENGINEERING DEPARTMENT TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO SCHEDULE SUCH PROJECT SITE OR AT A LATER TIME.USE OF
4 �•
� O ^� - tj\\sr L T yr Z��TT���� ` / $ l I / l"/1I \ \\\\� y / /�/ -^\ \ \\J l / CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING ACTIVITY IS A VIOLATION OF CHAPTER 17 OF THE THIS DRAWING FOR REFERENCE OR WIMPLE
1 \°r \ . / I +'I1/ •{ \( (y`// \\\l_ Ilk .1,9- //1/ / '- \, I` TOWN CODE AND IS SUBJECT TO FINE. ON ANOTHER PROJECT REQUIRES THE
N. \ / f � 1 11 f \ t I T/,.. \\\"`'R (j \ \\ s, 1 / 3. OTHERLSILT FENCE,INLET PROTERLAN,SEDIMENT BASINS,DIVERSION DITCHES,TREE HESEDE ICESAND SERVICES OF PROPERLY LICENSED
1.
\ o I �e/ ) • I /( �1 ( / /J l J,�/1{f ( \\I /�/�-..�,S,,• / r ,,Iv` //�\� \ / OTHER MEASURES AS SHOWN ON PLANS,CLEARING ONLY AS NECESSARY TOINSTALLTHESE DEVICES. ARCHITECTS AND ENGINEERS.REPRODUCTION
RON
/ f L1 / f1S ` /(/ L •\ 1 o//// , � ( --, /I..6 f \ / 4. CALL FOR ON-SITE INSPECTION BY INSPECTOR.WHEN APPROVED,INSPECTOR ISSUES THE GRADING PERMIT OF THIS DRAWING FOR REUSE ON
\ \ Ak\ /// / 4 \ I ) I ) v //I '%,//// �\ I501 i`jL 0/-�/f// I/ r AND CLEARING AND GRUBBING MAV BEGIN. ANOTHER PROTECT IS NOT AUTHORIZED
'�1 !/ I ) I y r II \ 1 /5�2/. �"1//1„v` j////�-�\\\l1\\{)�`�J I •J /.�II ////// IA, y • -,y/ 5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND AND MAY BE CONTRARY TO THE LAW.
/ rs 1 ( 1 STRUCTURES.
d ',''.//1/� / I / /, f I f >) I 1 1 / 1 I_gi j'/'jam/"^" \ III''i'L�I , 2 / T ) //,/- / \ / 6. FOR PHASED EROSION CONTROL PLANS,CONTRACTOR SHALL MEET WITH EROSION CONTROL INSPECTOR
-}- ( I \ I / / \ i� I \'./ PRIOR TO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES. Ca
' / �/ i i/ \ ,21 ,,p OU/TY/Nl"ESTMFNTPA,9TNERSLLC 7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE. Q°
6AFs :��!_ "' 1VrytpN�„ , S / / / / al.( L \ 1 /''�//�`y/ //^)//( t'�i II I \ � P/N.'p.S0�Ctl7N / 8. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL MEASURE. O
/npAN kit!, Y0 AN f \ l \ � / /� 1 I. i� 1��` � L. l- )-,/
'- \ �. BASIN pIO 80 R 0l'i` \tt�yl\\((���(\ \ )1/ �'�/// //y^'- \ -// ���`/� -� ! \ /1< OB6173PG547 BASIN NUMBER: 4 PHASE:UMBER: 5 9. SEDIMENT
ALL EDIME TCONTROLPL NNINGANDDEIGNMNUAL,USDINACCOGRICULWRHTHENOFWAHAW Q CC
��wnXN V A IA 7009A 1` �\ s, 1 ( /•' °/J \ �� / /`�\ \ / ION/NG.'R-IBUN/ONCOUNIY PHASE: 1 PHASE. 1 EROSION
ORDINANCE.
ANDDESIGNMANUAL,US DEPT OF AGRICULTURE,TOWN OFWA%HAW
(•' 4 '0508 g65 \ \ � ''S \ I1 //''/ J�` ' (--C ./ -' --� \ \ DRAINAGE SKIMMER DRAINAGE SKIMMER EROSION CONTROL ORDINANCE. Z
W
en
/ / FN' \ 7290 GGA 1 "\ \ \ \ ) 1\ \L*//) 1/ /-\ r ( / � /j / \ DRAINAGE API 3.26AC DRAINAGE AREA: 0.61AC O en
I 1, NIN \ L ) �( 1 // // .\ L -/ ) I <' /' - - \ TURBEDAREA: 3.07 AC DISTURBED AREA: 0.61 AC O �"
/ ' ,"`t \� 1, \7 ( i �\�/// / \� r, it �-v --\ \ S. Qlo: 12.4cFs Q10: 2.3CF5 EROSION CONTROL NOTES z
/ 1\ t} !\ ) § (S I( i o a.!/r /_. �- - a •I/ 1 "'J/. �� \ \ READ RFACE AREA: 4,031 SF READ.SURFACE AREA: 754 SF A Q
1 sJI)4.�`1`R N7NOMF80N\ 't\\\\{• I\ I` (\ \ ! //f _'1 iR \`/rM 'mot-�-` 12 \I\ -� ( ice --/(\\\\ //\\ PR .SURFACE AREA: 6,198 SF PROV.SURFACE AREA: 3,756 SF 1. ON-SITE
ADMINISTRATOR.PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM ZONING w �+
\ ` \\\ LINDA�5�Jp09 '� \\•S ){ I F yv DF��/_� PANN`!NL/✓NGUYEN, / REQD.STORAGE VOL S,868 CF REQD.STORAGE VOL: 1,098 CF F• V
/1^t:. DFAI 3PGA11J I\ \\ \\1\ 1\N�l J/r,,/� \•T�\.+ ✓r1•^• � \ ' /- N SMAITNEWFERRY 4ROV.STORAGE VOL: 12,770 CF PROV.STORAGE VOL: 4,798 CF 2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS AVIOLATION OF THE TOWN'S r^ '7�
^ // M�a� BOTTOM ELEV: 614.00 BOTTOM ELEV: 592.00 EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE. V J
'. , Z ING `\\\\\\ I7 `, \ J1 i / /�sl\ 'S/r \ 1 (-._- LSE,•^`• / /N'05 7 \ /STORAGEELEV: 616.50 STORAGE ELEV: 593.50 3. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION n/ X 2
\ ) \ I j �.,. 1 I / `� \i // DB749BP6108 'vim CLEAN OUT DEPTH. 1.25' CLEAN OUT DEPTH: 0.75' OF THETOWN'S IKESION,SWALECONTROL ORDINANCEETER SL PES CTAN ALLO A FINE. (_I.y
4 y\\\\\ ( \C /}I / F !' -"- ( -� IdjN/Nfi'R-NI UN/pNCOUN7Y ADLER TRUST CLEANOTD ELEV: 618.00 SKIMMERPO PIPE DIA: 1.5° HORIZONTAL TO I VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION w '�T.'
BRAd 1 \ t 1\ \� ".° 2+f y" /\ I N/NGR-IBUN/ONCOUNIY �'Y SKIMMER ORIFICE DIA: 1.5" SKIMMER ORIFICE DIA: 0.75" FROM THE LADCANERPSTOONPS IT PRACTICABLE BUTINANY EVENTWITHIN]CALENDAR DAYS 'x'
i $ p \ n,LE0 g71ip9D3 \ \ ) \ \ I �1 -' `--- FROM THE LAST LAND-DISTURBING ACTIVITY. r
C ENTER.SPILLWAY ELEV: 616.50 ENTER.SPILLWAY ELEV: 593.50 v Qi
I JJ S. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION
; PIN ;P651 C ( \\\\ \N''''
{\ y 1 UT\+.. i" / �_ ENTER.SPILLWAY WIDTH:-20' ENTER.SPILLWAY WIDTH: 20'
1 N\ R Je 6.p,l ( \ \ \! _ ''\\ ){ _� \\ E BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS WITH GROUND COVER AS SOON AS PRACTICABLE Q
o �DNIN I 1 1e ( \ ,\ / ( 1'� pO FROM THE LAST LAND-DISTURBING PRIVITY. O
\ � I y p5 I { } ��\\ ✓ t ) r"`�' _ /� \ \ 6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY O
41` / ( `-' \\� �•yy sa / \\ \N� \ N. REPRESENTATIVE OFADE NOS OF WA%HAW ENGINEERING DIVISION. �.
F 1 \• \ `}\ \ter ` ✓ / \ \PATR/C/AC RU7CfOGENf/RS / ]. SLOPES SHALL BE GRADED NO STEEPER THAN 2:I.FURORES GREATER THAN 10'HIGH REQUIRE N
c •
\ F N\ 4 { P/N QT 77C BASIN NUMBER: 3 ADEQUATE TERRACING.
N/ EE SPA ` : \ \ Ley.,f / /j N I� BASIN NUMBER: I/ BASIN NUMBER: 2 8. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT CO
SUE GA \ C l\l\ M /y _) #,• I OBOIST PGISB \ PRASE: 1 PHASE: 1
`,\ EC 87008 \ \,, - ,. / y ZON/NGR-2BUN/ONCOUNIY PHASE: PREVIOUSLY APPROVED.
iti
Ho PI.050 69 C \ �." ^• / BASIN TYPE: SEDIMENT BASIN TYPE. SEDIMENT BASIN TYPE: SEDIMENT 9, DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED
V I.. p8 9y4NG:R�\ \ °{•Y, ,�• // I ,y/F /^\ \ DRAINAGE AREA. ' 22.46 AC DRAINAGE AREA: ].OZ AC
DRAINAGE AREAREA. S.SI AC AT PRE-CONSTRUCTION MEETING. JOB NUMBER: C220016
2� \ l` N // •/ / \ DISTURBED AREA: 17.04 AC DISTURBED AREA: ].82 AC DISTURBED AREA: 5.12 AC 10. SITE TO BE SELF-INSPECTED EVERY7 DAYS AND AFTER 0.5"RAIN EVENT.NCDEQ SELF INSPECTION
�\ \ (. 'Ci / CURT/SE TOL(ESA4;� / FORMS CAN BE ACCESSED VIA NCDEQWEBSITE,
1 t \ ` � _ q10: BS.S CFS Q10: 30.0 CF5 Q10: Z1.O CFS
\,SD •,Y / /MARYZOO70LLESON o / REQD.SURFACE AREA: 21.0 CFF CHECKED BY: BHE
6 'I' \\ _ \ \ �P/N'BSBB REQD.SURFACE AREA: 37,I755F REQD.SURFACE AREA: 13,043 SF https://www.deq.nc.gav/about/divisions/energy-mineral-and-land-resources/erosion-and-sediment-control/erasion-andaedimeMtoMrol-forms
\ \ \ "" / \ PROV.SURFACE AREA/ 38,604 SF PROV.SURFACE AREA: 24,805 SF PROV.SURFACE AREA. 9,946 SF 11. ALL MUD,DEBRIS,ETC.IS TO BE REMOVED FROM ROADWAY AT THE CLOSE OF OPERATION EACH DAY. DRAWN BY: BHE
GRAPHIC SCALE Oe'2 REQD.STORAGE VOL. 4,184CF REQD.STORAGE VOLE 9,918CF
P� REQD.STORAGEV 40,428 CF
z 150 0 ]5 150 Sao ��vY�`�,plpN\ \�- '" ) ( I•NM'G:F-IBUN/7JNC[N/NTY / \ PROV.STORAGE VOL: 14,184 CF PROV.STORAGE VOL: 28,347 CF 12. APPROVED PLANS,CERTIFICATE OF APPROVAL FOR EROSION CONTROL AND LETTER OF APPROVAL DATE:
U (I ,YJP/ \ /� ( > PROV.STORAGE OU 7fi,LX13 CF FOR EROSION CONTROL TO BE KEPT ON SITE ASPONSI LEF OB-07-2D23
$ 6 l ,,,NWWW{ 7' \ 5^ - (_ ATOM ELEV. 632.50 BOTTOM ELEV: 594.50 BOTTOM ELEV: 589.00
- ` P7. 1 \ /"0 N� 1 ST GE ELEV: 635.5013. FINANCIALLY RESPONSIBLE ENTITY WILL BE RESPONSIBLE FOR ALL EROSION CONTROL ISSUES UNTIL
• OBW3 Y- /CURT/ 70(Lry✓N, ` \/ STORAGEEAOELEV: 1.5' STORAGELEAOELEV. 592.50 SHEETT EVERALL
AN ^r PS PROJECT HAS RECEIVED AN APPROVED EROSION CONTROL CLOSEOUT INSPECTION FROM THE
N `l1. ZO LN:R-( \ y RYL TOLL C AN DEPTH: 1.5' CLEAN OUT DEPTH: 1.5' CLEAN OUT DEPTH: 1.75' SEDIMENTATION AND EROSION CONTROL INSPECTOR UNLESS A NEW FINANCIALLY RESPONSIBLE
8 (IN FEET) _ - / ( P �Bp / TOP ERM ELEV: 638.00 TOP OF BERM ELEV: 595.00
�L 77 TOP OF BERM ELEV: 600.00 PERSON OR ENTITY SUBMITS A COMPLETED EROSION CONTROL PLAN AND RECEIVES APPROVAL
I linch=150ft. _ =� "� ���/_-" OB794PG'3EB SKIFMMER PIPE ORIFICA. 4.0" SKIMMER PIPE DIA: 4.0" SKIMMER PIPE DIA: 3.P' FROM THE TOWN OF WA%HAW.IF INDIVIDUAL LOTS ARE SOLD TO HOMEOWNERS THE FINANCIALLY EROSION
- N /'"\ \ Z /NGG''.�/R-I SffSNR TOPELEE,F(ICE DIA: 65.50 SKIMMER ERI�F,ICE DIA:• 597,E RISERTOP ELEV:SKIMMER E DIA: RESP592.50 UNTIL NSIBLE RECEIVINTTIYREMAINSSEOUT RESPONSIBLEOR LL FINANCIALLOSIONY
RESPONSISSUES TITYWAN TS TS
TO
/RUNTIL RECEIVING A CLOSEOUT INSPECTION.IF THE FINANCIALLY RESPONSIBLE ENTITY WANTS TO
TRANSFER RESPONSIBILITY TO THE INDIVIDUAL LOT OWNER PRIOR TO RECEIVING PROJECT
CNERYN \ I , RISER DIA: 5.X5'PRECAST RISER DIA. 5'X5.PRECAST RISER DIA: 5'X5'PRECAST CLOSEOUT,A TRANSFER OF EROSION AND SEDIMENTATION CONTROL PLAN FINANCIAL
CONTROL PLAN-
PLN, `, / • CULVERT DIA. 42"RCP CULVERT DIA: 36"RCP CULVERT DIA: 24"RCP RESPONSIBILITY NOTICE MUST BE SUBMITTED TO THE TOWN.THIS NOTICE MUST BE SIGNED BY THE North '
p8ON/NV5047 \ \ / CULVERT LENGTH. 418' CULVERT LENGTH. 41' INVUERTLLNGTH. 60' CURRENT FINANCIALLY RESPONSIBLE ENTITY AND THE HOMEOWNER.CIALLYRESPON FORM ISNOT
R PHASE 1
ZONING R-Z _ INV UP. 62Z.92 INV UP. 592.21 INV UP: 585.80 SUBMITTED AND SIGNED BY BOTH PARTIES,THE ORIGINAL FINANCIALLY RESPONSIBLE ENTITY WILL Carolina`/
- INV DOWN: 602.00 INV DOWN: 592.00 INV DOWN: 585.50 REMAIN RESPONSIBLE UNTIL THE PROJECT CLOSEOUT. wulatill /
8 -_l ' EMER.SPILLWAY ELEV: 636.50 EMER.SPILLWAY ELEV: 598.50 EMER.SPILLWAY ELEV: 593.50 14. THE ENTIRE PERIMETER OF THE SITE,TREE SAVE AREAS,WETLANDS AND STREAM BUFFERS ARE TO BE '.•3 Days Before Digging•'• SHEET NO.:
/ MARKED WITH ORANGE CONSTRUCTION FENCING. NoYA Camlina 811
EMER.SPILLWAY WIDTH: 20' EMER.SPILLWAY WIDTH: 20' EMER.SPILLWAY WIDTH: 20'
15. SILT FENCE TO BE INSTALLED A MINIMUM OF 5 FEET FROM TOE OF PROPOSED SLOPES. 8RI or1-800-6IE,A'4 7
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\ \. - 0 _ ,4 5t t~ I.�/ \ SHEET C7.16,STD.519.I FOR INLET PROTECTION)
s\ \\ \ •( \ \ \\-- �i\ dE.Pi °€ 1aT.- ° <o€r' �> T-.. O y • . /P/ LpS\ ',--aoE%>'\ /%/ Z
\ \ \ \ \ \ `� �'� / SSE `\ • \/// �\ EROSION CONTROL SLOPE MATTING SHEET C7.16 STD.525.1) Z
°E
\,*.,
l \ ti ( / 1
\ ` \ \ \\\\ /ItL\\ ` - �i^-- / / " J * \\ -///// STIPULATION FOR REUSE
\\ \, + \\"\ � ���•�at�' II•` �.`_=? O \ ) (__._ „"t (/Cl r1_,J/ / CONSTRUCTION SEQUENCE THIS DRAWING WAS PREPARED FOR USE
e � _ _ f
w� - - ✓- s l v L
^ ti ° �� "gl -WAXHAW'ARKWAYSO �y ON THE SPECIFIC SITE,NAMED HEREON,
\ T '" \ ��� ®�,��' ►-f�f'% -� Igrov 1pp'pyeuc kW/ i `2®�/�_/ �� I�) �/�j=-� -_ - \ �;\' // 1. OBTAIN GRADING/EROSIONCONTROL PLAN APPROVAL FROM THE TOWN OF WAXHAW ENGINEERING CONTEMPORANEOUSLY WITH ITS ISSUE
\ ) \ ` _ Ems! •WA, , % F8D �V� - �� i_ I / ^-- -. \\ )/ DEPARTMENT. DATE PS LISTED,HEREON AND IT IS NOT
Vt` q 4- i`+11N_ `~ 4 l ~^ \ / SUITABLE FOR USE ON A DIFFERENT
•\1 I \���p� ,qy\� �f /',.r �',__�. ;.��;� �'' - '_ 9,.,,,�- _ - �/ ,���/j�~� ��\\ (\\) 2. SET UP AN ON-SITE PRE-CONSTRUCTION WITH EROSION CONTROL INSPECTOR OF THE TOWN
/ I 4�7 \ `/ � Ili
^ �p - /`// {/�'_--�\ \ )/ ENGINEERING DEPARTMENT TO DISCUSS EROSIONCONTROL MEASURES.FAILURE TO SCHEDULE SUCHPROTECT SITE OR ATA LATER TIME.USE OF
1 I!�ivirct,,,
�. /( /�/ i-"\ \ \ / CONFERENCE 48 HOURS PRIORTOANV LAND DISTURBING ACTIVITY ISAVIOLATION OF CHAPTER I]OF THE 1HIS DRAWING FOR REFERENCE OR IXAM%E
spy + / TOWN CODE AND IS SUBJECT TO FINE. ON ANOTHER PROJECT REQUIRES THE
am `'-, s�= �1 /It=
__ //jr\ �//' \ \ \•1Imo\ 3. INSTALLSILT FENCE,INLET PROTECTION,SEDIMENTBASINS,DIVERSIONDITCHES,TREEPROTERION,ANDSERVICES OF PROPERLY LICENSED
\i \\ � ` t��/ I\\ � -L • SI ` //� S / \ OTHERMEASURESASSHOWNON PLAITS,CLEARING ONLY ASNECESSARY TOINSTALLTHESEDEVICES. AIICHITECIS AND ENGINEERS.REPROOUCIION
\ � f/ t', /'��� / 4. CALL FOR ON-SITE INSPECTION BY INSPECTOR.WHEN APPROVED,INSPECTOR ISSUES THE GRADING PERMIT OF THIS DRAWING FOR REUSE ON
\ \ / , \ _1 hi�I`•- - 6 '/l`1Q✓/f/ a/I j AND CLEARING AND GRUBBING MAY BEGIN ANOTHER PROJECT 15 NOT AUTHORIZED
0\ \ \ \\'\ ///' ti �� ii. � / IAv'/° AND MAY BE CONTRARY TO THE LAW.
\ J/ , , {{``■■,, �� _ it� _, /J(// ( •
-y% 5. THE SHALL DILIGENTLY AND MAINTAIN ALL EROSION CONTROL DEVICES AND
d 4 �� `1C. I r _r��.-� I i.` i // 1 STRUCTURES
\ 1. yy ) '�., �ill pI/ r / /�� "/ 6. FOR PHASED EROSION CONTROL PLANS,CONTRACTOR SHALL MEET WITH EROSION CONTROL INSPECTOR
or \ \ ;� �� \ \\t � r�I I����! _YN�I' //// \'.// J'+a �F \ PRIOR TO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES. Ca
4\‘‘',7''''''''-61A-%1°.
\`4\ i �I� it r��� ' / /(/ i \ OU/TY/NVESTMFNTPA,9TNERSLLC / 7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE C,N \' U / \ \ P/M B.S7N 8. COORDINATE WITH EROSION[ONTROLINSPECTOR PRIORTO REMOVAL OF EROSION CONTROL MEASURE. O
^pHMSR NAO ���'� )il� -�r� '( �i�� \ \�/l�' 066I73PGs47 9. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE NC EROSION AND QCC
NpW fi0NEW gp 1.� t ee; � � JI I /• l^ /`� \ / ION/NG.'R-IBUN/ONCOUNIYSEDIMENTCONTROL PLANNING AND DESIGN MANUAL,US DEPT OF AGRICULTURE,TOWN OF WAXHAW/ WD7D0 `` 2 ®� � :'/ / \ W-(• \ PJN•.p508 pG g65 \ \ a_�\Q,C� rireavardit..ir ���^ L I 1 %/ �� \ / EROSION CONTROL ORDINANCE. Z O M
/ - / I ,A fNIN: \A5n A / {I C�'v/�� \ \ \
+� EROSION CONTROL NOTES Q z
_�/ \•N\k P`� N/F N\ • --*1- 0
E\ / �('` (�/ j^/) \ \ 1. ON-SITE BURIAL PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM ZONING a �•+ V
SL pMp50 / ADMINISTRATOR F.
Z. Y
H `\\ illilli 8111
TOWN 6F
�j` -E TA HAW�i- VAN`!NL/✓NGUYEN, 2. ANY GRADING BEYOND THE INANCE AND IS SUBJECT
TO
INTHE PLAN IS AVIOLATION OF THE TOWN'S r^ '7�
1 �\•
\\1\ LIN�IN p5pB��j71 •
\\ _ Y 3PLAN IS A VIOLATION VJ
��\ ,L., \ O _,� SA]TNEWFERR / EROSION CONTROL ORDINANCE AND IS SUBIECTTO AFINE
\ pB INp F.1 t4C �.�' \ yM.l I ( /N'05 7 \ OF THENTOWNSEROS ON E ACRE WITHOUT AN APPROVED EROSION CONTROL Q,
Z)7N DB7490N/108 N/P CONTROL ORDINANCE TERAND SLSUBJERTOA FINE. (24
s' RN �':t\\\ Z \ \1 1. { 7 • " �-'-x\E`��/� /NG;R-NI UNION COUNTY AMER TRUST 4. ALLPERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES ANDALL SLOPES STEEPERTHAN3 x
•� ; F/ \ pTP ��� ` r � �5�,0.I�,1-� y`-I- \<�/ P/A:"OSt, 7K 'xi// HORIZONTAL TO I VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION w
a � \ rl LEA gAAD1fY I \'I r\ 1I �a QO S�pU\B \ / `_-- x S� pB699I PG5g4 WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS X
\ Ty p09D ` \P0.O cc--\ \ \ /\ I N/NG'R-20 UNION CL7UN/Y 7 FROM THE LAST LAND-DISTURBING ACTIVITY
Ri
OSOg7 3, r^ ✓ �Q\ 5. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION
> �{\ ��17'/C51 ` C •\ (I q .,\ �_ _- \ , FWITH ROM ROUHE NDTLOVER ASTCONASURBING ACTIVITY.
BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS O Q
e a / l s ` 4�/I _� \\ 6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A O
g \, Y+ �f \ -�-�� \per \y/ REPRESENTATIVE OF THE TOWN OF WAXHAW ENGINEERING DIVISION.
5 W .`)J. A �\� - -j' ' \� PATR/C/AC RUIDEDOENf/RS / 7. SLOPES SHALL BE GRADED NO STEEPER THAN 2:I.FILL SLOPES GREATER THAN DO'HIGH REQUIRE N
\\ ''N/F NS/AN \� \51 C �' I P/N Qf( 7C \ BASIN NUMBER: 3 ADEQUATE TERRACING.
.\` BASIN NUMBER: 1' BASIN NUMBER: 2 8. AGRADING PLAN MUST BE SUBMITTED FOR ANY LOT GOADING EXCEEDING ONE ACRE THAT WAS NOT CO
W J SUE GHEE ) yL • / OBOZSI PGISB PHASE: PHASE: 2 PHASE: 2 PREVIOUSLY APPROVED.
•tr pEBC� 05AEp 75 "�� •
^' /ION/NGR-XZUN/ONCOUNTY BASIN TYPE:
SEDIMENT BASIN TYPE. SEDIMENT BASIN TYPE' SEDIMENT 9, DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED
DRAINAGE AREA: 11A8 AC DRAINAGE AREA. 5.66 AC
p,} •
I ,y/F _ DRAINAGE AREA: ' 16.17AC AT PRE-CONSTRUCTION MEETING. JOB NUMBER: C220016
' 7pNIN6. // E. DISTURBED AREA: 16.17 AC DISTURBEDAREA: 43.7 C AC
FS DISTURBED AREA: 5.66 AC 10. SITE TO BE SELF-INSPECTED EVERY?DAYS AND AFTER 0.5 RAIN EVENT NCDEQ SELF INSPECTION
/ CURT/LOUT0(ESA4;� FORMS CAN BE ACCESSED VIA NCDEQWEBSITE,t \ ///\� Q10: 61.5 CFS Q10: 43.7 CFS Q10: 21.5 CFS
D \,qK• / /MARYL5UTOLLESON 1 / / REQD.SURFACE AREA: 9,3685E CHECKED BY: BHE
'I' �LI J\ '-- \ \ / ,P/N OSBB \ REQD.SURFACE AREA:/ 26,764 SF REQD.SURFACE AREA: 19,001 SF httpaiNHW.degne&Ml/about/d aims/energy mineral andlandresources/eroson and -fors
GRAPHIC SCALE t" ^ ONIJ \ PROV.SURFACE AREA 38,604SF PROV.SURFACE AREA: 19,942SF PROV.SURFACE AREA. 9,946SF 11. ALL MUD,DEBRIS,ETC.IS TO BE REMOVED FROM ROADWAY AT THE CLOSE OF OPERATION EACH DAY. DRAWN BY: BHE
P� REQD.STORAGEV : 29,106 CF REQD.STORAGE VOL. 20,664 CF REQD.STORAGE VOU 10,188 CF
150 0 75 150 Sao \t GplpN\ \\�- \ / I (=r' 'i"IBUN/7JNC[N/NTY / PROV.STORAGE 50,157CF PROV.STORAGEVOL: 28,347 CF 12. APPROVED PLANS,CERTIFICATE OF APPROVAL FOR EROSION CONTROL AND LETTER OF APPROVAL
plM \ \ PROV.STORAGE/VOL 75,218 CF FOR EROSION CONTROL TO BE KEPT ON SITE AT ALL TIMES. DATE: OB-07-2023
8 '{\ PLN 7' N I TiOM ELEV. 632.50 BOTTOM ELEV: 594.50 BOTTOM ELEV: 589.00
�"" 13. FINANCIALLY RESPONSIBLE ENTITY WILL BE RESPONSIBLE FOR ALL EROSION CONTROL ISSUES UNTIL
C' �A pB723 ( / /� [URN 70(Lry✓N,�` `/ ) ST GE ELEV:
635.50 STORAGE ELEV:
597.50 STORAGE ELEV: 592.50 SHEETTfJ�F`:,ERAIL
N IN FEET \\( zzo,R-L\ ^=\� .'•^ PPSS PROJECT HAS RECEIVED AN APPROVED EROSION CONTROL CLOSEOUT INSPECTION FROM THE (JV
�/ RYL TOLL ) C AN DEPTH: 1.5' CLEAN OUT DEPTH: 1.5' CLEAN OUT DEPTH: 1.75' SEDIMENTATION AND EROSION CONTROLINSPECTOR UNLESSA NEW FINANCIALLY RESPONSIBLE
TOP ERM ELEV: 638.OD TOP OF BERM ELEV: 600.00 TOP OF BERM ELEV. 595.00 PERSON OR ENTITY SUBMITS ACOMPLETED EROSION CONTROL PLAN AND RECEIVES APPROVAL
E Tench=150ft. lN.r pB794P�3EB SKIMMER PIPE DIA. 4.0" SKIMMER PIPE DIA: 4.0" SKIMMER PIPE DIA: 3.0" FROM THE TOWN OF WAXHAW.IF INDIVIDUAL LOTS ARE SOLD TO HOMEOWNERS,THE FINANCIALLY EROSION
3 .'y?-�-•N -. �� � 'G.R-I SIMMER ORIFICE DIA: 3.0. SKIMMER ORIFICE DIA: 2.5" SKIMMER ORIFICE DIA: Z.0" RESPONSIBLE ENTITY REMAINS RESPONSIBLE FOR ALL EROSION CONTROL ISSUES ON THOSE LOTS
/RISER TOP ELEV: 635.50 RISER TOP ELEV: 597.50 RISER TOP ELEV: 592.50 UNTIL RFECEIVINGACLOSEOUTO HEINDII ID IF THE FINANCIALLY RESPONSIBLE PR WANTS TO
�j} NTRANSFER RESPONSIBILITY TO THE INDIVIDUAL LOT OWNER CONPRIOR OL RECEIVING PROJECT CONTROL PLAN-
CNERYLP.E / L5 RISER DIA: 5'XS'PRECAST RISER DIA. 5'%5'PRECAST RISER DIA: 5'XS'PREG45T CLOSEOUT,A TRANSFER OF EROSION AND SEDIMENTATION CONTROL PLAN FINANCIAL
PLN, / \ CULVERT DIA. 42"RCP CULVERT DIA: 36"RCP CULVERT DIA: 24"RCP RESPONSIBILITY NOTICE MUST BE SUBMITTED TO THE TOWN.THIS NOTICE MUST BE SIGNED BY THE Norm '
<t. p8I9S7PGB47 / ��� / CULVERT LENGTH. 418' CULVERT LENGTH. 41' CULVERT LENGTH. 60' CURRENT FINANCIALLY RESPONSIBLE ENTITY AND THE HOMEOWNER.IF THIS FORM IS NOT $ PHASE 2
t Z(WlN(:R-Z _ INV UP: 622.92 INV UP: 592.21 INV UP: 585.80 SUBMITTED AND SIGNED BY BOTH PARTIES,THE ORIGINAL FINANCIALLY RESPONSIBLE ENTITY WILL Carolinas /[ _ - _ INV DOWN: 602.00 INV DOWN: 592.00 INV DOWN: 585.50 REMAIN RESPONSIBLE UNTIL THE PROJECT CLOSEOUT. wms.itu,-..
8 �' �l EMER.SPILLWAY ELEV: 598.50 EMER.SPILLWAY ELEV: 593.50 14. THE ENTIRE PERIMETER OF THE SITE,TREE SAVE AREAS,WETLANDS AND STREAM BUFFERS ARE TO BE ••••3 Days Before Digging SHEET NO.:
ENTER.SPILLWAY ELEV: 636.50 MARKED WITH ORANGE CONSTRUCTION FENCING. North Carolina 811
\ / EMER.SPILLWAY WIDTH: 20' EMER.SPILLWAY WIDTH: 20' EMER.SPILLWAY WIDTH: 20' ��
I5. SILTFENCETO BE INSTALLEDA MINIMUM OFSFEET FROM TOE OF PROPOSED SLOPES. 811 or 1-8tp-632-0949
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/ /'' c ( / { • 9F 's�� =� i 1117 41 116• ,� �>� e j:: 1 j (11. \ }� y'{ )i DI DROP INLET
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\\\ y .3 / / / f/ ✓9% )/ // �9y T T '� /l � ./ � ��,��. HEVELLE CT -� �,I�� \ � (R1 � (Jt I(/3�(�✓ 'A���� / S ss ss EX.GRAVITY SEWER
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YAA/ABfE _ ����"✓ °a._. • ` a. TOWN OF WAXHAW LIMITS
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\ " \ L���% � 1 P100 PUBLIC n/WI p/�.// �/ _ �_ �L 1. GRADING/EROSION APPROVAL FROM THE OF WAXHAW ENGINEERING
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\ P \ { I �1I111775j�},�I 15. / r.ti rf�, / OTHER MEASURES AS SHOWN ON PLANS,CLEARING ONLY AS NECESSARY TOINSTALLTHESE DEVICES. ARCHITECTS AND ENGINEERS.REPRODUCTION
\ uf 1r I\ \�\ 1 I � IRII�fI1IIIl1 I[�I� � /r \ ` \ / 4. CALL FOR ON-SITE INSPECTION BY INSPECTOR.WHEN APPROVED,INSPECTOR ISSUES THE GRADING PERMIT OF THIS DRAWING FOR REUSE ON
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I'r�7. -!) ( /// / Ike • -Fr/ 5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND AND MAY BE CONTRARY TO THE LAW.
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\ J,w `\ ` ' �T/Y;�, �' _��-'� 'gyp,31�'�elil ll/'.- / / / /��'y0 / / 6. FOR PHASED EROSION CONTROL PLANS,CONTRACTOR SHALL MEET WITH EROSION CONTROL INSPECTOR
�d' \{,\ I ` y'.���C1%, ''" L/ 1 I§ __iT/ 'II✓/ /, \'./ J N� PRIOR TO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES 0
\\ V•T \!`\\ �� 1• 3`-/ ' I li ®� I I�{II•IIIEE�� /// J i• / \ ozwriN✓ESTMENTPARTNERSLLC 7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE. Q'
RE r ` ,'E '' N q',1.- ) ' IIII 0� ! /`+�`I\\�� -'7,-;.--/\ \ \ P/N..05090007H / / 8. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL MEASURE. O
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N7� ,\ R�.OA 2 �,P� /� //` / ZON/NG.82173NR57r200NTY SEDIMENT CONTROL PLANNING AND DESIGN MANUAL,US DEPT OF AGRICULTURE,TOWN OF WAXHAW
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ONTROL ORDINANCE AND IS SUBlETTO A FINE.
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NEA NEVEM WITHIN ACALENDAR DAYS ON w '�T,x'
VLEABRA 90 1 A• - RUOV- \55 \ \` /\ I N/NG R-IOUN/LJNCOUNTY , FROM THELASTLAND DISTURBINGACTIVITY.N05087N'1 3 L) ,� .' \ 7°V` 19. 20 � _- `/\ 1 PIN 3p65Z S �\\ l \L, � \ -- _J \�- 5. ALWLH HER GROUND COVER AS SOS ON ASA RAPTOABLEDUTIN ANYRVEN WITHIN 14 CALENDAR DAY Q' LIB�NING;ArJ \,\`� �6� 17A18 \ / �� / / FROM THHEE LAT COVER LANDDISTURBIG ACMTIVITY. BUTINANY EVENTWITHIN I4 CALENDAR DAYSO -f/ ) / �SSS� J �•' t / \ & ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A O
p {p •Y�E \� !� \ Air, \jam I� \ -"�� \A� \ \y/ REPRESENTATIVE OF THE TOWN OF WAXHAW ENGINEERING DIVISION.
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E � 0U G;Rd,\ \ '- \ 15 / � I N/ _ ^\ AT PRE CONSTRUCTION MEETING. JOB NUMBER: C220016
_. 2aNIN \ d\ 1 r- \1\ / -�/// CURT/SE.TOL(ESAN,�/ / 10. SITE TO BE SELF-INSPECTED EVERY DAYS AND AFTER 0.5 RAIN EVENT.NCDEQ SELF INSPECTION
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ncTC.ISabout/d vsons/energy mneal and land resources/eros an and sEA ment control/eras on andaed meMtoMrol-forms
GRAPHIC SCALE iS+1\ \\ \�� /j\\ ( / OOIJ P 11. ALL MUD,DEBRIS,ETC.IS TO BE REMOVED FROM ROADWAY AT THE CLOSE OF OPERATION EACH DAY. DRAWN BY: BHE
5 150 0 TS 150 300 �\�I 1,/M8EIAOG p/(1N \\ - �. \ l i (='NMY'y4',UN/7JNCIN/NTY / \ // 12 FOR EROSONCONTROLTTO BE KEPT ON SFICATE OF ITEAAT ALL TIML FOR ES.
CONTROL AND LETTER OF APPROVAL DATE: 08-07-2023
- - 6111` PIM1YI'0'S'LW �"\ - N/F ` ) 13. FINANCIALLY RESPONSIBLE ENTITY WILL BE RESPONSIBLE FOR ALL EROSION CONTROL ISSUES UNTIL
SHEETT
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ZO LNG R-(\ _ i - RYLO TOUES �) \\/Y SEDIMENTATION AND EROSION CONTROL INSPECTOR UNLESS A NEW FINANCIALLY RESPONSIBLE
8 (IN FEET) _ ^� p g0 PERSON OR ENTITY SUBMITS ACOMPLETED EROSION CONTROL PLAN AND RECEIVES APPROVAL
/ FROM THE TOWN OF WAXHAW.IF INDIVIDUAL LOTS ARE SOLD TO HOMEOWNERS,THE FINANCIALLY EROSION
l inch=150 ft. RESPONSIBLE ENTITY REMAINS RESPONSIBLE FOR ALL EROSION CONTROL ISSUES ON THOSE LOTS
J'-,-• \ Z /N.R-I UNTIL RECEIVING ACLOSEOUT INSPECTION.IF THE FINANCIALLY RESPONSIBLE ENTITY WANTS TO
3 Ij} N/f f, ` ,,,.\ j / � '-� // TRANSFER OUTATRARESPONSIBILITY OFER THE IOINDIVIDUAL NDSEIME OWNER TIONPRIOR OL RECEIVING CIPROJECT CONTROL PLAN
CNERYL P.fI N • \ RESPONT,ATNOTICE OF EROSION AND SEDIMENTATION CONTROL FINANCIAL
o Plfit RESPONSIBILITYNOTICEMUSTBESUBMITTEDTOTHET NEZISN IFICEMUTBESIMEIBYTHE NOrmp
° ' 0R1957w047 .- CURRENT FINANCIALLY RESPONSIBLE ENTITYANDTHEHOMEOWER.IFTHISFORMISNOT Carolina PHASE 3
SUBMITTED AND SIGNED BY BOTH PARTIES,THE ORIGINAL FINANCIALLY RESPONSIBLE ENTITY WILL
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REMAIN RESPONSIBLE UNTIL THE PROJECT CLOSEOUT. s.�.BJLT.r.�/
8 14. THE ENTIRE PERIMETER OF THE SITE,TREE SAVE AREAS,WETLANDS AND STREAM BUFFERS ARE TO BE ""3 Days Before Digging•"• SHEET NO.:
MARKED WITH ORANGE CONSTRUCTION FENCING. North Carolina 811
15. SILT FENCE TO BE INSTALLED A MINIMUM OF 5 FEET FROM TOE OF PROPOSED SLOPES. 811 or 1-800-632-4949
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