SW3230605_Design Calculations_20231011

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
October 11, 2023
BY:
American Engineering Associates — Southeast, PA.
8008 Corporate Center Drive, Suite 110
Charlotte, NC 28226
www.American-EA.com
ic\ AMERICAN
Engineering

American Engineering Associates-Southeast,PA.
i(c\ AMERICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
ENGINEER CERTIFICATION
I HEREBY CERTIFY THAT SPECIFICATIONS CONTAINED HEREIN AND THE ACCOMPANYING CALCULATIONS
WERE PREPARED BY ME OR UNDER MY DIRECT SUPERVISION.
SIGNED, SEALED AND DATED THIS I I DAY OF OG4-010er0,1110„
HC
:2 SEAL �'y
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• 1a►1-23
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BY: BLAKE H. ESTRIDGE
COMPANY: AMERICAN ENGINEERING ASSOCIATES -
SOUTHEAST, PA
TITLE: PROJECT ENGINEER

American Engineering Associates-Southeast, PA.
i AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
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 L - 10-Year Analysis Hydraflow Results 29
System N - 50-Year Analysis Hydraflow Results 31
Gutter Spread Calculations 33
Culvert Calculations 37
Culvert E Calculations 38
Culvert F Calculations 40
Culvert K Calculations 42
Culvert 0 Calculations 44
Swale Calculations 45
A10 Swale 46
B34 Swale 49
B35 Swale 52
D1 Swale 55
K1 Swale 58
Pre vs Post Development Drainage Area Maps 61
BMP Calculations 64

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
Wet Pond 1 - Water Quality Calculations 65
Wet Pond 1 - SA/DA Calculations & Forebay Sizing 66
Wet Pond 1 -Anti-Floatation Calculations 67
Wet Pond 1 - Pond Permanent Pool Drain Calculations 68
Wet Pond 2 - Water Quality Calculations 69
Wet Pond 2 - SA/DA Calculations & Forebay Sizing 70
Wet Pond 2 -Anti-Floatation Calculations 71
Wet Pond 2 - Pond Permanent Pool Drain Calculations 72
Sand Filter 3 —Water Quality Calculations 73
Sand Filter 3 —Anti-Floatation Calculations 76
Hydraflow Hydrograph Results and Pond Reports 77
Erosion and Sediment Control Calculations 134
Sediment Basin Calculations 135
Skimmer Sediment Basin No. 1 — Phase 1 136
Skimmer Sediment Basin No. 1 — Phase 2 139
Skimmer Sediment Basin No. 2 — Phase 1 142
Skimmer Sediment Basin No. 2 — Phase 2 145
Skimmer Sediment Basin No. 3 — Phase 1 148
Skimmer Sediment Basin No. 3 — Phase 3 151
Skimmer Basin No. 4 — Phase 1 154
Skimmer Basin No. 5 — Phase 1 156
Diversion Ditch & Slope Drain Calculations 158
Diversion Ditch/Slope Drain 1 159
Diversion Ditch/Slope Drain 2 162
Diversion Ditch/Slope Drain 3 165
Diversion Ditch/Slope Drain 4 168
Diversion Ditch/Slope Drain 5 171
Diversion Ditch/Slope Drain 6 174
Diversion Ditch/Slope Drain 7 177
Diversion Ditch/Slope Drain 8 180
Diversion Ditch/Slope Drain 9 183
Riprap Apron Calculations 186
Appendices 212

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
Drainage Area Map 213
Erosion and Sediment Control Plan Phase 1 214
Erosion and Sediment Control Plan Phase 2 215
Erosion and Sediment Control Plan Phase 3 216
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.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Site Narrative
The proposed project, Rogers Pond Subdivision, is a 124-lot townhome development located in Union County,
North Carolina, in the Town of Waxhaw.The proposed project is a 61.57-acre development, with approximately
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.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
The hydrologic analysis conducted for the proposed project included the study of both onsite and offsite drainage
areas for the wet pond. The analysis was conducted using the Soil Conservation Service (SCS) Hydrograph Method,
as outlined in SCS Technical Release 55 (TR-55). Hydrographs calculated using Hydraflow software were used to
compute peak rates of runoff for the pre-development and post-development conditions. The wet ponds and
sand filter have been designed to meet pre-construction conditions for the 2-year and 10-year storm events and
minimum 80%trapping efficiency as required by the NCDEQ and the Town of Waxhaw.
Post-development drainage conditions can be viewed on the drainage area map located in the appendix.
Development of the site will include two wet ponds and a sand filter to account for water quality storage volumes.
The wet ponds will maintain a permanent pool of water, with storage volumes provided above these elevations.
The wet ponds will promote sedimentation and pollutant treatment of stormwater runoff. Treated flow will be
discharged back toward Blythe Creek. The sand filter will treat pollutants from stormwater runoff through the
sand filter media cell and discharge treated flow back toward Blythe Creek.The total tributary area draining to the
proposed wet pond 1 is 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.
AM E.RI CAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
E n g i n e e r i n g OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
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 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.
i AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Summary
The stormwater control measures have been designed to meet pre-and post-development requirements for the
2-year and 10-year storm events. Furthermore,the stormwater control measures have been designed to achieve
a minimum 80%trapping efficiency as required by the NCDEQ and meet the latest NPDES General Permit for
Stormwater Discharge requirements.
Upon removal of the sediment basins, level spreader devices shall be installed at the proposed storm drainage
outfalls. Upon exiting the level spreader devices, stormwater from the various systems will discharge into off the
site at the western boundary.
In conclusion, due to the existing site conditions and proposed runoff control measures,the proposed project is
not anticipated to have any negative impacts on any downstream or adjacent properties.
9

American Engineering Associates-Southeast,PA.
A AM E.R I C A N 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Construction Sequence
1. Obtain grading/erosion control plan approval from the Town of Waxhaw Engineering
Department.
2. Set up an on-site pre-construction conference with erosion control inspector of the Town
Engineering Department to discuss erosion control measures. Failure to schedule such
conference 48 hours prior to any land disturbing activity is a violation of chapter 17 of the
town code and is subject to fine.
3. Install silt fence, inlet protection, sediment basins, diversion ditches, tree protection and
other measures as shown on plans, clearing only as necessary to install these devices.
4. Call for on-site inspection by inspector. When approved, inspector issues the grading permit
and clearing and grubbing may begin.
5. The contractor shall diligently and continuously maintain all erosion control devices and
structures.
6. For phased erosion control plans, contractor shall meet with erosion control inspector prior
to commencing with each phase of erosion control measures.
7. Stabilize site as areas are brought to finished grade.
8. Coordinate with erosion control inspector prior to removal of erosion control measure.
9. All erosion control measures shall be constructed in accordance with the NC Erosion and
Sediment Control Planning and Design Manual, US Dept of Agriculture,Town of Waxhaw
Erosion Control Ordinance.
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 AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Hydrologic Soil Group—Union County,North Carolina 3
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USDA Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4 12

American Engineering Associates-Southeast,PA.
AM E. RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
Hydrologic Soil Group—Union County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest jAop C The soil surveys that comprise your A01 were mapped at
Area of merest(Aoq 1:24,000.
• ciD
soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A G Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
0 A,D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
B
O Transportation scale.
RID 1-14 Rails
Please rely on the bar scale on each map sheet for map
C ono Interstate Highways measurements.
0 Cal ti US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines projection,which preserves direction and shape but distorts
, Background
A distance and area.A projection that preserves area,such as the
Aerial Photography Albers equal-area conic projection,should be used if more
r✓ wo accurate calculations of distance or area are required.
N B This product is generated from the USDA-NRCS certified data as
rti B/Dof the version date(s)listed below.
..�i C Soil Survey Area: Union County,North Carolina
Survey Area Data: Version 22,Jan 21,2022
,•v CID
Soil map units am labeled(as space allows)for map scales
D 1:50,000 or larger.
a. Not rated or not available Date(s)aerial images were photographed: Jul 18,2011—Nov
Soil Rating Points 25,2017
O A The otthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O ND imagery displayed on these maps.As a result,some minor
B shifting of map unit boundaries may be evident.
•▪ BiD
>i is Natural Resources Web Soil Survey 5/16/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4
13

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

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

American Engineering Associates-Southeast,PA.
A M E RI CAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
A \ Engineering OFFICE: 704.375.2438
www.American-EA.com
Rogers Pond Subdivision
Stormwater Calculations
National Flood Hazard Layer FIRMette *FEMA Legend
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5D59A2'F FEATURES Hydrographic Feature
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. /16 -..-11%. ,` —Al was exported on 5/16/2022 at 147 PM and does not
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time.The NFHL and effective information may change or
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y y aL legend,scale bar,map creation date community identifiers,
FIRM panel number.and FIRM effective date.Map images for
Feet 1:6;000 60�439�n�34•s144 N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap:USGS National Map:Orthotmagery.Data refreshed October,2020
FEMA Flood Map
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: 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 !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 50.22 9.95 30 1.50 640.46 640.80 642.08 642.88 649.97 651.11 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 1.50 640.80 641.41 642.88 643.42 651.11 650.65 A32-A33
6 5 142.464 0.25 6.61 0.70 0.17 3.76 5.0 11.1 5.8 21.93 58.00 8.82 30 2.00 643.88 646.73 644.94 648.32 650.65 657.85 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 14.85 8.14 18 2.00 644.65 647.07 645.63 648.35 650.65 654.18 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 12.91 6.72 15 4.00 654.63 660.76 655.60 661.83 661.50 665.87 A4-A6
21 20 84.406 0.46 1.02 0.70 0.32 0.66 5.0 5.5 7.1 4.66 6.46 4.60 15 1.00 660.75 661.59 661.83 662.47 665.87 667.46 A2-A4
22 21 61.711 0.56 0.56 0.60 0.34 0.34 5.0 5.0 7.2 2.44 6.46 3.32 15 1.00 661.59 662.21 662.47 662.84 667.46 668.46 Al-A2
Project File: Storm A.stm Number of lines:40 Run Date: 10/11/2023
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 20 22.000 0.19 0.19 0.70 0.13 0.13 5.0 5.0 7.2 0.95 12.91 1.92 15 4.00 660.76 661.64 661.83 662.03 665.87 665.87 A3-A4
24 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
25 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
26 25 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
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: 10/11/2023
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 :
B30
B20
35
24
B23
125 2325 :2* 34 B33
B21 23 22 B24 19
B34
B22
30 18
717
B27 B36
B18B 9 , 2 Outfall
B5 31
B1 B3 12 9 1
4 B
B17
11 104 B26
8 38
B2 B39
16
39
B6 5
7
B38
B8
15
B9
26
B13
14 13 28
29 B15
B14
B11 27
B10
Project File: Storm B.stm Number of lines:40 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 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 47.928 0.00 10.54 0.00 0.00 6.46 0.0 13.0 5.5 35.54 47.49 7.36 36 0.51 594.50 594.74 596.44 596.68 597.92 607.03 B40-B41
2 1 143.405 0.02 9.99 0.70 0.02 6.18 5.0 12.6 5.6 34.49 47.16 7.21 36 0.50 594.74 595.46 596.68 597.37 607.03 609.12 B37-B40
3 2 44.906 0.10 4.70 0.70 0.07 3.01 5.0 12.4 5.6 16.84 21.98 7.24 24 0.94 601.69 602.12 603.00 603.60 609.12 609.90 B19-B37
4 3 52.711 0.43 4.10 0.70 0.30 2.58 5.0 12.3 5.6 14.55 23.10 6.09 24 1.04 602.12 602.67 603.60 604.04 609.90 610.78 B17-B19
5 4 269.740 0.00 3.67 0.00 0.00 2.28 0.0 11.3 5.8 13.23 22.62 5.92 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 11.1 5.8 9.66 21.00 9.01 18 4.00 607.39 609.11 608.10 610.30 615.42 617.11 B12-B16
7 6 238.388 0.34 1.29 0.70 0.24 0.86 5.0 10.3 6.0 5.15 12.91 5.24 15 4.00 609.36 618.89 610.30 619.81 617.11 626.66 B7-B12
8 7 209.056 0.02 0.54 0.70 0.01 0.34 5.0 8.5 6.4 2.14 12.91 3.01 15 4.00 618.89 627.25 619.81 627.84 626.66 633.91 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 7.43 3.50 18 0.50 609.11 609.90 610.30 610.66 617.11 617.44 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 3.47 15 3.00 610.15 617.68 610.96 618.31 617.44 627.18 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 24.166 0.40 0.40 0.70 0.28 0.28 5.0 5.0 7.2 2.05 6.46 4.21 15 1.00 622.41 622.65 622.89 623.22 626.66 627.06 B6-B7
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 1.00 595.96 596.18 597.37 597.71 609.12 609.12 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 13.70 9.94 15 4.50 605.69 607.43 606.45 608.60 611.83 613.63 B25-B28
21 20 63.646 0.51 2.07 0.70 0.36 1.34 5.0 7.3 6.6 8.88 13.70 7.48 15 4.50 607.43 610.30 608.60 611.45 613.63 616.59 B24-B25
22 21 241.699 0.14 1.09 0.70 0.10 0.66 5.0 6.3 6.9 4.54 13.55 4.44 15 4.40 610.30 620.93 611.45 621.80 616.59 627.58 B22-B24
Project File: Storm B.stm Number of lines:40 Run Date: 10/11/2023
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 Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 22.380 0.42 0.95 0.70 0.30 0.56 5.0 6.2 6.9 3.86 6.46 4.75 15 1.00 621.01 621.24 621.80 622.03 627.58 627.44 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 1.88 12 0.75 610.40 610.86 610.96 611.16 617.44 614.36 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: 10/11/2023
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
C1013
Outfall
7 C12
8 6 17
C11
C13
C5 1
9 C20
5 2
C4 C18
12
C3 3
C14 18 4 20
10
C15 17
19
C2
• C19
C16
11
:1
Project File: Storm C.stm Number of lines:20 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 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 89.267 0.00 4.90 0.00 0.00 3.00 0.0 9.9 6.1 18.20 20.23 7.02 24 0.80 589.00 589.71 590.54 591.25 591.33 594.10 C20-021
2 1 85.976 0.00 4.66 0.00 0.00 2.88 0.0 9.7 6.1 17.60 26.30 6.86 24 0.80 589.71 590.40 591.25 591.91 594.10 599.35 C18-C20
3 2 58.655 0.39 4.66 0.70 0.28 2.88 5.0 9.5 6.1 17.70 20.23 6.94 24 0.80 590.40 590.87 591.91 592.39 599.35 597.76 C17-018
4 3 22.000 0.43 4.04 0.70 0.30 2.45 5.0 9.4 6.2 15.07 22.62 7.07 24 1.00 591.22 591.44 592.41 592.84 597.76 597.76 C15-C17
5 4 165.849 0.02 2.72 0.70 0.01 1.70 5.0 8.6 6.3 10.78 31.99 5.10 24 2.00 591.44 594.75 592.84 595.93 597.76 603.84 C13-C15
6 5 27.916 0.36 2.49 0.70 0.25 1.54 5.0 8.5 6.4 9.77 31.99 5.25 24 2.00 594.75 595.31 595.93 596.43 603.84 605.50 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 8.21 15 5.00 598.00 603.78 598.53 604.72 605.50 610.05 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 6.00 603.78 609.54 604.72 610.39 610.05 617.85 C4-05
10 9 120.691 0.00 0.56 0.00 0.00 0.28 0.0 6.2 6.9 1.93 14.44 2.92 15 5.00 609.54 615.57 610.39 616.13 617.85 624.50 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 1.00 599.81 600.03 600.16 600.44 603.84 603.84 C12-C13
18 4 47.461 0.88 0.88 0.50 0.44 0.44 5.0 5.0 7.2 3.18 6.46 4.66 15 1.00 592.19 592.66 592.84 593.38 597.76 596.92 C14-C15
19 3 57.842 0.23 0.23 0.70 0.16 0.16 5.0 5.0 7.2 1.15 6.46 3.17 15 1.00 591.97 592.55 592.39 592.97 597.76 598.20 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: 10/11/2023
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: 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 !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: 10/11/2023
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
Outfall
1
L1
Project File: Storm L.stm Number of lines: 1 Date:6/29/2023
Storm Sewers v2021 00

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total !nor Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 68.392 0.69 0.69 0.50 0.35 0.35 5.0 5.0 7.2 2.51 10.58 3.80 18 1.01 681.73 682.42 682.33 683.02 683.52 684.22 L1-L2
Project File: Storm L.stm Number of lines: 1 Run Date 6/29/2023
NOTES:Intensity=88.24/(Inlet time+15.50)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2021.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
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)

SWALE CALCULATIONS

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
A10 Swale
Hydrograph type = Rational Peak discharge (cfs) = 2.642
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.730 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=793(cult);0.018(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 = 2.64 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
A10 Swale
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.51
Total Depth (ft) = 2.00 Q (cfs) = 4.590
Area (sqft) = 0.91
Invert Elev (ft) = 641.90 Velocity (ft/s) = 5.04
Slope (%) = 5.00 Wetted Perim (ft) = 3.72
N-Value = 0.025 Crit Depth, Yc (ft) = 0.64
Top Width (ft) = 3.57
Calculations EGL (ft) = 0.91
Compute by: Known Q
Known Q (cfs) = 4.59
Elev (ft) Section Depth (ft)
644.00 2.10
643.50 1.60
643.00 1.10
642.50 0 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)

6/27/23, 11:58 AM E CM CS 7.0
NORTH North American G teen
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
w w wnagreen.com
ECM DSv7.0
CHANNEL ANALYSIS
>>>A10 Swale
Name Al Swale
Discharge 4.59
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 B unch Type
Vegetation Density G od 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
ePhase R iach D scharge V locity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4 .59 cfs 3 .18 ft/s 0 .64 ft 0 .048 4 lbs/ft2 2 lbs/ft2 S TABLE
Vegetation
Underlying Straight 4 .59 cfs 3 .18 ft/s 0 .64 ft 0 .048 2 .12 Ibs/ft2 0 .96 Ibs/ft2 2 .21 S TABLE
Substrate
https://ecm cc.com,tproject/157021/channel-analysis/247456/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
B34 Swale
Hydrograph type = Rational Peak discharge (cfs) = 1.010
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.310 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=303(cult);0.007(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 = 1.01 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
B34 Swale
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.71
Total Depth (ft) = 2.00 Q (cfs) = 5.670
Area (sqft) = 1.76
Invert Elev (ft) = 603.61 Velocity (ft/s) = 3.21
Slope (%) = 1.25 Wetted Perim (ft) = 5.17
N-Value = 0.025 Crit Depth, Yc (ft) = 0.70
Top Width (ft) = 4.97
Calculations EGL (ft) = 0.87
Compute by: Known Q
Known Q (cfs) = 5.67
Elev (ft) Section Depth (ft)
606.00 2.39
605.50 1.89
605.00 1.39
604.50 0.89
- v
604.00 0.39
603.50 -0.11
603.00 -0.61
0 2 4 6 8 10 12 14 16 18
Reach (ft)

6/27/23, 12:09 PM E CM DS 7.0
NORTH North American G teen
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
w w wnagreen.com
ECM DSv7.0
CHANNEL ANALYSIS
>>>B34 Swale
Name B34 Swale
Discharge 5.67
Channel Slope 0 .0125
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 4
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type B unch Type
Vegetation Density G od 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
ePhase R iach D scharge V locity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5 .67 cfs 1 .52 ft/s 1 .03 ft 0 .069 4 lbs/ft2 0 .81 lbs/ft2 4 .97 S TABLE
Vegetation
Underlying Straight 5 .67 cfs 1 .52 ft/s 1 .03 ft 0 .069 4 Ibs/ft2 0 .39 Ibs/ft2 1 0.34 S TABLE
Substrate
https://ecm cc.com,tproject/157021/channel-analysis/247457/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
B35 Swale
Hydrograph type = Rational Peak discharge (cfs) = 3.674
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.940 Runoff coeff. (C) = 0.54
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=1,102(cuft);0.025(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 = 3.67 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
B35 Swale
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.61
Total Depth (ft) = 2.00 Q (cfs) = 3.670
Area (sqft) = 1.30
Invert Elev (ft) = 603.61 Velocity (ft/s) = 2.82
Slope (%) = 1.25 Wetted Perim (ft) = 4.44
N-Value = 0.025 Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 4.27
Calculations EGL (ft) = 0.73
Compute by: Known Q
Known Q (cfs) = 3.67
Elev (ft) Section Depth (ft)
606.00 2.39
605.50 1.89
605.00 1.39
604.50 0.89
604.00 0.39
603.50 -0.11
603.00 -0.61
0 2 4 6 8 10 12 14 16 18
Reach (ft)

6/27/23, 12:09 PM E CM DS 7.0
NORTH North American G teen
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
w w wnagreen.com
ECM DSv7.0
CHANNEL ANALYSIS
>>>B35 Swale
Name B35 Swale
Discharge 3.67
Channel Slope 0 .0125
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 4
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type B unch Type
Vegetation Density G od 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
ePhase R iach D scharge V locity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3 .67 cfs 1 .31 ft/s 0 .9 ft 0 .073 4 lbs/ft2 0 .7 lbs/ft2 5 .73 S TABLE
Vegetation
Underlying Straight 3 .67 cfs 1 .31 ft/s 0 .9 ft 0 .073 4 Ibs/ft2 0 .34 Ibs/ft2 1 1.92 S TABLE
Substrate
https://ecm cc.com,tproject/157021/channel-analysis/247458/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
D1 Swale
Hydrograph type = Rational Peak discharge (cfs) = 1.954
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.540 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=586(cult);0.013(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 = 1.95 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
D1 Swale
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.37
Total Depth (ft) = 2.00 Q (cfs) = 1.950
Area (sqft) = 0.48
Invert Elev (ft) = 672.37 Velocity (ft/s) = 4.07
Slope (%) = 5.00 Wetted Perim (ft) = 2.70
N-Value = 0.025 Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 2.59
Calculations EGL (ft) = 0.63
Compute by: Known Q
Known Q (cfs) = 1.95
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)

6/27/23, 12:11 PM E CM 66 7.0
NORTH North American G teen
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
w w wnagreen.com
ECM DSv7.0
CHANNEL ANALYSIS
>>>D1 Swale
Name D1 Swale
Discharge 1.95
Channel Slope 0 .05
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 4
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type B unch Type
Vegetation Density G od 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
ePhase R iach D scharge V locity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1 .95 cfs 2 .37 ft/s 0 .49 ft 0 .053 4 lbs/ft2 1 .51 lbs/ft2 2 .64 S TABLE
Vegetation
Underlying Straight 1 .95 cfs 2 .37 ft/s 0 .49 ft 0 .053 2 .66 Ibs/ft2 0 .73 Ibs/ft2 3 .65 S TABLE
Substrate
https://ecm cc.com,tproject/157021/channel-analysis/247459/show 1/1

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
K1 Swale
Hydrograph type = Rational Peak discharge (cfs) = 4.658
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.430 Runoff coeff. (C) = 0.45
Rainfall Inten (in/hr) = 7.238 Tc by User (min) = 5
IDF Curve = Waxhaw.IDF Rec limb factor = 1.00
Hydrograph Volume=1,397(cuft);0.032(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp =4.66 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jun 27 2023
K1 Swale
Triangular Highlighted
Side Slopes (z:1) = 4.00, 3.00 Depth (ft) = 0.66
Total Depth (ft) = 2.00 Q (cfs) = 4.660
Area (sqft) = 1.52
Invert Elev (ft) = 607.70 Velocity (ft/s) = 3.06
Slope (%) = 1.25 Wetted Perim (ft) = 4.81
N-Value = 0.025 Crit Depth, Yc (ft) = 0.65
Top Width (ft) = 4.62
Calculations EGL (ft) = 0.81
Compute by: Known Q
Known Q (cfs) = 4.66
Elev (ft) Section Depth (ft)
610.00 2.30
609.50 1.80
609.00 1.30
608.50 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)

6/27/23, 12:12 PM E CM DS 7.0
NORTH North American G teen
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
> Fax [phone]
w w wnagreen.com
ECM DSv7.0
CHANNEL ANALYSIS
>>>K1 Swale
Name K1 Swale
Discharge 4.66
Channel Slope 0 .0125
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 4
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type B unch Type
Vegetation Density G od 65-79%
Soil Type Clay Loam(CL)
Unreinforced Vegetation
ePhase R iach D scharge V locity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4 .66 cfs 1 .42 ft/s 0 .97 ft 0 .07 4 lbs/ft2 0 .76 lbs/ft2 5 .29 S TABLE
Vegetation
Underlying Straight 4 .66 cfs 1 .42 ft/s 0 .97 ft 0 .07 4 Ibs/ft2 0 .36 Ibs/ft2 1 1.02 S TABLE
Substrate
https://ecm cc.com,tproject/157021/channel-analysis/247460/show 1/1

PRE VS POST DRAINAGE AREA
MAPS

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ELOPMENT
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\ ) • ' \ DATE AS USTED,HEREON AND O LS NOT
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\ t , / c , 1 I I ,t{ /I \ \f / \•'"( /f, /(,35"OAK \ 1 'f{) +f1//rY�`.1 // "1 OF NIS DRAWING FOR REUSE ON
v \ 2 a t` / I I )' I I I (-;r( )6�. // /// \\)\1 �; JI/I/ "-Q- } 1 1 f`i D-,+1/ di r' ` ANOTHER PROJECT IS NOT AUTHORQEO
/r,_ I I ( 2 f �l,l//�.•.ti\ \ i,' -�,. 1 N ( G / /1/ it(. :4j� Description A B C Totals AND MAY BE CONTRARY TO THE LAW.
a ti' I / I ( ) (� /✓//.'"` \ t1,^ //• )? 1 J • / Sheet Flow
\� -*)-'' / f J 1 I r 1( \1 / \ ( �•-�, // / `/ it..... Mannng'snvalue 0.400 0.011 0.011 C]
w / '\ / // / 1 5 ' Flow length ft -50.0 0.0 0.0 <
\ / '. I / j /...,'-' y ( / �-J6-LNR 7• 1 y-i%i/ �•. \ � �O QU/1Y/N7/ESTMENTPARTNERFLLC 9 ()
�N ) / / ?�\ I '''''''/'',-.-.- r )/l b^� _^ l/ /,...‹-/\ \ \� MN 7/1 Two-yeare(hr preap.(in) =3.70 0.00 0.00 C4
FARNSR ' 4 YB - 1_ 3',1 \ \ ' ' -, ,y J r''/�/-, 660 r•I` \ 110./ ! \ \ �' BB6DBPG547 Land slope(%) =2.70 0.00 0.00 [/,i
- WAy.HA 60 1 GAR 6.NEW A \ b 11 �✓lv t. /• \\1 t ;'f, • 1 4 ^//�//...-� \ //°li Z(Av/Nc'emUN/avcaTN7Y
.; z .4 DP 08 65 ' \,� \\ •`,, ~\ I I( 11 / ,. /•" _ 35 A4•f _. • 7 I !y'�// _ �j W
/ / pe S0''F 1 -+ \ yt\t\\ ) I\ \ ✓, // / \ sr /� /(\l r // 6p�' \\•., /' Travel Time(min) =10.37 + 0.00 + 0.00 10.37 EL-t p M
-- /'- s- ZON \ ` t Y 1I 1(t$ 1 V j / //' J.
.\\+' 1 �� £�`v//�-_�'.•\�' Shallow Concentrated Flow z r,
\ 4 \2 ( I Sv\y //f' /-.,�,• ,_,1*.
-"' £,.. ^//' '�,"� \ \ Flow length(ft) 565.00 0.00 0.00 O
d' /' F ,, \1 9 ( I s•/ '� ,-, +.., / t. v \ Watercourse slope(%) -6.30 0.00 0.00 flio t\1
.lift 7 LINf/A 110 ; \\\ 1 }\ Il I\ N / //.P./�Js.4\r� �,�,r{ I ! \\l=`1. i / Ay,
/ Surface description Unpaved Paved Paved V) ," V
C ,,,,ngC., \ ) y,,,� qf"jf { -. I yAH'7NU7'NBUYEN, Average velocity(fUs) =4.05 0.00 0.00 r
`� ., pN:o5 7�'\ \ \\ l\.1\\ 11 ';T j/!f 1/ �9� d'�8- ( 1•' vJ ?j z
�, \ �'7// 5'MAT7NEWAFRRY
pBSS(.ty l\ \ 4 \\` I T ( \ J // /"-� /r l ti - 1 /`1/rI-' P/N'oSovoL177 \ /, Travel Time(min) =2.33 + 0.00 + 0.00 = 2.33 Q`
4- ZONnL \ I >v( -b-J j/1 / \ C / _ - O R20 vczas HrF .A
i I \ { \f ' f P 1 I i"' . f -.•y t ZONING.R-70 UNION COUNTY AO/E 1M77. �y
Channel Flow
' m X sectional flow area ft =12.00 0.00 0.00 V x
(a4) W
� �\ PIRA D .(ry+\ \ J /a,`_ ---/ Np ,�, ' Wetted perimeterp (%) -12 3.504 0.00 0.00
-K�I \ \.�\~ s ,j-• i`o f \ I _ �1� Channel slope(%) =3.50 0.00 0.00
�/3 1 \ )� \'{ 1 �,�' i , Mann n s n value =0.030 0.015 0.015 []
GR /
� pNIN - V A f,f ,, Velocity(rue) =Bs7 0 .a
ex , tier \ e' \\\,_/✓.I ( P,...,-c.-- 1 0.00 O
A -.t \, \\ r 7 1 j �NOJ1 N 0.00 �r
8 .a)d• \ l \•.r. ^\PATNWCRU77ED5ENHRS ', Ni
' SppN 1\ f /j y 1 \ 1 MN OSO WII Flow length(ft) ({0()857.0 0.0 0.0 'sp
SUEGR6EN � t� \1 \ � / r', *' '�2_) d • / OB-20001'ZS8 \ CO
$ t pEeECP N,OSa�OEgB7/P'0^GP'•-9 i \ it.1*-.‘'� f; v, I, 1ZA5'RYG'R-70UN/ONCOUNTY /, Travel Time(min) =1.59 + 0.00 + 0.00 = 1.59
DS W1 8rA f I t_. .,- NA-- /\
LNG r I / / \ Total Travel Time,To 14.30 min JOB NUMBER: C220016
e ZON \ 1 J` r ,....,/I CORPS ro[LEwN- /
\ !-� 7""-'- ,� , )MARvtourottE3'oN-s CHECKED BY: BHE
1 GRAPHIC SCALE -- -� \ \\ ,.- E o /0508100990 N.
DRAW BY. BHE
150 0 55 150 300 NM ppN \ \ ',$E r • ZO//hVG."N-ZOUN/ONCOUNTY /', DATE:N 08-07-2023
5 - AEM 6/ N/v \\ ,' SHEET TITLE:
0BP2 a CURT/SE TOL/CDON, _ `v\/
IN FEET mNl R1 "Az4Rr05087OLfSON
vN \\/
( J _ y �.�.- P/N 05087LYJ9B0) ] .. P R E
E 1 inch=150 ft. •� =- '•�., uer7s4vGSLa .'
3 B r \ ZONING R I ' /
CNERnP ���_ DEVELOPMENT
1 %N'� North8' DRAINAGE MAP
4 °BAR-1 / Carolina���
s _, www•e.n�m� i z / 3NorthC00-632 k C4.6
811mI80olma 8149 Days Before Diggmg.•• SHEET NO.:
Remote Ticket Entry
3 /,, heal/vc811.ae/remotetwketamy.hm

d
Lq Pr ....--/L
?-1
t ` ( � ( ! �/ / l ,. • ,:-�� Q.� d
/ �� \ -7 S•• r4 , )/!/) / /����iy POA SUMMARY TABLE II ,,; .. ► V N N,ndr' 7 1 / l „'r4 / / /�jf- I/i lIlir;
o cu dy
/-' �.�) ) f / /✓ rr' / 1 J e(t(( \{ 2YR-24HR 10YR-24HR 25YR-24HR 50YR-24HR 100YR-24HR 1 .0 a
;//✓- / f s /'j) . ,,,,,;a N r\ 1 `\\\ j PRE(CFS) 41.02 117.07 172.08 220.22 273.70 1 w
J / / - la, I POST(CFS) 26.36 106.55 209.52 279.72 338.17 ` ,'
1 / -° - ✓ 1
, ,,,/,,,,,(,-,,,,-,,,,,,,,,,,„,_----� , � T ' � `"��++ / / l�fle L� DELTA -14.66 -10.52 37.44 59.50 64.47 � ro
/ Fww {' ( \ 'S` % l�1 m
N.05031035 ,.Y " Q W °U
r pB31z5 P643a UNDETAINED -- .J/ BMP IELEV. 634.57 635.77 636.21 636.49 6IIE;
/
� FREEBOARD 3.4322391.51 122 ' 4 S �`' Imo,\ .,-h � \/jp,� •..\I ANALYSIS BMP 2 ELEV. 596.45 597.53 597.99 598.22 598.48 E o L
/>ti 1 \ \{-g.�: g� y *,,,`\�/ .-L 74111 +� .i. FREEBOARD 3.55 2.47 2.01 1.78 1.52 J a U
'� /„l� \ "", �ilk��� ��\�/ BMP 3ELEV. 591.10 592.33 592.79 592.99 593.21 ,tt,
1 1\� r .rp° N
r-V T L•I 4 v. r\ f i 7���t ��� it/ri.
, '''.\', FREEBOARD 3.90 2.67 2.21 2.01 1.79 tatC A���
a ti �� V ��V LOCATION MAP ERICAN
__ l / f?° T \\ , /1 BMP 3 DRAINAGE / "/ ), _Z 47
/ - % d j ,.•,, / l �., / S �,ENGINEERING 1,
/ ' v , n '�- / /A AREA V \I�� } R s I)/f,,J ASSOCIATES o=
/ � I � I'Oaa/� �����1����'�� ��. / 1 /r�/�� I s��) < 7•Ic, v< 1 s 'a ASSOCIATES
Asi°`t 1 / '"z' /h \A'�/1`� i� \Q`i�,..�11 i 1 ( t r f -f \A`L 't Q;:
LIE , / t`( s ,g�'4+o '*'.'s ' /,1 N%��� �\ 2,A\ 1 �)z t naA /(, I•I i 1)5{ I'A I/ ) \ ti \ '\!l ''.,� e.e..t o�,.
' tpPiUn / S N✓'" `�� A R -f8 3 �� R �1 �� � fyNf / \){ �rt ;`\ 4 \
y , f� � a, / 11f ( t.vt , t ' t , ivv� . 1111
P cv i 1 '�� ��� �� ®iJi�r i 7I r, N e,){•� � r .- v v v POST-DEVELOPMENT
\ / //�,\I 2 � TEA^: - 1111 ) / /11 's1 t " I 7'si t ram/ ; \ TOTAL AREA 62.68AC ///
/ • d Pd
J )' ✓✓ y/f �` >r�U -. � �tl' 11 /tr".,�l -- j I I, 1'° 1 ,) / ) 0-6 \ 1\ DETAINED AREA-BMP 1 :51:E11.1:
,��" rsc'$ t 1 / / \ 3j. / NDETAINED / - - /! �1 / /�f( t f I/{ rrf /rf I , \ \ ;/ i. > .� /// � i /�� / '� r 1 t !f�t(„ l \6 1 �\ IMPERVIOUS: 1.11AC T+P•{2 I (/,` ),, gs% ,. / / / AREA , - �� ��� tt� ' J i f {-l1)/1�` /c a-i N t 3pN \ 5 \' OFFSITE: 1.11AC `�
r , `� �'it /,y r% .43, `i - ///// 1 ./...,- T_ _ t , r s\ ))l \\\2 \ti � ,ye.2_ _ E',,` , 1 •, 1 TOTAL:PERVIOUS: 9.13 AC
CN=77 9 .
/ { -_ti ✓ Tip �� v 1 ) d•. Nt•E
/i'�.-S �� / cy � .o� _ //// to �� �� /�� �/J� -�' �\ w l ���j / h TL=SMIN i,/', ESiti
_ill
11 )(/J o � I
. / �/ /r J-, �i^'$4v ''F r+, ��� ' 5 7 fill:: / ,ZifG ROUSSEAU
J ) /�if r` .%- � \II
DETAINED AREA-BMP2
/ t / I6) �a5."t' _ ;� Yi ,,,, - lire /" .I. /%.. oe33 v IMPERVIOUS: S.16 AC ����
/�/cv / ..•cd/%/. 9 / / •-�.... �I s (l'vr},. ,L = ,j ,),/omcauN>Jr f
'•. � 1 1 / r�y'/ ��s / �:�✓i q' �/� „"��7►�3, �l ( \? i} r1. } i oF' S'-_.-_. --- TOTARVIOUS: 6.32ACC =
'f` g, 4.42/ _.._ \ I_ r y�y� / / l 11,48 A CN 78
_-1 ,^'IIN// ; i",. l/. sP' ,�„9• J. _ s• /� z�� _`0..'1�i` 11I(II si z \l`i� L�� y...f igF: d�,/ I, \ , TC=SMIN
'tr' I �\ �W", rg�r � �/� I
14114-iiiii,7_AIL:i "�( /, FZ...':'� \2� 1 Lat er \ \ DETAINED AREA-BMP3
. _ / \' Aa'�' "' (< / `��\ r[�/t J( IIIr)t '' \ •iIMPERVIOUS: 2.65AC
V��..�� '�i- � n 1V� i ° �� �� DRAINAGE ��,� 1 �1J♦ 51( 5. 1�� 1 \It AREA � UNDETAINED. ti\ \ \ 1'- ; \Y \ -- TOTAL. 5.66AC CN-78
t -"- ._', A �.0. �o mil'• ®/ A\ A ✓� A A
\ PERVI 3.01 AC
° ��S / �'.." �; � �� ^•��aC`` /\ti� / , � , AREA 51 .,5\\\\\__ `^> \ \ \\ UNDETAINED AREA TC=SMIN
-- rA,uAs6EFaA6 ;� ,- \ \ \ ( �- PI ME
. 1.67AC
60'PUBLItR/w 1 / \ ,g; >g s \ 6/ •;.._,, OAS.
\- -- ecipras4z �.._ 29.37AC =
/040ems / o \;\ I \\ \�7 PER
.- --,,-7Y� ....,. g• y r .�q 9 1 w ,'"',f 1 JD,,� I/I'k - -- • / 4 \ \ i>\ \1 / !\ TOTAL: 29.37
CN 63
- / -" /f,.. ti.� � �' "1..-� - � ��`� \��I e% ,� v s �' /���� TC=14.SMIN
vii
F • <�''�a n.� IE fI1I1
} .�ci �.,�Itie '%oy --. / _fin "i' ��w,%/ i ` ����� �/ j/ 1 / : .i il/�1 , /�\\ t \
r o :\ 1 / s .....
%a I 1 \V� �I,I z rFfa4A I / /y .'Y
-g o�/ •
/r am4:4 t, ` I�;i I--1 - �� `: �.:. / I HpwpNE";. ' ,' im"` 1
nN61s'cMP i,.. . I 1v �\= ,e� ., 1 r-� f N/x''
\ 4\ C\,evtis.gt ,o .. - y 1•;� `►\ ' \, ',/-
� �a,� I/ I 1/•-•l/;•/ i _ I i4\ 4 o
a '/. '\ POND � I I' 1 J ..,�) /�}r' ) a e 544
�� �. _ /,„`R .y •} 1 \l^\ .%,.Ek.70UN/ONCOUNIY
..n - - UNDETAINED /' ./� - c�. �• �l 1 \
- vNier AREA / ,�\d V I / / ,,,
/ _ _\ G ,,6rti \of \-...., -•^. - .x l ae l I r__ -_- y d. , / ��� u a
, 1 A ahk \r'd-�7AS °E� a aer-- JOE,- i i - be �vF. �/ °E �. \ , �
1 _Of �a- \oE- Of ,_.-. O\Ts� \ E °E , DE - _,� oe ,.o ' -..�. tit ] �r�• \ ///
o
\ o 01�O`E - SOP-.-,-,RE-✓^ -of DE -.- E 1' °E qE' ,L o ). ', Post Development Detained BMP 1 post Development Detained BMP 2
'\\ \ `^. 3 \\ / \ \� 68p\\ O€�F,-6� 1•E ce,.. OE-s-4e. OE •z>f �� OE DE .. //�/
�,.` \` \\\ N. c 11 . ^, } /; •DE qE. /�` OVERALL CN VALUES OVERALL CN VALUES z
\ \ \ •� �\ .,. A11t�,^ �' ` `=�, � / °` �,' / SOILS CN PER COVER TYPE SOILS CN PER COVER TYPE STIPULATION FOR REUSE
\ \ �� _� L' _ _ �i % AREA %OF AREA
7 \\\ ®.,/ GROUP OPEN IMPERVIOUS GROUP OPEN IMPERVIOUS THIS DRAWING WAS PREPARED FOR USE
)�\� 3Z � �'� `� 1 ` ��_ �'iss� ,' ON THE SPECIFIC SIZE,NAMED HEREON,
\ L�- i����' �'��'��1 �i' ��_ � \ B 61 98 100.0i 8 61 98 100.0%
-1\4^•, CONTEMPORANEOUSLY WITH ITS ISSUE
\\wI ' '2 ® '� • Airc
4 r T----., `��♦. �,��� �'Y• --,/,,,,,,,.
/,,/. ...,- }` �_\\i\\,�,_. DATE AS USIED,HEREON.AND R 6 NOT
, � / , "-- ! SUITABLE FOR USE ON A DIFFERENT
\t+ ��� -��� `�, T��� / \ \ ( 1PROJECT SITE OR AT A LATER TIME.USE OF
b\� \ ` \• .•a•��, \� ,� ��^����I I II -� L f�// _..� ``\/ / Post Development Detained BMP 1 Post Development Detained BMP 2 TN6 DRAWING FOR REFERENCE OR ENMTLe
1 _ )' r 11 1 rI I „Y /1/ / . \• ) COVERAG E AND CN VALUES COVERAGE AND CN VALUES SE CES O PROJECT PROP REQUIRESUC THE
\ \ \ N• ` !,‘'---111Wirtlik
- - �� - II IAF� s fT /.T f', i� 1 / \ SERVICES OF PROPERLY IILENSED
\ /// f p!! I BMP 1 / \ / T- `C"1 / LAND GROUP LAND GROUPARCHITECTS AND ENGINEEI6 REPRODUCRIXi/ f/> t \ OF THIS DRAWING FOR REUSE ON
,) IBCiallki
/.J ID /// -m t USE ARfsABCN AREA x CN USE AREAB CN AREAx CN ANOTRIER PROJECT IS NOT AUTHOR¢EO
\ j. / f .s y O /-/r / N.
AND MAYBE CONTRARY TO THE LAW.
ai 1/ �� i /( •`+•� (ad lac/CN) (ac) (ac/CN)
d� /, / r �1� m1,q �MIlif I " ''1' ''��.///•-- / 9.13 6.3z
61
.l\ C o az +i F { � �; /` r 5��, rLv •p �t� ►iii�l� i /• OPEN 9.13 61 556.93 OPEN 6.32 61 385.52
i �, \ �O QUNY/NT/ESrMENTPAR/NERF[LC Nfi 61 Qi
1 BMP 1 DRAINAGEt i
p �� A AREA ���� ►�F �� %�� '. A � P/N..OGSPXKtl7H 5.93 5.16 O
NNN
/ pM9 pOA \ :� ` � �� �I - ti
lJ }TI �� / / \ \ ', DB6773PG.517 IMPERVIOUS 5.93 98 581.14 IMPERVIOUS 5.16 98 505.68 /1/---W HAyyFA 60 p,,,06.N 9AN " 1` v\ i. 'i j �l �I/A�� / 1 / '�//^ �` \\ 98 98 I-1 W
/ ZWY/NG:'N-SOUN/ONCOUN/Y
1 xL _? PINrO p6865 �% �* \,: Vt�- ��� �' 'S'lr�/ v 1.11 TOTAL 11.48 78 891.20Z/ 000 NGRy ` \` y' ���� �1� / I(�� / � \ OFFSITE 1.11 98
98 108.78 OK.
��� /�� o�� ZON ����� � � � �i o/It� /�K`Y/65�i� vvV�� .�. t-i
O 0 CV
I �•. // \ \ TOTAL 16.17 77 1246.85 O N
��N/p spN ' ut k. r,o' �� I � --t
iHpMp �. t \� Po i� l
ppG ,,�qC A l / o k \-----_-,--_---,-:---
✓ 1uAN NupN6u rA
UN ,pn 17 \ \� 'x t \` i��4, , %� •-'71/�iHArffiE irimv \ (� z
�NG��1\ A �, A e /�i it fr /j A ' /f r riNososan7 /
t 4 \ lI Q\'4\t , �� ®� ^� / / J+. `y I `\ / -.\ U014voPGzaf \ / HrF Post Development Detained BMP 3 Post Development Undetained �y x
q t ����\ XJNiN6.R-70UN/ON COUNTY \ .10/Exr,Yusr •••���
V' / yx:•pwaxtlAT /'OVERALLCN VALUES OVERALL CN VALUES W
�"'! \ �ms3�3& �/ SOILS CN PER COVER TYPE SOILS CN PER COVER TYPE x
- , \H'IFR D I \`\:�`! � -,_ice " ,sm/M,�4smNN7r , %OF AREA k OF AREA A
N: p7p • \--\ / / GROUP OPEN IMPERVIOUS GROUP OPEN IMPERVIOUS
° INR1 li y`�\ `\1 / '` o"" " \ B 61 98 100.0% B 61 98 100.0% O O
tiy.� I
x 1 d \ � / - \ \N/E \ �1 d•
+ EE��A'V�- ��� A � �� PADUCIA Nsas ��� Post Development Detained BMP 3 Post Development Undetained
2CO
5 pGp \• \. ) d / O6ouzPG'zss \ COVERAGE AND CN VALUES COVERAGE AND CN VALUES
pEREC� OR7,^'" 1 �• r ZON4S'R-70UN/ONCOUN7Y
,, • pIN'WIaE PGBZS, \ 1107 �i�� ) ✓�,• / / LAND GROUP LAND GROUP
UR ZONIN6'Rr3 \6 C �/ !' NA- / USE AREA B CN AREAx CN USE AREA B CN AREAx CN JOB NUMBER: C220016
r M�A/RYmurO[[ � / (ac/CN) CHECKED BY BHE
w`/I
oN a (an) (ac/CN) lac)
\ \6B0 ' P/N 05000990' \
GRAPHIC SCALE \ \ \ �� oet a P�3sR / \ OPEN 3.01 3.01 61 183.61 OPEN 27.7 27.70 61 1f89.70 DRAWN BY: BHE
" 150 0 ]5 150 300 ^ ,� I L' ,a70N/N6.'R-20 UN/ONCOUNTY
4 offten 6 DION \ '+� \ /' 61 61 DATE: 08-07-2023
P/M • y4,, N/F 2.65 1.67 SHEET TITLE:
pRP73 .�-ECURnse 70118ON _ \,..____.,
, ''... /'
,'' IMPERVIOUS 2.65 98 259.70 IMPERVIOUS 1.67 98 163.66
zoNIN •-t -'- VARrrou \\/Y 98 98 POST
(IN FEET) _ - - 0817.9RP6358 '" / TOTAL 5.66 78 443.31 TOTAL 29.37 63 1853.36
E 1 inch=150 ft.
� `(\
9 GYP , DEVELOPMENT
♦ ,.
° ;, �i7%I� - \ Carolina DRAINAGE MAP
_ .cmOM� i
s
1 \ //' , North Carohva 94 C4.7
b *811NOE�I aroboa 811 Before DIggmg••'. SHEET NO.:
i'a Remote Ticket Entry
3 htlpl/vc811.org/remotetckatamy.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 1,494 0 0 3,342 0 0 0
590.00 1,965 1,730 1,730 4,023 3,683 3,683 5,412
591.00 2,418 2,192 3,921 4,699 4,361 8,044 11,965
592.00 2,832 2,625 6,546 5,346 5,023 13,066 19,612
593.00 3,268 3,050 9,596 6,028 5,687 18,753 28,349
594.00 3,726 3,497 13,093 6,744 6,386 25,139 38,232
595.00 4,207 3,967 17,060 7,494 7,119 32,258 49,318

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: Date:
Basin# 1 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 22.46
Disturbed Area(ac)= 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 23,699 0
633 26,100 12,450
634 28,579 39,789
635 37,419 72,788
636 40,138 111,567
637 42,913 153,092
638 45,745 197,421
Designed Storage Elevation(ft)= 635.50
Designed Surface Area(sf)= 38,779 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 92,178 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 632.5
Top of Dam Elevation(ft)= 638.0
Emergency Spillway Elevation(ft)= 636.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 40,428 2.5 0.208
Dewatering Time(days)= 3.4 3 0.25
Calculated Orifice Size(in)= 2.99 4 0.333
Actual Orifice Size(in)= 3.00 5 0.333
6 0.417
8 0.5

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

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

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: BHE Date: 6/27/2023
Revised by: Date:
Basin# 1 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 21.98
Disturbed Area(ac)= 16.58
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 83.6 (Q=c*i*drainage area)
Required surface area(sf)= 36,381 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 39,564 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 150.0 ft x 160.0 ft
Top Dimension(sediment storage elevation)= 168.0 ft x 178.0 ft
Top of Dam Dimension= 183.0 ft x 193.0 ft
Storage Provided(cf)= 80,856.0
Surace Area Provided(sf)= 29,904.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
632.5 23,699 0
633 26,100 12,450
634 28,579 39,789
635 37,419 72,788
636 40,138 111,567
637 42,913 153,092
638 45,745 197,421
Designed Storage Elevation(ft)= 635.50
Designed Surface Area(sf)= 38,779 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 92,178 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 632.5
Top of Dam Elevation(ft)= 638.0
Emergency Spillway Elevation(ft)= 636.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 39,564 2.5 0.208
Dewatering Time(days)= 2.4 3 0.25
Calculated Orifice Size(in)= 3.52 4 0.333
Actual Orifice Size(in)= 3.50 5 0.333
6 0.417
8 0.5

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

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

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: BHE Date: 6/27/2023
Revised by: Date:
Basin# 2 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 8.01
Disturbed Area(ac)= 7.94
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 30.5 (Q=c*i*drainage area)
Required surface area(sf)= 13,258 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 14,418 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 90.0 ft x 180.0 ft
Top Dimension(sediment storage elevation)= 108.0 ft x 198.0 ft
Top of Dam Dimension= 123.0 ft x 213.0 ft
Storage Provided(cf)= 56,376.0
Surace Area Provided(sf)= 21,384.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
594.5 13,135 0
595 14,987 7,031
596 16,912 22,980
597 23,685 43,279
598 25,925 68,084
599 28,219 95,156
600 30,569 124,550
Designed Storage Elevation(ft)= 597.50
Designed Surface Area(sf)= 24,805 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 55,681 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 594.5
Top of Dam Elevation(ft)= 600.0
Emergency Spillway Elevation(ft)= 598.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 14,418 2.5 0.208
Dewatering Time(days)= 2.7 3 0.25
Calculated Orifice Size(in)= 2.00 4 0.333
Actual Orifice Size(in)= 2.00 5 0.333
6 0.417
8 0.5

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

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

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: BHE Date: 6/27/2023
Revised by: Date:
Basin# 2 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 14.15
Disturbed Area(ac)= 13.94
Runoff Coefficient(c)= 0.50 (Smooth bare packed soil)
Rainfall Intensity"i"(in/hr)= 7.61 (5 min time of concentration-10 Year Storm)
Flow(Q10)(cfs)= 53.8 (Q=c*i*drainage area)
Required surface area(sf)= 23,421 (435 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 25,470 (1800 cf per acre of disturbed area)
Schematic Storage Dimensions: (may not be actual size or rectangular shape)
Basin Side Slopes(x: 1 )= 3.0
Storage Depth"Z"(ft)= 3.00
Bottom Dimension= 90.0 ft x 180.0 ft
Top Dimension(sediment storage elevation)= 108.0 ft x 198.0 ft
Top of Dam Dimension= 123.0 ft x 213.0 ft
Storage Provided(cf)= 56,376.0
Surace Area Provided(sf)= 21,384.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
594.5 13,135 0
595 14,987 7,031
596 16,912 22,980
597 23,685 43,279
598 25,925 68,084
599 28,219 95,156
600 30,569 124,550
Designed Storage Elevation(ft)= 597.50
Designed Surface Area(sf)= 24,805 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 55,681 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 594.5
Top of Dam Elevation(ft)= 600.0
Emergency Spillway Elevation(ft)= 598.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 4 1.5 0.125
Head on Skimmer(ft)= 0.333 2 0.167
Dewatered Volume(cf)= 25,470 2.5 0.208
Dewatering Time(days)= 2.2 3 0.25
Calculated Orifice Size(in)= 2.95 4 0.333
Actual Orifice Size(in)= 3.00 5 0.333
6 0.417
8 0.5

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

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

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: BHE Date: 6/27/2023
Revised by: Date:
Basin# 3 Phase 1
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 5.51
Disturbed Area(ac)= 5.12
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= 90.0 ft x 150.0 ft
Storage Provided(cf)= 26,946.0
Surace Area Provided(sf)= 10,764.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
593 6,377 0
594 7,523 6,950
595 8,756 15,090
596 10,063 24,499
597 11,417 35,239
598 12,829 47,362
Designed Storage Elevation(ft)= 595.50
Designed Surface Area(sf)= 9,410 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 19,794 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 593.0
Top of Dam Elevation(ft)= 598.0
Emergency Spillway Elevation(ft)= 596.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 3 1.5 0.125
Head on Skimmer(ft)= 0.25 2 0.167
Dewatered Volume(cf)= 9,918 2.5 0.208
Dewatering Time(days)= 2.1 3 0.25
Calculated Orifice Size(in)= 2.02 4 0.333
Actual Orifice Size(in)= 2.00 5 0.333
6 0.417
8 0.5

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

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

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.61)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: BHE Date: 6/27/2023
Revised by: Date:
Basin# 3 Phase 2
Basin Type= Sediment (Per NCDNER EC Manual Ch.6, Sec.6.61)
Drainage Area(ac)= 5.51
Disturbed Area(ac)= 5.12
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= 90.0 ft x 150.0 ft
Storage Provided(cf)= 26,946.0
Surace Area Provided(sf)= 10,764.0
Designed Storage Dimensions:
Elev(ft) Area(SF) Volume(CF)
593 6,377 0
594 7,523 6,950
595 8,756 15,090
596 10,063 24,499
597 11,417 35,239
598 12,829 47,362
Designed Storage Elevation(ft)= 595.50
Designed Surface Area(sf)= 9,410 O.K.>Minimum Minimum Surface Area
Designed Storage Volume(cf)= 19,794 O.K.>Minimum Required Storage
Bottom Elevation(ft)= 593.0
Top of Dam Elevation(ft)= 598.0
Emergency Spillway Elevation(ft)= 596.5
Sizing of Skimmer Orifice Diameter: Table 6.64a, EC Manual Ch. 6, Sec.6.64
Skimmer Head on
Size Skimmer
(Inches) (Feet)
Skimmer Size(in)= 3 1.5 0.125
Head on Skimmer(ft)= 0.25 2 0.167
Dewatered Volume(cf)= 9,918 2.5 0.208
Dewatering Time(days)= 2.1 3 0.25
Calculated Orifice Size(in)= 2.02 4 0.333
Actual Orifice Size(in)= 2.00 5 0.333
6 0.417
8 0.5

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

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

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Rogers Pond
Project#:
Designed by: BHE Date: 3/15/2023
Revised by: 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!
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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
�r PI I 11� F II 0, / mm I ., . , uuii
e�`g II.I ' 1 II 1- 1 I y ,�r rd unurii
�- i iI t I } "�I d MI • IIIIl11
v� 50 ' II•I gyp' •• �II /0i114111111111W
Ott` ,II . _1 y �� n r�rnuuunum 1u
IIi
1 -1 - Intl lIt- i •. 1 ,ip .
I I 4 iiiiii I 1 lllllr',
40 . -a .i / 11111111111 iiiin.i,l 4
• _I i l; '• II, I �% � ■ 1 uuuul to..,uivn
1�uuu11 I,Imrll
,,,c• 't 1i I11l t t .l 1 � =i l!..III III , AIiIi111 burn ii
tl _ _ ,_l� • ;Iq it tI 1, III II 111111Ailio �t,
30 I :!p•I N.. ',y�jl�,� A. Hu IIIIIIIIIIISUI';Illld
• l.. - - -- 'i,l - ?�./ I'ill r���= nun I unv:ilm1��111u'
I, ;.,: Ir� r�.nd n� .ni
1 La ...,�;r•, f �. ,,I�I,IIII /rdrlP,20 iIL�5 d -ai! ' i!iil . ill- -NI Iliiliiri��;niirilll'�Iailiii 3
! I N!_I •.;/;i1/' 1 ■ 111JII 11' 11! it
, NO —,,,,„,-2-eirigi:o. - ri !, !li ii , B
2 � rIN 1'vAill I
_ .
_ ii__
itiar
I, , , , 1
_ _.__ _
. ...id :,
_� ,1j 10 1 ... ' 1" -I I tt l 'I 1,I 11 f t �� ��51i?-e ',04 V1'' 1 S
•t ..I 'lit Ili!I. t t om /IIII!illlil ,Irill.• I N
0 I��� i�h • �.. �IIU 111U.,U,1!Ili • 11
1;-. I '',1 ;i '6 f -! '/ ;1.F4!r-/. .11riuun: m�;nru 2 Cn
1 i 'l it l' f �� i a ii l�'i i ii!af'iiiiiii a
=�I1 , - 1 �t' I1'i t .. 0.4` I/ IGd.:;:i il!IIIIIIIIIIIIIIIII Q
.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
��, um
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
(� Q • 11,•1 I I ',Pr.,' r'illlllllllllltll rll
I i. , rt unnnnnuul rm
L i I ' i i� , 1 i I- ' 1/11 Mill I III
40 '__ I I 1 i Ii {{ I i :I 14" 11 HH!!! V!!!!
kl I } .. I i-6 ���/ •g�r1�■ullii,l 4
{!----+.. _4. k ll I -- I . ■ . .■ In 611 i11IWd1
kJ_._ ..I...__. .. i I 1• Ill +i t- l ■ 4_.1 i , F �, i, u nlilA11111111
1:_ ._ I. _ •1i 1 ;1'1 •11l i .I Yiilli i■l . _ I 'llllli�llll,lali
304.. _ I:-- - ill i :%,�P. P r�ar. 11111 11;111 lm+ 11111
._.Il 1-PIS.rl�ir �}�.i/I �■ « V 11�1511 IINI■II',
n - rd6;:iiiii 10L!riiill 4 i'IiI� ■ • T �71u.;r•7r1 'IIIMhi
20 Ci , �5 ,I ■■ " ■ i�uu�•,nir Ilr;�mrlu 3
0 0". ellyfr k,,,i
10 oun _ ii . m � � I'I� 11 ��is � �h:', 1��.Al
1■1 1r I I i ' I I "1 III!- llhiI'.Ir ..
- V i F- Jn'11111in I5
r — i I /,lp / 1 A m lri Pal ►1 a,
_ ■— ----... .I •I:I 'I'} it a —..� rtn_. --!i'I/I■�iLiPiO.•• ' 2 _N
I. I. 'l '11 'I'f I- ' ' 'Ilk * / W 'L: 11161n , Illrl
I i {I j it i� i- ��L furor ^;,:11 n!:al Ilnrl
_��� I --- I - I If I I .11f 1. •. ►:. IrG/Id 111GIIIII�IIIIr1co
.i I •• mI ganminRari7i111 mini I IIr1 i?
� . -2`• e r /N•_ ■ ��5 �►" "1' l'n 111111111111111r1 '
: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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I - F , / t .11/r/ 1 • Iu
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jl y 1 Id1 RN
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40 a L miiiIIII 1 1 lip'di 4
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301.. I;, yl2 'o�'�II�III� I� 1 i 11i111�aii1 11Ii11
C L„...�;/ 1. �IIi151111g/Igll'i
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PI
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0 _ 1 '1 t 1 • 'Ir 417111 IIIIL111i1!Ili • I
'/�/! �i III/Jllllillalrlll..�!i111 2
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1 _ ; I t I {I'.l A 11 � / a LIINI':::,",,,,m d 111111
,_ ._ .a .. 1 __ ,i' , .I11 .I. .. � SI/SidPtl�'�il!111illllli111111co
t i �I, iL' Aiiriiiii111111I1I111111
--1 l. ." t V��• ems" �/'=` •
�� �5 -��" ICI'III'dlll 1 1 1111111111111 Q'
- -- :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%!
�,al li ,_ - l- '1- ,I, ''i It I, i ►n.r=���i, `!iI{
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
�r I' lift 'I ;I aI I�ti. rm I ., . , uN�i
e�0 f}_a 1I 1 , , Al'Id unurii
�\, 1 it I.]I I- I III II 11- d dP4i • lilnuru
v if .. rnilla mum
\(� 50 _II i , I l 'i l - I y i0G n rnnuuununllru
�� 1. II �• ,i: nntltnnnnuul rNl
0 t I, �1 ,,II 1�I } 1 i ,i i , i- t I- / r lll ill�l�ll 1lllllllrlll
4 3 �Illilll 1 1 IIIII,,,
li t III a �i / IIII III m IU.",iI,i 4
+ ._1} I ,11I ,N j , h .1 '�- p" .'■, .■ mil1INI1I1 rp..111Vll
I t 1 i f 1. t. !i Illi 1I,F i 1 `�!1 0 1 mini mann in
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r r�� ■un I Irnv Anil r ,
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illDUI, ��+��IV,Illrllrilll.11. •• II
1 I ,I,, -! !� -4, UP
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111� . I `t [It -II -10;-1 ,I��I•�►l�`iWA r it ;%, lil' iiiiiilliiiii111111111111 `
�. v=25• er`7' ' !l �iar rdr� r ■imminuomi
1 IIIIIIIIIIS Q-
_ j f I 'I III:!14l,!., ,�_, ; I��1�1 IilNiilii �1�11111111111111 i
I1 ' I p I Ili o
- �� 2u ai '' I��+Malegna''�I/PAMIII I1�111111111011111111 I:IIin
1 1 ,4 �SM•1 / sA". '�11�'//' 1 11111
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
�l, 7C - II , .!11:!1i!1�I' i4
it
pt‘ I I 'ili l I`` ii
•
04 60 '.iirlipl , '4 •IlIIIII
O 'illrip7 r/ .1 • WV
�r 1 III l�� [ tile, !/ Irarl .• . , Ilnr
eC4 . f l.I! ' I II 1- ! y •�r rd unurii
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v� 50 II•1 ip' • goo
I ni a mum
��t` ;• ;.I -I-� . _I y P1 n , Jill Ir�ruuunum ru
111
--i. I ,11 II I O
40 1 I a1. - limp I I unl•;,, 4
I .i / im I .A1
■ � 11: I � �' � .■ 1111111PAIII4.1*61.iii:idriii I ■ul itn ,nrri
30 0:- - ;111 f1' ,� l ' Fdinji iii� i� II = n
I,
•
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�IIP'drir,'•7,�1IIIII
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-�lm , 1 1t i al` o�! , die" I�'+il!111111111�1�11111co
.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
18" Diameter
Q10 = 2.51 cfs
La = 10'
d50 = 6"
W = 11.5'
3 0 3Do = 4.5'
IinliIal;T
t = 1.2' :I I, I l 1;, 1'1.1:1;
90 - - i f •1 •: - 11 : I .1 _,i
Outlet W = Do + La •_ � :I.
1' -- 1
diameter (Do) : 11 Ipipe ' !:. f • 1, 1. _ i 1`` , `�.Al;' �i. ' { 11 1, I!
Z T.i lwater < 0.5Do p III 1 .1. I I 1 1 114,1 ��,�h I��IIt!I'11
al ; I;II-'11 s:ni:r IF
PQt J I Iit 1-'1- .t _�-- I : : i- I hill ; i w 1 !I�h
'� 60 I(k1 I I '+ II '.iir'IFIll, 4 •vuml
�g�r •
° 1! + I1 , rot !ad 1 • 1u�1
\-e • -1111_: 1 , l 1 11I 11 - 1-1--
+-II ,i1'►. 1 nlii1 1 it I- - l! -... n;ii • INNIIIII
v 5 11 �'I ,, 1 1.. � .. ��, �� *r rills mum
.\ \� Y Ili; fil ... ii' 1 1 _I y �01Er y , 1't Iuriiiiiiiilliuiln
111111
. k I,i + 1 ' li{i .!ti i 4- O ��1111.1111111111
117 I111111111
,__ !ill I �I I I a 4 3 i��IN 11=II Iii11 i 111NL!!' 4
i r �I { / /I4 11IMini lur,iiIl
40 �! !1( I,+! I II �� ■ I Inw oP..,uivn
! f! III + I +, ■
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1I!I illi1i11111'11,
:, -l; i1 11. 14 :;. i � � i i
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301.. {11 '.P 2ti. lull
- r �.I I...... . : �� :.•al' � i�/ Ir;� = 111111m r�•il;l n' l:ni
20 _ : — _ - _i _-_ , ,5 ►.d..a� ' I�N!rfl�llr AlIEI: ili• irrtii�=iiii��i, iii 3
- i �: _ " i; ' Ooo�`i� �ii I I I i �I MIRAF-illiAii"r.:4,1Wil
10^i .._. =i11 i�i� ' . 1�1. , ii t: 1 , - 11 -` i�i:+3��''�h.ofjpilrifv
l. I :1- -i-.ii :i 1 i ''•I II i!lit_li_ '011311571 41/:A ril D81
0 �r� il .ouluil.n 1 2
: I` fit. 'ii '11+r I kcI a � lia;!u'�n ii►:f liiii
--- -lit t: .. Idgr":' pidigiGI1111 1 1111
i��: I 1 1 't li ' 1 .,,4 . /,�ARiir.ai111111im 1iim Q
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1 1111111111111 co
. -
. �: . -is 1 ,I III:!lilt!,, ; 11,,1A1 1'�,' 1i11ii1 11i1111111111111 '
, ... _,_ :I s 0� , 1111 O
_ ��i .,, ' i ._.._. .II ��I 404 444!4:i1 � II II1�='� 11111:1 in
■ 1 t , 1 �5 �M'-�"'i 0,�lga1� t _ 1 1 Null 1 73
1 i • it . ! I' v-15 •per ' 1 ; 1 : HUM
I,Ili ,ii I � I,tl 1-I I 1 {. I: It
� a I• 1 _
v
3 5 10 20 50 100 200 500 1000
2.51 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
+ �II�• d„ Ili' • IIIn111115 f I - , 1_ I i. ' r1r WOiIIiIII111111I111
\(� Ir I i1 1 ' I ..� - I y 0(L P IramIllIIIIIDIIIlir
_^�� I ' l 1 it ii I g di'111111111111111p11111
`v k1 !i�I I } I �I i it l! 'i� �■�1 �•-'�Il1111 !H! I M11111■111
t_-. 1' ! 1 i 1 1 ' 1 -d I L ■null)1 1 I II 11111•�, 4
40 f �� / minimum' IU:'trid
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f
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i I ./.ill�1 . 11111111or11u,W'; 11d
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r •—•I!..... — 1 81' i;:� 1IEII� 1!•i1J 115ililli
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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
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1 - --_ li I' ;Iq II I1 i, III II IIIIIISIIIII,L�r,
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• 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
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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
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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
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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
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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
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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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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 !
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—Bill ...I ;il, li �I�I� �, a n 's rinq ►.d
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,_ 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
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,__ 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.• ,,
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lig
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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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_iE: ' 1. rI L i n:-nrn�
: II ;ill �i 1 �I■I� it r 1,, ite r�nq ►,'1cp
0 �10 11UfIIIlI,11111.II. •• II
III
.III :.1 i, 1,f . � /�� �• �i Ill iIIIIP.III!111,�. ilrll 2 �
1' I /_ /i111 'dlri ; 1111111
t. l' i �,- ! a rlil:ir li'sn!ai'imm
irli
tl i If 'Air-M 1.1'1i111'4!1nG11111i1111111 CO
.i / �I. /i ;•likt:11i1111111111 1 mi t?
1.. V%. . e / ■ i /iP" I4I'111'dlll I 1 11111111111111 '
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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
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Q • I1� 11fIII11r11:11! • II 2
1 ..l ill ,f f '11 4 ii SPA iIIIIISni..""11. niii a
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1111111 I o
V �� � �. IIIIIII 1I
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� / 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
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.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�
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Oi
t , / '�II'd Pd 1 •
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11!� d
pi2 /�/r i j ii '''I
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i
= I• i 1 ill .I,f �ir'iril ,41!, „ lrnusrrie-41,�;�Iru
i 'it 1 ,� ! a ii i '�ii'sii!af'iiiii
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1 1
' I v • _
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� • 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
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40. I k f. i 1;1 II I .i + bier a i ll•ill 11111111111 I II!�II1
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: ■_ I 1 lit Ili!
i — /l �' / Ni..,
' /, .AI, r ilil /,Icp
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: _ = I •
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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
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i.
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-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
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•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
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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
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:�+„�,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
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�P 60 '.eirnv,l. , •1 •MIMI
•
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l.. V e / 1 i -��" I��'III'dlll 1 1 11111111111111 '
y �� s ! ,1 I°I1! 11'Ii„ / ,i0l:4115�• r oil 1 !�!I!�! iaini�►. �_ 11 � ilIDnumiili�� iiiiiii��II��I�I1 1 .08
4.
t1
I , h I l 4 �t�M �M' .'1 >A11��,' 1 I 11u�in
v15 �II..i'l
3 5 10 20 50 100 200 500 1000
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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

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4/- ' '. �',X 1� ® � -� - `„ti£� ON THE SPECIFIC SITE,NAMED HEREON,
\\ T} `.. '° \ + , ,Iv ,la r(� • � / / `G\ / r - ' \"\ ', 1. OBTAIN CONTROL PLAN APPROVAL FROM THE TOWN OF WA%HAW ENGINEERING CONTEMPORANEOUSLY HEREON.
WITHAN ITS ISSUE
.\ ( m "g / A °.-` ? ; ®® -- -� -')III _� --N'X. // 2. SET UP AN ON-SITEPRE-CONSTRUCTION CONFERENCE WITH EROSION CONTROL INSPECTOR OF THE TOWN SUTATE BEUFOR USE ON AAD FT LS NOT
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+' -,L<f t/ 7 / \ / - )� \\ ( 1 PROJECT SITE OR ATAIATER TIME.USE OF
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C I- mA \4 '"- 8. r . --I± ! f // ,�� J�// /-^\ \ /// CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING ACN YISAVIOLATION OF CHAPTER 17 OF THE TX6 DRAWING FOR REFERENCE RE ORIEXMTE
<., \ O �, -%j ( (S /j ti /I( / '" TOWN CODE AND IS SUBJECT TO FINE. ON ANOTIER PROJECT REQUIRES THE
` ��• �__' \ k.. `�'•�\ \ J \ \• I\t'/ / 3. INSTALLSILT FEN[E,INLET PROTECTION,SEDIMENT BASINS,DIVERSION DITCHES,TREE PROTECTION,AND SERVICES OF PROPERLY LICENSED
\ 2 ! f / ! [ / {{)) \ / 'i\\\ ® / t ii\\ 1//...,. �� \ / OALL FOR ON-SITE
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\ \ o �' ) ( \t I I I (-J• )�,• // /,,/// ` + SBi•, `jv' / J / p /Jv t.. AND CLEARING AND GRUBBING MAY BEGIN. ANOTHER PROJECTIS NOT AUTHORIZED
:. 2 ,/ % 1 I ( S j � �,/t// -•\\ . f /(// Ikv • �1d N 5. THE CONTRACTOR SHALL DIUGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND AND M Y BE CONTRARY TO THE LAW.
( a I 1 ) {I Y �.� % /". // / \\` J,�i\i // _ ! 1 // STRUCTURES.
\ f `s [ ) { ( J D/ /) t I ( '`""�/'�///""^` \` ',ll' J A.�/ I A. FOR PHASED EROSION CONTROL PLANS,CONTRACTORSHALL MEET WITH EROSION CONTROL INSPECTOR
• " /4 �< l I r J, J ( •1( ( "4 // \ r // /l f -,/ // PRIORTO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEISURES Ca
0 '-\ N S I / t I/d \ I �/ 1 �/, y/ / ) [ 1''/�//e \ \ • �TPAN7NIXflLC 7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE Q/
S ROA ' `) \ /t 1 l \ I /�," / /t{ � f(/ //^/'� \ \�_ %N7// // 8. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL MEASURE.
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-/ g �� \ NI, EN (\\\\`\�t y` ',1T\ "\ /%(N//i' -t \.•`/ .....,,,1,-,-,,,,, f mm ! / i N/F �\ 1. ON-SITE BURIAL PITS REQUIRE AN ON-SITE DEMOLITION LANDFILL PERMIT FROM ZONING
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TOWN OF / ✓ANTNurNGUIEN, 4ROV.STORAGEVOL 12,770CF PROV.STORAGEVOL 4,750CF 2. ANYGRADING BEYONDTHE DENUDED LIMITSSHOWN ONTHE PLAN ISAVIOLATION OFTHETOWN'S r^ 'i 'Z,\ \ 41 \\ t\ } 1 ! / ,y �. /• � .WGXHAW LIMIT/---J710304SMATTNFWFERR' BOTTOM EIEV. fi14.00 BOTTOM ELEV: 592.00 EROSION CONIROLORDINANCEANDISSUBIECTTOAFINE. VJoei ` . \ 4 \ \\\ ' LINE jrP/N'05090007 \ /STORAGEELEV. 616.50 STORAGE ELEV. 593.50 3. GRADING MORETHANONEAOIEWITHOUTANAPMOVEDEROSION CONTROLPLAN ISAVIOIATION• �, / ' `OB747G70B CLEANOUTDEPTH. 1.25' CLEAN OUTDEPTH: 075' OFTHETOWN'S EROSIONCONIILOLORDINANCEAND I55UEIECTTOAFINE.\t , ""' / ZEN/NG.'R-ZOUNIONC001NTY Ao2FRTRusr TOP OF BERM ELLV. fi18.00 TOP OF BERM ELEV. 595A0 4. ALL PERIMETER DIKES,SWAIES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN3
't =, f p IV4\`)\1 kj\ \t.,, 1fi1 / }../ I \ ,, - TUN.' 7K HORRONTALTOIVERTCAL(3:1)SHALL BE PROVIDED TEMPORARY ORPERMANENTSTABILOATION w x
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& \.\ A pry,-0I \ ( {\ {\ \Ys �t 1 t I \ „"' ��_ l�'�4 SKIMMER ORIFICE DIA 1.5" SKIMMER ORIFICE DIA. 0.75" WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS _
} `mot' \ _ I /NG.F70UN/ONEOUN7Y ,/ FROM THE LAST IANPDISNRBING ACTIVITY. (`/{ ,�
1..,. �1 °ygl� ( L \ ) \,` \\ \ \_1sf 1t 2h�Y f•, ,/ 4 ,.,_ / \ ENTER.SPILLWAY ELEV. 616.50 ENTER.SPILLWAY ELEV: 593.50 5. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANEMSTABILI2ATION
-R, pl 7"M1S(1 t L\{ h\\\L\� ;j \ j{ .- /" •_�� / ENTER.SPILLWAY WIDTHS 2tl ENTER.SPILLWAY WIDTHS 2tl WTIH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS A
'Og TCI , (-..\ �/ \ FROM THE LAST LAND-DISTURBING ACTIVITY. O -
tV '� / \ 1J ( J } \\ ,../✓-S p'-'-'�"'_" 6. ADDITIONAL MEASURES TOCONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA O
El ,'':,,t v\ p ✓; t g 1 \ L�. \\/7••��/ t v, \ N
y, REPRESENTATNE OF THE TOWN OF WA%HAW ENGINEERING DIVISION. d,
'. 7' \ }1,- �\�\ \+_r."ti,' J /"'° \ -\PA]Ak1AC RU1lE0YE//EMS // 7. SLOPFSSXALL BE GRADED NO STEEPERTXAN 2:S.FILLSLOPESGREATERTHAN SO'HIGH REQUIRE {�
^ Yy `' ADEQUATE TERRACING.
�„ EE�A �° \ \\�( J` J / L_ S I qN x BASIN NUMBER. 1// BASIN NUMBER. 2 BASIN NUMBER. 3 A. HGMDING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT CO
SUEGA_,�p 4 < t\\\"�"'!•' f j"/ A"" \ fi • / oaOf51R6LSB N PHASE: .f PHASE: 1 PHASE: 1 PREVIOUSLY APPROVED.
�t pEREC .0508/'^'-' \ ~C \u../ "( 6. /ZOh'/N(x`'R70UN/ONCIN/NIY BASIN TYPE. /SEDIMENT BASIN TYPE: SEDIMENT BASIN TYPE: SEDIMENT 9, DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NWOT RIGHT OF WAY MUST BE PRESENTED
PI. 6915,\ \'a r' 1,
p6• Ne RA \\ t I ,,, ,,,'" ) I N/F h /^\ DRAINAGE AREA. ' 22A6 AC DRAINAGE AREA. 8.01 AC DRAINAGE AREA 5.51 AC ATPRE-OONSTRUCRON MEETING. JOB NUMBER: C220016
' Z N \J C �� f /'- ,/' y� ''/J [URIISE.TOUESOM1'%/ / \ DISTURBED AREA. 17.0/AC DISTURBED AREA. 7.94 AC DISTURBED AREA: 5.12 AC 10. SITE TO BE SELF-INSPECTED EVERY 7 DAYS AND AFTER 0.5 RAIN EVENT.NCDEQSELF INSPECTION
m,
D � Q10. %.SCFS
Q D. 21.0CF5
� � � \ -�"^Y -/ mm MARY[OUTOC[f50N ^ Q30. / 85.5 CFS FORMS CAN BE ACCESSED VIA NO]Eq WEB51TE, CHECKED BY: BHE
g ) , -- N READ.SURFACE AREA. 13,258 SF READ.SURFACE AREA. 9,17A SF htt J/www.deq.ncgw/ahpu[/disisioFu/energy-m neraFand-land-respurces/ems pnandsed'menMpntrol/eros'anand-sed menPcontraFTprms
1,', q•.- , ' P/N REOD.SURFACEAREA 37,1755E ps'
-Y- \ ''',.y' ' PROV.SURFACE ARE".' 38,7795E PROV.SURFACE AREA: 2Q8055F PROV.SURFACE AREA. 9,9305E 11. ALL MUD,DEBRIS,ETC.IS TO BE REMOVED FROM ROADWAY AT THE CLOSE OF OPERATION EACH DAY. DRAWN BY: BHE
a GRAPHIC SCALE . _ DB1794P{r 368 \ REDO.S ORAGE VOl 40,97E CF REDO.STORAGE VOL. 14,418 CF REOD.STORAGE VOL. 9,91E CF
m� ) 1 '\ZON/NG'R-20 UN/NNCOUNIY FyYO 12. APPROVED PLANSCERTIFICATE OF APPROVAL FOR EROSION CONTROL AND LETTER OF APPROVAL
350 0 15 150 300 AiM1Y yG OZON \,, � / I \ / \ PROV.STORAG L. 92,178CF PROV.STORAGE VOL 55,681CF PROV.STORAGE VOL 19,7%CF FOR EROSION CONTROL TO BE KEPT ON SITE AT ALL TIMES. DATE: 08-07-2023
5 -{1 q OS 7' I TTOMELFIk 632.50 BOTTOM EIEV: 594.5D BOTTOM EIIV. 593.00 13. FINANCIALLY RESPONSIBLE ENTITY WILL BE RESPONSIBLE FOR ALL EROSION CONTROL ISSUES UNTIL
- - - '4 .} K- CLEANSTORAGEEIEV. 597.SD STORAGE ELEV. 595.50PROJECT HAS RECEIVED AN APPROVED CLOSEOUT $HEFTY
"7 08 1 R /MgRY[0(/77M)gQN _ \` C GE DEPTH, 1fi3S5.50 CLEAN OUT DEPTH: 1.5' CLEAN OUT DEPTH. 1.25' SEDIMENTATION AND E OSIONCONTROLINSPECTORTUNLIESSANEWFINANCALLYRESPONSIBLE OVERALL
(IN FEET) /✓D ea�y. TOP ERM ELEV. 638.00 TOP OF BERM ELEV. 600.00 TOP OF BERM EIEV. 3Z PERSON OR ENTRY SUBMITS A COMPLETED EROSION CONTROL PLAN AND RECEIVES APPROVAL
e. 11OCI1=150 ft. • -�� / r .iCd` mm SK198MER PIPE DIA. 0.0' SKIMMER PIPE DIA 4.0' SKIMMER PIPE DIA. 3.0' FROM THE TOWN OF WAXHAW.IF INDIVIDUAL LOTS ARE SOLD TO HOMEOWNERS,THE FINANCIALLY
3 /NRf EROSION
;IN TOP ELEV.
OW-3.0" SKIMMER PE ORIFICEDIDIA. 597.50 RISERMOP ORIFICE DIA. 59 RESPONSIBLE ENTITY REMAINS RESPONSIBLE FOR ALL EROSION CONTROLISSUES ON THOSE L0T5
q�\ UNTIL RECEIVING A CLOSEOUT INSPECTION.IFTHE FINANCIALLY RESPONSIBLE ENTITY WANTS TO
p/Epy(p.flA �/ �. y ="• '� / RISER DIA. 5'XS'PRECAST RISER DIA 5'%5'PRECAST RISER DIA: 5'%5'PREGST TRANSFER RESPONSIBIUTY TO THE INDIVIDUAL LOT OWNER PRIOR TO RECEIVING PROJECT CONTROL PLAN-
"" CLOSEOUT,ATRANSFER OF EROSION AND SEDIMENTATION CONTROL PLAN FINANCIAL
1 pp 050',/ / \ CULVERT DIA. 42.RCP CULVERT DIA 36"RCP CULVERT DIA: 24"RCP RESPONSIBILITYNOTICEMUSTBESUBM TEDTOTHETOWN.THISNOTICEMUSTBESIGNEDBVTHE North '
pB1957Pa047 / ��� // CULVERT LENGTH. 92' CULVERT LENGTH. 41' CULVERT LENGTH: fitl CURRENT FINANCIALLYRFSPoNSIBLEENDTYANDTHEHOMEOWNER.IF THISFORMIS NOT $ PHASE 1
INV UP. 565.80 SUBMRTEDAND SIGNED BY BOTH PARTIES,THE ORIGINAL FINANCIALLY RESPoNSIBLE ENDTY WILL
10//ING:R-1 INV UP. 630.09 INV UP. 592.21 Carolina i
4Q' r4- / INV DOWN. 629.03 INV DOWN. 592.00 INV DOWN: 585.50 REMAIN RESPONSIBLE UNTIL THE PROJECT CLOSEOUT. aw.eamnm�
g """"- " 1 // EMER SPILLWAY ELF/: 636.50 EMER.SPILLWAY EIEV: 59&SO ENTER.SPILLWAY ELEV. 5%.50 14. THE ENTIRE PERIMETER OF'ME SITE,TREE SAVE AREAS,WETLANDS AND STREAM BUFFERSARETO BE +'°•3Days Before D,gging•" SHEET NO.:
�, \ EMER SPILLWAY WIDTHS 20' EMER.SPILLWAY WIDTHS 20' EMER.SPILLWAY WIDTHS 2tl MARKED WM1 ORANGE CONSTRUCTION FENCING. North Carohm 8 C7.�
_ 811 aI 800-6324949
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/� \c / / / / CONSTRUCTION START DATE, AUGUST 1,2023 V /I
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V/_•) I /Y/ ��' ,� / A i`!� "2? fL t. .# / I '4 9i V A 1.,4„\11:44-1:frHo.
1lLITu//// "/ 1 //1 .\'' ,' Ti ,'_ sae• J. J< \ r \ �\ /✓/ /' /l! l oyy•gam ` \ '- u _�� � f L{ \\� '7 ,.� ) I , \ 1\ DI DROP INLET /1 p vm'.1 ���� d r t 1 4i., ""/ "/ J / ' .° S �Q 1 E J! - fI//r/3 .1./ [ \ CB CATCH BASINt / / J / / /V/ // .ti. -.-_ /� II; iI1'1I . 1�,I[e.r' lam' ( �\ r1/ 1, *a� yam,.- /// �'. /'s , /A�s , / / < { J J FJ (f•r ( t \ \ ` RCP REINFORCED CONCRETE PIPE, •/I J i ' g -¢��� J T;{`/ / - b=� _�,p�' 9 �s i�G1"s ( J �7-d1 L \ \ \ N FES FLARED END SECTION\ •! 1 -g. ., 9 // ��`. q "` f4 ( 1 \\�1 I -� L`^ •,. -s \/ f ! r - -sue ) \F [t \ tSSRWSANITARY SEWER RIGHT OF WAV/ /� //// h sy`� m� ,by / / ., \ j._ .•�--- '.i �'-� " >m .\ i \ �,\ ♦\\ - %r 1\ `. 1 ,•1l d/••• 0841, 4/
/ ,/ < oZq�, �. _ d / j \.:,...� I �9,�s 1 a 1 / / / f 1 v G-Rn'AsEAU ! r ! SDE - PPUBLIC STSTORM DRAIN EASEMENT 9 G
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N..413Y142&40' ,K) / /!- / '/c•,o� e 11 L\: ���' t �,11i / /Jl,t/r'/� ▪ /1 EPG ! J S\ EASEMENT PROPERTY LINE „1\ \\
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a/ J. / /// *.y g ,�\ / / 1 - - ®� ® j d C J( I[ / .uS"r.)/ / ---- EX.UNDERGROUND TELEPHONE LINE
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\/ /!.pSP -�pR,� s �� �' It+ I 1 \ �, O^ i E%.UNDERGROUND ELECTRIC LINES
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� \,1. Lir 1/ \ \ ��.. \ \ \ -� W E%.WATER LINE
/ ��` i / / \ 'R --;� 0'� /�/ if \1 S Q,. J \1\ \`\ \�`'�.+V_ `\ \N �... SSQ PROP.MAJOR CONTOUR
\ / \ ." '-�-x .(' - l`\ \t \^'�Yt�.\,),Y) 1\\\ \ 548 PROP.MINOR CONTOUR
•\ i`!."•�� . / C yyy /�'^ (Q' �J� \ � I .`` ® �/ �:rJ'` ` \\l 'x.r/ /) \ I 1 1 \ _550- EX.MAJOR CONTOUR
- wr- %/ ///I \ \ ----548---- EX.MINOR CONTOUR
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__ - YAAY4SE/CR/N \C� - ,4,-�qF \� / / r: � '!� '� /�� I ® ®` r e �,. },� )f� :it` \\ 1` \\ (\� TOWN OF WAXHAW LIMITS
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Y [ "� 'V_.�\\\\�' \�' '' `Y,:r� o\;?r _\ ,%\", ..` � s� '�',• i'1 `J [I \jo <,, \\\t��\.... 4!•B'` ar �� - - L "t+��v , �'`� /, r(it,
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P� ,\; y s �'"-- � �` // / �, . EROSION CONTROL MEASURES
oy ` ,' ' ' / - ` a 'I A � �• ��I� IRNI FFMA '�l /, 1' \!
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��%o �14�i��'�' �' _ , � I�-� ""' ' �' � �� ✓" ; i,�//NE_!//I// /�rl`a,�� � SF SILT FENCE(SEE SHEET C7.15,STD.507.1)
y �,*. /-. II ✓ � �1��/ {` �. f l III / N6
T/NGIS"CMP; 7<' POND , 1'"1{ .4' /1�j4 ,� )" /[ t i HETT/ENL/NKE4, SILT FENCE OUTLET SHEET C7.15,STD.509.1)
y\ 62497 -i ,.,, s5\F \ 1 ;i / I; o
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\ TYJ EM: I�1.�/� 7 P _ 1 I \ Le
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'L.'..... / W� _-._� / I ZI�: 4 \ '^ZON,:R-ZO UN/ON COUNTY
< r. -��_ ., .� aJ _ ���� �$. 4 \ l f • ROCK CHECK DAM(SEE SHEET C7.16,STD.513.1)
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d
7 ,,,, + \ \of q, OE'�E`�r ,� v` ti 741 1 •4`, _ i-, �i� _ / '/ ®� •v j•.. �4- _ ROCK PIPE INLET PROTECTION(SEE SHEET C7 D.516.1)
qE-> o4 \ �d \ tre-\ �, ""' 1. �'- -�►.hi-z'7 `, _' 1 �; '\ !
of- qE- ez . ` \y:k \ \ -�'-bL�./. -R _0E.- �y ° ae 9 / A -.w 3E ti \ 7 n\ //
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•
�` \ / 0 oF<� off-of--05, /t I �'^ �\ ^^ /< ,.;.N. /// SHEETC7.16,STD.519.1 FOR INLET PROTECTION)
LI -� f�($+
\ \ J\ - - \ �" \\ , . `/j(-\ \ \ \ 1 \ /e f _� -oE y �AOI,AW�• Hoe g, / •��.�i•��i EROSION CONTROL SLOPE MATTING(SEE SHEET C2.165TD.525.1)
\ \ oc-_ e ---- �� w. _ �'`r.� /" \} �/ STIPULATION FOR REUSE
0 1
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\. \ ` of -- �i�% '" ..,� ��'\Z�_'a_ - '10�% \ // /// ����
��_w�_ - -1 --" /'� r �y\� CONSTRUCTION SEQUENCE THIS DRAWING WAS PREPARED FOR USE
>\ •�=�ri I r WAXHAW PARKWAY SO � .�' +��i' -' - - \ ON THE SPECIFICSITU,NAMED HEREON,
\ T AlaL�I-SLw� �
a \` ��� ' _� �i0•�,/ EWE ISO PUBLIC EMI �v�wTAO� /I' p /� ^, \-1\\ 1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM OF WAXHAW ENGINEERING CONTEMPORANEOUSLY WITH ITS ISSUE
\ } ` ?•�- g;.m.��� �.��` ^�� '� /� �� '"\\\ )l/�/ DEPARTMENT. DATE AS LISTED,HEREON.AND T B NOT
_ ® / / SUITABLE FOR USE ON A DIFFERENT
• �' _ ,�r� _ _ 2. SET UP AN ON-SITE PRE{ONSTRUCIUSS EROSIONC EWITH EROSION CONTflOL INSPECTOR OF THE TOWN
a( Q 2 ("' .: I '�- �` F'-ter -' \ \/ PROJECT SITE OR AT A LATER TIME.USE OF
`\ n T I ------1 a►i, _�' /-�'-'.. / 1 . \ (/l ENGINEERING DEPARTMENT DISCUSS CONTROL MEASURES.FAILURETO SCHEDULE SUCH
C I / �� �� II� !/// -^ti \ ;`` /// CONFERENCE 48 HOURS PRIOR TO ANY AND DISTURBING ACN YISAVIOLATION OF CHAPTER I70F THE HG dNWNG FOR REFERS 4CE O0.EXAATE
.' \ o `I + „�/A '� ��I y-J/1( / \+ \< 1 S TOWN CSILEAG6 INLETSUBJECTPROT FINE. SONE AES O PROTECT REQUIRES THE
\\ AE. I ; I��IY/ /' i /. \\l >\ / 3. INSTALL SILTFEN[E,INLET PROTECTION,SEDIMENT BASINS,DIVERSION DITCHES,TREE PROTECTION,AND SERVICES OF PROPERLY LICENSED
\\ t \ / \ �� E,I' j/// 1 kIIIESS7.,
q//// ,' ,/,'-- }J \ / \ /// OHER MEASURES ASSXOWNONPSPECTOR.CLEARINGWHE ONLY ASNECESSARY TDIISSUES TH EG ADINGDEVICES. AI�IREIS AND ENGIN:FO REROOUCRIXi
-��� � P ' / / Y OF THIS DRAWING FOR REUSE ON
IT �`. ' �� `• - I��i , J 4. CALL FOR ON-SITE INSPECTION BY INSPECTOR.WHEN APPROVED,INSPECTOR ISSUES THE GWNING PERMIT ANOTHER PROJECT IS NOT AUTHORIZED
V \ /' -� „ t \! J y'f/ 0 J J1 t AND CLEARING AND GRUBBING MAV BEGIN.
/ % , ` , '�� rI .i� _�\,I '.- // Ikv % 5. HE CONTRACTOR SHALL DIUGENTLY AND CONTINUOUSLY MAINTAIN AU.EROSION CONTROL DEVICES AND AND MAY BE CONTRARY TO THE LAW.
/I r �`�.oar 3 A jiiøfE1 '
I� STRUCTURES.
/ ! `) l ` ()�I ✓ / / 6. FORPHASED EROSION CONTROL PLANS,CONTRACTORSHALL MEET WITH EROSION CONTROL INSPECTOR
•\ t ( t PRIORTO COMMENCING WITH EACH PHASE OF EROSION CONTROL MEASURES/ MERCLIC' 7. STABILIZESITEASAREASAREBROUGHTTOFINISHEDGRADE.
\ \ �7 .fi7 // 8. OL MEASURE.
9. AALLLL EROSONCONTROLL MEASURES SHALORDINATE WITH EROSION CONTROL L BEE CONSTRUCTED IN CCORDANCE CTOR PRIOR TO REMOVAL OF WI H HE ION NC ER SION AND/'- �+ .'/E10!/N/kYCWN7Y SEDIMENTCONROLPLANNINGANDDESIGN MANUAL,USDEPTOFAGRICULTURE,TOWN OFWA%XAWp1� � . Wp)(J //� `' {'r /-� \ / EROSION CONTROL ORDINANCE. Z O M
/ pii290N��g1 �E �a•eA �� ✓• // 'fit 4Lr�/ i �.
"/ \ �!j " _� , �� �^® '/ At = J - EROSION CONTROL NOTES Q o m
_ a
®\ 1 � l' �_� 1. ADMINISTRATOR.
BURIAL PITS REQUIRE AN ON SITE DEMOLITION LANDFILL PERMITFROM ZONING
/. NiNOM0P0S�N .�..�� \) / �. ' ,^ f. -TOWN OF 'V/ !� rsi
^`' ,A4 1 -WA HAW -VANTNUYNGUIEN, 2. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON HE PLAN IS A VIOLATION OF THE TOWN'SCr) 'Z,
_ LIN -5087 ,J w 1 r q� ._
' ,_ PiN"Y4,3p6 Fi `(\ \' as y , J' , --, r_ pi0,54ASMATTNFWFERRY EROSION CONTROL ORDINANCE AND IS SUBJECT TOAFINE.
\ \ \�",�'�\ �1 � /r ' LTMTLINE p/N'05090Lb7 \ 3. GRADINGMORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISA VIOLATION /�\ OB 1 1
�// /// w
T;k `.,y`s}f�' 1+N. /. 1 �/ , J_ j \ DB74.90PCZCl4 / ON OFHETOWN'S EROSION CONTROL ORDINANCE AND I55UNECTTOAFINE.
j l�\�\�� `V�� StA • ® j ~'�+^~I-'\ k`jN/TUG.R-ZOUN/ONGYlUN1Y `�( Akfq DB P6TRU57 ,// 4. H ALT DIKES,VERTICAL
)SHALL,EERIO PROVIDED
DEDTEMPSAG AIL SLOPESPERMANENT
STEEPER STABILIZATION
` ��0�'l D`"t \�\�� Q-�j•♦•,V`�OUGPIW\ / `" \?+ \ P/N 7K \v/ HORIZONTALWITH UNDO VERTOIL I3:1)SHCLBE ABLE BUT IN ANY
EVENTO WITHIN
EMSTABILOATION w x
7n L. R^^" pl \ \\`,;�`� M\o0.0p 55�\ \ }M^` - _ I kAY/N6: 20UN/ON000N7Y / ROM HELIU3TLANPUSTURBI G ACTIVITY.
ER AS SOON AS rnY1BLE BUTIN ANY WITHIN7 WENDAR DAYS
",N, A \`�_j ",'\✓ ./'"// ./ == / ��-_\�\ \ / / 5. ALL OHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION
\e\ P
,`q S \ ^" �� WH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS A
N6• ( ;. FROM THE LAST LAND-DISTURBING ACTIVITY. O -
= � ���/ ;`
t,s p " ` ® _® \ 6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BRA 0
2 T'•�it w / // , \ ^; \R� \ \y, REPRESEMATNE OF THE TOWN OF WAXHAW ENGINEERING DIVISION. d.
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SUEGAEE� \ ` L_ j BASIN NUMBER. 1/ BASIN NUMBER. 2 BASIN NUMBER. 3 A. AGRAOING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT 1/40
- pEBEC P.,i�EB/G9 \� \ ( .4700N/ONCIN/NIY X
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7 - DRAINAGE AREA. 14.15 AC DRAINAGE AREA: S.SIC 9. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED
- L ,•\ 1 NF DRAINAGE AREA. 21.98 ACAT PRE-OONSTRUCIION MEETING JOB NUMBER: C220016
S 4 / :5/ .\ DISTURBEDAREA. 13,90AC DISTURBEDAREA 5.12C/^\72 p60 TN'fl'a \' C �= y „ 1J/ WHOSE TOUESON,% / DISTURBED AREA. ' 16.58C 30. FORMS CAN BE
IEVERY7 DAYS AND 0.5 RAIN EVENT.NCDEQSEIF INSPECTION
O ` \ �-/ � _ MARYLOUTOCLfsON ^ \ Q30. // AS.6 CFS coo. s3.8 CF5 010. 21.0 CFs s E Dv m6q CHECKED BY: BHE
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GRAPHIC SCALE = \ \ PROV.SURFCEAR:/ 38,7795E PROV.SURFACEAREA 24,8055E PROV.SURFACEARCA, 9,9305E 11. ALLMUD,DEBRIS,ETC.IS TO BE REMOVED FROM ROADWAY AT THECLSEOFOPERATIONEACHDAY. DRAWN BY: BHE
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350 0 15 150 300 RAypT iyG O/ON \ �.+ \2000(r
l T / PROV.STORM L. 92,178 CF PROV.STORAGEVOL SS,fi81 CF PROV.STORAGE VOL 19,794 CF FOR EROSION CONTROL TO BE KEPT ON SITE AT ALL TIMES. DATE: 08-07-2023
5 % OO$YS7' / "� \ 1_ \ \ IMPR E N. 63.50BOTTOM ELEV. 594.50BOTTOM ELEVSTORA593.0013. FINAN[NLLY RESPONSIBLE ENTITY WILL BE RESPONSIBLE FOR ALL EROSION CONTROLISSUES UNTIL
- - - '4 -A - CLEAN EEIEV. 597.50 CLEAN EELEV. 595.50 SHEETT`7 Ogk $�qNTimm �` GE fi3.50 PROTECT HAS RECEIVED AN APPROVED EROSION CONTROL CLOSEOUTINSPECIIONFROMHE OVERALL
1 Y[0y/77X Q[✓ _ C DEPTH, 1.5' CLEAN OUT DEPTH: 1.5' CLEAN OUT DEPTH. 1.25' SEDIMENTATION AND EROSION CONTROL INSPECTOR UNLESS A NEW FINANCIALLY RESPONSIBLE
(IN FEET) - TOP ERM ELEV. 638.00 TOP OF BERM BIER598.00_ TOP OF BERM ELEV. 600.00 PERSON OR ENTITY SUBMITS A COMPLETED EROSION CONROL PLAN AND RECEIVES APPROVAL
g 11OCI1=1SOft. _ "' Yh OB�73f .7A4` mm �' SK194L4ERPIPEDIA. 4.0' SKIMMER PIPE DIA SKIMMER PIPE DIA. 3.D' FROMHETOWNOFWA%HAW.IF INDIVIDUAL LOTS ARE SOLD TO HOMEOWNERS,HE FINANCIALLY EROSION
�` • 1 8y/Ngq-1 \ SIMMER ORIFICE DIE. 3.5" SKIMMER ORIFICE DIA: 3.0" SKIMMER ORIFICE DIA 2.0' RESPONSIBLE ENTITY REMAINS RESPONSIBLE FOR ALL EROSION CONTROL ISSUES ON THOSE LOTS
3 A .a\ N/ -3"r••S 1 / • m SHIMMER
TOP ELEV. 635.50 RISER TOP ELEV. 597.50 RISER TOP ELEV. 595.50 UNTIL RECENINGACLOSEOUTINSPECTION.IFHEFINANCIALLY RESPONSIBLE ENTITY WANTS TO
TRANSFER RESPONSIBIUTY TO HE INDIVIDUAL LOT OWNER PRIOR TO RECEIVING PROJECT CONTROL PLAN-
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CNERN P. / s� / RISER DIA. 5'XS'PREWT RISER DIA 5'ES'PRECAST RISER DIA: 5'%5'PRECAST CLOSEOUT,ATRANSFER OF EROSION AND SEDIMENTATION CONTROL PLAN FINANCIAL
pNs80 / / CULVERT DIA. 42'RCP CULVERT DIA 3fi"RCP CULVERT DIA: 24"RCP RESPONSIBILITY NOTICE MUST BE SUBMITTED TO HE TOWN.HIS NOTICE MUST BE SIGNED BY THE North
JPBI957PG 047 _�� \ / CULVERT LENGTH. 92' CULVERT LENGTH. 41' CULVERT LENGTH: SO CURRENT FINANCIALLY RESPONSIBLE ENTITY AND HE HOMEOWNER.IF THIS FORM IS NOT �� PHASE 2
S /0,0GR-1 �, INV UP. 630.09 INV UP. 592.21 INV UP. 585.80 SUBMITTED AND SIGNED BY BOTH PARTIES,THE ORIGINAL FINANCIALLY RESPONSIBLE ENTITY WILL Carolina i
_ _ INV DOWN. 629.63 INV DOWN. 592.00 INV DOWN: 585.50 REMAIN RESPONSIBLE UNTILTHE PROJECT CLOSEOUT. w,w.c.mom -,
"-1 ENTER SPILLWAY ELF/: 636.50 EMER,SPILLWAY ELEV: 598.50 EMER.SPILLWAY ELEV. 596.50 14. THE ENTIRE PERIMETER OF TIE SITE,TREE SAVE AREAS,WETLANDS AND STREAM BUFFERS ARE TO BE BB 3 Days Before Digging... SHEET NO.:
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;' O 4.• m_ '� �''�( - � T i`Pf "- %/I�r ^ti \ (/1 // ENGINEERING DEPARTMENT TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO SCHEDULE SUCH PROJECT SITE OR ATAIATER TIME.USE OF
�YI�\ r�Y �" I / / - \ \ CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING ACTIVITY IS A VIOLATION OF CHAPTER I7 OF THE THG DRAWING FOR REFERENCE OR EXMTIE
\ `�+`\ _ / / .M I. I 1 I Illlly 1,y rllr /r \ \` I\A1 TOWN CODE AND IS SUBIECTTO FINE. ON ANOTHER PROJECT REQUIRES THE
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+\� 11 J I I III1��yyFI III1iF. - 5/ 1 �,..,\ T' ` / \ //, OTHER MEASURES ASSXOWN ON PLWS,CIitRING ONLYAS NE[ESSARI'TD INSTALLTHESE DEVICES. AI�IRECR AND ENGIEEEI6 RENIOOUCRCi
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/ \ , ADMINISTRATOR. FI°•1 !� C„7
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Y'"im",NIN6 1 � FROM THE LAST LAND-DISTURBING ACTIVITY. O\ 6. ADOIIIONALMNSURESTOCONOFWE HAWEAND SEDIMENT MAY BE REQUIRED BYA O
A �, REPRISENTATNE OFTHE TOWN OF WAXHAW ENGINEERING DIVISION,
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