SW3230802_Stormwater Report_20240411

Green Acres Subdivision
Site Address: Green Acres Circle
Mt. Pleasant, NC 28025
Owner/Developer: CBS Development Group, LLC
248 Market Street
Locust, NC 28097
Stormwater Calculations
FOR:
Green Acres Subdivision
January 2024
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 AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres 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 f DAY OF 344 Kiby ,____422y....,_
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BY: Barry Fay, PE
COMPANY: AMERICAN ENGINEERING ASSOCIATES-
SOUTHEAST, PA
TITLE: OWNER

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
Green Acres Subdivision
Stormwater Calculations
Table of Contents
Title Page No.
Narrative 1
Construction Sequence 3
Vicinity Map 6
Soils Map 7
USGS Quad Map 11
Flood Map 12
Storm Drain Calculations
System A - 10-Year Analysis Hydraflow Results
System B - 10-Year Analysis Hydraflow Results
Pre and Post Development Drainage Maps
BMP Calculations
HydraCAD Hydrograph Results and Pond Report
Erosion and Sediment Control Calculations
Skimmer Sediment Basin No. 1 - Phase 1
Skimmer Sediment Basin No. 1 - Phase 2
Skimmer Sediment Basin No. 1 - Phase 3
Riprap Sizing
Appendices
Drainage Map
Erosion and Sediment Control Plan Phase 1
Erosion and Sediment Control Plan Phase 2
Erosion and Sediment Control Plan Phase 3

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
Green Acres Subdivision
Stormwater Calculations
Site Narrative
The proposed project, Green Acres Subdivision, is a 37-lot single-family development located in Cabarrus County,
North Carolina, in the Town of Mt. Pleasant.The proposed project is a 14.027-acre development, with
approximately 14 acres of denuded area.The proposed development is located on Green Acres Circle which
connects to NC-73 south of the property.The western and northern boundaries of the site are undeveloped
existing parcels consisting of trees and open fields.
This construction site includes the clearing and grubbing of existing brush and wooded land, grading of the
existing site, and the construction of 37 single-family homes, roads, sidewalks, and associated infrastructure.
Site development and grading will occur in one stage. That stage will have three phases of erosion control. The
on-site temporary sediment basin has been appropriately designed for phases 1 and 2 of construction, while
phase 3 will use inlet protection, perimeter silt fence and silt fence outlet,the final proposed BMP, and any other
necessary erosion control measure as noted on the plans. 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 X by the Federal Emergency Management
Agency (FEMA) on Flood Insurance Rate Map (FIRM) Number 3710565100K and 3710565100K, both with a date of
identification of November 16, 2018. The existing property consists of woods, open space, and two mobile homes
that will be removed for construction.
Existing stormwater runoff primarily drains towards the southern boundary of the site and then discharges off-site
through an existing 60" culvert. Pre-developed drainage conditions can be reviewed on the drainage area maps
located in the Appendix.
The soil types identified within the project area are ChA(Chewacla sandy loam), CuB2 (Cullen clay loam), EnB
(Enon sandy loam), MeB (Mecklenburg loam), and SfB (Sedgefield sandy loam). The soil types identified were
used in determining the Curve Numbers (CN's)for the onsite and offsite runoff.
1

American Engineering Associates-Southeast,PA.
Acc\ AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
Post-Development Conditions
The proposed site will consist of paved streets with curb &gutter and concrete sidewalks. The 37
residential lots will consist of varying size homes with concrete driveways. Common open space areas
and buffers are located throughout the proposed development. The site will be mass graded and the
denuded area is approximately 14 acres.
The hydrologic analysis conducted for the proposed project included the study of both onsite and offsite drainage
areas for the best management practice measures.The analysis was conducted using the Soil Conservation
Service (SCS) Hydrograph Method, as outlined in SCS Technical Release 55 (TR-55). Hydrographs calculated using
HydroCAD software were used to compute peak rates of runoff for the pre-development and post-development
conditions. The temporary sediment basin has 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 to meet the latest
NPDES General Permit for Stormwater Discharge.
Development of the site will include a wet pond to account for water quality requirements as well as
providing storage for the 2-year and 10-year storm events. Post-development drainage conditions can be
viewed on the drainage area map located in the Appendix.
Tributary Areas
Impervious Areas (ac) Open Areas (ac) Total Area (ac)
BMP (POA-1) 5.247 6.974 12.221
Undetained/ Bypass (POA-1) 0.480 2.020 2.500
The contents of this Stormwater Pollution Prevention Plan (SWPPP)were prepared for AMH NC Development TRS,
LP 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.
2

American Engineering Associates-Southeast,PA.
Acc\ AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
Summary
The stormwater control measures have been designed to meet pre-and post-development requirements for the
2-year, 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 to meet the latest NPDES General Permit for
Stormwater Discharge requirements.
Upon removal of the temporary sediment basin, all permanent BMP measures shall be installed. In conclusion,
due to the existing site conditions and proposed runoff control measures,the proposed project is not anticipated
to have any adverse or negative impacts to any downstream or adjacent properties as a result of development.
Construction Sequence
1. Obtain grading/erosion control plan approval from the Town of Mt. Pleasant and NCDEQ.
2. Set up an on-site pre-construction conference with erosion control inspector to discuss erosion
control measures. Failure to schedule such conference 48 hours prior to any land disturbing activity is
subject to fine.
3. Make any required modifications to the erosion and sediment control plans. All modifications to the
erosion and seimdent control plans shall be documented on the on-site approved plans.
4. Install gravel construction entrance on Green Acres Circle.
5. Install silt fence and silt fence outlets,temporary skimmer sediment basin,temporary diversion
ditches, and other measures as shown on the plans, clearing only as necessary to install these devices.
6. Call for on-site inspection by inspector.When approved, inspector issues the grading permit and
clearing and grubbing may begin.
7. Limit clearing and grubbing of the site to areas that will be mass graded. Whenever possible, existing
vegetation shall remain in place to prevent erosion of the site.
8. Begin mass grading activities. As the site is graded the contractor shall minimize the amount of storm
water flowing over fill slopes by using diversion ditches and slope drains. Ditches and slope drains
shown on plans depict the required diversion ditches and slope drains at existing grade.Additional
measures may be needed as grading progresses.The contractor shall limit drainage areas flowing to
each of the proposed basins to the maximum area that is designated for each basin.This shall be
accomplished by adjusting the proposed diversion ditches as the site is graded.
9. Contractor shall meet with the erosion control inspector prior to commencing with phase 2 erosion
control measures.
3

American Engineering Associates-Southeast,PA.
Acc\ AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
10. Install remaining silt fence, diversion ditches and other measures shown on the phase 2 plans,
clearing only as necessary to install these devices.
11. Temporary drainage ditches shall remain in service as shown in each phase and shall be stabilized and
maintained with appropriate silt fence protection as required as each phase is brought to final grade.
12. Continue mass grading activities including retaining wall construction.As the site is graded and pads
are built up, the contractor shall minimize the amount of storm water flowing over fill slopes by using
diversion ditches and slope drains. Ditches and slope drains shown on plans depict the required
diversion ditches and slope drains at final pad grade.Additional measures may be needed as grading
progresses.The contractor shall limit drainage areas flowing to each of the proposed basins to the
maximum area that is designated for each basin.This shall be accomplished by adjusting the proposed
diversion ditches as the site is graded.
13. Construction of the streets,the associated utilities, including laterals,to be completed and inspected.
14. Install inlet protection and other measures as shown on phase 2 plans as the proposed storm sewer
system is installed.
15. All areas that go unworked for 14 days or more must be stabilized immediately. Stabilization
standards should be maintained throughout the construction process.
16. Stripped topsoil shall be stockpiled in designated areas with silt fence provided around the perimeter
of the stockpile.
17. Maintain and adjust erosion and sediment control measures as mass grading progresses to maintain
proper erosion and sediment control devices and structures.
18. Upon installation of initial storm infrastructure and initial asphalt lift of roadway, install and maintain
with each additional lift, right-of-way diversions (water bars) as denoted per NCDEQ 6.23a.
19. Inspect BMPs once per every calendar week, per the NCDEQ requirements. All inspections and
reporting shall be in compliance with the NCDEQ general permit NCG010000, latest edition.
20. Contractor shall meet with the erosion control inspector prior to commencing with Phase 3 erosion
control measures.
21. Adjust silt fence, inlet protection, and any other erosion control measures as shown on the Phase 3
plans, clearing only as necessary to modify or install these devices.
22. House construction may commence. Contractor to install additional erosion control measures for
individual house construction as needed.
23. Lots 1-5 located in areas with sediment basins shall be graded using individual lot grading erosion
control measures, including silt fence, diversions, and construction entrances upon removal of the
basins and full stabilization of remaining site.
24. Finalize grading activities.
4

American Engineering Associates-Southeast,PA.
Acc\ AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
25. The contractor shall contact the inspector to coordinate removal of erosion control measures. Upon
inspector's approval, contractor is to remove all erosion control measures, including any approved
sediment basins. Conversion of sediment basins to permanent stormwater basins to be completed
per approved construction plans.
26. When vegetation is established , call for final site inspection and file a notice of termination with the
Town of Mt. Pleasant and NCDEQ.
General construction sequence notes:
• The contractor shall diligently and continuously maintain all erosion control devices and structures.
• For phased erosion control plans, contractor shall meet with erosion control inspector prior to
commencing with each phase of erosion control measures.
• Stabilize site as areas are brought to finished grade.
• Coordinate with erosion control inspector prior to removal of any erosion control measure.
• All erosion control measures shall be constructed in accordance with the NCDEQ Erosion and
Sediment Control Planning and Design Manual, US Dept. of Agriculture, and Town of Mt. Pleasant
ordinances.
5

American Engineering Associates-Southeast,PA.
A AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
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6

American Engineering Associates-Southeast,PA.
Acc\ AM E. RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
Custom Soil Resource Report
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9

American Engineering Associates-Southeast,PA.
ic\ _AM E.RI CAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(*Oh Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000
Stony Spot
Salle05 Very Stony Spot
Soli Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
Soil Map Unit Lines ° Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracyof soil
• Soil Map Unit Points 9 PP 9
• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
V Blowout Water Features scale.
Streams and Canals
• Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
• Clay Spot H„r Rails measurements.
O Closed Depression
N Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
,.-, US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
O Lendrill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
A Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more
• Mine or Quarry accurate calculations of distance or area are required.
O Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Cabarrus County,North Carolina
+ Saline Spot Survey Area Data: Version 21,Jan 21,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
a. Severely Eroded Spot 1:50,000 or larger.
® Sinkhole Date(s)aerial images were photographed: Mar 13,2022—May
Slide or Slip 9,2022
Sodiv Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10
8

American Engineering Associates-Southeast,PA.
Acc\ AM E RICAN 8008 Corporate Center Drive,Suite 110
Charlotte,NC 28226
Engineering OFFICE: 704.375.2438
www.American-EA.com
Green Acres Subdivision
Stormwater Calculations
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
ChA Chewacla sandy loam,0 to 2 0.2 1.1%
percent slopes,frequently
flooded
CuB2 Cullen clay loam.2 to 8 percent 0.9 4.5%
slopes,moderately eroded
EnB Enon sandy loam,2 to 8 2.5 13.0%
percent slopes
MeB Mecklenburg loam,2 to 8 6.8 35.6%
percent slopes
SIB Sedgefield sandy loam,2 to 8 8.8 45.8%
percent slopes
Totals for Area of Interest 19.2 100.0%
9

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
Green Acres 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
10

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
Green Acres Subdivision
Stormwater Calculations
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Portion of MOUNT PLEASANT QUADRANGLE — 7.5 Minute Series
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
Green Acres Subdivision
Stormwater Calculations
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Basemap:USGS National Map:Ortholmagery:Data refreshed October,2020
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Portion of Panel No. 3710565100K
12

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
Green Acres Subdivision
Stormwater Calculations
National Flood Hazard Layer FIRMette FEM,, Legend
SEE RS REPORT FOR LEGEND ARO INDEX MAP FOR FIRM PANEL IAVOIR
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elf.11/16/2018 The basemen shown complies with FEMA%baseman
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become superseded by new data over time.
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legend,scale bar,map creation date.community identifiers
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Feet B0'2S'26'W 35'21'45•0 FIRM unmapped and unnel comoder,andmlzed areas tca not be Mapused for for
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Basemap:USGS National Map 0rtholmagery:Data refreshed October,2020
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Portion of Panel No. 3710565000K
13

STORM DRAIN CALCULATIONS

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Al 0
A5 13
14
A4
A3
16 12
Al9 A8
8
All 6 9 A6
A13 18 A14 15 2 A7 10
11 A2
17 5 Al
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23
3
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. A21
24
•27 21
19 3 A19
1 20
Outfall A24
Project File: Storm A.stm Number of lines:27 Date: 11/21/2022
Storm Sewers v2020 40

Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Gmd/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)
27 2 100.642 1.97 1.97 0.50 0.99 0.99 5.0 5.0 7.0 6.93 10.01 3.92 18 0.91 654.55 655.46 656.59 657.02 660.99 660.00 (A25)-(A26)
26 25 120.143 0.20 0.20 0.60 0.12 0.12 5.0 5.0 7.0 0.85 6.45 1.01 15 1.00 656.33 657.53 658.15 658.18 663.14 661.90 (A16)-(A17)
25 3 26.000 0.25 0.45 0.65 0.16 0.28 5.0 7.9 6.3 1.78 6.46 1.45 15 1.00 656.07 656.33 658.13 658.15 663.10 663.14 (A17)-(A18)
24 22 125.179 1.05 1.05 0.50 0.52 0.52 5.0 5.0 7.0 3.68 6.46 4.52 15 1.00 660.40 661.65 661.20 662.42 664.92 665.54 (A19)-(A21)
23 22 108.700 0.24 0.24 0.65 0.16 0.16 5.0 5.0 7.0 1.11 12.91 2.38 15 4.00 660.52 664.87 661.20 665.29 664.92 670.02 (A20)-(A21)
22 21 26.361 0.30 1.59 0.70 0.21 0.89 5.0 7.0 6.5 5.78 10.50 5.56 18 1.00 660.01 660.27 660.80 661.20 664.81 664.92 (A21)-(A22)
21 20 55.526 0.40 1.99 0.65 0.26 1.15 5.0 7.1 6.5 7.44 10.50 5.53 18 1.00 658.02 658.58 659.10 659.64 663.12 664.81 (A22)-(A23)
20 19 36.069 0.07 2.06 0.85 0.06 1.21 5.0 7.3 6.4 7.79 10.50 5.51 18 1.00 657.66 658.02 658.82 659.10 662.85 663.12 (A23)-(A24)
19 2 176.686 0.28 2.34 0.70 0.20 1.41 5.0 7.5 6.4 9.00 11.49 6.52 18 1.20 655.55 657.66 656.59 658.82 660.99 662.85 (A24)-(A26)
18 17 108.324 0.26 0.26 0.50 0.13 0.13 5.0 5.0 7.0 0.90 3.27 1.65 12 0.50 661.52 662.07 662.55 662.59 668.49 665.13 (A13)-(A14)
17 4 130.139 0.99 1.25 0.60 0.59 0.72 5.0 6.6 6.6 4.76 7.43 4.46 18 0.50 660.87 661.52 661.75 662.39 669.95 668.49 (A14)-(A15)
16 15 130.378 0.28 0.28 0.60 0.17 0.17 5.0 5.0 7.0 1.18 6.21 4.73 12 1.80 665.33 667.68 665.63 668.14 671.92 671.81 (A10)-(A11)
15 5 41.612 0.18 0.46 0.65 0.12 0.28 5.0 6.4 6.6 1.88 6.46 2.63 15 1.00 663.54 663.95 664.68 664.50 672.66 671.92 (A11)-(Al2)
14 13 75.000 0.16 0.16 0.55 0.09 0.09 5.0 5.0 7.0 0.62 2.85 2.36 10 1.00 679.01 679.76 679.50 680.10 683.24 683.31 (A3)-(A4)
13 12 90.984 0.17 0.33 0.55 0.10 0.18 5.0 6.1 6.7 1.23 2.85 3.25 10 1.00 678.10 679.01 678.72 679.50 682.32 683.24 (A4)-(A5)
12 9 112.000 0.19 0.52 0.55 0.11 0.29 5.0 6.8 6.6 1.89 2.85 4.98 10 1.00 676.98 678.10 677.48 678.72 683.00 682.32 (A5)-(A6)
11 10 26.000 0.09 0.09 0.90 0.08 0.08 5.0 5.0 7.0 0.56 6.46 2.90 15 1.00 678.83 679.09 679.08 679.38 682.53 682.50 (A1)-(A2)
10 9 195.304 0.49 0.58 0.70 0.35 0.43 5.0 6.0 6.8 2.88 6.46 4.66 15 1.00 674.17 676.13 674.76 676.81 683.00 682.53 (A2)-(A6)
9 8 139.128 0.08 1.19 0.65 0.05 0.76 5.0 7.3 6.4 4.92 16.27 4.53 18 2.40 670.37 673.71 671.30 674.56 677.87 683.00 (A6)-(A7)
8 7 52.559 0.23 1.42 0.65 0.15 0.92 5.0 8.1 6.2 5.72 14.85 6.44 18 2.00 669.32 670.37 669.97 671.30 676.24 677.87 (A7)-(A8)
7 6 26.000 0.82 2.24 0.60 0.49 1.41 5.0 8.4 6.2 8.71 14.85 7.39 18 2.00 667.16 667.68 667.98 668.82 676.24 676.24 (A8)-(A9)
6 5 92.197 0.51 2.75 0.65 0.33 1.74 5.0 8.5 6.2 10.73 14.83 7.29 18 2.00 663.59 665.43 664.68 666.69 672.66 676.24 (A9)-(Al2)
Project File: Storm A.stm Number of lines:27 Run Date: 11/21/2022
NOTES:Intensity=84.35/(Inlet time+ 15.10)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2020.40

Storm Sewer Tabulation Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total !nor Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
5 4 86.967 0.23 3.44 0.70 0.16 2.19 5.0 8.7 6.1 13.35 14.85 8.72 18 2.00 661.58 663.32 662.69 664.68 669.95 672.66 (Al2)-(A15)
4 3 204.985 0.14 4.82 0.60 0.08 2.99 5.0 8.9 6.1 18.16 31.99 6.40 24 2.00 656.12 660.22 658.13 661.75 663.10 669.95 (A15)-(A18)
3 2 107.494 0.28 5.55 0.75 0.21 3.48 5.0 9.5 6.0 20.73 22.57 6.96 24 1.00 654.55 655.62 656.59 657.31 660.99 663.10 (A18)-(A26)
2 1 33.250 0.37 10.24 0.65 0.24 6.12 5.0 9.8 5.9 36.08 40.86 8.16 30 0.99 654.22 654.55 656.42 656.59 661.12 660.99 (A26)-(A27)
1 End 43.045 0.44 10.68 0.70 0.31 6.43 5.0 9.8 5.9 37.80 47.68 7.38 36 0.51 654.00 654.22 656.08 656.23 657.42 661.12 (A27)-(A28)
Project File: Storm A.stm Number of lines:27 Run Date: 11/21/2022
NOTES:Intensity=84.35/(Inlet time+15.10)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2020.40

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall •
1
C4 2
3 C2 4 Cl
• •
C3
Project File: New.stm Number of lines:4 Date: 11/21/2022
Storm Sewers v2020 40

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)
4 3 80.145 0.45 0.45 0.50 0.22 0.22 5.0 5.0 7.0 1.58 4.63 3.49 12 1.00 658.10 658.90 658.69 659.43 661.87 663.02 C1-C2
3 2 70.787 0.09 0.54 0.60 0.05 0.28 5.0 5.7 6.8 1.91 4.63 3.65 12 1.00 657.39 658.10 658.07 658.69 661.55 661.87 C2-C3
2 1 112.193 0.16 0.70 0.60 0.10 0.37 5.0 6.1 6.7 2.52 4.63 5.22 12 1.00 656.27 657.39 656.80 658.07 661.00 661.55 C3-C4
1 End 40.195 0.08 0.78 0.60 0.05 0.42 5.0 6.7 6.6 2.76 4.63 5.39 12 1.00 654.00 654.40 654.56 655.11 655.18 661.00 C4-05
Project File: New.stm Number of lines:4 Run Date: 11/21/2022
NOTES:Intensity=84.35/(Inlet time+15.10)^0.83; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2020.40

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
D1 6 D2
5
D3
4
D4
3
1 D6 2 D5
Outfall
Project File: Storm D.stm Number of lines:6 Date: 11/21/2022
Storm Sewers v2020 40

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)
6 5 83.298 7.70 7.70 0.40 3.08 3.08 15.4 15.4 5.7 17.54 22.58 6.92 24 1.00 679.67 680.50 681.17 682.01 690.38 684.38 D1-D2
5 4 94.148 0.00 7.70 0.00 0.00 3.08 0.0 15.6 5.7 17.43 22.60 6.87 24 1.00 678.73 679.67 680.24 681.17 687.16 690.38 02-D3
4 3 393.728 0.04 7.74 0.90 0.04 3.12 5.0 15.9 5.6 17.50 42.31 9.86 24 3.50 664.95 678.73 665.85 680.24 673.44 687.16 D3-D4
3 2 190.000 0.20 7.94 0.80 0.16 3.28 5.0 16.8 5.5 17.98 28.23 8.26 24 1.56 660.77 663.73 661.93 665.26 666.02 673.44 04-D5
2 1 182.387 0.09 8.03 0.70 0.07 3.34 5.0 17.4 5.4 18.08 27.55 7.03 24 1.48 657.56 660.27 659.08 661.80 662.41 666.02 D5-D6
1 End 287.428 0.00 8.03 0.00 0.00 3.34 0.0 17.9 5.3 17.83 27.53 7.88 24 1.48 653.30 657.56 654.53 659.08 655.63 662.41 06-D7
Project File: Storm D.stm Number of lines:6 Run Date: 11/21/2022
NOTES:Intensity=42.68/(Inlet time+8.40)^0.64; Return period=Yrs.25 ; c=cir e=ellip b=box
Storm Sewers v2020.40

TR55 Tc Worksheet
Hydraflow Storm Sewers Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020.40
Line No. 6
D1-D2
Description
A B C Totals
Sheet Flow
Manning's n-value = 0.130 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.07 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.12 + 0.00 + 0.00 = 5.12
Shallow Concentrated Flow
Flow length (ft) = 497.00 0.00 0.00
Watercourse slope (%) = 2.80 0.00 0.00
Surface description = UnPaved Paved Paved
Average velocity (ft/s) =2.70 0.00 0.00
Travel Time (min) = 3.07 + 0.00 + 0.00 = 3.07
Channel Flow
X sectional flow area (sqft) = 16.00 18.00 0.00
Wetted perimeter (ft) = 14.60 15.60 0.00
Channel slope (%) = 1.00 1.00 0.00
Manning's n-value = 0.150 0.150 0.015
Velocity (ft/s) =1.06 1.09 0.00
Flow length (ft) = 136.0 331.0 0.0
Travel Time (min) = 2.15 + 5.05 + 0.00 = 7.19
Total Travel Time, Tc 15.38 min

Inlet Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 21 2022
D-1 OTC (25 Year)
Drop Curb Inlet Calculations
Location = Sag Compute by: Known Q
Curb Length (ft) = 24.00 Q (cfs) = 17.54
Throat Height (in) = 6.00
Grate Area (sqft) = -0- Highlighted
Grate Width (ft) = -0- Q Total (cfs) = 17.54
Grate Length (ft) = -0- Q Capt (cfs) = 17.54
Q Bypass (cfs) = -0-
Gutter Depth at Inlet (in) = 4.68
Slope, Sw (ft/ft) = 0.050 Efficiency (%) = 100
Slope, Sx (ft/ft) = 0.050 Gutter Spread (ft) = 7.80
Local Depr (in) = -0- Gutter Vel (ft/s) = -0-
Gutter Width (ft) = -0- Bypass Spread (ft) = -0-
Gutter Slope (%) = -0- Bypass Depth (in) = -0-
Gutter n-value = -0-
All dimensions in feet
0.39
•
7 8C, 6.00 7.80

PRE & POST
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BMP CALCULATIONS

POND NO.1
SA/DA Calculations
Pond Bottom Elevation: 647.00
Water Surface Elevation: 654.00
Bottom of Planting Shelf Elevation: 653.50
Forebay Main Pond
Vol.
Vol. Cumulativ Vol. Vol. Vol.
Stage Area Incr. e Area Incr. Cumulative Total
(sf) (cf) (cf) (sf) (cf) (cf) (cf)
647.00 0 0 0 1,701 0 0 0
648.00 0 0 0 2,241 1,971 1,971 1,971
649.00 0 0 0 2,824 2,533 4,504 4,504
650.00 195 98 98 3,450 3,137 7,641 7,738
651.00 800 498 595 4,120 3,785 11,426 12,021
652.00 1,182 991 1,586 4,833 4,477 15,902 17,488
653.00 1,570 1,376 2,962 5,586 5,210 21,112 24,074
654.00 2,283 1,927 4,889 7,041 6,314 27,425 32,314
Forebay Total Volume: 4,889 cf
Main Pond Total Volume: 27,425 cf
Forebay Volume % of Main Pond: 17.8%
Water Surface Stage Elevation = 654.00 ft
Main Pond Water Surface Stage Area = 7,041 sf
Main Pond Water Surface Storage Volume = 27,425 cf
Average Depth = Main Pond Volume/Main Pond Area
Average Depth = 3.90 ft
Percent Impervious Tributary to Pond = 42.9%
SA/DA Ratio 1.32
Tributary Area to Pond = 12.22 ac
Main Pond Surface Area Required = 7,032 sf
Main Pond Surface Area Provided at Permanent Pool = 7,041 sf

Project Name: Green Acres Subdivision
Project#: C220003
Date: 1/3/2024
Location: Mt Pleasant, NC
Water Quality Calculations: Pond 1
Rv =0.05 + 0.009 * 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= 12.221 ac
Impervious Area = 5.247 ac
la= 42.9
Find Treatment Volume for 1" of rainfall:
Rv= 0.05+0.009 *42.9= 0.436
DV= 3630* 1 in * 0.436* 12.221 ac= 19,360 cu ft
WQv= 19,360 cu ft
Size the bleed down orifice to discharge the WQv in no less than 48 hours.
WQv Stage from Pond Design: 655.70 ft
Water Surface Elevation: 654.00 ft
Average Depth: 0.85 ft
Q=C*A*(2gh)°5 Where: C=0.6
A=Orifice Area in sf
g=32.2 ft/sec2
h=Average Depth over Orifice in ft
Q=Orifice Dischage in cfs
Target Average Release Rate= 0.11 cfs
A=Q/(C*(2gh)°•5)= 0.025 sf
= 3.63 sq in
Circular Orifice Diameter= 2.15 in
Round to Nearest Pipe Size, Use: 2 in
Acutal Release Rate= 0.10 cfs
Actual Drawdown time= 2.31 days
Secondary bleeders and/or the control structure overflow shall be set above the WQv stage.

BMP-1: Water Quality Drawdown Time
Storage Stor Dicharge Time
Depth/Stage Vol. Elevation Q Vol Incr Q Average Incr total
(ft) (CO (ft) (cfs) (cf) (cfs) (hr) (hr)
0.00 0 654.00 0.000 -- -- -- --
0.20 1931 654.20 0.040 -- -- -- --
0.40 3,995 654.40 0.060 -- -- -- --
0.60 6,183 654.60 0.080 6183 0.060 28.625 28.625
0.80 8,441 654.80 0.090 2258 0.085 7.379 36.004
1.00 10,761 655.00 0.100 2,320 0.095 6.784 42.788
1.20 13,142 655.20 0.110 2,381 0.105 6.299 49.087
1.40 15,587 655.40 0.120 2,445 0.115 5.906 54.992
1.60 18,095 655.60 0.130 2,508 0.125 5.573 60.566
1.80 20,665 655.80 0.140 2,570 0.135 5.288 65.854
2.00 23,299 656.00 0.730 2,634 0.435 1.682 67.536
2.20 25,996 656.20 1.810 2,697 1.270 0.590 68.126
2.40 _ 28,758 656.40 3.200 2,762 2.505 0.306 68.432
2.60 31,586 656.60 4.850 2,828 4.025 0.195 68.627
2.80 34,479 656.80 6.710 2,893 5.780 0.139 68.766
3.00 37,437 657.00 8.780 2,958 7.745 0.106 68.872
3.20 40,461 657.20 11.020 3,024 9.900 0.085 68.957
3.40 43,553 657.40 13.430 3,092 12.225 0.070 69.027
3.60 46,712 657.60 17.080 3,159 15.255 0.058 69.085
3.80 49,939 657.80 24.340 3,227 20.710 0.043 69.128
_ 4.00 53,233 658.00 26.290 3,294 25.315 0.036 69.164
4.20 56,596 658.20 27.140 3,363 26.715 0.035 69.199
4.40 60,028 658.40 27.970 3,432 27.555 0.035 69.234
4.60 63,530 658.60 31.230 3,502 29.600 0.033 69.267
_ 4.80 67,101 658.80 42.560 3,571 36.895 0.027 69.294
5.00 70,743 659.00 59.290 3,642 50.925 0.020 69.314
5.20 74,454 659.20 80.010 3,711 69.650 0.015 69.328
5.40 78,238 659.40 103.340 3,784 91.675 0.011 69.340
_ 5.60 82,094 _ 659.60 130.160 3,856 116.750 0.009 69.349
_ 5.80 86,022 659.80 159.930 3,928 145.045 0.008 69.357
6.00 90,022 660.00 191.630 4,000 175.780 0.006 69.363
Table values from expanded pond report data calculated from HydroCAD for BMP-1
Volume to be released = 19,360 cf WQ Volume
Stage Elevation for Required Volume= 655.70 ft
Total Time to Release Required Volume= 63.17 hr = 2.6 days

Summary of Peak Runoff Hydrograph Results
Storm Event
2 Yr 10 Yr 25 Yr 50 Yr 100 Yr
Pre-Development (cfs) 13.2 35.5 46.93 56.07 64.82
Post-Development Detained (cfs) 26.56 52.68 65.48 75.41 85.48
Pond Routing (cfs) 2.57 17.39 26.80 30.50 44.17
(Stage-ft) 656.31 657.61 658.08 658.57 658.82
Post-Development Undetained (cfs) 3.88 8.87 11.39 13.38 15.37
Total Runoff (cfs) 3.99 20.69 34.50 39.18 52.64

111,
Post-D tained
4 P _ _ _ _V
Wet Pond
Subcat Reach on. Link Routing Diagram for Wet Pond Design Green Acres
--N__ Prepared by American Eng Assoc-Southeast PA, Printed 1/11/2024
HydroCAD®10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC

Wet Pond Design Green Acres
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Charlotte 24-hr 1-yr Default 24.00 1 2.58 2

Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post-Detained
Runoff = 21.57 cfs @ 12.00 hrs, Volume= 1.200 af, Depth= 1.18"
Routed to Pond 4P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 24-hr 1-yr Rainfall=2.58"
Area (ac) CN Description
• 1.646 98 Roadway Pavement - Curb
• 0.492 98 Conc. Sidewalks
• 2.548 98 Buildings / Patios /Walks
• 0.561 98 Building Driveways
• 6.974 74 Open Areas
12.221 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post-Detained
Subcatchment 2S: Post-Detained
Hydrograph
23 121.57 cfs I
—Runoff
22 -- 11
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Time (hours)

Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 2S: Post-Detained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 106.00 2.58 1.18 0.00
2.00 0.06 0.00 0.00 108.00 2.58 1.18 0.00
4.00 0.12 0.00 0.00 110.00 2.58 1.18 0.00
6.00 0.20 0.00 0.00 112.00 2.58 1.18 0.00
8.00 0.31 0.00 0.00 114.00 2.58 1.18 0.00
10.00 0.46 0.00 0.09 116.00 2.58 1.18 0.00
12.00 1.59 0.47 21.57 118.00 2.58 1.18 0.00
14.00 2.11 0.82 0.91 120.00 2.58 1.18 0.00
16.00 2.27 0.94 0.57
18.00 2.38 1.02 0.44
20.00 2.46 1.08 0.33
22.00 2.52 1.13 0.30
24.00 2.58 1.18 0.27
26.00 2.58 1.18 0.00
28.00 2.58 1.18 0.00
30.00 2.58 1.18 0.00
32.00 2.58 1.18 0.00
34.00 2.58 1.18 0.00
36.00 2.58 1.18 0.00
38.00 2.58 1.18 0.00
40.00 2.58 1.18 0.00
42.00 2.58 1.18 0.00
44.00 2.58 1.18 0.00
46.00 2.58 1.18 0.00
48.00 2.58 1.18 0.00
50.00 2.58 1.18 0.00
52.00 2.58 1.18 0.00
54.00 2.58 1.18 0.00
56.00 2.58 1.18 0.00
58.00 2.58 1.18 0.00
60.00 2.58 1.18 0.00
62.00 2.58 1.18 0.00
64.00 2.58 1.18 0.00
66.00 2.58 1.18 0.00
68.00 2.58 1.18 0.00
70.00 2.58 1.18 0.00
72.00 2.58 1.18 0.00
74.00 2.58 1.18 0.00
76.00 2.58 1.18 0.00
78.00 2.58 1.18 0.00
80.00 2.58 1.18 0.00
82.00 2.58 1.18 0.00
84.00 2.58 1.18 0.00
86.00 2.58 1.18 0.00
88.00 2.58 1.18 0.00
90.00 2.58 1.18 0.00
92.00 2.58 1.18 0.00
94.00 2.58 1.18 0.00
96.00 2.58 1.18 0.00
98.00 2.58 1.18 0.00
100.00 2.58 1.18 0.00
102.00 2.58 1.18 0.00
104.00 2.58 1.18 0.00

Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Pond 4P: Wet Pond
Inflow Area = 12.221 ac, Inflow Depth = 1.18" for 1-yr event
Inflow = 21.57 cfs @ 12.00 hrs, Volume= 1.200 af
Outflow = 2.05 cfs @ 12.61 hrs, Volume= 1.192 af, Atten= 91%, Lag= 37.0 min
Primary = 2.05 cfs @ 12.61 hrs, Volume= 1.192 af
Routed to Link 5L : Post Development Runoff
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 5L : Post Development Runoff
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 656.24' @ 12.61 hrs Surf.Area= 13,710 sf Storage= 26,501 cf
Plug-Flow detention time= 999.8 min calculated for 1.192 af(99% of inflow)
Center-of-Mass det. time= 996.8 min ( 1,834.9 - 838.1 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 90,022 cf Wet Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
654.00 9,324 0 0
654.50 10,983 5,077 5,077
655.00 11,752 5,684 10,761
656.00 13,324 12,538 23,299
657.00 14,953 14,139 37,437
658.00 16,639 15,796 53,233
659.00 18,380 17,510 70,743
660.00 20,179 19,280 90,022
Device Routing Invert Outlet Devices
#1 Primary 653.93' 24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 653.93' /653.68' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 654.00' 2.0" Vert. WQV Bleeder C= 0.600
Limited to weir flow at low heads
#3 Device 1 655.80' 2.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
#4 Device 1 657.50' 10.5' long Riser Top 0 End Contraction(s)
#5 Secondary 658.50' 30.0' long + 2.0 '/' SideZ x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=2.04 cfs @ 12.61 hrs HW=656.24' (Free Discharge)
4-1=Culvert (Passes 2.04 cfs of 14.96 cfs potential flow)
-2=WQV Bleeder (Orifice Controls 0.15 cfs @ 7.07 fps)
-3=Sharp-Crested Rectangular Weir(Weir Controls 1.89 cfs @ 2.16 fps)
-4=Riser Top ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge)
S=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 4P: Wet Pond
Hydrograph
24� 1 -
22: 121.57 cfs I —Inflow
—Outflow
21 —1 I 1 -k I- I 4 1- 4 I- 4 —Primary
20: nt�Iow-Area�i -2-211 aC —Secondary
19:
1
16: cir 62&56-•i cif
15:
7) 14_ —1 H 1 + 1- 14 1— 1 + 1 4
u 13: —
312: 1— I 1 1 ii
2 11:
LL
19 1 - 1- 1 4 1- 4 I- -
8
7= 1 -11— 1 * 1- 1 —tt 1t —h1— -1t
6: r
5:
4:
3: �5 cfs I
2: I I-
10.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 4P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 654.00 0.00 0.00 0.00
4.00 0.00 0 654.00 0.00 0.00 0.00
8.00 0.00 0 654.00 0.00 0.00 0.00
12.00 21.57 14,793 655.34 0.12 0.12 0.00
16.00 0.57 23,241 656.00 0.71 0.71 0.00
20.00 0.33 22,127 655.91 0.39 0.39 0.00
24.00 0.27 21,697 655.88 0.29 0.29 0.00
28.00 0.00 19,457 655.71 0.13 0.13 0.00
32.00 0.00 17,575 655.56 0.13 0.13 0.00
36.00 0.00 15,783 655.42 0.12 0.12 0.00
40.00 0.00 14,083 655.28 0.11 0.11 0.00
44.00 0.00 12,477 655.14 0.11 0.11 0.00
48.00 0.00 10,967 655.02 0.10 0.10 0.00
52.00 0.00 9,554 654.90 0.09 0.09 0.00
56.00 0.00 8,240 654.78 0.09 0.09 0.00
60.00 0.00 7,026 654.68 0.08 0.08 0.00
64.00 0.00 5,913 654.58 0.07 0.07 0.00
68.00 0.00 4,904 654.48 0.07 0.07 0.00
72.00 0.00 3,999 654.40 0.06 0.06 0.00
76.00 0.00 3,203 654.32 0.05 0.05 0.00
80.00 0.00 2,516 654.26 0.04 0.04 0.00
84.00 0.00 1,943 654.20 0.04 0.04 0.00
88.00 0.00 1,486 654.15 0.03 0.03 0.00
92.00 0.00 1,148 654.12 0.02 0.02 0.00
96.00 0.00 905 654.10 0.01 0.01 0.00
100.00 0.00 734 654.08 0.01 0.01 0.00
104.00 0.00 613 654.06 0.01 0.01 0.00
108.00 0.00 525 654.06 0.01 0.01 0.00
112.00 0.00 452 654.05 0.00 0.00 0.00
116.00 0.00 389 654.04 0.00 0.00 0.00
120.00 0.00 335 654.04 0.00 0.00 0.00

Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 8
Events for Subcatchment 2S: Post-Detained
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.58 21.57 1.200 1.18

Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 9
Events for Pond 4P: Wet Pond
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-yr 21.57 2.05 2.05 0.00 656.24 26,501

1S 2S 5S
Pre-Dev Post-D tained Post Un etained
� U
/4P\ l> 5L
Wet Pond Post Development
Runoff
Subcat Reach 'ono Link Routing Diagram for Wet Pond Design Green Acres
----N__ Prepared by American Eng Assoc-Southeast PA, Printed 1/11/2024
HydroCAD®10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-yr Charlotte 6-hr 2-yr Default 6.00 1 2.28 2
2 10-yr Charlotte 6-hr 10-yr Default 6.00 1 3.72 2
3 25-yr Charlotte 6-hr 25-yr Default 6.00 1 4.38 2
4 50-yr Charlotte 6-hr 50-yr Default 6.00 1 4.92 2
5 100-yr Charlotte 6-hr 100-yr Default 6.00 1 5.34 2

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: Pre-Dev
Runoff = 13.20 cfs @ 3.28 hrs, Volume= 0.695 af, Depth= 0.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
• 0.501 95 Gravel Road / Drives
• 0.097 98 Buildings
• 0.390 98 Pavement
• 0.000 71 Offsite Farmed Areas
• 6.208 70 Onsite Tree / Brush Areas
• 7.559 79 Onsite Old Lot Areas (Trailers)
14.755 76 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 50 0.0330 0.20 Sheet Flow, Sheet Flow (offsite)
Range n= 0.130 P2= 3.20"
2.9 288 0.0560 1.66 Shallow Concentrated Flow, Shallow Concentrated (onsite)
Short Grass Pasture Kv= 7.0 fps
5.9 630 0.0340 1.77 21.22 Channel Flow, Ditch (onsite)
Area= 12.0 sf Perim= 12.6' r= 0.95' n= 0.150
12.9 968 Total
Subcatchment 1 S: Pre-Dev
Hydrograph
11 13.20 cfs -Runoff
13- J 1
12 Charlotte 6-hr Z-yr
11_ R6i4a1112. 8"
10- E Ru n-off-Are-a 111315-a6—
Runoff VOIkime=10.695 of
U 8
RunOff)epth=0.57"
LL
T T T 7 T T 7 Flo ength=p68--
5-_ = L.4 mi
H
t - - T T T
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: Pre-Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.28 0.57 0.00
2.00 0.25 0.00 0.00 106.00 2.28 0.57 0.00
4.00 2.01 0.42 2.35 108.00 2.28 0.57 0.00
6.00 2.28 0.57 0.79 110.00 2.28 0.57 0.00
8.00 2.28 0.57 0.00 112.00 2.28 0.57 0.00
10.00 2.28 0.57 0.00 114.00 2.28 0.57 0.00
12.00 2.28 0.57 0.00 116.00 2.28 0.57 0.00
14.00 2.28 0.57 0.00 118.00 2.28 0.57 0.00
16.00 2.28 0.57 0.00 120.00 2.28 0.57 0.00
18.00 2.28 0.57 0.00
20.00 2.28 0.57 0.00
22.00 2.28 0.57 0.00
24.00 2.28 0.57 0.00
26.00 2.28 0.57 0.00
28.00 2.28 0.57 0.00
30.00 2.28 0.57 0.00
32.00 2.28 0.57 0.00
34.00 2.28 0.57 0.00
36.00 2.28 0.57 0.00
38.00 2.28 0.57 0.00
40.00 2.28 0.57 0.00
42.00 2.28 0.57 0.00
44.00 2.28 0.57 0.00
46.00 2.28 0.57 0.00
48.00 2.28 0.57 0.00
50.00 2.28 0.57 0.00
52.00 2.28 0.57 0.00
54.00 2.28 0.57 0.00
56.00 2.28 0.57 0.00
58.00 2.28 0.57 0.00
60.00 2.28 0.57 0.00
62.00 2.28 0.57 0.00
64.00 2.28 0.57 0.00
66.00 2.28 0.57 0.00
68.00 2.28 0.57 0.00
70.00 2.28 0.57 0.00
72.00 2.28 0.57 0.00
74.00 2.28 0.57 0.00
76.00 2.28 0.57 0.00
78.00 2.28 0.57 0.00
80.00 2.28 0.57 0.00
82.00 2.28 0.57 0.00
84.00 2.28 0.57 0.00
86.00 2.28 0.57 0.00
88.00 2.28 0.57 0.00
90.00 2.28 0.57 0.00
92.00 2.28 0.57 0.00
94.00 2.28 0.57 0.00
96.00 2.28 0.57 0.00
98.00 2.28 0.57 0.00
100.00 2.28 0.57 0.00
102.00 2.28 0.57 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2S: Post-Detained
Runoff = 26.56 cfs @ 3.16 hrs, Volume= 0.966 af, Depth= 0.95"
Routed to Pond 4P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
• 1.646 98 Roadway Pavement - Curb
• 0.492 98 Conc. Sidewalks
• 2.548 98 Buildings / Patios /Walks
• 0.561 98 Building Driveways
• 6.974 74 Open Areas
12.221 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post-Detained
Subcatchment 2S: Post-Detained
Hydrograph
21 26.56 cfs r
—Runoff
26_ Charlotte 6 hr iyr
24_
22- Rairfall12. 8�'
201 _ l urioif-Ara1$ 2'ffa6-
18 T — 7 7 — 7 Rurnciff V6I6-m e�-=109a df
• 16-
• 14-- Runoff Depth=0.95�'
12_ - 7 r — 7 r Tc=5.0 min-
10_
8 L 18
1 I �
4-
I I I
2
0] 1 i.,.,,.,.,i,,.,i,.,.i..,.,....i..., i...................i.,.,i....;
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 2S: Post-Detained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.28 0.95 0.00
2.00 0.25 0.00 0.00 106.00 2.28 0.95 0.00
4.00 2.01 0.75 2.39 108.00 2.28 0.95 0.00
6.00 2.28 0.95 0.79 110.00 2.28 0.95 0.00
8.00 2.28 0.95 0.00 112.00 2.28 0.95 0.00
10.00 2.28 0.95 0.00 114.00 2.28 0.95 0.00
12.00 2.28 0.95 0.00 116.00 2.28 0.95 0.00
14.00 2.28 0.95 0.00 118.00 2.28 0.95 0.00
16.00 2.28 0.95 0.00 120.00 2.28 0.95 0.00
18.00 2.28 0.95 0.00
20.00 2.28 0.95 0.00
22.00 2.28 0.95 0.00
24.00 2.28 0.95 0.00
26.00 2.28 0.95 0.00
28.00 2.28 0.95 0.00
30.00 2.28 0.95 0.00
32.00 2.28 0.95 0.00
34.00 2.28 0.95 0.00
36.00 2.28 0.95 0.00
38.00 2.28 0.95 0.00
40.00 2.28 0.95 0.00
42.00 2.28 0.95 0.00
44.00 2.28 0.95 0.00
46.00 2.28 0.95 0.00
48.00 2.28 0.95 0.00
50.00 2.28 0.95 0.00
52.00 2.28 0.95 0.00
54.00 2.28 0.95 0.00
56.00 2.28 0.95 0.00
58.00 2.28 0.95 0.00
60.00 2.28 0.95 0.00
62.00 2.28 0.95 0.00
64.00 2.28 0.95 0.00
66.00 2.28 0.95 0.00
68.00 2.28 0.95 0.00
70.00 2.28 0.95 0.00
72.00 2.28 0.95 0.00
74.00 2.28 0.95 0.00
76.00 2.28 0.95 0.00
78.00 2.28 0.95 0.00
80.00 2.28 0.95 0.00
82.00 2.28 0.95 0.00
84.00 2.28 0.95 0.00
86.00 2.28 0.95 0.00
88.00 2.28 0.95 0.00
90.00 2.28 0.95 0.00
92.00 2.28 0.95 0.00
94.00 2.28 0.95 0.00
96.00 2.28 0.95 0.00
98.00 2.28 0.95 0.00
100.00 2.28 0.95 0.00
102.00 2.28 0.95 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 5S: Post Undetained
Runoff = 3.88 cfs @ 3.17 hrs, Volume= 0.145 af, Depth= 0.69"
Routed to Link 5L : Post Development Runoff
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 2-yr Rainfall=2.28"
Area (ac) CN Description
0.480 98 Pavement/ Curb (Ex. Green Acres Drive)
2.020 74 Open Areas
2.500 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post Undetained
Hydrograph
3.88 cfs —Runoff
i 11
Clharlotte 6-hr Z-yr
Rair4a11=2.28"
3 - dfftA = .500 ae -
Runoff IVolu'me=0.145 af
2 . I F�uno�ff Depth=0.�9f
LL
Tc=5.0 r�nii
CNT7p
1 .
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 5S: Post Undetained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.28 0.69 0.00
2.00 0.25 0.00 0.00 106.00 2.28 0.69 0.00
4.00 2.01 0.53 0.40 108.00 2.28 0.69 0.00
6.00 2.28 0.69 0.14 110.00 2.28 0.69 0.00
8.00 2.28 0.69 0.00 112.00 2.28 0.69 0.00
10.00 2.28 0.69 0.00 114.00 2.28 0.69 0.00
12.00 2.28 0.69 0.00 116.00 2.28 0.69 0.00
14.00 2.28 0.69 0.00 118.00 2.28 0.69 0.00
16.00 2.28 0.69 0.00 120.00 2.28 0.69 0.00
18.00 2.28 0.69 0.00
20.00 2.28 0.69 0.00
22.00 2.28 0.69 0.00
24.00 2.28 0.69 0.00
26.00 2.28 0.69 0.00
28.00 2.28 0.69 0.00
30.00 2.28 0.69 0.00
32.00 2.28 0.69 0.00
34.00 2.28 0.69 0.00
36.00 2.28 0.69 0.00
38.00 2.28 0.69 0.00
40.00 2.28 0.69 0.00
42.00 2.28 0.69 0.00
44.00 2.28 0.69 0.00
46.00 2.28 0.69 0.00
48.00 2.28 0.69 0.00
50.00 2.28 0.69 0.00
52.00 2.28 0.69 0.00
54.00 2.28 0.69 0.00
56.00 2.28 0.69 0.00
58.00 2.28 0.69 0.00
60.00 2.28 0.69 0.00
62.00 2.28 0.69 0.00
64.00 2.28 0.69 0.00
66.00 2.28 0.69 0.00
68.00 2.28 0.69 0.00
70.00 2.28 0.69 0.00
72.00 2.28 0.69 0.00
74.00 2.28 0.69 0.00
76.00 2.28 0.69 0.00
78.00 2.28 0.69 0.00
80.00 2.28 0.69 0.00
82.00 2.28 0.69 0.00
84.00 2.28 0.69 0.00
86.00 2.28 0.69 0.00
88.00 2.28 0.69 0.00
90.00 2.28 0.69 0.00
92.00 2.28 0.69 0.00
94.00 2.28 0.69 0.00
96.00 2.28 0.69 0.00
98.00 2.28 0.69 0.00
100.00 2.28 0.69 0.00
102.00 2.28 0.69 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Pond 4P: Wet Pond
Inflow Area = 12.221 ac, Inflow Depth = 0.95" for 2-yr event
Inflow = 26.56 cfs @ 3.16 hrs, Volume= 0.966 af
Outflow = 2.57 cfs @ 3.92 hrs, Volume= 0.961 af, Atten= 90%, Lag= 45.6 min
Primary = 2.57 cfs @ 3.92 hrs, Volume= 0.961 af
Routed to Link 5L : Post Development Runoff
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 5L : Post Development Runoff
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 656.31' @ 3.92 hrs Surf.Area= 13,837 sf Storage= 27,572 cf
Plug-Flow detention time= 1,008.3 min calculated for 0.961 af(100% of inflow)
Center-of-Mass det. time= 1,008.7 min ( 1,226.6 - 217.9 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 90,022 cf Wet Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
654.00 9,324 0 0
654.50 10,983 5,077 5,077
655.00 11,752 5,684 10,761
656.00 13,324 12,538 23,299
657.00 14,953 14,139 37,437
658.00 16,639 15,796 53,233
659.00 18,380 17,510 70,743
660.00 20,179 19,280 90,022
Device Routing Invert Outlet Devices
#1 Primary 653.93' 24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 653.93' /653.68' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 654.00' 2.0" Vert. WQV Bleeder C= 0.600
Limited to weir flow at low heads
#3 Device 1 655.80' 2.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
#4 Device 1 657.50' 10.5' long Riser Top 0 End Contraction(s)
#5 Secondary 658.50' 30.0' long + 2.0 '/' SideZ x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=2.57 cfs @ 3.92 hrs HW=656.31' (Free Discharge)
-1=Culvert (Passes 2.57 cfs of 15.51 cfs potential flow)
-2=WQV Bleeder (Orifice Controls 0.16 cfs @ 7.19 fps)
-3=Sharp-Crested Rectangular Weir(Weir Controls 2.41 cfs @ 2.35 fps)
-4=Riser Top ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge)
S=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 10
Pond 4P: Wet Pond
Hydrograph
21 26.56 cfs r —Inflow
—Outflow
26 T Inflow Area�12.211 ac _—Second
—Secondary
24- 1 1 1 1 1 1 1 I6,Ile_ 66_.3
22
201 1 —[ T 1- 1 4 T T 1-4t it g6 27-,517`, c1
18= 1 T T I 7 ITI I I I T
u 16_
014_ IT T T T ITI T T T T I 1
LL
12 1T T T T T T T T I
10
8- I _ T T T T T T
„ T T T T T
41 2.57 cfs rT
0.0 —:.............0 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 11
Hydrograph for Pond 4P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 654.00 0.00 0.00 0.00
4.00 2.39 27,547 656.31 2.56 2.56 0.00
8.00 0.00 21,128 655.84 0.20 0.20 0.00
12.00 0.00 19,098 655.68 0.13 0.13 0.00
16.00 0.00 17,233 655.53 0.13 0.13 0.00
20.00 0.00 15,458 655.39 0.12 0.12 0.00
24.00 0.00 13,776 655.25 0.11 0.11 0.00
28.00 0.00 12,188 655.12 0.11 0.11 0.00
32.00 0.00 10,696 654.99 0.10 0.10 0.00
36.00 0.00 9,301 654.87 0.09 0.09 0.00
40.00 0.00 8,005 654.76 0.09 0.09 0.00
44.00 0.00 6,810 654.66 0.08 0.08 0.00
48.00 0.00 5,717 654.56 0.07 0.07 0.00
52.00 0.00 4,726 654.47 0.07 0.07 0.00
56.00 0.00 3,842 654.39 0.06 0.06 0.00
60.00 0.00 3,066 654.31 0.05 0.05 0.00
64.00 0.00 2,400 654.25 0.04 0.04 0.00
68.00 0.00 1,848 654.19 0.03 0.03 0.00
72.00 0.00 1,414 654.15 0.03 0.03 0.00
76.00 0.00 1,096 654.12 0.02 0.02 0.00
80.00 0.00 869 654.09 0.01 0.01 0.00
84.00 0.00 708 654.07 0.01 0.01 0.00
88.00 0.00 594 654.06 0.01 0.01 0.00
92.00 0.00 511 654.05 0.01 0.01 0.00
96.00 0.00 439 654.05 0.00 0.00 0.00
100.00 0.00 378 654.04 0.00 0.00 0.00
104.00 0.00 325 654.03 0.00 0.00 0.00
108.00 0.00 280 654.03 0.00 0.00 0.00
112.00 0.00 241 654.03 0.00 0.00 0.00
116.00 0.00 207 654.02 0.00 0.00 0.00
120.00 0.00 178 654.02 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Link 5L: Post Development Runoff
Inflow Area = 14.721 ac, Inflow Depth > 0.90" for 2-yr event
Inflow = 3.99 cfs @ 3.17 hrs, Volume= 1.106 of
Primary = 3.99 cfs @ 3.17 hrs, Volume= 1.106 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 5L: Post Development Runoff
Hydrograph
1
3.99 cfs 1 —Inflow
4 _ —Primary I
Inflow Area=14.721 ac
3
1
3
o
u. 2
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 13
Hydrograph for Link 5L: Post Development Runoff
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 106.00 0.00 0.00 0.00
4.00 2.97 0.00 2.97 108.00 0.00 0.00 0.00
6.00 1.23 0.00 1.23 110.00 0.00 0.00 0.00
8.00 0.20 0.00 0.20 112.00 0.00 0.00 0.00
10.00 0.14 0.00 0.14 114.00 0.00 0.00 0.00
12.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00
14.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00
16.00 0.13 0.00 0.13 120.00 0.00 0.00 0.00
18.00 0.12 0.00 0.12
20.00 0.12 0.00 0.12
22.00 0.12 0.00 0.12
24.00 0.11 0.00 0.11
26.00 0.11 0.00 0.11
28.00 0.11 0.00 0.11
30.00 0.10 0.00 0.10
32.00 0.10 0.00 0.10
34.00 0.10 0.00 0.10
36.00 0.09 0.00 0.09
38.00 0.09 0.00 0.09
40.00 0.09 0.00 0.09
42.00 0.08 0.00 0.08
44.00 0.08 0.00 0.08
46.00 0.08 0.00 0.08
48.00 0.07 0.00 0.07
50.00 0.07 0.00 0.07
52.00 0.07 0.00 0.07
54.00 0.06 0.00 0.06
56.00 0.06 0.00 0.06
58.00 0.05 0.00 0.05
60.00 0.05 0.00 0.05
62.00 0.05 0.00 0.05
64.00 0.04 0.00 0.04
66.00 0.04 0.00 0.04 '
68.00 0.03 0.00 0.03
70.00 0.03 0.00 0.03
72.00 0.03 0.00 0.03
74.00 0.02 0.00 0.02
76.00 0.02 0.00 0.02
78.00 0.02 0.00 0.02
80.00 0.01 0.00 0.01
82.00 0.01 0.00 0.01
84.00 0.01 0.00 0.01
86.00 0.01 0.00 0.01
88.00 0.01 0.00 0.01
90.00 0.01 0.00 0.01
92.00 0.01 0.00 0.01
94.00 0.00 0.00 0.00
96.00 0.00 0.00 0.00
98.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.00 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1 S: Pre-Dev
Runoff = 35.50 cfs @ 3.27 hrs, Volume= 1.878 af, Depth= 1.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 10-yr Rainfall=3.72"
Area (ac) CN Description
• 0.501 95 Gravel Road / Drives
• 0.097 98 Buildings
• 0.390 98 Pavement
• 0.000 71 Offsite Farmed Areas
• 6.208 70 Onsite Tree / Brush Areas
• 7.559 79 Onsite Old Lot Areas (Trailers)
14.755 76 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 50 0.0330 0.20 Sheet Flow, Sheet Flow (offsite)
Range n= 0.130 P2= 3.20"
2.9 288 0.0560 1.66 Shallow Concentrated Flow, Shallow Concentrated (onsite)
Short Grass Pasture Kv= 7.0 fps
5.9 630 0.0340 1.77 21.22 Channel Flow, Ditch (onsite)
Area= 12.0 sf Perim= 12.6' r= 0.95' n= 0.150
12.9 968 Total
Subcatchment 1 S: Pre-Dev
Hydrograph
II _L11 I_ II ILIA
3 35.50 cfs —Runoff
3 L
34_ L 1 uhar`oue b-hr lu yr
32
30_ 1 1 L 1 1 A LR�air�faII 3 2�'
28- Iturkoif riag05-a-
24= T 1 1 7 T 1 1 7 unciff wiIthme 11S7SIaf
a 22:
• 20 T 7 T 1 7 7 7 R-un off�epth1 37-
o 18_
16; 1Il�l-- 1__I--g--1-
10_
8_ �
6:
4_ T L
2:
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 15
Hydrograph for Subcatchment 1S: Pre-Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.72 1.53 0.00
2.00 0.39 0.00 0.00 106.00 3.72 1.53 0.00
4.00 3.29 1.22 5.64 108.00 3.72 1.53 0.00
6.00 3.72 1.53 1.57 110.00 3.72 1.53 0.00
8.00 3.72 1.53 0.00 112.00 3.72 1.53 0.00
10.00 3.72 1.53 0.00 114.00 3.72 1.53 0.00
12.00 3.72 1.53 0.00 116.00 3.72 1.53 0.00
14.00 3.72 1.53 0.00 118.00 3.72 1.53 0.00
16.00 3.72 1.53 0.00 120.00 3.72 1.53 0.00
18.00 3.72 1.53 0.00
20.00 3.72 1.53 0.00
22.00 3.72 1.53 0.00
24.00 3.72 1.53 0.00
26.00 3.72 1.53 0.00
28.00 3.72 1.53 0.00
30.00 3.72 1.53 0.00
32.00 3.72 1.53 0.00
34.00 3.72 1.53 0.00
36.00 3.72 1.53 0.00
38.00 3.72 1.53 0.00
40.00 3.72 1.53 0.00
42.00 3.72 1.53 0.00
44.00 3.72 1.53 0.00
46.00 3.72 1.53 0.00
48.00 3.72 1.53 0.00
50.00 3.72 1.53 0.00
52.00 3.72 1.53 0.00
54.00 3.72 1.53 0.00
56.00 3.72 1.53 0.00
58.00 3.72 1.53 0.00
60.00 3.72 1.53 0.00
62.00 3.72 1.53 0.00
64.00 3.72 1.53 0.00
66.00 3.72 1.53 0.00
68.00 3.72 1.53 0.00
70.00 3.72 1.53 0.00
72.00 3.72 1.53 0.00
74.00 3.72 1.53 0.00
76.00 3.72 1.53 0.00
78.00 3.72 1.53 0.00
80.00 3.72 1.53 0.00
82.00 3.72 1.53 0.00
84.00 3.72 1.53 0.00
86.00 3.72 1.53 0.00
88.00 3.72 1.53 0.00
90.00 3.72 1.53 0.00
92.00 3.72 1.53 0.00
94.00 3.72 1.53 0.00
96.00 3.72 1.53 0.00
98.00 3.72 1.53 0.00
100.00 3.72 1.53 0.00
102.00 3.72 1.53 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 2S: Post-Detained
Runoff = 52.68 cfs @ 3.15 hrs, Volume= 2.165 af, Depth= 2.13"
Routed to Pond 4P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 10-yr Rainfall=3.72"
Area (ac) CN Description
• 1.646 98 Roadway Pavement - Curb
• 0.492 98 Conc. Sidewalks
• 2.548 98 Buildings / Patios /Walks
• 0.561 98 Building Driveways
• 6.974 74 Open Areas
12.221 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post-Detained
Subcatchment 2S: Post-Detained
Hydrograph
I
51 52.68 cfs I - —Runoff
50_ Charlotte8-hr
45_ Iirall=32
40_ + Rau rkoif-►rya L12 21 a6
35_ - t fi I rt —Rrtncaff VolUmre=12.165 df-
3 30
R-unafepth2.i-37-
o _
LL 25- nnip
20-
CN=BU
15 I I
10 1
5]
01
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 17
Hydrograph for Subcatchment 2S: Post-Detained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.72 2.13 0.00
2.00 0.39 0.00 0.00 106.00 3.72 2.13 0.00
4.00 3.29 1.76 4.98 108.00 3.72 2.13 0.00
6.00 3.72 2.13 1.43 110.00 3.72 2.13 0.00
8.00 3.72 2.13 0.00 112.00 3.72 2.13 0.00
10.00 3.72 2.13 0.00 114.00 3.72 2.13 0.00
12.00 3.72 2.13 0.00 116.00 3.72 2.13 0.00
14.00 3.72 2.13 0.00 118.00 3.72 2.13 0.00
16.00 3.72 2.13 0.00 120.00 3.72 2.13 0.00
18.00 3.72 2.13 0.00
20.00 3.72 2.13 0.00
22.00 3.72 2.13 0.00
24.00 3.72 2.13 0.00
26.00 3.72 2.13 0.00
28.00 3.72 2.13 0.00
30.00 3.72 2.13 0.00
32.00 3.72 2.13 0.00
34.00 3.72 2.13 0.00
36.00 3.72 2.13 0.00
38.00 3.72 2.13 0.00
40.00 3.72 2.13 0.00
42.00 3.72 2.13 0.00
44.00 3.72 2.13 0.00
46.00 3.72 2.13 0.00
48.00 3.72 2.13 0.00
50.00 3.72 2.13 0.00
52.00 3.72 2.13 0.00
54.00 3.72 2.13 0.00
56.00 3.72 2.13 0.00
58.00 3.72 2.13 0.00
60.00 3.72 2.13 0.00
62.00 3.72 2.13 0.00
64.00 3.72 2.13 0.00
66.00 3.72 2.13 0.00
68.00 3.72 2.13 0.00
70.00 3.72 2.13 0.00
72.00 3.72 2.13 0.00
74.00 3.72 2.13 0.00
76.00 3.72 2.13 0.00
78.00 3.72 2.13 0.00
80.00 3.72 2.13 0.00
82.00 3.72 2.13 0.00
84.00 3.72 2.13 0.00
86.00 3.72 2.13 0.00
88.00 3.72 2.13 0.00
90.00 3.72 2.13 0.00
92.00 3.72 2.13 0.00
94.00 3.72 2.13 0.00
96.00 3.72 2.13 0.00
98.00 3.72 2.13 0.00
100.00 3.72 2.13 0.00
102.00 3.72 2.13 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 5S: Post Undetained
Runoff = 8.87 cfs @ 3.16 hrs, Volume= 0.362 af, Depth= 1.74"
Routed to Link 5L : Post Development Runoff
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 10-yr Rainfall=3.72"
Area (ac) CN Description
0.480 98 Pavement/ Curb (Ex. Green Acres Drive)
2.020 74 Open Areas
2.500 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post Undetained
Hydrograph
8.87 cfs
—Runoff
y i
6har otte 6- r 1 -yr
Rai1
fall=3.72"
1unccff Aie =2.500ia6
6
RuJndff IVolu'me=0.362 of-
o
5_ F Runoff Pepth91.T47~
4_ Tc=5$0 914
3_ CN1`7p_
2 I —L
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 19
Hydrograph for Subcatchment 5S: Post Undetained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.72 1.74 0.00
2.00 0.39 0.00 0.00 106.00 3.72 1.74 0.00
4.00 3.29 1.41 0.92 108.00 3.72 1.74 0.00
6.00 3.72 1.74 0.27 110.00 3.72 1.74 0.00
8.00 3.72 1.74 0.00 112.00 3.72 1.74 0.00
10.00 3.72 1.74 0.00 114.00 3.72 1.74 0.00
12.00 3.72 1.74 0.00 116.00 3.72 1.74 0.00
14.00 3.72 1.74 0.00 118.00 3.72 1.74 0.00
16.00 3.72 1.74 0.00 120.00 3.72 1.74 0.00
18.00 3.72 1.74 0.00
20.00 3.72 1.74 0.00
22.00 3.72 1.74 0.00
24.00 3.72 1.74 0.00
26.00 3.72 1.74 0.00
28.00 3.72 1.74 0.00
30.00 3.72 1.74 0.00
32.00 3.72 1.74 0.00
34.00 3.72 1.74 0.00
36.00 3.72 1.74 0.00
38.00 3.72 1.74 0.00
40.00 3.72 1.74 0.00
42.00 3.72 1.74 0.00
44.00 3.72 1.74 0.00
46.00 3.72 1.74 0.00
48.00 3.72 1.74 0.00
50.00 3.72 1.74 0.00
52.00 3.72 1.74 0.00
54.00 3.72 1.74 0.00
56.00 3.72 1.74 0.00
58.00 3.72 1.74 0.00
60.00 3.72 1.74 0.00
62.00 3.72 1.74 0.00
64.00 3.72 1.74 0.00
66.00 3.72 1.74 0.00
68.00 3.72 1.74 0.00
70.00 3.72 1.74 0.00
72.00 3.72 1.74 0.00
74.00 3.72 1.74 0.00
76.00 3.72 1.74 0.00
78.00 3.72 1.74 0.00
80.00 3.72 1.74 0.00
82.00 3.72 1.74 0.00
84.00 3.72 1.74 0.00
86.00 3.72 1.74 0.00
88.00 3.72 1.74 0.00
90.00 3.72 1.74 0.00
92.00 3.72 1.74 0.00
94.00 3.72 1.74 0.00
96.00 3.72 1.74 0.00
98.00 3.72 1.74 0.00
100.00 3.72 1.74 0.00
102.00 3.72 1.74 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Pond 4P: Wet Pond
Inflow Area = 12.221 ac, Inflow Depth = 2.13" for 10-yr event
Inflow = 52.68 cfs @ 3.15 hrs, Volume= 2.165 af
Outflow = 17.39 cfs @ 3.37 hrs, Volume= 2.161 af, Atten= 67%, Lag= 13.0 min
Primary = 17.39 cfs @ 3.37 hrs, Volume= 2.161 af
Routed to Link 5L : Post Development Runoff
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 5L : Post Development Runoff
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 657.61' @ 3.37 hrs Surf.Area= 15,981 sf Storage= 46,872 cf
Plug-Flow detention time= 471.2 min calculated for 2.161 af(100% of inflow)
Center-of-Mass det. time= 472.0 min ( 683.7 - 211.7 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 90,022 cf Wet Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
654.00 9,324 0 0
654.50 10,983 5,077 5,077
655.00 11,752 5,684 10,761
656.00 13,324 12,538 23,299
657.00 14,953 14,139 37,437
658.00 16,639 15,796 53,233
659.00 18,380 17,510 70,743
660.00 20,179 19,280 90,022
Device Routing Invert Outlet Devices
#1 Primary 653.93' 24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 653.93' /653.68' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 654.00' 2.0" Vert. WQV Bleeder C= 0.600
Limited to weir flow at low heads
#3 Device 1 655.80' 2.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
#4 Device 1 657.50' 10.5' long Riser Top 0 End Contraction(s)
#5 Secondary 658.50' 30.0' long + 2.0 '/' SideZ x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=17.34 cfs @ 3.37 hrs HW=657.61' (Free Discharge)
-1=Culvert (Passes 17.34 cfs of 24.03 cfs potential flow)
-2=WQV Bleeder (Orifice Controls 0.20 cfs @ 9.04 fps)
-3=Sharp-Crested Rectangular Weir(Weir Controls 15.91 cfs @ 4.40 fps)
-4=Riser Top (Weir Controls 1.23 cfs @ 1.08 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge)
S=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 21
Pond 4P: Wet Pond
Hydrograph
1 1 1 1
51 52.68 cfs I- —Inflow
—Outflow
50 intow1Area=12.21 at :Primary
ecorda.
45_ — —1 )e �e �6 T 6+
40_ 1 - T 1 + 1- 1 4 T 1 + 1-t-ir g6 4. 8174 di
7
35_ 11 -r T 1rt T I T rt r l T 1 1
U
30' ITS ITI IT TI TTTTI 1
LI 25-
1 1 1 1 11
21 17.39 cfs 1-
15 1 1 1 1 1 1
F
10 +1 F F T
5 —[ F 4 T T
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 22
Hydrograph for Pond 4P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 654.00 0.00 0.00 0.00
4.00 4.98 37,219 656.99 8.62 8.62 0.00
8.00 0.00 21,416 655.86 0.23 0.23 0.00
12.00 0.00 19,277 655.69 0.13 0.13 0.00
16.00 0.00 17,403 655.55 0.13 0.13 0.00
20.00 0.00 15,620 655.40 0.12 0.12 0.00
24.00 0.00 13,929 655.26 0.11 0.11 0.00
28.00 0.00 12,332 655.13 0.11 0.11 0.00
32.00 0.00 10,831 655.01 0.10 0.10 0.00
36.00 0.00 9,427 654.89 0.09 0.09 0.00
40.00 0.00 8,122 654.77 0.09 0.09 0.00
44.00 0.00 6,917 654.67 0.08 0.08 0.00
48.00 0.00 5,814 654.57 0.07 0.07 0.00
52.00 0.00 4,815 654.48 0.07 0.07 0.00
56.00 0.00 3,920 654.39 0.06 0.06 0.00
60.00 0.00 3,134 654.32 0.05 0.05 0.00
64.00 0.00 2,458 654.25 0.04 0.04 0.00
68.00 0.00 1,895 654.20 0.04 0.04 0.00
72.00 0.00 1,450 654.15 0.03 0.03 0.00
76.00 0.00 1,122 654.12 0.02 0.02 0.00
80.00 0.00 887 654.09 0.01 0.01 0.00
84.00 0.00 721 654.08 0.01 0.01 0.00
88.00 0.00 603 654.06 0.01 0.01 0.00
92.00 0.00 518 654.05 0.01 0.01 0.00
96.00 0.00 446 654.05 0.00 0.00 0.00
100.00 0.00 384 654.04 0.00 0.00 0.00
104.00 0.00 330 654.04 0.00 0.00 0.00
108.00 0.00 284 654.03 0.00 0.00 0.00
112.00 0.00 244 654.03 0.00 0.00 0.00
116.00 0.00 210 654.02 0.00 0.00 0.00
120.00 0.00 181 654.02 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Link 5L: Post Development Runoff
Inflow Area = 14.721 ac, Inflow Depth = 2.06" for 10-yr event
Inflow = 20.69 cfs @ 3.34 hrs, Volume= 2.523 af
Primary = 20.69 cfs @ 3.34 hrs, Volume= 2.523 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 5L: Post Development Runoff
Hydrograph
23 t H _Inflow
2i 20.69 cfs r Primary
20= 1-1-O 1-4 1-ac
18_ - H
17=
16_ fi H - fi
15=
13
w 13=
12=
0 11- H
II 10=
9 fi —I fi 1 H
8=
5_
3
1
0 - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 24
Hydrograph for Link 5L: Post Development Runoff
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 106.00 0.00 0.00 0.00
4.00 9.54 0.00 9.54 108.00 0.00 0.00 0.00
6.00 2.18 0.00 2.18 110.00 0.00 0.00 0.00
8.00 0.23 0.00 0.23 112.00 0.00 0.00 0.00
10.00 0.14 0.00 0.14 114.00 0.00 0.00 0.00
12.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00
14.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00
16.00 0.13 0.00 0.13 120.00 0.00 0.00 0.00
18.00 0.12 0.00 0.12
20.00 0.12 0.00 0.12
22.00 0.12 0.00 0.12
24.00 0.11 0.00 0.11
26.00 0.11 0.00 0.11
28.00 0.11 0.00 0.11
30.00 0.10 0.00 0.10
32.00 0.10 0.00 0.10
34.00 0.10 0.00 0.10
36.00 0.09 0.00 0.09
38.00 0.09 0.00 0.09
40.00 0.09 0.00 0.09
42.00 0.08 0.00 0.08
44.00 0.08 0.00 0.08
46.00 0.08 0.00 0.08
48.00 0.07 0.00 0.07
50.00 0.07 0.00 0.07
52.00 0.07 0.00 0.07
54.00 0.06 0.00 0.06
56.00 0.06 0.00 0.06
58.00 0.05 0.00 0.05
60.00 0.05 0.00 0.05
62.00 0.05 0.00 0.05
64.00 0.04 0.00 0.04
66.00 0.04 0.00 0.04
68.00 0.04 0.00 0.04
70.00 0.03 0.00 0.03
72.00 0.03 0.00 0.03
74.00 0.02 0.00 0.02
76.00 0.02 0.00 0.02
78.00 0.02 0.00 0.02
80.00 0.01 0.00 0.01
82.00 0.01 0.00 0.01
84.00 0.01 0.00 0.01
86.00 0.01 0.00 0.01
88.00 0.01 0.00 0.01
90.00 0.01 0.00 0.01
92.00 0.01 0.00 0.01
94.00 0.01 0.00 0.01
96.00 0.00 0.00 0.00
98.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.00 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 1 S: Pre-Dev
Runoff = 46.93 cfs @ 3.26 hrs, Volume= 2.502 af, Depth= 2.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
• 0.501 95 Gravel Road / Drives
• 0.097 98 Buildings
• 0.390 98 Pavement
• 0.000 71 Offsite Farmed Areas
• 6.208 70 Onsite Tree / Brush Areas
• 7.559 79 Onsite Old Lot Areas (Trailers)
14.755 76 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 50 0.0330 0.20 Sheet Flow, Sheet Flow (offsite)
Range n= 0.130 P2= 3.20"
2.9 288 0.0560 1.66 Shallow Concentrated Flow, Shallow Concentrated (onsite)
Short Grass Pasture Kv= 7.0 fps
5.9 630 0.0340 1.77 21.22 Channel Flow, Ditch (onsite)
Area= 12.0 sf Perim= 12.6' r= 0.95' n= 0.150
12.9 968 Total
Subcatchment 1 S: Pre-Dev
Hydrograph
5
5r — — —Runoff
4 46.93 cfs L
46 bhaotte6- 2yr--
-
44: I ± Iair�fa`11�-4.�38�
38:
36 kturofArra5ai
34
32
;� 30: uln cuff VI I tim�e-2 5O2-df
., 28:
• 26 Flunolff-Pe-0h=2 Or
0• 24:
12_
8:
4;
2_
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment 1S: Pre-Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 4.38 2.03 0.00
2.00 0.48 0.00 0.00 106.00 4.38 2.03 0.00
4.00 3.87 1.64 7.22 108.00 4.38 2.03 0.00
6.00 4.38 2.03 2.10 110.00 4.38 2.03 0.00
8.00 4.38 2.03 0.00 112.00 4.38 2.03 0.00
10.00 4.38 2.03 0.00 114.00 4.38 2.03 0.00
12.00 4.38 2.03 0.00 116.00 4.38 2.03 0.00
14.00 4.38 2.03 0.00 118.00 4.38 2.03 0.00
16.00 4.38 2.03 0.00 120.00 4.38 2.03 0.00
18.00 4.38 2.03 0.00
20.00 4.38 2.03 0.00
22.00 4.38 2.03 0.00
24.00 4.38 2.03 0.00
26.00 4.38 2.03 0.00
28.00 4.38 2.03 0.00
30.00 4.38 2.03 0.00
32.00 4.38 2.03 0.00
34.00 4.38 2.03 0.00
36.00 4.38 2.03 0.00
38.00 4.38 2.03 0.00
40.00 4.38 2.03 0.00
42.00 4.38 2.03 0.00
44.00 4.38 2.03 0.00
46.00 4.38 2.03 0.00
48.00 4.38 2.03 0.00
50.00 4.38 2.03 0.00
52.00 4.38 2.03 0.00
54.00 4.38 2.03 0.00
56.00 4.38 2.03 0.00
58.00 4.38 2.03 0.00
60.00 4.38 2.03 0.00
62.00 4.38 2.03 0.00
64.00 4.38 2.03 0.00
66.00 4.38 2.03 0.00
68.00 4.38 2.03 0.00
70.00 4.38 2.03 0.00
72.00 4.38 2.03 0.00
74.00 4.38 2.03 0.00
76.00 4.38 2.03 0.00
78.00 4.38 2.03 0.00
80.00 4.38 2.03 0.00
82.00 4.38 2.03 0.00
84.00 4.38 2.03 0.00
86.00 4.38 2.03 0.00
88.00 4.38 2.03 0.00
90.00 4.38 2.03 0.00
92.00 4.38 2.03 0.00
94.00 4.38 2.03 0.00
96.00 4.38 2.03 0.00
98.00 4.38 2.03 0.00
100.00 4.38 2.03 0.00
102.00 4.38 2.03 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 2S: Post-Detained
Runoff = 65.48 cfs @ 3.15 hrs, Volume= 2.759 af, Depth= 2.71"
Routed to Pond 4P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
* 1.646 98 Roadway Pavement - Curb
* 0.492 98 Conc. Sidewalks
* 2.548 98 Buildings / Patios /Walks
* 0.561 98 Building Driveways
* 6.974 74 Open Areas
12.221 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post-Detained
Subcatchment 2S: Post-Detained
Hydrograph
711.48 cfs l - —Runoff
60_ Charlotte 6-h 25yr
55_ ' R-- irail114. &'
50_ - H H H H 1 H H Rhur off rEa :22'IHa�C
45_- Runoff VOIumle=l2.759 df
40_
0 35= - - — - - —I - 4 Ru Mi-o,'ff-each- 2.-1
LL
3°_ TC7 51 Ill 4
25_
20 — — 4 I— 1 P481
15
10- — — —
5 4 4
0 .,.,,.,.,i,,.,i,.,.i..,.,....i.,., ,.,i................... .,., ....;
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 2S: Post-Detained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 4.38 2.71 0.00
2.00 0.48 0.00 0.30 106.00 4.38 2.71 0.00
4.00 3.87 2.25 6.18 108.00 4.38 2.71 0.00
6.00 4.38 2.71 1.87 110.00 4.38 2.71 0.00
8.00 4.38 2.71 0.00 112.00 4.38 2.71 0.00
10.00 4.38 2.71 0.00 114.00 4.38 2.71 0.00
12.00 4.38 2.71 0.00 116.00 4.38 2.71 0.00
14.00 4.38 2.71 0.00 118.00 4.38 2.71 0.00
16.00 4.38 2.71 0.00 120.00 4.38 2.71 0.00
18.00 4.38 2.71 0.00
20.00 4.38 2.71 0.00
22.00 4.38 2.71 0.00
24.00 4.38 2.71 0.00
26.00 4.38 2.71 0.00
28.00 4.38 2.71 0.00
30.00 4.38 2.71 0.00
32.00 4.38 2.71 0.00
34.00 4.38 2.71 0.00
36.00 4.38 2.71 0.00
38.00 4.38 2.71 0.00
40.00 4.38 2.71 0.00
42.00 4.38 2.71 0.00
44.00 4.38 2.71 0.00
46.00 4.38 2.71 0.00
48.00 4.38 2.71 0.00
50.00 4.38 2.71 0.00
52.00 4.38 2.71 0.00
54.00 4.38 2.71 0.00
56.00 4.38 2.71 0.00
58.00 4.38 2.71 0.00
60.00 4.38 2.71 0.00
62.00 4.38 2.71 0.00
64.00 4.38 2.71 0.00
66.00 4.38 2.71 0.00
68.00 4.38 2.71 0.00
70.00 4.38 2.71 0.00
72.00 4.38 2.71 0.00
74.00 4.38 2.71 0.00
76.00 4.38 2.71 0.00
78.00 4.38 2.71 0.00
80.00 4.38 2.71 0.00
82.00 4.38 2.71 0.00
84.00 4.38 2.71 0.00
86.00 4.38 2.71 0.00
88.00 4.38 2.71 0.00
90.00 4.38 2.71 0.00
92.00 4.38 2.71 0.00
94.00 4.38 2.71 0.00
96.00 4.38 2.71 0.00
98.00 4.38 2.71 0.00
100.00 4.38 2.71 0.00
102.00 4.38 2.71 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 5S: Post Undetained
Runoff = 11.39 cfs @ 3.16 hrs, Volume= 0.474 af, Depth= 2.28"
Routed to Link 5L : Post Development Runoff
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 25-yr Rainfall=4.38"
Area (ac) CN Description
0.480 98 Pavement/ Curb (Ex. Green Acres Drive)
2.020 74 Open Areas
2.500 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post Undetained
Hydrograph
11 11.39 cfs r -Runoff
11_ 1 —
billaTloiteL6-1hIr• 25-yr
10: I 1- 1 I R+airi all=4.�38�'
I T I F � bfflA�e $.S�OOTa�
8
7 1 Runcbff IVc luml =10.474 af
0 6 T I 1 1 4 Ru Miolff_Depth 2- 87
LL
5 f fi lI t II fiTl &P i
4
2-
1 — III � I �
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 30
Hydrograph for Subcatchment 5S: Post Undetained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 4.38 2.28 0.00
2.00 0.48 0.00 0.00 106.00 4.38 2.28 0.00
4.00 3.87 1.86 1.16 108.00 4.38 2.28 0.00
6.00 4.38 2.28 0.36 110.00 4.38 2.28 0.00
8.00 4.38 2.28 0.00 112.00 4.38 2.28 0.00
10.00 4.38 2.28 0.00 114.00 4.38 2.28 0.00
12.00 4.38 2.28 0.00 116.00 4.38 2.28 0.00
14.00 4.38 2.28 0.00 118.00 4.38 2.28 0.00
16.00 4.38 2.28 0.00 120.00 4.38 2.28 0.00
18.00 4.38 2.28 0.00
20.00 4.38 2.28 0.00
22.00 4.38 2.28 0.00
24.00 4.38 2.28 0.00
26.00 4.38 2.28 0.00
28.00 4.38 2.28 0.00
30.00 4.38 2.28 0.00
32.00 4.38 2.28 0.00
34.00 4.38 2.28 0.00
36.00 4.38 2.28 0.00
38.00 4.38 2.28 0.00
40.00 4.38 2.28 0.00
42.00 4.38 2.28 0.00
44.00 4.38 2.28 0.00
46.00 4.38 2.28 0.00
48.00 4.38 2.28 0.00
50.00 4.38 2.28 0.00
52.00 4.38 2.28 0.00
54.00 4.38 2.28 0.00
56.00 4.38 2.28 0.00
58.00 4.38 2.28 0.00
60.00 4.38 2.28 0.00
62.00 4.38 2.28 0.00
64.00 4.38 2.28 0.00
66.00 4.38 2.28 0.00
68.00 4.38 2.28 0.00
70.00 4.38 2.28 0.00
72.00 4.38 2.28 0.00
74.00 4.38 2.28 0.00
76.00 4.38 2.28 0.00
78.00 4.38 2.28 0.00
80.00 4.38 2.28 0.00
82.00 4.38 2.28 0.00
84.00 4.38 2.28 0.00
86.00 4.38 2.28 0.00
88.00 4.38 2.28 0.00
90.00 4.38 2.28 0.00
92.00 4.38 2.28 0.00
94.00 4.38 2.28 0.00
96.00 4.38 2.28 0.00
98.00 4.38 2.28 0.00
100.00 4.38 2.28 0.00
102.00 4.38 2.28 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 31
Summary for Pond 4P: Wet Pond
Inflow Area = 12.221 ac, Inflow Depth = 2.71" for 25-yr event
Inflow = 65.48 cfs @ 3.15 hrs, Volume= 2.759 af
Outflow = 26.80 cfs @ 3.33 hrs, Volume= 2.755 af, Atten= 59%, Lag= 10.4 min
Primary = 26.80 cfs @ 3.33 hrs, Volume= 2.755 af
Routed to Link 5L : Post Development Runoff
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 5L : Post Development Runoff
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 658.08' @ 3.33 hrs Surf.Area= 16,776 sf Storage= 54,548 cf
Plug-Flow detention time= 376.9 min calculated for 2.755 af(100% of inflow)
Center-of-Mass det. time= 376.7 min ( 587.2 - 210.5 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 90,022 cf Wet Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
654.00 9,324 0 0
654.50 10,983 5,077 5,077
655.00 11,752 5,684 10,761
656.00 13,324 12,538 23,299
657.00 14,953 14,139 37,437
658.00 16,639 15,796 53,233
659.00 18,380 17,510 70,743
660.00 20,179 19,280 90,022
Device Routing Invert Outlet Devices
#1 Primary 653.93' 24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 653.93' /653.68' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 654.00' 2.0" Vert. WQV Bleeder C= 0.600
Limited to weir flow at low heads
#3 Device 1 655.80' 2.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
#4 Device 1 657.50' 10.5' long Riser Top 0 End Contraction(s)
#5 Secondary 658.50' 30.0' long + 2.0 '/' SideZ x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=26.79 cfs @ 3.33 hrs HW=658.08' (Free Discharge)
t 1=Culvert (Barrel Controls 26.79 cfs @ 8.53 fps)
-2=WQV Bleeder (Passes < 0.21 cfs potential flow)
-3=Sharp-Crested Rectangular Weir(Passes < 22.48 cfs potential flow)
-4=Riser Top (Passes < 15.06 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge)
S=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 32
Pond 4P: Wet Pond
Hydrograph
.1 65.48 cfs r +� �11 � —Inflow
—Outf ow
60 Y1 /`1rC�� —1 4.Li71 Primary
—Se Secondary
55_ 1 1 1 1 1 1 1 -e -EIe 6 8-0i
50_ 1 —[ + t t-ir ge5451 di
45
- 40
035 —[ + 4 + 4 I— - I
LI
31 26.80 ifs
25 I 7 7 T 7 7
2
20 I —I + 4 -k -k
15 1 -177T7777T77771r77
10
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 33
Hydrograph for Pond 4P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 654.00 0.00 0.00 0.00
4.00 6.18 39,349 657.13 10.18 10.18 0.00
8.00 0.00 21,528 655.87 0.25 0.25 0.00
12.00 0.00 19,339 655.70 0.13 0.13 0.00
16.00 0.00 17,462 655.55 0.13 0.13 0.00
20.00 0.00 15,676 655.41 0.12 0.12 0.00
24.00 0.00 13,982 655.27 0.11 0.11 0.00
28.00 0.00 12,382 655.14 0.11 0.11 0.00
32.00 0.00 10,878 655.01 0.10 0.10 0.00
36.00 0.00 9,471 654.89 0.09 0.09 0.00
40.00 0.00 8,163 654.78 0.09 0.09 0.00
44.00 0.00 6,955 654.67 0.08 0.08 0.00
48.00 0.00 5,848 654.57 0.07 0.07 0.00
52.00 0.00 4,845 654.48 0.07 0.07 0.00
56.00 0.00 3,947 654.40 0.06 0.06 0.00
60.00 0.00 3,157 654.32 0.05 0.05 0.00
64.00 0.00 2,478 654.25 0.04 0.04 0.00
68.00 0.00 1,912 654.20 0.04 0.04 0.00
72.00 0.00 1,462 654.15 0.03 0.03 0.00
76.00 0.00 1,131 654.12 0.02 0.02 0.00
80.00 0.00 893 654.09 0.01 0.01 0.00
84.00 0.00 725 654.08 0.01 0.01 0.00
88.00 0.00 607 654.06 0.01 0.01 0.00
92.00 0.00 520 654.06 0.01 0.01 0.00
96.00 0.00 448 654.05 0.00 0.00 0.00
100.00 0.00 385 654.04 0.00 0.00 0.00
104.00 0.00 332 654.04 0.00 0.00 0.00
108.00 0.00 285 654.03 0.00 0.00 0.00
112.00 0.00 246 654.03 0.00 0.00 0.00
116.00 0.00 211 654.02 0.00 0.00 0.00
120.00 0.00 182 654.02 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 34
Summary for Link 5L: Post Development Runoff
Inflow Area = 14.721 ac, Inflow Depth = 2.63" for 25-yr event
Inflow = 34.50 cfs @ 3.23 hrs, Volume= 3.229 af
Primary = 34.50 cfs @ 3.23 hrs, Volume= 3.229 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 5L: Post Development Runoff
Hydrograph
3
3�83�.50 cfs I t 1 —Inflow
I - 1 - I — Primary
32: Cfo /Are 4 7-21-aC
32; - �lll �!'11C�
30_ -
28:
26: -k I 4 1- I I - I -I -k 4 -k 4 I- 4
24_
20_
LI
14:
101
6] T I -1 T
4 1 I
21
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 35
Hydrograph for Link 5L: Post Development Runoff
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 106.00 0.00 0.00 0.00
4.00 11.34 0.00 11.34 108.00 0.00 0.00 0.00
6.00 2.74 0.00 2.74 110.00 0.00 0.00 0.00
8.00 0.25 0.00 0.25 112.00 0.00 0.00 0.00
10.00 0.14 0.00 0.14 114.00 0.00 0.00 0.00
12.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00
14.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00
16.00 0.13 0.00 0.13 120.00 0.00 0.00 0.00
18.00 0.12 0.00 0.12
20.00 0.12 0.00 0.12
22.00 0.12 0.00 0.12
24.00 0.11 0.00 0.11
26.00 0.11 0.00 0.11
28.00 0.11 0.00 0.11
30.00 0.10 0.00 0.10
32.00 0.10 0.00 0.10
34.00 0.10 0.00 0.10
36.00 0.09 0.00 0.09
38.00 0.09 0.00 0.09
40.00 0.09 0.00 0.09
42.00 0.08 0.00 0.08
44.00 0.08 0.00 0.08
46.00 0.08 0.00 0.08
48.00 0.07 0.00 0.07
50.00 0.07 0.00 0.07
52.00 0.07 0.00 0.07
54.00 0.06 0.00 0.06
56.00 0.06 0.00 0.06
58.00 0.05 0.00 0.05
60.00 0.05 0.00 0.05
62.00 0.05 0.00 0.05
64.00 0.04 0.00 0.04
66.00 0.04 0.00 0.04
68.00 0.04 0.00 0.04
70.00 0.03 0.00 0.03
72.00 0.03 0.00 0.03
74.00 0.02 0.00 0.02
76.00 0.02 0.00 0.02
78.00 0.02 0.00 0.02
80.00 0.01 0.00 0.01
82.00 0.01 0.00 0.01
84.00 0.01 0.00 0.01
86.00 0.01 0.00 0.01
88.00 0.01 0.00 0.01
90.00 0.01 0.00 0.01
92.00 0.01 0.00 0.01
94.00 0.01 0.00 0.01
96.00 0.00 0.00 0.00
98.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.00 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 1 S: Pre-Dev
Runoff = 56.07 cfs @ 3.26 hrs, Volume= 3.037 af, Depth= 2.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 50-yr Rainfall=4.92"
Area (ac) CN Description
• 0.501 95 Gravel Road / Drives
• 0.097 98 Buildings
• 0.390 98 Pavement
• 0.000 71 Offsite Farmed Areas
• 6.208 70 Onsite Tree / Brush Areas
• 7.559 79 Onsite Old Lot Areas (Trailers)
14.755 76 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 50 0.0330 0.20 Sheet Flow, Sheet Flow (offsite)
Range n= 0.130 P2= 3.20"
2.9 288 0.0560 1.66 Shallow Concentrated Flow, Shallow Concentrated (onsite)
Short Grass Pasture Kv= 7.0 fps
5.9 630 0.0340 1.77 21.22 Channel Flow, Ditch (onsite)
Area= 12.0 sf Perim= 12.6' r= 0.95' n= 0.150
12.9 968 Total
Subcatchment 1 S: Pre-Dev
Hydrograph
I 61 56.07 cfs _I —Runoff
55_
50_ &har`otte 6-hr 5u-yr
45 R-airi 1.4 92"
40 Riurioif �r�a�1 .7�55 aJC
• 35_ _ L L L — 1 L Rul ioff VoIu.me-13 031 df
U _
30_ f + Runolff-Pep-pth 2.-477
LL
J J - Flo e tirg6
20_
15_
7
10- L _L _L _L L L 1
5 L I _1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment 1S: Pre-Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 4.92 2.47 0.00
2.00 0.55 0.00 0.00 106.00 4.92 2.47 0.00
4.00 4.32 1.99 8.60 108.00 4.92 2.47 0.00
6.00 4.92 2.47 2.48 110.00 4.92 2.47 0.00
8.00 4.92 2.47 0.00 112.00 4.92 2.47 0.00
10.00 4.92 2.47 0.00 114.00 4.92 2.47 0.00
12.00 4.92 2.47 0.00 116.00 4.92 2.47 0.00
14.00 4.92 2.47 0.00 118.00 4.92 2.47 0.00
16.00 4.92 2.47 0.00 120.00 4.92 2.47 0.00
18.00 4.92 2.47 0.00
20.00 4.92 2.47 0.00
22.00 4.92 2.47 0.00
24.00 4.92 2.47 0.00
26.00 4.92 2.47 0.00
28.00 4.92 2.47 0.00
30.00 4.92 2.47 0.00
32.00 4.92 2.47 0.00
34.00 4.92 2.47 0.00
36.00 4.92 2.47 0.00
38.00 4.92 2.47 0.00
40.00 4.92 2.47 0.00
42.00 4.92 2.47 0.00
44.00 4.92 2.47 0.00
46.00 4.92 2.47 0.00
48.00 4.92 2.47 0.00
50.00 4.92 2.47 0.00
52.00 4.92 2.47 0.00
54.00 4.92 2.47 0.00
56.00 4.92 2.47 0.00
58.00 4.92 2.47 0.00
60.00 4.92 2.47 0.00
62.00 4.92 2.47 0.00
64.00 4.92 2.47 0.00
66.00 4.92 2.47 0.00
68.00 4.92 2.47 0.00
70.00 4.92 2.47 0.00
72.00 4.92 2.47 0.00
74.00 4.92 2.47 0.00
76.00 4.92 2.47 0.00
78.00 4.92 2.47 0.00
80.00 4.92 2.47 0.00
82.00 4.92 2.47 0.00
84.00 4.92 2.47 0.00
86.00 4.92 2.47 0.00
88.00 4.92 2.47 0.00
90.00 4.92 2.47 0.00
92.00 4.92 2.47 0.00
94.00 4.92 2.47 0.00
96.00 4.92 2.47 0.00
98.00 4.92 2.47 0.00
100.00 4.92 2.47 0.00
102.00 4.92 2.47 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 2S: Post-Detained
Runoff = 75.41 cfs @ 3.15 hrs, Volume= 3.256 af, Depth= 3.20"
Routed to Pond 4P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 50-yr Rainfall=4.92"
Area (ac) CN Description
* 1.646 98 Roadway Pavement - Curb
* 0.492 98 Conc. Sidewalks
* 2.548 98 Buildings / Patios /Walks
* 0.561 98 Building Driveways
* 6.974 74 Open Areas
12.221 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post-Detained
Subcatchment 2S: Post-Detained
Hydrograph
I I I I
8r75.41 cfs [ —Runoff
75_
70; — tit a ri otte-6- r 5 tYy
65_ fi 1— R6irifaiI1-4.2
60 i uroif_Arra . 2a a6_
55;
50_ f —Runoff Vol Um --135a1
6 45
0 40: I 1 - 1 4 4 RUMl-OLDePth 3.207
LL
35_ T-C7&P IPiP-
30
25= fi —Lfi lrtfi rtI— 1t11hf 81i-
20'
15_ - 1 4 4 1— 41 - 1 —
10_
5 T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 39
Hydrograph for Subcatchment 2S: Post-Detained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 4.92 3.20 0.00
2.00 0.55 0.01 0.70 106.00 4.92 3.20 0.00
4.00 4.32 2.66 7.23 108.00 4.92 3.20 0.00
6.00 4.92 3.20 2.18 110.00 4.92 3.20 0.00
8.00 4.92 3.20 0.00 112.00 4.92 3.20 0.00
10.00 4.92 3.20 0.00 114.00 4.92 3.20 0.00
12.00 4.92 3.20 0.00 116.00 4.92 3.20 0.00
14.00 4.92 3.20 0.00 118.00 4.92 3.20 0.00
16.00 4.92 3.20 0.00 120.00 4.92 3.20 0.00
18.00 4.92 3.20 0.00
20.00 4.92 3.20 0.00
22.00 4.92 3.20 0.00
24.00 4.92 3.20 0.00
26.00 4.92 3.20 0.00
28.00 4.92 3.20 0.00
30.00 4.92 3.20 0.00
32.00 4.92 3.20 0.00
34.00 4.92 3.20 0.00
36.00 4.92 3.20 0.00
38.00 4.92 3.20 0.00
40.00 4.92 3.20 0.00
42.00 4.92 3.20 0.00
44.00 4.92 3.20 0.00
46.00 4.92 3.20 0.00
48.00 4.92 3.20 0.00
50.00 4.92 3.20 0.00
52.00 4.92 3.20 0.00
54.00 4.92 3.20 0.00
56.00 4.92 3.20 0.00
58.00 4.92 3.20 0.00
60.00 4.92 3.20 0.00
62.00 4.92 3.20 0.00
64.00 4.92 3.20 0.00
66.00 4.92 3.20 0.00
68.00 4.92 3.20 0.00
70.00 4.92 3.20 0.00
72.00 4.92 3.20 0.00
74.00 4.92 3.20 0.00
76.00 4.92 3.20 0.00
78.00 4.92 3.20 0.00
80.00 4.92 3.20 0.00
82.00 4.92 3.20 0.00
84.00 4.92 3.20 0.00
86.00 4.92 3.20 0.00
88.00 4.92 3.20 0.00
90.00 4.92 3.20 0.00
92.00 4.92 3.20 0.00
94.00 4.92 3.20 0.00
96.00 4.92 3.20 0.00
98.00 4.92 3.20 0.00
100.00 4.92 3.20 0.00
102.00 4.92 3.20 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 5S: Post Undetained
Runoff = 13.38 cfs @ 3.15 hrs, Volume= 0.569 af, Depth= 2.73"
Routed to Link 5L : Post Development Runoff
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 50-yr Rainfall=4.92"
Area (ac) CN Description
0.480 98 Pavement/ Curb (Ex. Green Acres Drive)
2.020 74 Open Areas
2.500 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post Undetained
Hydrograph
II
l l
11 13.38 cfs I — —Runoff
13: 4 &harlotte 6 lhr 50-yr
12;
11- —
10_ - 1— -4 4- —1 4 4- I -kii-ndfflptie = 001--a6-
I 7 —Rube-if 1V-olum e�--10 56 dU
46
o 4 - Ru Mi-o1ff_D pt 2.731'
LL
6 - 4- 4- 4- 4- 1 rt 4I I DTI 4
5_
4
3 — I4L1 Irt414- t
2
1 L 1 1 1 -
0 ......
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 41
Hydrograph for Subcatchment 5S: Post Undetained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 4.92 2.73 0.00
2.00 0.55 0.00 0.00 106.00 4.92 2.73 0.00
4.00 4.32 2.23 1.37 108.00 4.92 2.73 0.00
6.00 4.92 2.73 0.42 110.00 4.92 2.73 0.00
8.00 4.92 2.73 0.00 112.00 4.92 2.73 0.00
10.00 4.92 2.73 0.00 114.00 4.92 2.73 0.00
12.00 4.92 2.73 0.00 116.00 4.92 2.73 0.00
14.00 4.92 2.73 0.00 118.00 4.92 2.73 0.00
16.00 4.92 2.73 0.00 120.00 4.92 2.73 0.00
18.00 4.92 2.73 0.00
20.00 4.92 2.73 0.00
22.00 4.92 2.73 0.00
24.00 4.92 2.73 0.00
26.00 4.92 2.73 0.00
28.00 4.92 2.73 0.00
30.00 4.92 2.73 0.00
32.00 4.92 2.73 0.00
34.00 4.92 2.73 0.00
36.00 4.92 2.73 0.00
38.00 4.92 2.73 0.00
40.00 4.92 2.73 0.00
42.00 4.92 2.73 0.00
44.00 4.92 2.73 0.00
46.00 4.92 2.73 0.00
48.00 4.92 2.73 0.00
50.00 4.92 2.73 0.00
52.00 4.92 2.73 0.00
54.00 4.92 2.73 0.00
56.00 4.92 2.73 0.00
58.00 4.92 2.73 0.00
60.00 4.92 2.73 0.00
62.00 4.92 2.73 0.00
64.00 4.92 2.73 0.00
66.00 4.92 2.73 0.00
68.00 4.92 2.73 0.00
70.00 4.92 2.73 0.00
72.00 4.92 2.73 0.00
74.00 4.92 2.73 0.00
76.00 4.92 2.73 0.00
78.00 4.92 2.73 0.00
80.00 4.92 2.73 0.00
82.00 4.92 2.73 0.00
84.00 4.92 2.73 0.00
86.00 4.92 2.73 0.00
88.00 4.92 2.73 0.00
90.00 4.92 2.73 0.00
92.00 4.92 2.73 0.00
94.00 4.92 2.73 0.00
96.00 4.92 2.73 0.00
98.00 4.92 2.73 0.00
100.00 4.92 2.73 0.00
102.00 4.92 2.73 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 42
Summary for Pond 4P: Wet Pond
Inflow Area = 12.221 ac, Inflow Depth = 3.20" for 50-yr event
Inflow = 75.41 cfs @ 3.15 hrs, Volume= 3.256 af
Outflow = 30.50 cfs @ 3.33 hrs, Volume= 3.252 af, Atten= 60%, Lag= 10.5 min
Primary = 28.88 cfs @ 3.33 hrs, Volume= 3.241 af
Routed to Link 5L : Post Development Runoff
Secondary = 1.63 cfs @ 3.33 hrs, Volume= 0.011 af
Routed to Link 5L : Post Development Runoff
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 658.57' @ 3.33 hrs Surf.Area= 17,639 sf Storage= 63,073 cf
Plug-Flow detention time= 324.5 min calculated for 3.252 af(100% of inflow)
Center-of-Mass det. time= 324.3 min ( 533.9 - 209.6 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 90,022 cf Wet Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
654.00 9,324 0 0
654.50 10,983 5,077 5,077
655.00 11,752 5,684 10,761
656.00 13,324 12,538 23,299
657.00 14,953 14,139 37,437
658.00 16,639 15,796 53,233
659.00 18,380 17,510 70,743
660.00 20,179 19,280 90,022
Device Routing Invert Outlet Devices
#1 Primary 653.93' 24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 653.93' /653.68' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 654.00' 2.0" Vert. WQV Bleeder C= 0.600
Limited to weir flow at low heads
#3 Device 1 655.80' 2.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
#4 Device 1 657.50' 10.5' long Riser Top 0 End Contraction(s)
#5 Secondary 658.50' 30.0' long + 2.0 '/' SideZ x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=28.87 cfs @ 3.33 hrs HW=658.57' (Free Discharge)
t 1=Culvert (Inlet Controls 28.87 cfs @ 9.19 fps)
-2=WQV Bleeder (Passes < 0.22 cfs potential flow)
-3=Sharp-Crested Rectangular Weir(Passes < 30.19 cfs potential flow)
-4=Riser Top (Passes < 38.14 cfs potential flow)
Secondary OutFlow Max=1.51 cfs @ 3.33 hrs HW=658.57' (Free Discharge)
S=Broad-Crested Rectangular Weir(Weir Controls 1.51 cfs @ 0.69 fps)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 43
Pond 4P: Wet Pond
Hydrograph
1 1 1 1 1 1
�75.41 cfs I- —Inflow—Outflow
75: + i ,t��ev�1 1 —[ i if ifreaH �t if —Primary
70= A ' —Secondary
65_ — — 'eal Ele = a 5i'
60:
55! 1 1 1 1 1 1 1 1 ti•ritg 6i 017— Gi
w 50: 1i rt1- 1iffi 1fi1 rt1- -Ifi1 rt
1.5 45:
040: ifif ifII41- I I 41- - ifI 4
LL
3I
328.88 cfs
r�-`- I I I I I I I I
25: if i
20!
15; 1A if 4 if if
10:
1 1.63 cfs 11
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 44
Hydrograph for Pond 4P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 654.00 0.00 0.00 0.00
4.00 7.23 41,595 657.27 11.89 11.89 0.00
8.00 0.00 21,602 655.87 0.27 0.27 0.00
12.00 0.00 19,377 655.70 0.13 0.13 0.00
16.00 0.00 17,498 655.55 0.13 0.13 0.00
20.00 0.00 15,710 655.41 0.12 0.12 0.00
24.00 0.00 14,014 655.27 0.11 0.11 0.00
28.00 0.00 12,413 655.14 0.11 0.11 0.00
32.00 0.00 10,906 655.01 0.10 0.10 0.00
36.00 0.00 9,497 654.89 0.09 0.09 0.00
40.00 0.00 8,187 654.78 0.09 0.09 0.00
44.00 0.00 6,977 654.67 0.08 0.08 0.00
48.00 0.00 5,869 654.57 0.07 0.07 0.00
52.00 0.00 4,864 654.48 0.07 0.07 0.00
56.00 0.00 3,964 654.40 0.06 0.06 0.00
60.00 0.00 3,172 654.32 0.05 0.05 0.00
64.00 0.00 2,490 654.26 0.04 0.04 0.00
68.00 0.00 1,921 654.20 0.04 0.04 0.00
72.00 0.00 1,470 654.15 0.03 0.03 0.00
76.00 0.00 1,136 654.12 0.02 0.02 0.00
80.00 0.00 897 654.09 0.01 0.01 0.00
84.00 0.00 728 654.08 0.01 0.01 0.00
88.00 0.00 608 654.06 0.01 0.01 0.00
92.00 0.00 522 654.06 0.01 0.01 0.00
96.00 0.00 449 654.05 0.00 0.00 0.00
100.00 0.00 387 654.04 0.00 0.00 0.00
104.00 0.00 333 654.04 0.00 0.00 0.00
108.00 0.00 286 654.03 0.00 0.00 0.00
112.00 0.00 246 654.03 0.00 0.00 0.00
116.00 0.00 212 654.02 0.00 0.00 0.00
120.00 0.00 182 654.02 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 45
Summary for Link 5L: Post Development Runoff
Inflow Area = 14.721 ac, Inflow Depth = 3.12" for 50-yr event
Inflow = 39.18 cfs @ 3.19 hrs, Volume= 3.821 af
Primary = 39.18 cfs @ 3.19 hrs, Volume= 3.821 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 5L: Post Development Runoff
Hydrograph
4 4— 1 4 —Inflow
4 39.18 cfs
36! 4n 1 Ww Area t4.7 1-aC —Primary
34 - 4
324
30, 4 4 l 4 4 4 #
28]
26_ fi rt 1— fi rt fi rt
24=
3 22
0 20
u_
18 L 1I _ 1 4 LI '
14
16
12
10
8 - 4 1 I I— 4 4 I-
6
4 I —hhHI —hI— I
2 - — —
0 -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 46
Hydrograph for Link 5L: Post Development Runoff
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 106.00 0.00 0.00 0.00
4.00 13.26 0.00 13.26 108.00 0.00 0.00 0.00
6.00 3.17 0.00 3.17 110.00 0.00 0.00 0.00
8.00 0.27 0.00 0.27 112.00 0.00 0.00 0.00
10.00 0.14 0.00 0.14 114.00 0.00 0.00 0.00
12.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00
14.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00
16.00 0.13 0.00 0.13 120.00 0.00 0.00 0.00
18.00 0.12 0.00 0.12
20.00 0.12 0.00 0.12
22.00 0.12 0.00 0.12
24.00 0.11 0.00 0.11
26.00 0.11 0.00 0.11
28.00 0.11 0.00 0.11
30.00 0.10 0.00 0.10
32.00 0.10 0.00 0.10
34.00 0.10 0.00 0.10
36.00 0.09 0.00 0.09
38.00 0.09 0.00 0.09
40.00 0.09 0.00 0.09
42.00 0.08 0.00 0.08
44.00 0.08 0.00 0.08
46.00 0.08 0.00 0.08
48.00 0.07 0.00 0.07
50.00 0.07 0.00 0.07
52.00 0.07 0.00 0.07
54.00 0.06 0.00 0.06
56.00 0.06 0.00 0.06
58.00 0.06 0.00 0.06
60.00 0.05 0.00 0.05
62.00 0.05 0.00 0.05
64.00 0.04 0.00 0.04
66.00 0.04 0.00 0.04
68.00 0.04 0.00 0.04
70.00 0.03 0.00 0.03
72.00 0.03 0.00 0.03
74.00 0.02 0.00 0.02
76.00 0.02 0.00 0.02
78.00 0.02 0.00 0.02
80.00 0.01 0.00 0.01
82.00 0.01 0.00 0.01
84.00 0.01 0.00 0.01
86.00 0.01 0.00 0.01
88.00 0.01 0.00 0.01
90.00 0.01 0.00 0.01
92.00 0.01 0.00 0.01
94.00 0.01 0.00 0.01
96.00 0.00 0.00 0.00
98.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.00 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 1 S: Pre-Dev
Runoff = 64.82 cfs @ 3.26 hrs, Volume= 3.465 af, Depth= 2.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
• 0.501 95 Gravel Road / Drives
• 0.097 98 Buildings
• 0.390 98 Pavement
• 0.000 71 Offsite Farmed Areas
• 6.208 70 Onsite Tree / Brush Areas
• 7.559 79 Onsite Old Lot Areas (Trailers)
14.755 76 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 50 0.0330 0.20 Sheet Flow, Sheet Flow (offsite)
Range n= 0.130 P2= 3.20"
2.9 288 0.0560 1.66 Shallow Concentrated Flow, Shallow Concentrated (onsite)
Short Grass Pasture Kv= 7.0 fps
5.9 630 0.0340 1.77 21.22 Channel Flow, Ditch (onsite)
Area= 12.0 sf Perim= 12.6' r= 0.95' n= 0.150
12.9 968 Total
Subcatchment 1 S: Pre-Dev
Hydrograph
7Q 64.82 cfs I — —
-Runoff
65_ ,,�
60- Charlotte nlrA O yu
55_ L Rkair4a11=534�
50-
45-
40 tunoff Voltm�13A6SaL
35_ H + + + + Runoff-Pep-pth=2.82�'
LL 30= Floyi terrtgth=p6
25-
20 T12 mil
15_ I -9 7 -
10-
5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 48
Hydrograph for Subcatchment 1S: Pre-Dev
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.34 2.82 0.00
2.00 0.59 0.00 0.00 106.00 5.34 2.82 0.00
4.00 4.70 2.29 9.47 108.00 5.34 2.82 0.00
6.00 5.34 2.82 2.76 110.00 5.34 2.82 0.00
8.00 5.34 2.82 0.00 112.00 5.34 2.82 0.00
10.00 5.34 2.82 0.00 114.00 5.34 2.82 0.00
12.00 5.34 2.82 0.00 116.00 5.34 2.82 0.00
14.00 5.34 2.82 0.00 118.00 5.34 2.82 0.00
16.00 5.34 2.82 0.00 120.00 5.34 2.82 0.00
18.00 5.34 2.82 0.00
20.00 5.34 2.82 0.00
22.00 5.34 2.82 0.00
24.00 5.34 2.82 0.00
26.00 5.34 2.82 0.00
28.00 5.34 2.82 0.00
30.00 5.34 2.82 0.00
32.00 5.34 2.82 0.00
34.00 5.34 2.82 0.00
36.00 5.34 2.82 0.00
38.00 5.34 2.82 0.00
40.00 5.34 2.82 0.00
42.00 5.34 2.82 0.00
44.00 5.34 2.82 0.00
46.00 5.34 2.82 0.00
48.00 5.34 2.82 0.00
50.00 5.34 2.82 0.00
52.00 5.34 2.82 0.00
54.00 5.34 2.82 0.00
56.00 5.34 2.82 0.00
58.00 5.34 2.82 0.00
60.00 5.34 2.82 0.00
62.00 5.34 2.82 0.00
64.00 5.34 2.82 0.00
66.00 5.34 2.82 0.00
68.00 5.34 2.82 0.00
70.00 5.34 2.82 0.00
72.00 5.34 2.82 0.00
74.00 5.34 2.82 0.00
76.00 5.34 2.82 0.00
78.00 5.34 2.82 0.00
80.00 5.34 2.82 0.00
82.00 5.34 2.82 0.00
84.00 5.34 2.82 0.00
86.00 5.34 2.82 0.00
88.00 5.34 2.82 0.00
90.00 5.34 2.82 0.00
92.00 5.34 2.82 0.00
94.00 5.34 2.82 0.00
96.00 5.34 2.82 0.00
98.00 5.34 2.82 0.00
100.00 5.34 2.82 0.00
102.00 5.34 2.82 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 2S: Post-Detained
Runoff = 85.48 cfs @ 3.15 hrs, Volume= 3.649 af, Depth= 3.58"
Routed to Pond 4P : Wet Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
• 1.646 98 Roadway Pavement - Curb
• 0.492 98 Conc. Sidewalks
• 2.548 98 Buildings / Patios /Walks
• 0.561 98 Building Driveways
• 6.974 74 Open Areas
12.221 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Post-Detained
Subcatchment 2S: Post-Detained
Hydrograph
95 IT T TIT
9I 85.48 cfs r —Runoff
80; f T fi 1 C arlotte Ir=t 0 u-y
75= Rair4alE5_4"
70
65; f + Rau rkoff r a t$ 21Ha6
60
• 55 —Rulncuff Val ume=13:649-df-
0• 45 i ff ^OPth 3.587
LL 4
35; Tc75
30_25= -
l _L L L I N7814-
20_ T - — T — 1 T
15
10
-
5 - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 50
Hydrograph for Subcatchment 2S: Post-Detained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.34 3.58 0.00
2.00 0.59 0.02 0.91 106.00 5.34 3.58 0.00
4.00 4.70 3.00 7.78 108.00 5.34 3.58 0.00
6.00 5.34 3.58 2.43 110.00 5.34 3.58 0.00
8.00 5.34 3.58 0.00 112.00 5.34 3.58 0.00
10.00 5.34 3.58 0.00 114.00 5.34 3.58 0.00
12.00 5.34 3.58 0.00 116.00 5.34 3.58 0.00
14.00 5.34 3.58 0.00 118.00 5.34 3.58 0.00
16.00 5.34 3.58 0.00 120.00 5.34 3.58 0.00
18.00 5.34 3.58 0.00
20.00 5.34 3.58 0.00
22.00 5.34 3.58 0.00
24.00 5.34 3.58 0.00
26.00 5.34 3.58 0.00
28.00 5.34 3.58 0.00
30.00 5.34 3.58 0.00
32.00 5.34 3.58 0.00
34.00 5.34 3.58 0.00
36.00 5.34 3.58 0.00
38.00 5.34 3.58 0.00
40.00 5.34 3.58 0.00
42.00 5.34 3.58 0.00
44.00 5.34 3.58 0.00
46.00 5.34 3.58 0.00
48.00 5.34 3.58 0.00
50.00 5.34 3.58 0.00
52.00 5.34 3.58 0.00
54.00 5.34 3.58 0.00
56.00 5.34 3.58 0.00
58.00 5.34 3.58 0.00
60.00 5.34 3.58 0.00
62.00 5.34 3.58 0.00
64.00 5.34 3.58 0.00
66.00 5.34 3.58 0.00
68.00 5.34 3.58 0.00
70.00 5.34 3.58 0.00
72.00 5.34 3.58 0.00
74.00 5.34 3.58 0.00
76.00 5.34 3.58 0.00
78.00 5.34 3.58 0.00
80.00 5.34 3.58 0.00
82.00 5.34 3.58 0.00
84.00 5.34 3.58 0.00
86.00 5.34 3.58 0.00
88.00 5.34 3.58 0.00
90.00 5.34 3.58 0.00
92.00 5.34 3.58 0.00
94.00 5.34 3.58 0.00
96.00 5.34 3.58 0.00
98.00 5.34 3.58 0.00
100.00 5.34 3.58 0.00
102.00 5.34 3.58 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 5S: Post Undetained
Runoff = 15.37 cfs @ 3.15 hrs, Volume= 0.645 af, Depth= 3.10"
Routed to Link 5L : Post Development Runoff
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Charlotte 6-hr 100-yr Rainfall=5.34"
Area (ac) CN Description
0.480 98 Pavement/ Curb (Ex. Green Acres Drive)
2.020 74 Open Areas
2.500 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Post Undetained
Hydrograph
17 5 —Runoff
1� 15.37 cfs
14: _Charlotte 6 hrr0 yr
13: H L L 1 1 L L 1 I RJahJyr. It. 41,
12: H T7 T U 71 T 1n6fflAAeOOIa6_
11=
10 - + —Ruin off IV- ld n6=10 45-df-
w
9_
0 8 1 I RAuM Off_Depth 3.101'
7
T T I T ITT I T T I I TI-c7W i p
6:
5 U ± 1 1 1 1 1- 1 1 * 1IP7P-
4:
33 - H 1 1 H H 1 1 4 1— 1 4 1— 1 1 H L1 - H
ik 1 1 1 1 1 1 1 1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 52
Hydrograph for Subcatchment 5S: Post Undetained
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.34 3.10 0.00
2.00 0.59 0.00 0.02 106.00 5.34 3.10 0.00
4.00 4.70 2.55 1.49 108.00 5.34 3.10 0.00
6.00 5.34 3.10 0.47 110.00 5.34 3.10 0.00
8.00 5.34 3.10 0.00 112.00 5.34 3.10 0.00
10.00 5.34 3.10 0.00 114.00 5.34 3.10 0.00
12.00 5.34 3.10 0.00 116.00 5.34 3.10 0.00
14.00 5.34 3.10 0.00 118.00 5.34 3.10 0.00
16.00 5.34 3.10 0.00 120.00 5.34 3.10 0.00
18.00 5.34 3.10 0.00
20.00 5.34 3.10 0.00
22.00 5.34 3.10 0.00
24.00 5.34 3.10 0.00
26.00 5.34 3.10 0.00
28.00 5.34 3.10 0.00
30.00 5.34 3.10 0.00
32.00 5.34 3.10 0.00
34.00 5.34 3.10 0.00
36.00 5.34 3.10 0.00
38.00 5.34 3.10 0.00
40.00 5.34 3.10 0.00
42.00 5.34 3.10 0.00
44.00 5.34 3.10 0.00
46.00 5.34 3.10 0.00
48.00 5.34 3.10 0.00
50.00 5.34 3.10 0.00
52.00 5.34 3.10 0.00
54.00 5.34 3.10 0.00
56.00 5.34 3.10 0.00
58.00 5.34 3.10 0.00
60.00 5.34 3.10 0.00
62.00 5.34 3.10 0.00
64.00 5.34 3.10 0.00
66.00 5.34 3.10 0.00
68.00 5.34 3.10 0.00
70.00 5.34 3.10 0.00
72.00 5.34 3.10 0.00
74.00 5.34 3.10 0.00
76.00 5.34 3.10 0.00
78.00 5.34 3.10 0.00
80.00 5.34 3.10 0.00
82.00 5.34 3.10 0.00
84.00 5.34 3.10 0.00
86.00 5.34 3.10 0.00
88.00 5.34 3.10 0.00
90.00 5.34 3.10 0.00
92.00 5.34 3.10 0.00
94.00 5.34 3.10 0.00
96.00 5.34 3.10 0.00
98.00 5.34 3.10 0.00
100.00 5.34 3.10 0.00
102.00 5.34 3.10 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 53
Summary for Pond 4P: Wet Pond
Inflow Area = 12.221 ac, Inflow Depth = 3.58" for 100-yr event
Inflow = 85.48 cfs @ 3.15 hrs, Volume= 3.649 af
Outflow = 44.17 cfs @ 3.28 hrs, Volume= 3.645 af, Atten= 48%, Lag= 7.7 min
Primary = 29.83 cfs @ 3.28 hrs, Volume= 3.471 af
Routed to Link 5L : Post Development Runoff
Secondary = 14.34 cfs @ 3.28 hrs, Volume= 0.173 af
Routed to Link 5L : Post Development Runoff
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 658.82' @ 3.28 hrs Surf.Area= 18,065 sf Storage= 67,445 cf
Plug-Flow detention time= 291.0 min calculated for 3.644 af(100% of inflow)
Center-of-Mass det. time= 291.9 min ( 500.6 - 208.7 )
Volume Invert Avail.Storage Storage Description
#1 654.00' 90,022 cf Wet Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
654.00 9,324 0 0
654.50 10,983 5,077 5,077
655.00 11,752 5,684 10,761
656.00 13,324 12,538 23,299
657.00 14,953 14,139 37,437
658.00 16,639 15,796 53,233
659.00 18,380 17,510 70,743
660.00 20,179 19,280 90,022
Device Routing Invert Outlet Devices
#1 Primary 653.93' 24.0" Round Culvert
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 653.93' /653.68' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 654.00' 2.0" Vert. WQV Bleeder C= 0.600
Limited to weir flow at low heads
#3 Device 1 655.80' 2.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s)
#4 Device 1 657.50' 10.5' long Riser Top 0 End Contraction(s)
#5 Secondary 658.50' 30.0' long + 2.0 '/' SideZ x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=29.83 cfs @ 3.28 hrs HW=658.82' (Free Discharge)
t 1=Culvert (Inlet Controls 29.83 cfs @ 9.50 fps)
-2=WQV Bleeder (Passes < 0.23 cfs potential flow)
-3=Sharp-Crested Rectangular Weir(Passes < 34.30 cfs potential flow)
-4=Riser Top (Passes < 52.00 cfs potential flow)
Secondary OutFlow Max=14.28 cfs @ 3.28 hrs HW=658.82' (Free Discharge)
S=Broad-Crested Rectangular Weir(Weir Controls 14.28 cfs @ 1.46 fps)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 54
Pond 4P: Wet Pond
Hydrograph
95r I � L
85.48 cfs —Inflow
—
85_ 1 —[ t 1 —L 1— n� i —Pimlary
80ow
: irIO Ara— 1`2L 1i —secondary
75; 1 —[ L 1 * 11 7 L 1 7 I EIei 8..8 70:
65_ H e64 t it � 7- 4-6 di
60:
N55_ 1 —[ + 1 14 L 1 + 1 —1 L 1 4
0 4b44.17I -- * I— 14 1 1 7 4 I— - I 4
40
3r 1 r1 L I 1 I 1_ 11_ _IL I-
29.83 cfs
30: 1 L- 1 li l 1 L _I L
25:
1 r 14.34 cfs 11 T 7 7 T 4- 1
10_ T 4 4 L
5:
0� h...l....l....l....i....i....l....i....i....l....l....i....i....l....l....i....l....l....i....i....l....l....
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 55
Hydrograph for Pond 4P: Wet Pond
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 654.00 0.00 0.00 0.00
4.00 7.78 42,687 657.34 12.74 12.74 0.00
8.00 0.00 21,646 655.87 0.28 0.28 0.00
12.00 0.00 19,398 655.70 0.13 0.13 0.00
16.00 0.00 17,518 655.55 0.13 0.13 0.00
20.00 0.00 15,729 655.41 0.12 0.12 0.00
24.00 0.00 14,033 655.27 0.11 0.11 0.00
28.00 0.00 12,430 655.14 0.11 0.11 0.00
32.00 0.00 10,922 655.01 0.10 0.10 0.00
36.00 0.00 9,512 654.89 0.09 0.09 0.00
40.00 0.00 8,201 654.78 0.09 0.09 0.00
44.00 0.00 6,990 654.67 0.08 0.08 0.00
48.00 0.00 5,881 654.57 0.07 0.07 0.00
52.00 0.00 4,874 654.48 0.07 0.07 0.00
56.00 0.00 3,973 654.40 0.06 0.06 0.00
60.00 0.00 3,180 654.32 0.05 0.05 0.00
64.00 0.00 2,497 654.26 0.04 0.04 0.00
68.00 0.00 1,927 654.20 0.04 0.04 0.00
72.00 0.00 1,474 654.15 0.03 0.03 0.00
76.00 0.00 1,140 654.12 0.02 0.02 0.00
80.00 0.00 899 654.09 0.01 0.01 0.00
84.00 0.00 730 654.08 0.01 0.01 0.00
88.00 0.00 610 654.06 0.01 0.01 0.00
92.00 0.00 523 654.06 0.01 0.01 0.00
96.00 0.00 450 654.05 0.00 0.00 0.00
100.00 0.00 387 654.04 0.00 0.00 0.00
104.00 0.00 333 654.04 0.00 0.00 0.00
108.00 0.00 287 654.03 0.00 0.00 0.00
112.00 0.00 247 654.03 0.00 0.00 0.00
116.00 0.00 212 654.02 0.00 0.00 0.00
120.00 0.00 183 654.02 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 56
Summary for Link 5L: Post Development Runoff
Inflow Area = 14.721 ac, Inflow Depth = 3.50" for 100-yr event
Inflow = 52.64 cfs @ 3.27 hrs, Volume= 4.290 af
Primary = 52.64 cfs @ 3.27 hrs, Volume= 4.290 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Link 5L: Post Development Runoff
Hydrograph
5 52.64 cfs
—Inflow
/��, �s� —Primary
50_ J n ow A eG— .77-a
45
40:
35: fi fi
30
0
25
20
15
10 _H
5 I I ! I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34"
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 57
Hydrograph for Link 5L: Post Development Runoff
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00
2.00 0.03 0.00 0.03 106.00 0.00 0.00 0.00
4.00 14.23 0.00 14.23 108.00 0.00 0.00 0.00
6.00 3.45 0.00 3.45 110.00 0.00 0.00 0.00
8.00 0.28 0.00 0.28 112.00 0.00 0.00 0.00
10.00 0.14 0.00 0.14 114.00 0.00 0.00 0.00
12.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00
14.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00
16.00 0.13 0.00 0.13 120.00 0.00 0.00 0.00
18.00 0.12 0.00 0.12
20.00 0.12 0.00 0.12
22.00 0.12 0.00 0.12
24.00 0.11 0.00 0.11
26.00 0.11 0.00 0.11
28.00 0.11 0.00 0.11
30.00 0.10 0.00 0.10
32.00 0.10 0.00 0.10
34.00 0.10 0.00 0.10
36.00 0.09 0.00 0.09
38.00 0.09 0.00 0.09
40.00 0.09 0.00 0.09
42.00 0.08 0.00 0.08
44.00 0.08 0.00 0.08
46.00 0.08 0.00 0.08
48.00 0.07 0.00 0.07
50.00 0.07 0.00 0.07
52.00 0.07 0.00 0.07
54.00 0.06 0.00 0.06
56.00 0.06 0.00 0.06
58.00 0.06 0.00 0.06
60.00 0.05 0.00 0.05
62.00 0.05 0.00 0.05
64.00 0.04 0.00 0.04
66.00 0.04 0.00 0.04
68.00 0.04 0.00 0.04
70.00 0.03 0.00 0.03
72.00 0.03 0.00 0.03
74.00 0.02 0.00 0.02
76.00 0.02 0.00 0.02
78.00 0.02 0.00 0.02
80.00 0.01 0.00 0.01
82.00 0.01 0.00 0.01
84.00 0.01 0.00 0.01
86.00 0.01 0.00 0.01
88.00 0.01 0.00 0.01
90.00 0.01 0.00 0.01
92.00 0.01 0.00 0.01
94.00 0.01 0.00 0.01
96.00 0.00 0.00 0.00
98.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.00 0.00 0.00 0.00

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 58
Events for Subcatchment 1S: Pre-Dev
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
2-yr 2.28 13.20 0.695 0.57
10-yr 3.72 35.50 1.878 1.53
25-yr 4.38 46.93 2.502 2.03
50-yr 4.92 56.07 3.037 2.47
100-yr 5.34 64.82 3.465 2.82

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 59
Events for Subcatchment 2S: Post-Detained
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
2-yr 2.28 26.56 0.966 0.95
10-yr 3.72 52.68 2.165 2.13
25-yr 4.38 65.48 2.759 2.71
50-yr 4.92 75.41 3.256 3.20
100-yr 5.34 85.48 3.649 3.58

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 60
Events for Subcatchment 5S: Post Undetained
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
2-yr 2.28 3.88 0.145 0.69
10-yr 3.72 8.87 0.362 1.74
25-yr 4.38 11.39 0.474 2.28
50-yr 4.92 13.38 0.569 2.73
100-yr 5.34 15.37 0.645 3.10

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 61
Events for Pond 4P: Wet Pond
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
2-yr 26.56 2.57 2.57 0.00 656.31 27,572
10-yr 52.68 17.39 17.39 0.00 657.61 46,872
25-yr 65.48 26.80 26.80 0.00 658.08 54,548
50-yr 75.41 30.50 28.88 1.63 658.57 63,073
100-yr 85.48 44.17 29.83 14.34 658.82 67,445

Pre-Post 6 Hour- 2/10/25/50/100 Year Events
Wet Pond Design Green Acres Multi-Event Tables
Prepared by American Eng Assoc- Southeast PA Printed 1/11/2024
HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 62
Events for Link 5L: Post Development Runoff
Event Inflow Primary Elevation
(cfs) (cfs) (feet)
2-yr 3.99 3.99 0.00
10-yr 20.69 20.69 0.00
25-yr 34.50 34.50 0.00
50-yr 39.18 39.18 0.00
100-yr 52.64 52.64 0.00

EROSION AND SEDIMENT
CONTROL CALCULATIONS

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Green Acres Subdivision
Project#: C220003
Designed by: TAP Date: 8/30/2022
Revised by: TAP Date: 10/7/2022
Revised by: BMF Date: 11/15/2022
Basin# 1 Phase 1
Basin Type = Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 7.03
Disturbed Area (ac) = 7.03
Runoff Coefficient(c)= 0.50 (Disturbed Areas Smooth bare packed soil)
0.30 (Undisturbed Areas)
Rainfall Intensity"i" (in/hr)= 7.03 (5 min time of concentration- 10 Year Storm)
Flow (Q10) (cfs)= 24.7 (Q=c*i*drainage area)
Required surface area (sf) = 10,749 (435 sf per cfs of Q10 peak inflow)
Required Storage (cf) = 12,654 (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)= 2.00
Bottom Dimension = 140.0 ft x 60.0 ft
Top Dimension (sediment storage elevation)= 152.0 ft x 72.0 ft
Top of Dam Dimension = 176.0 ft x 96.0 ft
Storage Provided (cf)= 19,344.0
Surace Area Provided (sf)= 10,944.0
Designed Storage Dimensions:
Elev(ft) Area (SF) Volume (CF)
654 9,101 0
655 11,317 10,209
656 12,840 22,288
657 14,429 35,922
658 16,102 51,188
659 17,845 68,161
660 19,628 86,898
Designed Storage Elevation (ft)= 656.00
Designed Surface Area (sf)= 12,840 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)= 22,288 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 654.0
Top of Dam Elevation (ft)= 660.0
Emergency Spillway Elevation (ft)= 658.5

'Basin #1 -Phase 1 (Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 24.7 (Q10)
Riser Dimensions (in)= 48"x 36"
Spillway Length (ft)= 3
Spillway Crest Elevation (ft)= 657.50
Design High Water Depth Over Spillway(in)= 22 (Cw=3.0)
Velocity Over Spillway(fps) = 4.1
Emergency Spillway Elevation (ft)= 658.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Top of Berm Elevation (ft)= 660.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 24.7 (Q10)
Spillway Length (ft)= 30.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) = 658.50 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 5.0 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps) = 2.0
Freeboard (ft)= 1.1
Top of Berm Elevation (ft)= 660.0
Sizing of Antiflotation Block:
Dimensions (in) = 48"x 36"
Top of Structure = 657.50
Bottom of Structure = 653.99
Wall thichness (in) = 6.00
Less Weir Volume (Ib)= 168.75
Weight of Structure (Ib)= 5,960
Volume of Water Displaced (cf)= 126.4
Weight of Water Displaced (Ib)= 7,885
Anchor Size: (Bottom Slab)
Width (If)= 7.0
Length (If) = 7.0
Height(If) = 1.0
Weight of Anchor(Ib)= 7350
Volume of Water Displaced (cf)= 49.0
Weight of Water Displaced (Ib)= 3,058
Total Structure Weight(Ib)= 13,310
Total Weight of Water Displaced (Ib)= 10,942
Factor of Safety= 1.22
Check Culvert Capacity:
Invert Elevation Down (ft): 653.68
Invert Elevation Up (ft): 653.99
Pipe Length (ft): 44.00
Slope (ft/ft): 0.0070
Pipe Diameter(in): 24
Mannings: 0.0130
Q10 (cfs): 24.7 See attached Culvert Analysis
Velocity Q10 (fps): 8.07 O.K.Velocity< 10 fps

Skimmer Sizing Basin#1 - Phase 1 (Cont.)
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size(in) 1.5 2 2.5 3 4 5 6 8
1 day 1,728 3,283 6,234 9,774 20,109 32,832 51,840 97,978
2 day 3,456 6,566 12,468 19,548 40,218 65,664 103,680 195,956
3 day 5,184 9,849 18,702 29,322 60,327 98,496 155,520 293,934
4 day 6,912 13,132 24,936 39,096 80,436 131,328 207,360 391,912
5 day 8,640 16,415 31,170 48,870 100,545 164,160 259,200 489,890
6 day 10,368 19,698 37,404 58,644 120,654 196,992 311,040 587,868
7 day 12,096 22,981 43,638 68,418 140,763 229,824 362,880 685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 960 1,123 1,270 1,382 1,601 1,642 1,814 1,987
2 day 1,920 2,246 2,540 2,765 3,202 3,283 3,628 3,974
3 day 2,880 3,369 3,810 4,146 4,803 4,926 5,442 5,961
4 day 3,840 4,492 5,080 5,528 6,404 6,568 7,256 7,948
5 day 4,800 5,615 6,350 6,910 8,005 8,210 9,070 9,935
6 day 5,760 6,738 7,620 8,292 9,606 9,852 10,884 11,922
7 day 6,720 7,861 8,890 9,677 11,207 11,491 12,701 13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 12,654 Skimmer Size 3
Min. Days to Drain 2 Factor 2,765
Orifice Dia. Calc 2.414 in.
Orifica Dia. 2.5 in.
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 22,288 Skimmer Size 3
Max. Days to Drain 5 Factor 6,910
Orifice Dia. Calc 2.027 in.
Orifica Dia. 2.0 in.
Use an Orifice Dia = 2.5 in

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 15 2022
SB-1 - Phase 1 Outfall Pipe
Invert Elev Dn (ft) = 653.68 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 24.70
Slope (%) = 0.70 Qmax (cfs) = 24.70
Invert Elev Up (ft) = 653.99 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 24.70
No. Barrels = 1 Qpipe (cfs) = 24.70
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.07
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.86
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 655.56
HGL Up (ft) = 656.10
Embankment Hw Elev (ft) = 657.78
Top Elevation (ft) = 658.50 Hw/D (ft) = 1.90
Top Width (ft) = 13.00 Flow Regime = Inlet Control
Crest Width (ft) = 30.00
Elev(ft) SB-I Outfall Pipe Hw Depth(ft)
659.00 5.01
658.00 - 4.01
In etcontraf-
657.00 3.01
>11111111111111116111T
656.00 2.01
655.00 1.01
654.00 0.01
653.00 -0.99
652.00 -1.99
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Green Acres Subdivision
Project#: C220003
Designed by: TAP Date: 8/30/2022
Revised by: TAP Date: 10/7/2022
Revised by: BMF Date: 11/15/2022
Basin# 1 Phase 2
Basin Type = Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 7.09
Disturbed Area (ac) = 7.09
Runoff Coefficient(c)= 0.50 (Disturbed Areas Smooth bare packed soil)
0.30 (Undisturbed Areas)
Rainfall Intensity"i" (in/hr)= 7.03 (5 min time of concentration- 10 Year Storm)
Flow (Q10) (cfs)= 24.9 (Q=c*i*drainage area)
Required surface area (sf) = 10,841 (435 sf per cfs of Q10 peak inflow)
Required Storage (cf) = 12,762 (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)= 2.00
Bottom Dimension = 140.0 ft x 60.0 ft
Top Dimension (sediment storage elevation)= 152.0 ft x 72.0 ft
Top of Dam Dimension = 176.0 ft x 96.0 ft
Storage Provided (cf)= 19,344.0
Surace Area Provided (sf)= 10,944.0
Designed Storage Dimensions:
Elev(ft) Area (SF) Volume (CF)
654 9,101 0
655 11,317 10,209
656 12,840 22,288
657 14,429 35,922
658 16,102 51,188
659 17,845 68,161
660 19,628 86,898
Designed Storage Elevation (ft)= 656.00
Designed Surface Area (sf)= 12,840 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)= 22,288 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 654.0
Top of Dam Elevation (ft)= 660.0
Emergency Spillway Elevation (ft)= 658.5

'Basin #1 -Phase 2 (Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 24.9 (Q10)
Riser Dimensions (in)= 48"x 36"
Spillway Length (ft)= 3
Spillway Crest Elevation (ft)= 657.50
Design High Water Depth Over Spillway(in)= 22 (Cw=3.0)
Velocity Over Spillway(fps) = 4.1
Emergency Spillway Elevation (ft)= 658.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Top of Berm Elevation (ft)= 660.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 24.9 (Q10)
Spillway Length (ft)= 30.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) = 658.50 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 5.0 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps) = 2.0
Freeboard (ft)= 1.1
Top of Berm Elevation (ft)= 660.0
Sizing of Antiflotation Block:
Dimensions (in) = 48"x 36"
Top of Structure = 657.50
Bottom of Structure = 653.99
Wall thichness (in) = 6.00
Less Weir Volume (Ib)= 168.75
Weight of Structure (Ib)= 5,960
Volume of Water Displaced (cf)= 126.4
Weight of Water Displaced (Ib)= 7,885
Anchor Size: (Bottom Slab)
Width (If)= 7.0
Length (If) = 7.0
Height(If) = 1.0
Weight of Anchor(Ib)= 7350
Volume of Water Displaced (cf)= 49.0
Weight of Water Displaced (Ib)= 3,058
Total Structure Weight(Ib)= 13,310
Total Weight of Water Displaced (Ib)= 10,942
Factor of Safety= 1.22
Check Culvert Capacity:
Invert Elevation Down (ft): 653.68
Invert Elevation Up (ft): 653.99
Pipe Length (ft): 44.00
Slope (ft/ft): 0.0070
Pipe Diameter(in): 24
Mannings: 0.013
Q10 (cfs): 24.9 See attached Culvert Analysis
Velocity Q10 (fps): 8.13 O.K.Velocity< 10 fps

Skimmer Sizing Basin#1 - Phase 2 (Cont.)
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size(in) 1.5 2 2.5 3 4 5 6 8
1 day 1,728 3,283 6,234 9,774 20,109 32,832 51,840 97,978
2 day 3,456 6,566 12,468 19,548 40,218 65,664 103,680 195,956
3 day 5,184 9,849 18,702 29,322 60,327 98,496 155,520 293,934
4 day 6,912 13,132 24,936 39,096 80,436 131,328 207,360 391,912
5 day 8,640 16,415 31,170 48,870 100,545 164,160 259,200 489,890
6 day 10,368 19,698 37,404 58,644 120,654 196,992 311,040 587,868
7 day 12,096 22,981 43,638 68,418 140,763 229,824 362,880 685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 960 1,123 1,270 1,382 1,601 1,642 1,814 1,987
2 day 1,920 2,246 2,540 2,765 3,202 3,283 3,628 3,974
3 day 2,880 3,369 3,810 4,146 4,803 4,926 5,442 5,961
4 day 3,840 4,492 5,080 5,528 6,404 6,568 7,256 7,948
5 day 4,800 5,615 6,350 6,910 8,005 8,210 9,070 9,935
6 day 5,760 6,738 7,620 8,292 9,606 9,852 10,884 11,922
7 day 6,720 7,861 8,890 9,677 11,207 11,491 12,701 13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 12,762 Skimmer Size 3
Min. Days to Drain 2 Factor 2,765
Orifice Dia. Calc 2.424 in.
Orifica Dia. 2.5 in.
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 22,288 Skimmer Size 3
Max. Days to Drain 5 Factor 6,910
Orifice Dia. Calc 2.027 in.
Orifica Dia. 2.0 in.
Use an Orifice Dia = 2.5 in

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 15 2022
SB-1 - Phase 2 Outfall Pipe
Invert Elev Dn (ft) = 653.68 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 24.90
Slope (°/O) = 0.70 Qmax (cfs) = 24.90
Invert Elev Up (ft) = 653.99 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 24.90
No. Barrels = 1 Qpipe (cfs) = 24.90
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.13
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 7.93
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 655.56
HGL Up (ft) = 656.11
Embankment Hw Elev (ft) = 657.82
Top Elevation (ft) = 658.50 Hw/D (ft) = 1.92
Top Width (ft) = 13.00 Flow Regime = Inlet Control
Crest Width (ft) = 30.00
Elea(ft) SB-1-Phase 1 Outfall Pipe Hw Depth(ft)
659.00 5.01
658.00 - 4.01
IMetcr.���
4111
657.00 3.01
656.00 2.01
655.00 1.01
654.00 0.01
653.00 -0.99
652.00 -1.99
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
Reach(ft)

SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Green Acres Subdivision
Project#: C220003
Designed by: TAP Date: 8/30/2022
Revised by: TAP Date: 10/7/2022
Revised by: BMF Date: 11/15/2022
Basin# 1 Phase 3
Basin Type = Sediment (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 7.36
Disturbed Area (ac) = 7.36
Runoff Coefficient(c)= 0.50 (Disturbed Areas Smooth bare packed soil)
0.30 (Undisturbed Areas)
Rainfall Intensity"i" (in/hr)= 7.03 (5 min time of concentration- 10 Year Storm)
Flow (Q10) (cfs)= 25.9 (Q=c*i*drainage area)
Required surface area (sf) = 11,254 (435 sf per cfs of Q10 peak inflow)
Required Storage (cf) = 13,248 (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)= 2.00
Bottom Dimension = 140.0 ft x 60.0 ft
Top Dimension (sediment storage elevation)= 152.0 ft x 72.0 ft
Top of Dam Dimension = 176.0 ft x 96.0 ft
Storage Provided (cf)= 19,344.0
Surace Area Provided (sf)= 10,944.0
Designed Storage Dimensions:
Elev(ft) Area (SF) Volume (CF)
654 9,101 0
655 11,317 10,209
656 12,840 22,288
657 14,429 35,922
658 16,102 51,188
659 17,845 68,161
660 19,628 86,898
Designed Storage Elevation (ft)= 656.00
Designed Surface Area (sf)= 12,840 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)= 22,288 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 654.0
Top of Dam Elevation (ft)= 660.0
Emergency Spillway Elevation (ft)= 658.5

'Basin #1 -Phase 3(Cont.)
Sizing of Riser Overflow:
Qriser(cfs)= 25.9 (Q10)
Riser Dimensions (in)= 48"x 36"
Spillway Length (ft)= 3
Spillway Crest Elevation (ft)= 657.50
Design High Water Depth Over Spillway(in)= 23 (Cw=3.0)
Velocity Over Spillway(fps) = 4.1
Emergency Spillway Elevation (ft)= 658.5
Freeboard (ft)= 1.0 (1 ft minimum to emergency spillway elev)
Top of Berm Elevation (ft)= 660.0 (Top of Basin Elevation)
Sizing of Emergency Spillway:
Qspillway(cfs)= 25.9 (Q10)
Spillway Length (ft)= 30.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) = 658.50 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in)= 5.0 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps) = 2.1
Freeboard (ft)= 1.1
Top of Berm Elevation (ft)= 660.0
Sizing of Antiflotation Block:
Dimensions (in) = 48"x 36"
Top of Structure = 657.50
Bottom of Structure = 653.99
Wall thichness (in) = 6.00
Less Weir Volume (Ib)= 168.75
Weight of Structure (Ib)= 5,960
Volume of Water Displaced (cf)= 126.4
Weight of Water Displaced (Ib)= 7,885
Anchor Size: (Bottom Slab)
Width (If)= 7.0
Length (If) = 7.0
Height(If) = 1.0
Weight of Anchor(Ib)= 7350
Volume of Water Displaced (cf)= 49.0
Weight of Water Displaced (Ib)= 3,058
Total Structure Weight(Ib)= 13,310
Total Weight of Water Displaced (Ib)= 10,942
Factor of Safety= 1.22
Check Culvert Capacity:
Invert Elevation Down (ft): 653.68
Invert Elevation Up (ft): 653.99
Pipe Length (ft): 44.00
Slope (ft/ft): 0.0070
Pipe Diameter(in): 24
Mannings: 0.013
Q10 (cfs): 25.9 See attached Culvert Analysis
Velocity Q10 (fps): 8.42 O.K.Velocity< 10 fps

Skimmer Sizing Basin#1 - Phase 3 (Cont.)
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size(in) 1.5 2 2.5 3 4 5 6 8
1 day 1,728 3,283 6,234 9,774 20,109 32,832 51,840 97,978
2 day 3,456 6,566 12,468 19,548 40,218 65,664 103,680 195,956
3 day 5,184 9,849 18,702 29,322 60,327 98,496 155,520 293,934
4 day 6,912 13,132 24,936 39,096 80,436 131,328 207,360 391,912
5 day 8,640 16,415 31,170 48,870 100,545 164,160 259,200 489,890
6 day 10,368 19,698 37,404 58,644 120,654 196,992 311,040 587,868
7 day 12,096 22,981 43,638 68,418 140,763 229,824 362,880 685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 960 1,123 1,270 1,382 1,601 1,642 1,814 1,987
2 day 1,920 2,246 2,540 2,765 3,202 3,283 3,628 3,974
3 day 2,880 3,369 3,810 4,146 4,803 4,926 5,442 5,961
4 day 3,840 4,492 5,080 5,528 6,404 6,568 7,256 7,948
5 day 4,800 5,615 6,350 6,910 8,005 8,210 9,070 9,935
6 day 5,760 6,738 7,620 8,292 9,606 9,852 10,884 11,922
7 day 6,720 7,861 8,890 9,677 11,207 11,491 12,701 13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 13,248 Skimmer Size 3
Min. Days to Drain 2 Factor 2,765
Orifice Dia. Calc 2.470 in.
Orifica Dia. 2.5 in.
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 22,288 Skimmer Size 3
Max. Days to Drain 5 Factor 6,910
Orifice Dia. Calc 2.027 in.
Orifica Dia. 2.0 in.
Use an Orifice Dia = 2.5 in

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, Nov 15 2022
SB-1 - Phase 3 Outfall Pipe
Invert Elev Dn (ft) = 653.68 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 25.90
Slope (%) = 0.70 Qmax (cfs) = 25.90
Invert Elev Up (ft) = 653.99 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 25.90
No. Barrels = 1 Qpipe (cfs) = 25.90
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 8.42
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 8.24
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 655.57
HGL Up (ft) = 656.16
Embankment Hw Elev (ft) = 658.03
Top Elevation (ft) = 658.50 Hw/D (ft) = 2.02
Top Width (ft) = 13.00 Flow Regime = Inlet Control
Crest Width (ft) = 30.00
Elev(ft) SBA-Phase 2 Outfall Pipe Hw Depth(e)
659.00 5.01
658.00 Wet central 4.01
657.00 3.01
I
656.00 2.01
655.00 1111 1.01
654.00 0.01
653.00 - -0.99
652.00 -1.99
0 5 10 15 20 25 30 35 40 45 I 55 60 65
Circular Culvert HGL Embank
Reach 00

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Green Acres Subdivision
Project#:
Designed by: BMF Date: 11/15/2022
Revised by: Date:
Revised by: Date:
Basin# 2 Phase 1
Basin Type= Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 5.41
Disturbed Area (ac)= 5.41
Runoff Coefficient(c)= 0.50 (Disturbed Areas Smooth bare packed soil)
0.30 (Undisturbed Areas)
Rainfall Intensity"i" (in/hr)= 7.03 (5 min time of concentration- 10 Year Storm)
Flow(Q10)(cfs) = 19.0 (Q=c*i*drainage area)
Required surface area (sf)= 6,180 (325 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 9,738 (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)= 3.50
Bottom Dimension = 160.0 ft x 70.0 ft
Top Dimension (sediment storage elevation) = 181.0 ft x 91.0 ft
Top of Dam Dimension = 190.0 ft x 100.0 ft
Storage Provided (cf)= 48,424.3
Surace Area Provided (sf)= 16,471.0
Designed Storage Dimensions:
Elev(ft) Area (SF) Volume (CF)
659 5,890 0
660 6,686 6,288
661 7,523 13,393
662 8,404 21,356
663 9,326 30,221
664 10,290 40,029
Designed Storage Elevation (ft)= 660.50
Designed Surface Area (sf)= 7,105 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)= 9,840 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 659.0
Top of Dam Elevation (ft)= 664.0
Emergency Spillway Elevation (ft)= 662.5
Sizing of Emergency Spillway:
Qspillway(cfs)= 19.0 (Q10)
Spillway Length (ft) = 20.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) = 662.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in) = 5.6 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps) = 2.0
Freeboard (ft)= 1.0
Filter Width (ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 664.0

Skimmer Sizing Basin#2 - Phase 1 (Cont.)
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 1,728 3,283 6,234 9,774 20,109 32,832 51,840 97,978
2 day 3,456 6,566 12,468 19,548 40,218 65,664 103,680 195,956
3 day 5,184 9,849 18,702 29,322 60,327 98,496 155,520 293,934
4 day 6,912 13,132 24,936 39,096 80,436 131,328 207,360 391,912
5 day 8,640 16,415 31,170 48,870 100,545 164,160 259,200 489,890
6 day 10,368 19,698 37,404 58,644 120,654 196,992 311,040 587,868
7 day 12,096 22,981 43,638 68,418 140,763 229,824 362,880 685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 960 1,123 1,270 1,382 1,601 1,642 1,814 1,987
2 day 1,920 2,246 2,540 2,765 3,202 3,283 3,628 3,974
3 day 2,880 3,369 3,810 4,146 4,803 4,926 5,442 5,961
4 day 3,840 4,492 5,080 5,528 6,404 6,568 7,256 7,948
5 day 4,800 5,615 6,350 6,910 8,005 8,210 9,070 9,935
6 day 5,760 6,738 7,620 8,292 9,606 9,852 10,884 11,922
7 day 6,720 7,861 8,890 9,677 11,207 11,491 12,701 13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 9,738 Skimmer Size 4
Min. Days to Drain 3 Factor 4,803
Orifice Dia. Calc 1.607 in.
Orifica Dia. 1.5 in.
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 9,840 Skimmer Size 4
Max. Days to Drain 5 Factor 8,005
Orifice Dia. Calc 1.251 in.
Orifica Dia. 1.5 in.
Use an Orifice Dia = 1.5 in

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Green Acres Subdivision
Project#:
Designed by: BMF Date: 11/15/2022
Revised by: Date:
Revised by: Date:
Basin# 2 Phase 1
Basin Type= Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 5.41
Disturbed Area (ac)= 5.41
Runoff Coefficient(c)= 0.50 (Disturbed Areas Smooth bare packed soil)
0.30 (Undisturbed Areas)
Rainfall Intensity"i" (in/hr)= 7.03 (5 min time of concentration- 10 Year Storm)
Flow(Q10)(cfs) = 19.0 (Q=c*i*drainage area)
Required surface area (sf)= 6,180 (325 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 9,738 (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)= 3.50
Bottom Dimension = 160.0 ft x 70.0 ft
Top Dimension (sediment storage elevation) = 181.0 ft x 91.0 ft
Top of Dam Dimension = 190.0 ft x 100.0 ft
Storage Provided (cf)= 48,424.3
Surace Area Provided (sf)= 16,471.0
Designed Storage Dimensions:
Elev(ft) Area (SF) Volume (CF)
659 5,890 0
660 6,686 6,288
661 7,523 13,393
662 8,404 21,356
663 9,326 30,221
664 10,290 40,029
Designed Storage Elevation (ft)= 660.50
Designed Surface Area (sf)= 7,105 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)= 9,840 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 659.0
Top of Dam Elevation (ft)= 664.0
Emergency Spillway Elevation (ft)= 662.5
Sizing of Emergency Spillway:
Qspillway(cfs)= 19.0 (Q10)
Spillway Length (ft) = 20.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) = 662.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in) = 5.6 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps) = 2.0
Freeboard (ft)= 1.0
Filter Width (ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 664.0

Skimmer Sizing Basin#2 - Phase 1 (Cont.)
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 1,728 3,283 6,234 9,774 20,109 32,832 51,840 97,978
2 day 3,456 6,566 12,468 19,548 40,218 65,664 103,680 195,956
3 day 5,184 9,849 18,702 29,322 60,327 98,496 155,520 293,934
4 day 6,912 13,132 24,936 39,096 80,436 131,328 207,360 391,912
5 day 8,640 16,415 31,170 48,870 100,545 164,160 259,200 489,890
6 day 10,368 19,698 37,404 58,644 120,654 196,992 311,040 587,868
7 day 12,096 22,981 43,638 68,418 140,763 229,824 362,880 685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 960 1,123 1,270 1,382 1,601 1,642 1,814 1,987
2 day 1,920 2,246 2,540 2,765 3,202 3,283 3,628 3,974
3 day 2,880 3,369 3,810 4,146 4,803 4,926 5,442 5,961
4 day 3,840 4,492 5,080 5,528 6,404 6,568 7,256 7,948
5 day 4,800 5,615 6,350 6,910 8,005 8,210 9,070 9,935
6 day 5,760 6,738 7,620 8,292 9,606 9,852 10,884 11,922
7 day 6,720 7,861 8,890 9,677 11,207 11,491 12,701 13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 9,738 Skimmer Size 4
Min. Days to Drain 3 Factor 4,803
Orifice Dia. Calc 1.607 in.
Orifica Dia. 1.5 in.
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 9,840 Skimmer Size 4
Max. Days to Drain 5 Factor 8,005
Orifice Dia. Calc 1.251 in.
Orifica Dia. 1.5 in.
Use an Orifice Dia = 1.5 in

SKIMMER SEDIMENT BASIN
(per NCDENR EROSION AND SEDIMENT CONTROL MANUAL SECTION 6.64)
Project Information
Project Name: Green Acres Subdivision
Project#:
Designed by: BMF Date: 11/15/2022
Revised by: Date:
Revised by: Date:
Basin# 2 Phase 1
Basin Type= Skimmer (Per NCDNER EC Manual Ch. 6, Sec. 6.64)
Drainage Area (ac)= 5.11
Disturbed Area (ac)= 5.11
Runoff Coefficient(c)= 0.50 (Disturbed Areas Smooth bare packed soil)
0.30 (Undisturbed Areas)
Rainfall Intensity"i" (in/hr)= 7.03 (5 min time of concentration- 10 Year Storm)
Flow(Q10)(cfs) = 18.0 (Q=c*i*drainage area)
Required surface area (sf)= 5,838 (325 sf per cfs of Q10 peak inflow)
Required Storage(cf)= 9,198 (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)= 3.50
Bottom Dimension = 160.0 ft x 70.0 ft
Top Dimension (sediment storage elevation) = 181.0 ft x 91.0 ft
Top of Dam Dimension = 190.0 ft x 100.0 ft
Storage Provided (cf)= 48,424.3
Surace Area Provided (sf)= 16,471.0
Designed Storage Dimensions:
Elev(ft) Area (SF) Volume (CF)
659 5,890 0
660 6,686 6,288
661 7,523 13,393
662 8,404 21,356
663 9,326 30,221
664 10,290 40,029
Designed Storage Elevation (ft)= 660.50
Designed Surface Area (sf)= 7,105 O.K. > Minimum Minimum Surface Area
Designed Storage Volume (cf)= 9,840 O.K. > Minimum Required Storage
Bottom Elevation (ft)= 659.0
Top of Dam Elevation (ft)= 664.0
Emergency Spillway Elevation (ft)= 662.5
Sizing of Emergency Spillway:
Qspillway(cfs)= 18.0 (Q10)
Spillway Length (ft) = 20.0 (20 ft minimum spillway length, Cw=3.0)
Spillway Crest Elevation (ft) = 662.5 (1.0 ft min. above sediment storage depth)
Design High Water Depth Over Spillway(in) = 5.4 (6 in. maximum, Cw=3.0)
Velocity Over Spillway(fps) = 2.0
Freeboard (ft)= 1.1
Filter Width (ft)= n/a (8 ft minimum)
Top of Berm Elevation (ft)= 664.0

Skimmer Sizing Basin#2 - Phase 1 (Cont.)
Faircloth Skimmer Maximum Drawdown Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 1,728 3,283 6,234 9,774 20,109 32,832 51,840 97,978
2 day 3,456 6,566 12,468 19,548 40,218 65,664 103,680 195,956
3 day 5,184 9,849 18,702 29,322 60,327 98,496 155,520 293,934
4 day 6,912 13,132 24,936 39,096 80,436 131,328 207,360 391,912
5 day 8,640 16,415 31,170 48,870 100,545 164,160 259,200 489,890
6 day 10,368 19,698 37,404 58,644 120,654 196,992 311,040 587,868
7 day 12,096 22,981 43,638 68,418 140,763 229,824 362,880 685,846
Faircloth Skimmer Factor Table:
Skimmer
size (in) 1.5 2 2.5 3 4 5 6 8
1 day 960 1,123 1,270 1,382 1,601 1,642 1,814 1,987
2 day 1,920 2,246 2,540 2,765 3,202 3,283 3,628 3,974
3 day 2,880 3,369 3,810 4,146 4,803 4,926 5,442 5,961
4 day 3,840 4,492 5,080 5,528 6,404 6,568 7,256 7,948
5 day 4,800 5,615 6,350 6,910 8,005 8,210 9,070 9,935
6 day 5,760 6,738 7,620 8,292 9,606 9,852 10,884 11,922
7 day 6,720 7,861 8,890 9,677 11,207 11,491 12,701 13,909
Calculate Skimmer Size Based on Treatment Volume
Basin Volume (required) 9,198 Skimmer Size 4
Min. Days to Drain 3 Factor 4,803
Orifice Dia. Calc 1.562 in.
Orifica Dia. 1.5 in.
Calculate Skimmer Size Based on Basin Volume
Basin Volume (provided) 9,840 Skimmer Size 4
Max. Days to Drain 5 Factor 8,005
Orifice Dia. Calc 1.251 in.
Orifica Dia. 1.5 in.
Use an Orifice Dia = 1.5 in

RIPRAP APRONS

Appendices
Temp Pipe SB-2
Do=24" Diameter
Q10 = 18.16 cfs (from Hydraflow Str# A15)
La = 13'
d50 = 6"
W = 15'
3 o 3Do = 6' l,.
t = 1.5' "I
Outlet W = Do + La _ _ `'' ,��.
•
hdiilH::.
I iI', , Idiameter ( ) .I I /
La •
—� 80 ` { { II �lwater. < 0.5De I . i
,Iiiwai
: :1 . :
i
Val , t , hi I.
i,�p� - 60{- , . �1 /'eft. 4 1 1
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'-- I. 12
- t i .1p1. ,I' ' I ( ,l il( .'1 1 30 ' „CIF it 'p'IIII i'iiiOI 1 I
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i' , 4
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.11 • :-- I.• • ;its ' .� .. .d 1,1 rilFA ::i li�•ii��11lil1=l�1il11 1 uf�Slli :,_:'.
31. . ,UiIii.!t '
;:::t 'r?!wl JiiIII1iIiIUiIikai .r4r ,20 IiIIIii!!!!2a1iftIIii'% 1�' � ' 1 �r;lsnJn�•�'
1 I I 11, I P to l 1'. ��
flu1tIiiIIHIIIl •� .i•I1 ` jai.16- •': ,11I II'' I III _1 � -4 „ .-. . 1141i LArm• Al CI)N
2 t?
cb
i.: - i 1111111
1 1� Hh1 k11 4•f 1 t. l I, ��3 , I,. -�� 1 . ,e,�, .,
t i I • 1 I.v. 1r.i. ✓: ,.' S- ��10'_i � ,r Il 1 !rim 1cc
III 1 11 ' V..,...-20 ll■i.� . .' .� �bnal../.i■ai� ., 111111 � Ili�l11��1111 o
; , Ii 1 ,•,c15 ,17 � .4401►I� _. I 1 . ! O
Ini1� I�ryNI1 ' I ' ' '10 ,e , ' I • UI': i . i I.
i . I i ili l o
3 5 10 20 50 100 200 500 1000
18.16 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).
► .:N. 1293 8.06.3

Appendices
A28 (FES)
Do=36" Diameter
010 = 37.8 cfs
La = 20'
d50 = 8"
W = 23
3 e Do = 9' wi; ,la,l,.
t = 2.0' 1 : :. ' 1 ,I1
Outlet W = De + La _y- i:' 1` [[
90 'L! 1 ;
Pipe i 1 i l :.;i ,.`.
diameter (Do) 1 'ii „1; I; ._ 1 *j
La --,t 80 - tt , ! ; ,.i ; f
! j 1. i1.__ li
T tlwater 0.500 1 i ;.I: . 1 : i ,Ipe
t,'c�l, 70 : ' I i' - J,' 411,41aI • Il
����,al ,1,1 , t' Ii , I �. ;, , III�� 1 �,01 r {!'a
l i I /�;';�/��� �i;f!H
�9`"� NMI
111l ;;'' ! [II li . . •
_411 a: ,I,!4 4. Div ., I r
\ \ 54 I { + I ti V! ■ 1 1 A111lll�ll� 1 I I ,1
I. .. 1 .l II i k Q /� r ►iillli �I�{{ !1. ..
11 , 1l , 4 3 ° 4
Aili is:14 1 rill I► I
' - I,. ', eii 1n'�
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i ii � ,3r I nug�Io
1 . ■ IiA3
i.
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_ !IIV
a
10 li'��� { { I I II.'
• 4 1- :I « II _ �
1 = C
r
r•
p Liai► •i ;iMra11,'' , 2
�wu IIIIHIIIIII ! i{li f,1 1 I •I 3 XFc Odt.
r iP j.; 1114i11t. 11 �� �,•�.rP" ', ,11 c,3
n ,!I( : I_._. .. ;. .; 1 I'IIII . . ,` :M, , ;�o r.. di �1I ... i " i&i E
Hi II
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/
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I 'II I i I itr y r I 1 { ! ..
Y_10 ,a. _' pia" I D50=8"
; J: I f' I
3 5 10 20 37.8 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).
Itch. 12 93 8.116.3

Appendices
C5 (FES)
Do = 12" Diameter
Q10 = 2.76 cfs
La = 6'
d50 = 6"
W = 8'
3 o LT lil il.1iI..
Do = 9'
Outlet W = Do + La t = 1-5, 90 --,-, - :11i ' ii i'' '• 11'.'"
PiPe : 1! . .i i: tI.:... .
diameter (Do) 1 1 i ,_i. I• - • IL••
: ' . 1 t v,"
La --•4 80 ---hi-If ! , i ! r i 1 ! _ 1 ,,
!iiigail?1!.!ater < 0.5D0 1 . ' j Li: . :1 ' I: '',--1.4/4
: I i i - J : I"-, .f.41.4114 •%a
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se _ I ill 11 ' -1- - •f • " 1111 'oelirjrr;•; AIN
; • 1 .4..,41 ;,-5 4 ,I.illielth
xkol1/4 60 li ion
tk Ili 11 • .F.:- • I: .--41i ;4'4
ve . -111:11;1i II ' Iii,ii i,- -- 1- ., , • e - ILI. '\ cia. „
1 ,
59 • - • 14 II - 1111 ' " ' ' (4 ..,, , . 4`..<lf, "PAii 41 i i
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i:: I;''; '41._il- v=lg.:6- 111111PP---04•1117-_--- ..: ._ 11.:::.. .::::.,........:.. . LI: LI ' ; . i; . .__.._. .... .
ft
v=5., • .---0. • . i • • i
D50=6"0
3 5 10 20 50 100 200 500 1000
3 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 (FES)
Do=24" Diameter
Q10 = 17.39 cfs
La = 14'
d50 = 6"
W = 16'
3 0 3Do = 6' lilt R,-
t = 1.5' ... 'I l i' I 1'1,1
Outlet W = Do + La _� '
11 l i lil '�.
90 IN
e , l.,{ l '• /
1':: iI ,. 1II 'I. ii./
Pipe j; I
diameter (Do) I i' ': ' I. in '
1 nu ,Ifil
La --.I 80! ; I ! . I i ill: ,.1 i.MilI r
. T.ilwater < 0.5Do . I : { I ` _: . : I. I ' `1iNii'.1 • ��e!'.lril
�alt''c'1, 7C IIIIIIuIIIII'
jlii ;ltd0 P i{ii
HOC\ i I 1' '; iwl !
•
ik ry 60 , l l - { ''Armors ''I ,Ili■
a1111 1,.1 %"'ll
\tn Q • I • ''/ ■rii
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' - � I t << , 11 I I w►'o
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{.... [_`: �i Ii I r' ■ 111111 �..IIIIrI
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,t j -:=_-_-_ 1 , II , H ' IIi. I' ' �,: ` mh I J nliil,unir{�
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30 :w l ' I ■i ■• Jllii 1I1iii,iii li li 3
20 1 —II • 5 !9iA'6l i�1� 1�G
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z�/.� '. ari11Gipi r.11. 1i T)
r};• i 1 ttt -I. IiII .• ■1rili,�Iuli mr11
Eii f 1 A 1 .I. . I -illiEll L - i vi
=I 4------ • .1 ••• • • ���,� d' V- ' fi'jr1 ' IgiIj1RUIiffluiOiif[ Po
1 v_ 15 ' ( I
'.I I ? li i11 i 1 � t r ~ 1 i : ,Hilt
1 ' lyv= lo ,d : i -1 ' D50=6"
0
3 5 10 20 50 100 200 500 1000
17.39 cfs Discharge(ft3/sec)
Curves may riot 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
D7 (FES)
Do=24" Diameter
Q25 = 17.83 cfs
La = 13'
d50 = 6"
W = 15'
3 o 3Do = 6' :.,1,.
t = 1.5' .I1.
Outlet W = De + La 90 _ - `' '.
Pi Pe In ..
PP 1i :: 1'::;iill
lHilo,
diameter (Do) La —� I ••' liil ./i
80,
' H I IlIlIl ! 10.
T ilwater < 0.5De . i-i` { i {. :
`�l, 70 �iln ��rill!
Val , t , 1l L
i,�p� Qo60{- , , 1 �� /'I � 4I
\-43 i -! 11 11111 _ 'I1 I' N. -I- -.,f; I `+A o,ail! ��l;
v� 59 II I 6 i. .►11IJ Or, I:II iiII III
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'-- I. I_ ..�._ 11 N lri. { 111'I it !'I t t 14 'yelijAi+ 01111/1111 1
41 I I 1 4 a � l �IMIInuu ;1114U 4
f 1 I -da: r ■I ■I i n i oA
is' = �ll� 'm= A ...
.t1� . :.. ,. 'L' I �1 1 1' .4:41 it Ag r l� ��� 111111111111111411511101i :
31 •
I■► . . n
guill
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,_
.., ,
_ ,
20 IFi. I ,. ill nu„.1 . rifle,: .4
, . . 1
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,,,
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, _ _
a�
�u« , .: , I
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I �II� ,` ;l .' ail I lIIL . Ii !►.�I 9�'. 11ilLAr11L1 •V N
0 • _• 'i1 i f l I i •< ,ii- p 1 ipori fir,' 2 c�1'lllflhll10llllilllhll'u i1 t. ,� . �0. .._.,..�� l!�
tll I ,• 41, i1IIi
, ; n1n' = 0 ,a -.: : ' ; — I!' �: i1 I D50=6"
NI 'i• if .
;,,I:: I • 1 i i l i l '; �' . o
3 5 10 20 50 100 200 500 1000
17.83 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).
►teN. I2 93 8.06.3

TEMPORARY
DIVERSIONS

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 16 2022
Temp Diversion 1
Hydrograph type = Rational Peak discharge (cfs) = 13.95
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 4.770 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 5.849 Tc by User (min) = 10
IDF Curve = Charlotte.IDF Rec limb factor = 1.00
Hydrograph Volume=8,369(cuft);0.192(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10 15 20
Time (min)
Runoff Hyd - Qp = 13.95 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Nov 16 2022
Temp Diversion 1
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.63
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 14.00
Total Depth (ft) = 3.00 Area (sqft) = 2.45
Invert Elev (ft) = 660.00 Velocity (ft/s) = 5.71
Slope (%) = 2.00 Wetted Perim (ft) = 5.98
N-Value = 0.020 Crit Depth, Yc (ft) = 0.79
Top Width (ft) = 5.78
Calculations EGL (ft) = 1.14
Compute by: Known Q
Known Q (cfs) = 14.00
Elev (ft) Section Depth (ft)
664.00 - 4.00
663.00 - 3.00
662.00 2.00
661.00 1.00
660.00 0.00
659.00 -1.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temp Diversion 1
Name Temp Diversion 1
Discharge 13.95
Channel Slope 0.02
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Silt Loam(SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 13.95 cfs 5.77 ft/s 0.62 ft 0.02 1.8 lbs/ft2 0.78 lbs/ft2 2.31 STABLE D
Unvegetated
Underlying Straight 13.95 cfs 5.77 ft/s 0.62 ft 0.02 1.32 Ibs/ft2 0.51 Ibs/ft2 2.6 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 13.95 cfs 5.77 ft/s 0.62 ft 0.02 4 Ibs/ft2 0.78 Ibs/ft2 5.13 STABLE --
Vegetation
Underlying Straight 13.95 cfs 5.77 ft/s 0.62 ft 0.02 0.21 lbs/ft2 0.51 lbs/ft2 0.41 UNSTABLE --
Substrate

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 16 2022
Temp Diversion 2
Hydrograph type = Rational Peak discharge (cfs) = 1.125
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.320 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.030 Tc by User (min) = 5
IDF Curve = Charlotte.IDF Rec limb factor = 1.00
Hydrograph Volume=337(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 = 1.12 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 16 2022
Temp Diversion 2
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.15
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 1.120
Total Depth (ft) = 1 .00 Area (sqft) = 0.37
Invert Elev (ft) = 660.00 Velocity (ft/s) = 3.05
Slope (%) = 3.00 Wetted Perim (ft) = 2.95
N-Value = 0.020 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 2.90
Calculations EGL (ft) = 0.29
Compute by: Known Q
Known Q (cfs) = 1 .12
Elev (ft) Section Depth (ft)
662.00 I 2.00
661.50 1.50
661.00 - 1.00
660.50 0.50
v
660.00 0.00
659.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temp Diversion 2
Name Temp Diversion 2
Discharge 1.12
Channel Slope 0.01
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Silt Loam(SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 1.12 cfs 2.17 ft/s 0.2 ft 0.02 1.8 lbs/ft2 0.12 lbs/ft2 14.55 STABLE D
Unvegetated
Underlying Straight 1.12 cfs 2.17 ft/s 0.2 ft 0.02 1.32 Ibs/ft2 0.1 Ibs/ft2 13.36 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.12 cfs 2.17 ft/s 0.2 ft 0.02 4 Ibs/ft2 0.12 Ibs/ft2 32.32 STABLE --
Vegetation
Underlying Straight 1.12 cfs 2.17 ft/s 0.2 ft 0.02 0.21 lbs/ft2 0.1 lbs/ft2 2.09 STABLE --
Substrate

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 16 2022
Temp Diversion 3
Hydrograph type = Rational Peak discharge (cfs) = 11.08
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 3.790 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 5.849 Tc by User (min) = 10
IDF Curve = Charlotte.IDF Rec limb factor = 1.00
Hydrograph Volume=6,650(cuft);0.153(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10 15 20
Time (min)
Runoff Hyd - Qp = 11.08 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Nov 16 2022
Temp Diversion 3
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.51
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 11.08
Total Depth (ft) = 3.00 Area (sqft) = 1.80
Invert Elev (ft) = 660.00 Velocity (ft/s) = 6.15
Slope (%) = 3.00 Wetted Perim (ft) = 5.23
N-Value = 0.020 Crit Depth, Yc (ft) = 0.71
Top Width (ft) = 5.06
Calculations EGL (ft) = 1.10
Compute by: Known Q
Known Q (cfs) = 11 .08
Elev (ft) Section Depth (ft)
664.00 - 4.00
663.00 - 3.00
662.00 2.00
661.00 1.00
660.00 0.00
659.00 -1.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temp Diversion 3
Name Temp Diversion 3
Discharge 11.08
Channel Slope 0.03
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Silt Loam(SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 11.08 cfs 6.28 ft/s 0.5 ft 0.02 1.8 lbs/ft2 0.94 lbs/ft2 1.91 STABLE D
Unvegetated
Underlying Straight 11.08 cfs 6.28 ft/s 0.5 ft 0.02 1.32 Ibs/ft2 0.64 Ibs/ft2 2.07 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 11.08 cfs 6.28 ft/s 0.5 ft 0.02 4 Ibs/ft2 0.94 Ibs/ft2 4.25 STABLE --
Vegetation
Underlying Straight 11.08 cfs 6.28 ft/s 0.5 ft 0.02 0.21 lbs/ft2 0.64 lbs/ft2 0.32 UNSTABLE --
Substrate

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Nov 16 2022
Temp Diversion 4
Hydrograph type = Rational Peak discharge (cfs) = 3.023
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.860 Runoff coeff. (C) = 0.5
Rainfall Inten (in/hr) = 7.030 Tc by User (min) = 5
IDF Curve = Charlotte.IDF Rec limb factor = 1.00
Hydrograph Volume=907(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 = 3.02 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, Nov 16 2022
Temp Diversion 4
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.26
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 3.020
Total Depth (ft) = 3.00 Area (sqft) = 0.72
Invert Elev (ft) = 660.00 Velocity (ft/s) = 4.18
Slope (%) = 3.00 Wetted Perim (ft) = 3.64
N-Value = 0.020 Crit Depth, Yc (ft) = 0.35
Top Width (ft) = 3.56
Calculations EGL (ft) = 0.53
Compute by: Known Q
Known Q (cfs) = 3.02
Elev (ft) Section Depth (ft)
664.00 - 4.00
663.00 - 3.00
662.00 2.00
661.00 1.00
— v
660.00 0.00
659.00 -1.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Temp Diversion 4
Name Temp Diversion 4
Discharge 3.02
Channel Slope 0.03
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Silt Loam(SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 3.02 cfs 4.31 ft/s 0.25 ft 0.02 1.8 lbs/ft2 0.47 lbs/ft2 3.8 STABLE D
Unvegetated
Underlying Straight 3.02 cfs 4.31 ft/s 0.25 ft 0.02 1.32 Ibs/ft2 0.36 Ibs/ft2 3.63 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.02 cfs 4.31 ft/s 0.25 ft 0.02 4 Ibs/ft2 0.47 Ibs/ft2 8.43 STABLE --
Vegetation
Underlying Straight 3.02 cfs 4.31 ft/s 0.25 ft 0.02 0.21 lbs/ft2 0.36 lbs/ft2 0.57 UNSTABLE --
Substrate

CLEAN WATER
DITCH

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 21 2022
Clear Water Ditch - 1
Hydrograph type = Rational Peak discharge (cfs) = 14.21
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 4.710 Runoff coeff. (C) = 0.45
Rainfall Inten (in/hr) = 6.704 Tc by TR55 (min) = 10
IDF Curve = Charlotte.IDF Rec limb factor = 1.00
Hydrograph Volume=8,525(cuft);0.196(acft)
Runoff Hydrograph
Q (cfs) 25-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 15 20
Time (min)
Runoff Hyd - Qp = 14.21 (cfs)

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Clear Water Ditch - 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.130 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. ((in)) = 3.07 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.12 + 0.00 + 0.00 = 5.12
Shallow Concentrated Flow
Flow length (ft) = 497.00 0.00 0.00
Watercourse slope (%) = 2.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.70 0.00 0.00
Travel Time (min)
= 3.07 + 0.00 + 0.00 = 3.07
Channel Flow
X sectional flow area ((sqft)) = 16.00 0.00 0.00
Wetted perimeter ((ft)) = 14.60 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.150 0.150 0.015
Velocity (ft/s) = 1.06 0.00 0.00
Flow length (ft) = 136.0 0.0 0.0
Travel Time (min) = 2.146094..00 0 + 0 = 2.15
Total Travel Time, Tc 10.00 min

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 21 2022
Clear Water Ditch - 1
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 1.87
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 14.21
Total Depth (ft) = 2.00 Area (sqft) = 14.23
Invert Elev (ft) = 685.13 Velocity (ft/s) = 1.00
Slope (%) = 1.00 Wetted Perim (ft) = 13.83
N-Value = 0.150 Crit Depth, Yc (ft) = 0.80
Top Width (ft) = 13.22
Calculations EGL (ft) = 1.89
Compute by: Known Q
Known Q (cfs) = 14.21
Elev (ft) Section Depth (ft)
688.00 1 1 2.87
687.50 2.37
687.00 1.87
686.50 1.37
686.00 0.87
685.50 0.37
685.00 -0.13
684.50 -0.63
0 2 4 6 8 10 12 14 16 18
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Clear Water Ditch 1
Name Clear Water Ditch 1
Discharge 14.21
Channel Slope 0.01
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Silt Loam(SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 14.21 cfs 4.49 ft/s 0.75 ft 0.02 1.8 lbs/ft2 0.47 lbs/ft2 3.87 STABLE D
Unvegetated
Underlying Straight 14.21 cfs 4.49 ft/s 0.75 ft 0.02 1.32 Ibs/ft2 0.29 Ibs/ft2 4.49 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 14.21 cfs 4.49 ft/s 0.75 ft 0.02 4 Ibs/ft2 0.47 Ibs/ft2 8.59 STABLE --
Vegetation
Underlying Straight 14.21 cfs 4.49 ft/s 0.75 ft 0.02 0.21 lbs/ft2 0.29 lbs/ft2 0.7 UNSTABLE --
Substrate

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 21 2022
Clear Water Ditch - 2
Hydrograph type = Rational Peak discharge (cfs) = 15.50
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 7.700 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 5.032 Tc by TR55 (min) = 15
IDF Curve = Charlotte.IDF Rec limb factor = 1.00
Hydrograph Volume= 13,948(cuft);0.320(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10 15 20 25 30
Time (min)
Runoff Hyd - Qp = 15.50 (cfs)

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Clear Water Ditch - 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.130 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. ((in)) = 3.07 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 5.12 + 0.00 + 0.00 = 5.12
Shallow Concentrated Flow
Flow length (ft) = 497.00 0.00 0.00
Watercourse slope (%) = 2.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.70 0.00 0.00
Travel Time (min)
= 3.07 + 0.00 + 0.00 = 3.07
Channel Flow
X sectional flow area ((sqft)) = 16.00 18.00 0.00
Wetted perimeter ((ft)) = 14.60 15.60 0.00
Channel slope (%) = 1.00 1.00 0.00
Manning's n-value = 0.150 0.150 0.015
Velocity (ft/s) = 1.06 1.09 0.00
Flow length (ft) = 136.0 331.0 0.0
Travel Time (min) = 2.146094..00 5.045947..00 0 = 7.19
Total Travel Time, Tc 15.00 min

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Nov 21 2022
Clear Water Ditch - 2
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 1.81
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 15.50
Total Depth (ft) = 3.00 Area (sqft) = 15.26
Invert Elev (ft) = 685.13 Velocity (ft/s) = 1.02
Slope (%) = 1.00 Wetted Perim (ft) = 14.45
N-Value = 0.150 Crit Depth, Yc (ft) = 0.74
Top Width (ft) = 13.86
Calculations EGL (ft) = 1.83
Compute by: Known Q
Known Q (cfs) = 15.50
Elev (ft) Section Depth (ft)
689.00 3.87
688.00 2.87
687.00 0 1.87
686.00 0.87
685.00 -0.13
684.00 -1.13
0 5 10 15 20 25 30 35
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Clear Water Ditch 2
Name Clear Water Ditch 2
Discharge 15.5
Channel Slope 0.01
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Silt Loam(SM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 15.5 cfs 4.5 ft/s 0.68 ft 0.02 1.8 lbs/ft2 0.43 lbs/ft2 4.23 STABLE D
Unvegetated
Underlying Straight 15.5 cfs 4.5 ft/s 0.68 ft 0.02 1.32 Ibs/ft2 0.29 Ibs/ft2 4.49 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 15.5 cfs 4.5 ft/s 0.68 ft 0.02 4 Ibs/ft2 0.43 Ibs/ft2 9.39 STABLE --
Vegetation
Underlying Straight 15.5 cfs 4.5 ft/s 0.68 ft 0.02 0.21 lbs/ft2 0.29 lbs/ft2 0.7 UNSTABLE --
Substrate

APPENDICES

-r \- -_� '//// /� J O \ -) i --- /' /' i /- / �%%i"iii -����\\\\\`�\\\\\\\,,��/f/,
CONSTRUCTION SEQUENCE l\ \ - /7/ //I J/ // - I /I i / I 1 -/ /\\� /'J //J/ / I /�j%�%//i/%�/A/ \ \\\ \\\\\�\ �/i i EROSION AND SEDIMENT CONTROL NOTES: Z c, 1
1.2. SCTUPN ALL p ONESREPREUIRED PERMITS. \CONSTRUCIIONCONFERENCEWITHTHEEROSION �"-' \_ - `J�/ / ///// \ (/n \ `I I / I �// I (/ 1 \ '/� /- / J-� \\\ // /// /�///"I/\��•11` I, :::::::NI.
\ \\\\\\\\\\\�-/jj 1. IFNECESSARI',SLOPES WHICH EXCEED EIGHT(B)FEET SHOULD BE STABILIZED WITH SYNTHETICOR Q a
CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO '\ ( 3 -- - /_-' /j/////\I//\ \ IIII ( 1 I I( / 1 I / / // / \, J` \� // //// I // /��C II II \�\\\\\\\ \\\ \N'' /////� RY
SLOPEDVEGETATIVE MAT,IN MINS DURINGCONION TO HYDROSEEDING.IT MAY BE SIRUCI ON.TEMPORARYBERMS MAY BE NE TIED RY TO INSTALL
DAILYUMIL^THES SLOPE /`•� Si
ACTIVITY ISA VIOLATION OF CONFERENCE
THE TOWN CODE AND 15 SUBJECT TO FINE.
\ \\\ ,_ i /^//// //-,_�(Q\\ 1 I II I1I I I/ I / / 1 I ) / ( `�\\\ / ,iqy�//,sJ�/�///J/ I \\ I I I _\\\\�\�\\\\\��` / �� IS BROUGHETOGRADE. L o_0
3. PMAKE ANY REQUIREDLANS. MODIFICATIONS TOHOE EROSION AND
DIMENT OINTROLPLANSOL 1\ `�'^�-�' ----:-.1.
/ // /%///I I 1\) I \1 1: Il I I/ // / / /\ / \ \ / J (/ \ \I\-I /� /'�/'\ ( \\\ \J II \ \I \\\�\\\�\�\\\....p J(I/ 2. STABILIZATION MEASURES SHALL BEINSNTED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE Nor
SHALL BE DOCUMENTED ON THE ON-SITE APPROVED PLANS. \ -///f; - /- / ill/n `\ 1 \ /I I I / �/ I / /I( �( 1 \\ \ \ \ \ \ \\ \ // 1/
WHERE[ONSTRUCTION ACTNRIEB HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT INNOCASE u,.`O-'
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. \ \ --�- /�-^ -/ -^/� //J/11 )II//��//1/// / )- 1 ^,/ / / I I /( 1\111\\\\\\\\\ \\\ \ k\ I \ \I\\\\\\\\\\�/l/// MORE THAN FOURTEEN I34I DAYS AFTER WORK HAS CEASED,EXCEPT A8 STATED BELOW: W(n
5. INSTALL PERIMETER SILT FENCE,INLCTPROTECTION,SDMMERSEDIMENT BASIN, \ �i ^- J///' - i /\////n)/�11III/r%ll /// / J \ 1 ) r/ / 1 \ \\\\\\\\\\\\\\\\\\\\\`\ \\I11/ \ \N\\\\� \\�// ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 w i
TEMPoRARI'DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE \---� -/// �1T/-' ///((l11 )))III ////II / / // _ r l 1 / / n / \\ \\\\\\\\\\\\\\\ IIII L� \`_\\\\\\N ///v HORIZONTAL TOI VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT ��/� 0
PLANS CLEARINGONLYASNECESSARYTOINSTALLTHESE DEVICES. \__ -j ' /'--^-_/\/-//�JI)J/ ////�// II / / /( I / \ // /'- 5 \ I / \\\\\\\TUN,\\\ \\\`-\111 llI \\ \\\\\\�_-/� STABILIZATION WMI GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 C \.t/,/ `
6. APPROVED,FOONS NINSPECTION5BETHEER EROSION
CONTROL CPNTMRANPECTOR,WHEND \J /^/'//^/I- /// // //////'////)I I / l / r_ / I I \ // / 1 1 ( I \ \\\\\\\\\\\\\:111
\ \\I 1 (\ \ \ \\\\\� // CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAS c .Cm
// '/- / / / / ) / / �- \7"."---..----
\ \ 1\ II 1 \_-✓ SHALL BE PROVIDED TEMPORARY OR PERMANENTSTABILRATION WITH GROUND COVER AS m
GRUBBING MAY BEGIN. / // i -f() (// /}/III ////////) //II ( // -/ Tom_ `"- v.�J /-� / 1 \ ) \\\�\\\\\\\\\\\\ 1\\\\\ \\ \ \�� \\---/ SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST �U�
7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS `\ / �////- _ \ �(� ////// ///// / I 1 / . \`_- \ 1 1 ( \\\ \\ \\\ _� ) \ \\\\ \ r\ \---- LAND-DISTURBING ACTIVITY. .0 mN
GRADED.WHENEVER POSSIBLE,DUSTING VEGETATION SHALL REMAIN IN PLACE TO • N. - ' / \.-"- \// /////// ) l I / I / / l / r / \ \ \ / I I\ \\\\\ \\ ( ) \ \ ( \ _� �U
PREVENT EROSION OF THE SITE. `, _� //////�/ _ �_\"//I �/j/////,)/// / ( I I /� -i / --^-J/ $(S Sheet T� lam/ \ \ \ \ 1(1\\\\\\\\\ � \\\\\ \ 1 /` \--�-` 3. ALLCUTAND FILL BLOPESANDCHANNELSIDE SLOPES WHICH ARE NOT TO BE PAVED SHALLBESEEDED IL gZ
- / / / / / ( _ - � \ 1 \ \ \ \\ I �`- UNTIL A GOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON N8. BEGIN MASS CONTRAC7065H6LNM NMI(ETHEAMOUN O AS SITE IS BF�STED AND ORMWA�R FLOILT UP,WING OVER -- 2///// �_ / - ,�- /�/// /////// / ) 1115�/^ / FLOW ) \ \ \ \1� //I I \\\\\\\\ ^1\\\\\\\I\ \\ \ ` - \ \ SHEET C/.S.ALLSEEOING WILLBE MULCHED. �U pFILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND - -��/^_/7 / ��// /j/��///l) /////1\ -J// I`;/ //-^ -- - 5=2.0% \ F \` \ \\ \\ \I (1 I 1 11\ \\\�•�-\\\\ II\ (IIII \\ \ ' \\ 1.
2
SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND /-^/// '1[f',/ ///////��/ / J i I V\/ N-_-`�/ n=0.24 \ -z \ \ II \ \\ \\\\ \\II_II \\\\\\\\ I I \\ 4, ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(7)DAYS AND
QmU
i - .1,, // / \ WITHIN24 HOURS AFTER EACH RNNFALL OCCURRENCE THATEXLEENS ONE INCH.IF SITE
SLOPE DRAINS AT FINAL PAD GRADE.ADDmONAL MEASURES MAY BE NEEDED AS ---- \\\III/// /// / / (( \ I / \ \ \/\ 1 \ \ /
PROGRESSES.CONTRACTOR SHALL UMIT DRAINAGE AREAS FLOWING TO EACH OF �_ ///^- --N N N.
//_=<,'�/�j/JJ I ) \ \ `P/\r/ J,__---/�-�-^\ \ \\ \ \ I 1 j1 \\\\ \\,/\\\\\ 1 \\\\\\ \\\\\\\ \ N INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,MAINTENANCE
THE PROPOSED BASINS TO THE MAXLMUM AREA THAT IS DESIGNATED FOR EACH .- J � -\ \/////// /// / // / \ -r_/ //\_' \ \ - \ `�L 1 I I )(1\ \I \ 1 \�(Y ll\lL\\\� \\\\\\\\\\\\\\ \\� \\ NEXT STORM EVENT WMUST BE PERFORMED HENSEEVER PRACTICABN AS LEELE 0RA5 REASONABLY PO551BIE ANO BEFORE THE IIII
BASIN.THIS SHALL BEACCOMPUSHED BY ADJUSTING THE PROPOSED DIVERSION II,-__/ -/`_-/\ "I 1 / I/ I ( ///// / / 1 / --Ni ]]��\/ \ \ '♦ I I I \ I \\ \\ I \1 \\\\\\\\ \\\ \\ \ ••a,ICA R'a
DITCHES AS THE SITE IS GRADED. /-�-/ J _- 1 I )/)Y(/, // I /// / l( ) I -� •\ `� f "S \ \ \\ ` II \\\ \II1 1 \\ \ \\ \\\ `\ 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANV •�O•tr� wee• Ojy9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DITO D7 BRINGING / // / ^ 1 / //Y// II ) I / / I \^� ) \ ^ \ \ \ \^ / "- \1 \ \ \ \ \\ \ \ \\ \ \\1 1/ SEDIMENTS BEFORE BEING PUMPED BACK INTO ANYSTORMWATER SYSTEMS,WATER COURSES AND ��0 'L�''GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES ANDSTORM �i / /// / ) / ) // / \ \ I / l 1 \ - ` ) /I\ \ \ \ \\\\\\I \\I \ I _ \- WATERS OF THE STATE(WOS)OR WATERS OF THE UNITED STATES(WOU.S.). = AMERICAN 9 t
TABLE.INSTALL NECESSARY INLETPROTECDON FOR INSTALLED STORM - _�^- 7 /•�v)l //// // / 1// / / 1 \ ` -1 \ \ \ y I I 1 \ I \\\\ \ \\ \\\\ \\\\ \ S ENGINEERING• C
STRUCTURES /// \-T/////�/ ////// / J I I /� `7j1 'N-- - _ \ \ `� \\ \\ ' \` I / I I 1 \ \\ `\\1 \I \\\\\\\\\ \\\\\\\\\\\ \\\ \ \\\\_ 6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF 'CzK ASSOCIATES•°A=
10.INSTALL CLEW WATER DIVERSION DITCHES I AND 2TO DIVERT TO BYPASS STORMFROM STRUCTURE D1 TO D7. `__-%--1 / ////// //// I / 1 l �-� J/ \� \ \\\\\\ \ \I\ \ _ CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVRIESAND ALL DISTURBED 8 SOUTHEAST 8Q�
11.CONTRACTOR SHALL MEETWTTX THE EROSION CONTROL INSPECTOR PRIOR TO / // r1//,//„// /�/// /// / \ I(\ I _ _> - \ - ` '\ `\\ N
'`\ ` t/ / 1 \\ \^ \\ \ \\\\\\\\\\\\\\\\\\\\\\I\\1\I\I\ \\` / \ CONSTRUCTION BEEN
IN OROERTOCONTROLEROSION AND/OR DEVICES
OFFSITE SEDIMENT REQUIRED
ATIONUALLTEMPORARY C-3881,�',/)G'$
COMMENCING WITH PHASE 2 EROSION CONTROL MEASURES.INSTALL REMAINING �- �// // / / / / I/ ) N. ( \/ l ` v-\ \ \ \ ' \ I \ ___,-1,,\ \\\\\ \ \ \\\ I ( ',",l A,�ns"
SILTFEENCINVERSIONHSE 2ESANDOCONTROLSUEESASSHOWNOREMAINASE - // // lI) l/ l / I \ �`�\ \ / Jro' •.�,�..•z \ >\\ \ ` \ I \ \ I - \\ \\\\\ \\\\ \\\\ �\\ \\\\ \ \ CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION S COMPLETE AND THE SITE IS i,'E OF•A�d
/ I I I I ( \ \ L �' _ \ \ \ 1 \ \ \ \ \\\11 STABILIZED. IFFFFFSSS••••
CLEARING2 PLANS, NECE_ / / //( 1l I I v// - / one Shallow \ \ I _` \\ \\ \ \ \ ` \\\ \
12.TEMPORARI'DMINAGE DITCHES SHALL REMAIN N SERV TO INSTALL ICE AS SHOWN IN EACH E DEVICES.
- / �\-'�\)I/\ �)))) \I / I I \) \ \ \\ 1'(,�/\` / x/-\ Concentrated /--/I\\ \\ \ \\ \\ ; 11 \ I �„ \ / \\\\\\\\\ \\\ \\\�\\\1 \\\ 1 7. THE CONTRACTOR MUST TAKE NECESSARYACIION TO MINIMIZE THE TRACKING OF MUD ONTO
PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT / / //I / // )I I( I \I I I \ \\-- / \ FLOW \ \ \ \ N \ \ I \\\\\\\\\\\\\ \\\�\\\\ 1 PAVED ROADWAY FROM CONSTRUCTION AREAS AND THE GENERATION OF DUST.THE CONTRACTOR
s\- 1 I 1 ll"%•.-rr\ L N Unpaved \ \ l I\I I \` \ \ \\ \\\ \ SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. 'I ,-�� 'i
FENCE PROTECTION AS REQUIRED AS EACH PHASE IS BROUGHT TO FINAL GRADE. \ c J \( /// 1/1-_/�\ ) 1\ 1 1 / ) \--/J` J L=49 ed \ \ k \ \ \ ` 1 \ /�I �\ �"`���1 \\\\\\�V N\ \'\ \\\\\ •"•� •
13.CONTSIRUCTIOAN GRADING ACINmES INCLUDING RETAINING WALL \`- \\) \\)\\tom 1\C\ / ` \\ \\\\/\(\- � \\ (� ' \ \ Z `\\ \ I- I I` / -\ \ \\ \\\�\\\\\\\\\\\\\\\\I • "ro,-5 'T'k''Ir
\ \\\ \ $=2.896 / \ / t, I \ \ \\\ \ \ \ & ALL TRAFFIC VIA ENTRANCE. �G •'r••2��'
\ l /\ I\\ `,�` \ I _/ l y/ \ I I \ \ -i`-r/ - \` \\ ' \\\\\\\\\ \\ \\\\ / .�
14.LATERA CONSTRUCTION B COM THE ESTREETS,N INSPESTCIATED UTILITIES,INCLUDING \\ / I \ / \~ "T" ' `}_ - I \ I \\ \ \\\ \\\\\\\\ 9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE RACED ON THE UPGRADE SIDE OF THE TRENCH TO _ g AL
LATERALS,TO BE COMPLETED AND INSPECTED. N \ I \ ~ �\\ / ,- 1 SCS Channel Flow \ I I I \ \ \ 11 I/// ✓\ \ \\\ \\ \\ \\ ALLOW MATERIAL TO ERODE INTO THE TRENCH. MAINTENANCE AND REMOVAL OF -
I I I rt j7,,,-'-----,...‘ \ 'I I \ \\\ \ \\`1 \ \ \ 3304E
.RECONFIGURE SILT FENCERS NECESSARY. \ ( \\ \ \ I l\_,, I\\\ \ 1 -i -_ / MBotto Depth
2'ides ( I \ \/ I\ Jr /// \ \\\ \\\\\\\ \I\ 11 ALL EROSION CONTROL DEVICES ARE THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS
16.INSTALL INLET PROTECTION AND OTHER MEASURES AS SHOWN ON THE PHASE2 �\ ( ( \ \ 1 I \/ \ I / 4 \ -- 1 Min.Depth=2' ( I I / I \ � J _ \\1\ 1\ \\\\ \\I 11\I I\I OTHERWISE NOTED. 11� ,
PLANS AS THE PROPOSED STORM SEWER SYSTEM IS INSTALLED. \ \ `\ /I 1 \\11 1 1 I \ /4,/ ( I 7 Iy- r/ / / L=136 FT \ 1 ( I \//\ '/ \ ` I 1\\ \ \\\\\\1\\\\\\I\\ �FA•GINEAL .(11 4/
17.ALLAREASTHATGOUNWORKED FOR 1A NDARDAYSORMOREMUSTIESTABILIZED \ \\J` \\I I 1\ \ \ 1 / I I'q-„ 1 \ 1 & fironsAN / / / \ $=1.0% \ ` I � I / / )\\II \ I \ \� 10. THEEROSIONCONTROLMEASURESSHOWNONTHISDRAWINGARERECOMMENDEDATAMINIMUM. '''y�@qR-- Fp,,�,o'IMMEDIATELY.STABILIZATION STANDARDS SHOULD BE MAINTAINED '' \ I l PAX�&IBIIXW n=0.15 \ 1 1 \ I / 1 III I I ( ACTUAL MEASURE NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE R\'M_ \\ \\\ 1\\ 1 11\ \ 1 \ \ L \ �`I' /T\ / ( \ \ :it
I �( ) \ I 1 1 \ CONTRACTOR AND BE FIELD VERIFIED.
THROUGHOUT THE CONSTRUCTION PROCESS. \ p -/-'�'77/6�yy�' I/ T \ I I 1 / ) // 'IUI.STRIPPEDTOPSOILSHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT \_ \ i\\\\\ \\ \ \\ \\ \ I R ` / GH4RRI/SCtA/NIYZOMAi..[R'-� \ / / \ \ \ 1, 3 \ \\.7� JII / / /// /JI1i(\\\(\III\1FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE. -:2; \III \\\ \\\ \\ \ 1:::::‘,
\ I \ \\ * T _ \ 1 \Y( +471 AC- \ \ $ / 1 �P \,II�,I 11( /S))//�1\\\I (II11. ADDITIONALMEASURESTO[ONTROLEROSION ANDBEDIMEM MAY BE REQUIRED BVA
19 GRADINGN AND ADJUST PROGRFSSES TOOSIONTAN PROPER EEROSION AND DMENT SMASSL --\ )I I\ \\\ \ �\\ \ \ \ 1 \ \ / \ SUBCATCHMENT 1 I \ I / I \1I �F{`^\� J //)\ /l \III REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT.
GRADEVIDES PROGND RESSES
/t /) I )l1 \ IL 1\ \\ \ \\ \ \ \\\\\>� '� •�'�'��� \ \ \\ \ AREA TO t\ \, \ \ \R 1\ \ `"�F ��ll� 1 '/ //////// / III12. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING IXCEEDING ONE ACRE THAT WAS NOT
20.UPON INSTALLATION OFINMAL STORM INFRASTRUCTURE AND INMAL ASPHALT ( I I I1 I \ I1\7(\\\ �"\� \ \ \ \ ,� '••• �� •• - \wma�my/\ CLEAN \ SCS Channel Flow \ \--_-q A,,^'.---- // lIl // JPREVIOUSLYAPPROVED.
LIFT OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDITIONAL UFT, ) ( I \ �( \ \\//�: \ \\ \ _^�\ '`•••••• `�\ \ WATER \ 3'Bottom/3:1 •\ \�---I�\I 777--- / / //J / 13. ON-SITE BURIAL PITS ARE NOT ALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE
RIGHT-OF-WAY DIVERSIONS(WATER BARS)AS DENOTED PER NCDEQ 6.23a. \ ) I 1 1 \\ L,, \ \\\,J Ili \\ \/;i /\ •'••••\••• • -\ /N DITCH-1 Sides \Bta �-_-L 1Y`.i� / / l) OWNER AND AN ON-SITE DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING
21.THE CONTMCTDRSHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER I I I I \\ \ ` / \ \ ✓)I L \ \ / \ \\ _ �w�aQ�•uu¢Nxx,_ I \'.'.C.'. �- \ \ Min.Depth=3' \ I ---_ /// // \ ADMINISTRATOR
EROSION AND SEDIMENT CONTROL \ /// ( ` \ \l\I \\\\ \,�// IIII \\\\ \ \ \ /_-�i^\_ --i'•''""I"u\••`\•:::i•:: ` \ L=331FI \ l2.99 AC -I\ / / I I
22.INSPECTBMP'SONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ \ \ \ ` \\�L-�\\ \ \\ II 1\ \ \ \hj� 1 _ 6 \•:y-:':�:�f,� N 5=1.0% SUBCATCHMENT / I \// 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISA VIOLATION
REQUIREMENTS,ALLINSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE ( \ \ \ "1 l\ \\\ N\/ 1L\\ \ _/\-- - \� \'D, �.�•••.� �,\ \-- n=0.15 "-` AREA TO \ L OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT MA FINE.
WITH THE NCDEQ GENERAL PERMITN00010000,LATESTEDTON. \ \ \_ \ \ \ \ -\ ,�, - --\\ \\ \•r:•:-'•::�� \ \ -\ CLEAN I\ / 15. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED
23.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \ ~1 \ \ " l-I U12e \- \ \••.'!:�:,,5 ✓:•.• \ I /
< \ \\_L \ \\ \ -\`FL, k' '' ',1-,
0 1 \ \ \ \\ (l/gp((9 VW/p" \- -,_ J I AT PRE-CONSTRUCTION MEETING.
COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. \ \ \ \` \ \ �\ \ \ ` S' �2' �. - \\ \\ - va ssnenaysaa� WATER I--
24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL ��N. ^�\�7- \`7 \ \\ \\I I • _,� \ \ \ \ \• Dd'ZNSyAG''s'B DITCH-2 • -pvL/�fSmr 16. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION.
MEASURES AS SHOWN ON THE PHASE 3PLANS,CLEARING ONLY AS NECESSARY TO /( 1 \ \ `\ \ \ �; N -� \\ \ -\ ••• • ' C RUSCOUN712[g/NG-CR f �
INSTALL THESE DEVICES. \ ) \ \ \ r\\ \ N _\\ - _ \- --\\-� I\ `\ \\••• - \-""�"-�.W� ` �8. '{G-CfBt 17. LITTER,CONSTRUCTION DEBNS,OILS,FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL
25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TO INSTALL ___7--11 �' '�- � \• --- \1 \_\\ \ \\••'• :ti'~-�• ` = FORIMPACT(SUCH AS STOCKPILES FRESHLY TREATED CUMBER)ANOCONSTRUCIION CHEMICALS Z
ADDITIONAL EROSION CONTROL MEASURES FOR THE INDMDUAL HOUSE \\ \ C �n•L¢la•J J �'� - == '�� `-- _ \\ \\ �` \ � T- - THAT BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT
CONSIIIUCTION.SEDIMENT BASIN TO REMAIN INTACT AND FUNCTIONING DURING I A\T \�-N\ \ \ \ \ \••) \- f=JA \.--- - \\\-\\ I - ♦� \. 'I/ qy/ SOURCE IN STORM WATER DISCHARGES. j
HOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT I \ \�i \ ^ 1 - -\ \ \\ \\ ` \ - 0_
BASINS. ///1 \ \� \\ \ \ I ) R$ =/�-) / \ \-�\\\\ -\ - \��- N ` ..; t 1 k •�'TS)p• E��, 18. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES:
26.FINALIZE GRADING ACTIVITIES.ION CONTROL INSPECTOR PRIOR TO REMOVAL OF \`_I I \ I \ \ \\\ �✓/j ,\ / `\�\ • _'~ - -680,. \ 3 \ \\ `\\•\\\ zi�zaoemw \ \• •�J Fet, .Y("A�7�� .-, CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OUT ON STIE.IFCONCRETE TRUCK
27 EROSION CONTROLMEASCOORDINATE WITH THE URES.0 ON INSPECTOR'S APPROVAL CONTRACTOR IS \\\\\�\i\\ \ I I \\�/, I \ \\ - )\`-/ \\/"' \ I\ \\ ^ \ \\\ \\ \` ? ,I I / / __ WASHOUT IS PERMITTED ONSITE,COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR. H
TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED �\\'\\ / I 11\\A \ l \\1 \\ �" --^\ \ \ \ \- \-- \- \ _ -\ �I'., I/�"v DO NOT DEPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTOASANRARY O
SEDIMENT BASINS. 7/\\"\\\ \ \�\\ •/: ��---,5�\ -a_,✓--s --- \ 1 \ I"':"�`�xu1_, ---\ N \\ -�\_` - `- w,' / N SEWER,STORM DRAIN OR ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF. I
28.LOTS 2-5 LOCATED IN AREAS WITH SEDIMENT BASINSB-2 SHALL BE GRADED USING \7/\\\\\ / \ �\ \ • ''-" \\ _ --"S \ \ \ \ \ •\ \\4 �\ \ \\ 1�.`i li
/ kINDMDUAL LOT GRADING EROSION CONTROL MEASURES,INCLUDING SILT FENCE, \ \\\\ \ \ \ \ byp� II \\ i-' � � '. -N \ \ \ ^ \ /\ `-__ \ � I UTh,5143/ O
DIVERSIONS AND CONSTRUCTION ENTRANCES UPON REMOVALOFTHE BASINS \\ \\ \� N Y• 1 \ _�_-- \ ^ \ ? ^\ `\ - Y^ / CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: Z
AND FULL STABIUZATION OF REMAINING SITE. \\\\\\\� \\ \ 1, g\\-\\\\\ \�---/��) \ \ \ \ aA� \ \ \-\-- \� Noff, - / /
29.WHEN VEGETATION ISESTABUSHED,CALL FOR FINAL SITE INSPECTION AND FILE ''i\�, \\\� SA N. \ \ \�\ \ _ --__ _ \\ \ \ "�PmI / \ \ I�^4 \ I'I, -DESIGNATEOAREATHATWILL LATER BE BACKFILLED(SLURRY PIT) North R'
NOTICE OF TERMINATION WITH NCDEQ. "\\\\���-\ \ \ !,` �\ \+�__'"""""^t`:�/\\ •) 1\ \ \ \\ \ - \ N...680-_ \ \ \ \ s.=-b - I / -DSIGGNNAATED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID Carolina` i
GENERAL NOTES \\ \\\ , = ( - LOCATION TIB NOT SUBJECT TO WATER RUNOFF,AND MORE THAN SO FEET AWAY FROM A FlarID�8ar
\\� -1,•*�mel \ \\ _ - .1---'
STORM DRAIN,OPEN DITCH,OR RECEMNG WATER WAY. ••3 Days Before Digging••*
I.ALL MATERIALS,CONSTRUCTION,AND PLANS ARE TO COMPLY WITH \\\\\ \\� \\' ( rI/. / _ r- `---_.., ��F -' -�- -PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN INS CAN INTO CONCRETE MIXER TRUCK. North Carolina811
CURRENTNWEQSTANDARD SPECIFICATIONSANDDCTAIES. \\\\\\1 \\ \ \ 1yuq� \ ": % �\ /) �_ S \ \I,_______________:Ciessze_
_ �I T- -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTO CONCRETE 811 or 1-80O632-4949
/43\\\\,A II .-� 660\\\1' \ �Fn •"'%\ \ --- // �\ \ \ l _ V33E � PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ticket Entry
2.CONTACT NORTH GIROUNA ONE CALL SERVICE 8110R \ \ J ) 7_,_,
\ \ \ \ HA:' ,R/1331ttYV DISPOSED OF OFFSITE.
1\\\\ \ J/ -_ \ wmamesll.o g emotra ke eony 6 m
800.632.4949A MINIMUM OF 72 HOURS BEFORE DIGGING. \ �- \ \ -� )l� \ \ \ \ �' ) \ '�/�1\\� \\^L/", \\ � ��_♦� _�\ l-- --/I \ \ \\ \\ 'I'W''� ]9. ALLCHEMICAL SPILLS,OILSPILLS,OR FISH KILTS MUST BE REPoRTEOTO NCDEQ-fALLTHE24-HOUR STIPULATION FOR REUSE
3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL (/ ) m)min. \\\S ,w,,,vuo.n�� \\ JI \ \ \ \ \ \ \ \\ / ) 1W fS EMERGENCY RESPONSEUNEATI-800.858-0368.
DEVELOPMENTGRADING pNO DRAINAGE PLANS. S( I \ , \ J �\\ \ \\----./- ^/ \ `\ \ \ -\ -,.- d THIS DRAWING WAS PREPARED FOR USE
[\/ \ ,PI''a� \�� \\T�y \ \ _ J I}L \ \ \ \ - \^ �680 -A :\ I ' 20. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE ON THE SPECIFIC SITE,NAMED HEREON,
\ \ n\\ \� \\ -�= �_/ -/,} \ \ \- \ \ �I'Q Q\ VISITORS IN ACCORDANCE WITH 2006INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS, CONTEMPORANEOUSLY WITH ITS ISSUE
/.THE CONTRRCTORSHALLVERIFY ALL DUSTING STRUCTURES PRIOR \ uF a� \ J '� I. /\ \ \ \ \ ' DATE AS LSTED,HEREON,AND IT IS NOT
TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTED TO THE \�\zm' • \; 0\//\J/ \\,'- 7�..1` \ \ \ 1 \ \__ - T'\��---, SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM SUITABLE FOR USE ON DIFFERENT
ENGINEER.
?l1 sly ‘� \ ,\\ �1 \ �' �}a -1 \ \ \` \\ \ ` \ ^\- I$\ - \--- DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,ETC.).DISPOSAL AND HANDLING OF SANITARY WASTE PROJECT SITE OR AT A LATER TIME
''•'` z \ ` . \ \ / �"7/ \ \ \ `\ \ \ \ _ -L MUST COMPLY WITH STATE AND LOCAL REQUIREMENTS. USE OFMS CROW EOR
5.THE NCDEQ EROSION CONTROL MANUAL SHALL BE USED AS A \». ./I 1° AC'"''I / ( \ -- \ 21. FINAL GRADES FORGRASSED AND LANDSCAPEDARE0.55HALL REQUIREAMINIMUM OF4-6'OFCLFAN ON ANDTI-ER PROJECT\ .j \ 1 ` ro \ \) >/T(1 TOTAL DISTURBEDAREA \ \ \ \ `- R/OENNOURROAU25' MIRE �
GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. \ \ P'\ \� x I -'\ \ /\ K\ \ ECM LINER \ THE SERVICES OF PROPERLY LICENSED
THE FOLLOWING BMP'S: \ \ \i\ \ µ L\ \ \ r^/ RI 14.28 ACRES 5^e -= Z�NSJRUE7.CBI---- TOP 8014 FREE OF DEBRISANDCONTAMINANTS,AND PREFERABLYOF NATIVE ORIGIN. H)�S AND ENO ,R CN
\ `\ \ �Z ,-_�\ \t II -\ `-NAG 5150 OR EQUAL\ .. / --_ OF THIS DRAWING FOR REUSE ON
•SURFACE ROUGHENING I ,\�.�',n �• ---\ I \� \L-\ \ \ L 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES ANOTHER PROJECT IS NOT AUTHORIZED
•STABILIZED CONSTRUCTION ENTRANCE -�_\ I I'� -\ \\ \ -- \\•I I \ `\ 6 -\ \- \ \ \-- /` AND MAY BE CONTRARY TO THE LAW.
•SILT FENCE ` - 110� \
t. \�ll\�\ \ • / 1 \- \� \ \\ 1-\ ) \ 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY
•HARDWARE FABRIC AND STONE INLET PROTECTION ( 4 -\ \ E I //>2GY0.OT
•CHECK DAMS > \\\� \\ \ \'‘.„,,,
\ \ `�\`- IlII `IA,... •"xw-\`- �(\\\ \ mod• d271n. STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE.
•TEMPORARY SEEDING N56517g1 \,,, \v \ \ �` \\ )/ \);I II ---\ \ \\\ \\ ,�� \ I pgq It CI)p, 20. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROTECT MUST COME FROMASIIE WITH AN 'z 0
•PERMANENT SEEDING wtm4 .aP3 \\\ \\ Srrtwe " \ J\ `----_�\\\\\ \ \ \ I -\\ APPROVED EROSION CONTROL PLAN,A SITE REGULATED UNDER THE MINING ACT OF 1971,ORA
v96o,V!,// \ \` l -- \ \ \ \ /. it
/- LANDFILL REGULATED BY THE DMSION OF SOLID WASTE MANAGEMENT.TRASH/DEBRIS FROM 1 E-
•MULCHING ceeaeRacsca 7 1 \g 1 f/I/ \ \ \ t _ \ IF---11•SOD `�/� ---- \ \ \ \ \ ';^ i DEMOLmON ACTIVITIES OR GENERATED BY ANY ACTIVMES ON SITE MUST BE DISPOSED OF AT U
•SEDIMENT TRAPurexa TPrr \ \�\',\ �""1B \ ��J\ :1-6
65� -� \ \ \\ \ \ \ ' -71'�CFACILITY REGULATED BYTHE DIVISION OF SOUOWASTE MANAGEMENT OR PERDIVI510N OF 50L10 (]y �Ir•SKIMMER SEDIMENT BASIN '�\\��\ _ ' \ � 1 _ � \jI\I y/---- \-/\ \\\ \\\\a>\ \1i'%Y"E- C, /I /��^�� WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. /•� .�-,SITE INFO �•• \� •(Y� ,\ `\\ •III \ I \/ - \\\\\1 \\\ ` /? 50.,J 25. PERSECTION6.20OFTHENORTHCAROLINAEROSIONANDSEDIMENTCONTROLPLANNINGAND E'I LPL Cr\ !, 'ay. m,oUn \/n\ 1 \ \ / DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD 'z WCONSTRUCTION START DATE. DECEMBER,2022 \\ �\ \� \'\/-/ _ \ \ \ / mumaow Fn �.\J \ �`,.. \ ,m \ I "FIVE' RESUCEMAINTNANCEEDASSOONASTHEYpRECONSTRUCIEDTOPRESERVEDIIO:HEIGHTAND raDISTURBED AREA. 14.33 ACRES \ \ / W � '7rE \ '+j \� \ _\ \ • 1 REDUCE MAINTENANCE. GL•\\ • \ \ \ \ \.� \ I //A(N6'ANPMWf.9NE$1ZCIrl`` \\ •.© �. �660- \ \ \\v+1 \ \ \ \1 ) A,xsssmvmatu7 a TEMPORARYSEDIMENT BASIN2TEMPOR:Diner
RY SEDIMENT BASIN( \tt �l",•.- • \ ) ��� /1� --- Al \\\ v\)V1 1\1\ \\ \\�!"?:o;p �= ilk 3! W FO O
• e� �'• I //00dd Y1CX1 qqjjGG� T/\ rA$IRRUfCdI/NIVXAYIM1W:�[W � V1 U
Basin Number:-2BasinNuber: 1 \ \ 51. / \-/ \ \ 1 / I 1 \ I \ A� Q(��• 0Basin Type: SkimmerBasinTy : Sediment •� ��l 1 / -w\,--^) \ l 1 / I I I 1 I \ \ (• �1 a'%,-"'-/ rtG�y]!
ig
a Phase 1 Drn Area:-5.41 ac Phase 1 n Area: 7.03 ac � 1 u , / \ \ •/ I I ) / I 1 �ww. I `�y� LEGEND a .14
z O
14
Phase 2 Drn Area:-5.41 ac Phase 2 Drn Area: 7.09 ac ( :I\ 1\�\I \_ 1 / \ \ I 1 I ) I )/ / 1 1 I\ I R R _ -SF�o-sF�o- HIGH HAZARD SILT FENCE �r Z
,� Phase 3 Drn Area:-5.11 ac Phase 3 Drn Area:-7.3E ac \ _t\ •\ \ --\ \ h•,In,I ,j, I ,_ , \ 1,t. / Lam""-I (o
\ `�'\` / / , I WQ / -sF-Se-sr-SF- SILT FENCE Q
\ \ \ .\ •
\ I I / I \ 1 \ Iv^/ -SF NSF- SILT FENCE OUTLET
W
e Pov.(Surfaced. eArea: 7105 �sf a(Suurface Area: 12,8405f /1l\ �.
Regd.Storage Vol: 9,738 cf Regd.Storage Vol: 13,248 cf \ l\\ �\ p� - ` f/' \I/ / �E-I
i Prov.Storage Vol: 9,840 cf Prov.Storage Vol:-22,288 cF \ ��\ \�ti1�•� - •"L G� .40111.1101‘\ \ \ `� ri�� \\-- �••�••� LIMRS OF DISTURBANCE V]
1 Bottom Elev: 659.00 Bottom Elev: 654.00 \\J \_��- u ss \ •°°'a - \ I ---
y Storage Elev: 660.50 Storage Elev: 656.00 / ')1 ) J\ \I _ I �. - '„_ *��Os°01�L"LL °-�"• - - °° °°-' TRIeuTAav AREA JOB NUMBER: C220003
C'- • _ _� ...- _.-
Clean Out Depth: 0.75' Clean Out Depth:-1.00' ------- ".�- -yr= _-__=�-- =----- - r-••rr, DESIGN BY: BMF
Top of Berm Elev: fi64.00 Top of Berm Elev: 660.00 r) -•� / _ - - - \ -ro-•�-ro-•�- TEMPORARY DIVERSION
\,jr ..____
-ll _ _ w w SO' _ w w - _ -,� _ DATE: 6/14/2022
Emer.Spillway Elev:-662.50 Emer.Spillway Elev:-658.50 �\ _ - - __--`1-_--_,__ __-_ = _
Emer.S Spillway Width:-20' EmecS Spillway Width:-30' \ - ��c�
__„$ =N_="„_-" __ _ = -s-' __ - r_ _ - _-�`or-�e�._� =-°`-t., INLET PROTECTION
P Y P Y _ -- i� w -F-:-.4:6.,,,,,,Lll
. _ __ _ r __ _- SHEET TITLE:
Skimmer Pipe Dias-4.0" Skimmer Pipe Dias-3.0" _-,�. .�- --- \ \\\ \ (�j- / \ 111
Ir \\\\ --� \ 1 ° SURFACEFLOWDIRECTION
Skimmer Orifice Dias-1.5" SkimmerOrifice Dias-2.5" 1 v A V A 1 I \ xnc.aa I ��'�Riser Top Elev: 657.50 '' " R2'�°� V \ '�N ' 'I I `� 1�, Ie.3*,4( � „ , � I OVERALL EROSION&
Riser Dim.: 48"x36" 11 2..L.NI(AS.,.t. 9aJZFG.45 F�:' \ \ ) l - - - STREAMTOP OFBANKB CulverDia: 24"RCP COMM .I I �N �A,�� \ I'^�'�I \C° �""(�$'� 9:1 SEDIMENT CONTROL
' Culvert Length: 44' I J j I .-1�j.�•�� EROSION CONTROL MATTING
GRAPHIC SCALE I I ��:�� (SINGLE NET EXCELSIOR) PLAN PH.1
1 ao o w ao 160 Inv Up: 653.99 I I 1 ,
_ Inv Down: 653.68 Il 3:1 SLOPE STABILIZATION
a - - - \ I�/. I
o (IN FEET) I AI I ii
l inch=80 ft. I II I i 11 I 25'INTERMITTENT STREAM BUFFER SHEET NO.: C7.0
1

I CONSTRUCTION SEQUENCE 1 I I \ \ ` \ \ / I NELMCAR7NURCORNEZT/ I I '\ \ / 1 ' I /' /
I \ \ \ r�\\ P's6RJU!UR7axn/ \ / \ \\ \ \ I I 1 \ I/ EROSION AND SEDIMENT CONTROL NOTES: a24
1. OBTAIN ALL REQUIRED PERMITS. \ 1 \ \ I / l \`- _./ tB6L R''3�/ \ I / \ - \ I \ I \ �^ 1. IF NECESSARY,SLOPES WHICH IXCEED EIGHT(B)FEETSHOULD BE STABILIZED WITH SYNTHETIC OR _
2. SET UP AN ON-SIRE PRE CONSTRUCTION CONFERENCE WITH THE EROSION \ \ \ \ \ \ \ 1 ( 0WARRISCDdN7YZON7, • \ / / \ \ \ `' i \ ) \/)� I l I I l .-
CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ \ \ \ N \ \ 1 l \q. / I \ / \ \ ) \ E \ 1 / VEGETATIVE MAT,IN ADDITION TO HYDROSEEDING.IT MAY BE NECESSARY INSTALLTEMPORARY Q Si W r
SCHEDULE SUCH CONFERENCE 48 HOURSPRIORTOANY LAND DISTURBING \ \ \ \ \ �/ /`� - --- 1 \ 1 S I / 1 JI ( ( SLOPE DRAINS DURING CONSTRUCTION.TEMPORARY BERMS MAY BE NEEDED DAILY UNTIL THE SLOPE `•� t
\ \ \ \ ``\ \ I \ \\ \ / \ \ \ \ / ( I "� 1 I \ \ IS BROUGHT TO GRADE. L " 4
ACTIVITY ISA VIOLATION OF THE TOWN CODE AND IS SUBJECT TO FINE. \ \ \\ \ \ \ \ \ \ 4 1 1 \ / ,, \• \ \ / I I / I' \I A \v J m o o
3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ \ N. \ \ \ 1 I \ �� _ -�'"-'-`-�.._ 1 \ / \\ ±4.71AC \ \ I ) I \\ 2. STABILIZATION MEASURES SHALL BE INMATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE
tn�
PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS 1 \ \ \ \ \ �\ \ \ \ \ `M! " �..�.� `� / \ \ \ \ \ \_�\I II� I I /y ` WHERE CONSTRUCTION ACTNRIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT INNOCASE v u,.`�-'
SHALL BE DOCUMENTED ON THEONSIIE APPROVED PLANS. ) I \ \ \ \ \ \ \ �'�\ 1\ \ N. ��` '-�t��•��.-����-�Q/:1�Q�t�•�jt�•�jt•�.��.� 1 \ \ / /\AREATCHMENT I \ \ \ \ I I _, \_1, \\-f MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: .d•so
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. \ \ \ \ N \ •�1���!.i -+ > �•1+•t•flit+•� 1 \ AREA TO \ \ ( \ 1�' I U I \\ \ \ \ N �_..._.�.t ..::�•.:.2�Q•Qa.�;A�ctt4 LIMIT$ \\ \ \ \� Fit of
5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, \ ti L \ \ ` \ \ •\ •'�A�*l�'s��e1.•t. CLEAN \ \ \ �`- / I/�\ _-- - - ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 oy>
TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE 7 \ \ - N. \ \ \ -•I• `-� -�t1.��>••tj� \DISTURBANCE 1 \ \ -� \ -
( WATER \ ( \ A �., f HORIZONTAL SVERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT 0
PIANSCLEARINGONLYASNECESSARYTO INSTALL THESE DEVICES. N. / \\ \ \ \ �jT+•�\ \ \\ \ \\ ��\ \ 'tt�;•ttit�� \ / DITCH-1 \ •\ SCS Channel Flow \ \- _ I / `
\ \ STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN7
��\ ` \ \ �- \ tt��...• \ \ \ \ / CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAS �j �.9
6. CALL FOR ON-SITE INSPECTION BV THE EROSION CONTROL INSPECTOR.WHEN / \ \ \ v/� '1\ \ \ \ \ I N. \ tt�Atttp V \ \ 3'Bottom/3:1 \ "4-\ I ` 'Pal
APPROVED,THE INSPECTOR ISSUES THE GRADING PERMIT AND CLEARING AND \1( \ \_ III \ \ \ \ \ /III /^\ \\ N. Ott"�t�ttt� /\ \ \ Sides \ \�_ -i�� N. ^ I ���i�' SHALL BE PROVIDED TEMPORARY OR PERMANENTSTABILQATION WITHGROUNDCOVER AS d4x
GRUBBING MAY BEGIN. \ / \ \ \ \ /// / 1 \ \ \ \ \ i / \ \Ntt�OtA , / �� \ \ Min.Depth=3' \- "•-..
II•-/I \� I SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST
�U�
7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS / \ \ \ \ \i // /III- \ N. \\ \\ /4,43--' \\^`- ---_\ \ 1`Jt•�tttJt - - \ L=331 FT N. �.� �I i \ LAND-DISTURBING ACTIVITY. `GRADED.WHENEVERPOSSIBLE,EXISTINGVEGETATIONSHALLREMAININPLACETO \ \ I \ '= - t• i. � \ R774AcUNDIHARBEDf-m \ I1�/1 \ \ \ / I \ \ \ i \� \ - \ /\ BYPAS0.6.11WARRRTIOIESla2. 5=1D% / I fPREVENT EROSION OFTHE SITE. ` \ \\ \ \�// III- \ \\ \ \ / -_-- - � \ \\ \ ±2.99AC \ '! 3. ALLCUTANDFILLSOPESANDCHANNELSIDESLOPESWHICHARENOTTOBEPAVEDSHALLBESEEDED8. BEGINGRADINGACTIVmE5.A551TEISGEDANDPADSBUILTUP, \ \ \ \ \ Y \\ SEEALLSHEETTAFORRILL n0.15 '�� \-, I UNTILA GOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON\ \ dIRW.LY/!A(/(/N �_ �\ ` DFFamBYPASNWNAGEARfA - `SUBCATCHMENT I I SHEETC7.5.ALLSEEDINGWILLBE MULCHED. ; hq
CONTRACTORSHALLMINIMIZETHEAMOUNTOFSTORATERFLOWINGOVER \ \ \ \ �\ \ 7 /\ - I /\ - \ AREATO \FILL SLOPES BY USING DIVERSION DITCHESAND SLOPE DRAINS.DITCHES AND \ \ - -- _ - - �- 1 I\ •/ `- -- TEER WAT: \ \ \ - CLEAN4, pLLSEDIMENTAND EROSIONCONTROLDEVICESSHAIl BE INSPECTEDEVERYSEVEN I7I DAYSANDSLOPE DRAINSSHOWNON PLANSDEPICTTHE REQUIRED DIVERSION DITCHESAND \ \ \ - \ I \ \ R� ,,yry yR.l4 \ -- - • LA TCH-I \ \ 1WITHIN 24 HOURSAFTER EACH RAINFALLOCCURRENCETHATDICEEDSONE INCH.IFSITE
SLOPE DRAINS AT FINAL PAD GRADE.ADDmONAL MEASURES MAY BE NEEDED AS N. \ \ \ / I \ # N. P/R565 1495IXgi-- _WATER \ �- II
\ \ N. \ \ /•j-- ^ �- N. i18Bj2 J I INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,
PROGRESSES.CONTRACTOR SHALL UMIT DRAINAGE AREAS FLOWING TO EACH OF \ i \ N. 1.096 MIN.S PE or.) - _ DB.'1B6$}U:� -___ DITCH-2 J/1 �`--i---x- -
\ N. \ \\ I \ \ \ \ \ \ N.
--\ \ _ _ \ N. -✓ I MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY POSSIBLE AND BEFORE THE
THE PROPOSED BASINS TO THE MAXIMUM AREA THAT IS DESIGNATED FOR EACH N. N. \ \ \ \ \ \ `�. N. N.CABARRUSCIN/N/Y 'CB _ - , \ NUT STORM EVENT WHENEVER PRACTICABLE. ffu
BASIN.THIS SHALL BEACCOMPUSHED BY ADJUSTING THE PROPOSED DIVERSION 2���\� N. 1 I \ \ \\ \ I \ I -� �, -� \\ \ \ \\ \ N.- N.
\ ` - -� / I \ -�oBR�Le -/l ��,`\A SGf\/�O�iA�
DITCHES ASTHE SITE IS GRADED. /\\ / \ 1 \ \ \ \ L 8/\ � �t,^�1, \ \ N. �.�� \' -.0A4S651&11L71pNRL� 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY p��
9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DI TO D7 BRINGING ` \ \ \ \_ N \ \ \ / `--I --� \ °`^-- /--
\ I \'�\ �) I VG:'CIIr7_ SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND ��0 / '
\ \ \ \ \ l 1 L N.
N.N.-� `-- \--\ \ \I\ N.N.N. \ \ "'+"wy \`\ - �� ` r'/'j•1�rL CAHS�RUf -MS)*0? / WATERS OF THE STATE(WOS)OR WATERS OF THE UNITED STATES(WOU.S.L = AMERICAN 9�:
GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM `\ �\ \ Y
TABLE.INSTALLNECESSARY INLET PROTECTION FOR INSTALLED STORM \ % \I (� ) A i \ _ N.N. N. \ \ `- ,�,( / i �\ SENGINEERINGS
STRUCTURES / �_� / y \ n^\ N. \ N N. -\\ \ -'tt�\ .. � I -=��-� 6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF 'Cx°•ASSOCIATES•Ztt
10.INSTALL CLEAN WATER DIVERSION DTOH61 AND 2T0 DIVERT TO BYPASS STORM / ) \ \ tt`�/C _ �✓i `�-�'I N. \ ` \-\ \ N. _ ~ ,+�� \ �/ --_- CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVHIESAND ALL DISTURBED g SOUTHEAST SQL
SILT NC (TYP.) 1 C///o� � -�" i_ N.
\ 1 \ ttttt - \ _ �� - _ AREAS HAVE BEEN STABILIZED.ADDmONAL CONTROL DEVICES MAY BE REQUIRED DURING : C 3881 ..T..,,:,,
°8Q:
FROM STRUCTURE DI TO D7. \ �\ J' / -._---'' \ \ N_ \ `_ --\\ `_..- ttt _ „`Mr '=� >�-- ':2'' we•o ��C•
11.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \ I (/,✓'�i r \ 1 \ _ I N. jt �+•S / - CONSTRUCTION IN ORDER EROSION AND/OR SEDIMENTATION.ALL ���.P/, �``,
COMMENCING WITH PHASE EROSION CONTROL MEASURES.INSTALL REMAINING \\\ \ \ \L/A` -\ \\ N.N.\ ` / CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION ISCOMPLETEANDTXE SITE IS Ai/ OF A�x5
I •ti \ \ N.N.N. N.
D1-OTCg I= o-- STABILIZED, nrt1D„,,,
V\ LIMITS Of - - \ -N. --_
SILTFES,CLEARINGDIVERSIONY AS NE ASSARYTRMTALL THESE
SHOWN ON THE PHASE ,T /� \ / \ 11 \ \ \ \ - -\ - �•SSPS'P,5
2 PLANS,CLEARING ONLY AS NECESSARY TOINSTALLTHESE DEVICES. \ T NCEVTYR) �� r / \ // \ _ N. \ \ - EKCEI-$10R OSION\CONfROL __ _ / V_/ TREET�
L•L \ / /\��) / \ - - Fi - Z'. F,<';. �1 7. THE CONTRACTOR MUST TAKE NECESSARYACIION TO MINIMIZE THETRACKING OF MUD ONTO
12.TEMPORARY DRAINAGE DITCHES SHALL REMAIN IN SERVICE AS SHOWN IN EACH \ ` • \ \ \ •'. J �• J.�, L / \ \ \ \ \ MATTING,SEE'DF�FAIL(TY '-'.,.-- \/� PAVED ROADWAY FROMCONSTRUCTION AREASAND THE GENERATION OF DUST.THE CONTRACTOR '+
PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT \ \ \ \ i,\ ),EI(C/LSIOREgSION CONTROL \ , _6gp \` \ - N. • A✓-F � A'i,
FENCE PROTECTION AS REQUIRED AS EACH PHASEGBROUGHTTO FINAL GRADE. ,/ \ - / _ --\N.
✓ \ I\ \ \ � ` \ `\\\`��\`\ ION DTCH-2 -\ �byU '"\ ,^ ��I - _ A•
S /',•
\ \ \ / MATTING,SEE DETAIL(iY�l:) \L \ /- I \ \�y/ /j/ SHALL DAILY REMWEMUD/SOIL FROMPAVEMENT,AS MAYBEREQUIRED. L�\''\y •
13.CONTINUE MASS GRADING ACINmE51NCLUDING RETAINING WALL I \ \ \ \ --- ` \ u'� /� -' �_ 8. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND ENTINE SITE VIA THE CONSTRUCTION ENTRANCE. C.F. Nle��'•
CONSTRUCTION. 1 \ \ ' -;r. \ \ N. \ \ l\ \ N \ N. �3`%MIN.SLOPE(PIP.) \- l- l(� i ,\q' I( I // _ c2 •,y'n
14.CONSTRUCTION OF THE STREETS,THE ASSOCIATED UTILITIES,INCLUDING \ \ \ \ \ - - I-j I I, i 00"AL
"V!! \ \ N. N. / 1j/ \ \ \ N. N. L9. EXCAVATED MATERIAL FROM TRENCHES PIACEOON THE UPGRADE SIDE OF TO _
LATERALS,TO BE COMPLETED AND INSPECTED. 1 \ '/*11Z \ \ N. `�--- \ \ \_ \ \_ \ I-�( ISA• 0 /
_ 1 -\ -t ALLOW MATERIAL TO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOVAL OF
15.RECONFIGURE SILT FENCERSNEQSSARY. J \ \ �'I \ 6j _ -- \- N.
I R5.41AcwBG1CHMENfARFA --_-- -\\ \-_-INLETPROTECTON(flP:) N. N. Ij '` , 1✓^ / 33046
N. S \ I ALL EROSION DEVICES AHED-1E RESPONSIBILITY OF GRADING CONTRACTOR UNLESS
I6.INSTALL INLET PROTECIION AND OTHER MEASURES AS SHOWN ON THE PHASE 2 \ \ /..; ,'„ -- \ "- N.N. / ---- 1 \ 1TOT YESEDIMENTRWµSRL[ \` ' / RACP//SIflEN S OTHERWISE NOTED.
PLANS AS THE PROPOSED STORM SEWER SYSTEM IS INSTALLED. \ \ \ �- --•11\ \ - •1 \ \ \ \ \ N. - \ ▪`\\ ��\_ - lyl Ili, /� NN'S651BCx7�/ 'FNGIN JI•`�`:
21.
17.ALL AREAS THAT GOUNWORKED FOR IA DAYS OR MORE MUST BE STABILIZED `/ N. / \ \\ \ - / /I``"pB' 47 10. THE EROSION MEASURES SHOWN ON THIS DRAWING ARE RECOMMENDED AT A MINIMUM.
\ N `'..,, -•2- \ \ \ \--\ \ \ -`N.- ,. 5� Ya / 9 p`.."c.
IMMEDIATELY.STABILIZATION STANDARDS SHOULD BE MAINTAINED \ N. 'N. 6>D` n 111\\ N. I \ \ \ �\ \ -----i^\ \ \ ; j L✓1/ / ACTUALMFASURENECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THERESPoNSIBILITYOFTXE ''-.gRRYMF
THROUGHOUT THE CONSTRUCTION PROCESS. \ \ H;, \\ 1�\\\-\ `-E -- a f \\� \ \ \ \\ \ \`'^\ \ A,> \ \ -- N.
\- Ii 4p..6��,: I--\ / CONTRACTOR AND BE FIELD VERIFIED.
18.STRIPPED TOPSOIL SHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT N. ,.y N. N - \ \ N. N. --/-�_ ^ \ \ \ ♦ \ \--- --- N. -\\\ N !\V' L`a✓�' V \�/ / 11. ADDITIONALMEASURESTOCONTROLEROSION AND SEDIMENT MAY BE REQUIRED BVA
FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE. N \ N. \ \ :-- \ \ \ \ \ CK CHECK f• _ \\ \ •N. BB2PH:40RATNAGEARFA- •' //
19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS �\ ` l-f'\ \ \ \ N. N.
I -- 1 I\ \ \- • \ N {!" ' REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT.
\ `�;i \ N.N.
\ \ N. N.N. _ I \ \ \ \ (TYP.) /\ -N.- - N. MP.DFVERSION\RCH,TD-3^ \
•
GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL `\ F N I. N. I \ \ / \ -- - N. 1 S-- �\ / „ 12. pGMDING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING IXCEEDING ONE ACRE THAT WAS NOT
DEVICESANDSTRUCNRES. ` • \ N. \I- \ \ I-,.- \ 1.09S\MIN3 PE(7�P.) - /68 `
N.N. \ TET'4L!.OWERS I�CH,-TD,N.-I-- I •\ N. \ \ �-6811_ `_ 1 /•i/--\I Y PREVIOUSLY APPROVED.
DO.UPON INSTALLATION OF INMAL STORM INFRASTRUCTURE AND INMAL ASPHALT N. : N. N 1 \ / 1 ,�i //
f--i
MIN SI�PE _
N
\ i
LIFT OF ROADWAY INSTALL AND MAINTAIN WITH EACH ADDITIONAL DFi 1JI�6 \ _.
\ - \ --� 13. ON-SITE BURIAL PITS ARE NOT ALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE
f Y �- A�
RIGHT-OF-WAY DIVERSIONS(WATER BARS)AS DENOTED PER NWEQ6.23a. N. `\ N. \\ \\ i �� \ \ = T( ° a� -ti@- -� q - \ �\ , /r.`\✓1 •I �� OWNER AND AN ON-SRE DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING
21.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER \ - �\ \\ N. •---- 1yyy \\ ) �' ` '.'41• -• - _ � -'-- ,�� - � ;' ,!S x _- ADMINISTRATOR
EROSION AND SEDIMENT CONTROL N.
\SILT FENCE-_ \\ N.N. -N. \ \lB"IMPORAIIY I I I I \ �\ __ _. - p ,..t II i-- / --
22.INSPECT BMPS ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ -(IY„L ` ``c..< N.
\\ N. CO,`�K%IMp�MER • 9L 1 .L11 yp�1-+!��� \- \ N. /--__ ••r P..\ /1_s 'M'. -'I -ice 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISA VIOLATION
- \ P \� ••;Z• -C\OP DRAT '_ fl /
REQUIREMENTS.ALL INSPERIONS AND REPORTING SHALL BE IN COMPLIANCE ` Y. \\ \ uIL 1 \i rs n:{,� Jl - �d��' /'` - �' OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT MA FINE.
WITH THE NCDEQ GENERAL PERMIT NCG01M00,LATEST EDTON. ` \660 .\ \ \ xAUT:659.00\\ \ \ Y n'er \ \ \\-- / / i \ \ \ �\ ___I____::::::::,,
_== _ i� �/ ^�^ 15. DRIVEWAY PERMIT FOR CONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAY MUST BE PRESENTED
y
23.CONTRAROR SHALL MEET WTIH THE EROSION CONTROL INSPECTOR PRIOR TO ` c \ \ \ \ 4 \ \ --iiiicitviii..,((ii....:
\ ,, 1 \ N \ \ -- / / AT PRE-CONSTRUCTION MEETING.
COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. `- \ \\r \ Y• �� \ % \ \ \ 1 \ N._ _ l
24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL -\\ 9� r" /'� \ i ) \ \ \ ' \ i _ \ -- - �' / 5.7� 0-5,1N, 16. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION.
MEASURES AS SHOWN ON THE PHASE 3 PLANS,CLEARING ONLY AS NECESSARY TO 'i I /i\ -r \ \ \ \ \\ - 11 ""T 1 P/N.'S661607337AXt1INSTALLTHESE DEVICES. L���t \`��%� \ ?�'"�' ` '`, C\ Iv \\ \ \ \\ ,ti I / OSsWE7,PG.'U\ ✓ 17. UTTER,CONSTRUCTION DEBN5,OILS.FUELSANDBUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL
\ ♦ �\ ,C Y \l \ \ \ Y 25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TO INSTALL \\ \ _ '* \ \ \_ \ -- --- \ 's \ \ \ \ \ I , U5 N7YZON/NNCW FORIMPAR(SUCH AS STOCKPILES OF FRESHLY TREATED CUMBER(ANDCONSTRUCTION CHEMICALS\ - -' \ \ \ \ I �� THATCOULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT O
'ADDITIONAL EROSION CONTROL ME)SURFS FORTHE INDMDUAL HOUSE \ \ ���r \ \ - \ \ - \ \ 81FrjV / ^ _CONSIIIUCTION.SEDIMENT BASIN TO REMAININTACTAND FUNCTIONING DURING \ \ `, \\\ 4.0"$KIMMEONJ.1 1.5'ORIFICE, \ �-- \ \ _ \ 0SOURCE IN STORM WATER DISCHARGES. NHOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT 1�O.EMERGENCY SPILLW�A.Yf \', '.T \ SI)IMMER[ILVY660:TO \ \ ---- -' 1 / \ \\ \\ \ \\ I' /',J� A 11 _/ v '\, \ ,�jBASINS. \\\ \ \ EFEV.66230� `� \ \ / \ -- '--- II --^\ \ \ \ \ \\ - �680\ ' / 1•i ' 1\� l� } NIS. SHOW BMP MEASURES FOR CONCRETETRUCK WASHOUTAREA,OR ADDTHE FOLLOWING NOTES:26.FINALIZE GRADING ACTIVITIES. \\\ �S_S \ \:� `� \ _ - _ -�-i \ \ \ \ /1 u�
\ \ \ \ /\ _ \ \ \ \ \ ` 'I CONCRETE TRUCKS SHALL NOT TPICALLY BE WASHED OUT ON SITE.IF CONCRETE TRUCK
27.COORDINATE WITH THE EROSIONCONTROL INSPECTOR PRIOR TO REMOVAL OF \\\ \ '• j l -\ /\-- /\ \ \ N. N. \ N. Tf 'f.: 1 tAQ WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR.
\\\tt47 LF 4"EYVC PIyE@ . • V�- \ \ \ \ N. �\ )'/
/ - .i/EROSION CONTROL MEASURES.UPON INSPECTORS APPROVAL CONTRACTOR IS � -
TOREMOVEALLEROSIONCONTROL MEASURES,INCLUDINGANYAPPROVED \ MINIMUMSI"LtPE. \ � / \ \� \� ` \ \ \ \ \\ �\ \ \ DO NOTDISPOSEOFCONCRETETRUCKWASHOUTWASTE BYDUMPING INTOASANITARY O
SEDIMENT BASINS. ; � \ 1 1 \ \ \\ \� \ \ SEWER,STORM DRAIN OR ONTO SOILOR PAVEMENTTINT CARRIES STORM WATER RUNOFF.
28.LOTS 2-5 LOCATED IN AREAS WITH SEDIMENT BASIN SB-2 SHALL BE GRADED USING �11, s \ „ • \ I \� \ / 1 \ \\ \ - \ - _ .. \
INDMDUALLOTGRADINGEROSIONCONTROLMEASURES,INCLUDINGSILTFENCE, \ � -- - \ \ -_- \ - \ \ ) CODIVERSIONS AND CONSTRUCTION ENTRANCES UPON REMOVALOFTHE BASINS < ..FFLES1b\ 71PACIG ) --/ s/ / \ \ \ • - -- Z
4 \ \ \ \\ CONCRETETRUCKWASHOUTSHALLBEDISPOSEDOFINARDANCEWITHTHEFOLLOWING:ANDFULLSTABIUZATIONOFREMAININGSITE. 1\ \ \ \/ f / / 1 _ -`_ \\ -\ R/DENNDURROAD25'29.WHEN VEGETATION IS ESTABLISHED,CALL FOR FINALSITE INSPECTION AND FILEA \ RAPA \ \ 1 / N \ /\ L I \\ ITOTALDISTURBEDAREA \ \ -DESIGNATEDAREATHATWILLLATERBEBACKFILLED(SLURRVPIT) North• \ \ \ \ L \ \ \ / 128ACRES -• \ \ ECM LINER 1 f__-------NOTICEOFTERMINATIONWITHNCDEQ I - ll II I \\ \ ., DESIGNATEDAREA WHERECONCRETE WASH CAN HARDEN ANDBE DISPoSEDOF AB SOLID/I \ \ `-i.� l \ \ !.,-� ( \NAGSS50OREQUAL• _ Carolina
GENERAL NOTES l\`\� - � \ \i J )I \ \ \_ -LOCH ON THATISNOTSUBJECTTOWATERRUNOFF,AND MORETHAN50FEETAWAYFROMA EwFneorm." \I.ALL MATERIALS,CONSTRUCTION,ANDPLANSARETOCOMPLYWITH .�• \ I � \ \ \ STORM DRAIN,OPEN DITCH,OR RECEIVING WATER WAY. ***3 Days Bf DiggingS' \ 1 T�\ 9EMPORARYSCKPILE I 1 _ - \`- \ \ \\\ -, -PUMPEXCESSCONCRETEIN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK, North Carolina 811
CURRENTNWEQSTANDARDSPECIFICATIONSANDDETAILS. . \ I \ \ \ \ / \ � 5I' ---
\ 1/ -\ \ \ -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTO CONCRETE 811 m l 80D632-0949
• \ I1\ \ 1 1/ N PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ticket Eutry
2.CONTACT NORTH GAROUNA ONECALLSERVICE@BIIOR \ '�\ �\`\ `a \ \ \_ \ \ i/ / 1 s7.03M5ueGTant[xrARu \ \`- \ \ \ DISPOSED OF OFFSITE. hap://nc811.o,y/remote¢cketentry.htm
800.632.4949A MINIMUM OF 72 HOURS BEFORE DIGGING. ) \\\\\\• 1 \" \ A\ \- II Nr RAvµsax ---_ \ \ \ \-1
..`( \\\ \\ / \\ 1 /1 I I101 1 \ \ \ 6JS" ;'YJ'J I� � N.
'a-' 19. ALLCHEMICALSPILLS,OILSPILLS,ORFISHKILISMUSTBEREPoRTEOTON[DEQ-fALLTHE24-HOUR STIPULATION FOR REUSE
3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL \ \ \` '\ , \ \ ✓ \ N. l \ \ J ✓ �, EMERGENCY RESPONSE UNEAT I-800-ESE-0368.
\\ \ 1I I - \ \ \ \ rNs6nea9rDara
DEVELOPMENT GRADING AND DRAINAGE PLANS. \\\\ '< \ ) '�_ ---_- \ \ �i■ I THIS DRAWING WAS PREPARED FOR USE
\ \ `-. '4'� _ \/it I - \ \ \ I�I�I j �1509$PG.7B1 ON THE SPECIFIC SITE,NAMED HEREON,
\\\\\\ \ \ 1 J --- \ \ ,GB4RRUSC01/MYIDIY LR \, 20. TEMPORARY TOILET FACILTIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE/.THECONTRACORSHALLVERIFY ALL EYJSTING STRUCTURE$PRIOR \�\�\\ � \ �BIVERSIONGI 2 \\\. \ • ---.'I//)I/ --_-- \\ \\\ \ \ \ \ VISITORS IN ACCORDANCE WITH 2O06 INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS, CONTEMPORANEOUSLY WITH ITS ISSUE
\\ . \\ 4 Ira'RISER- I - - \ \ \ 1 / / DATE AS LISTED,HEREON,AND IT IS NOT
TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTED TO THE • \\ CE ` `. .•` \ 1 #AIN.SI.OPE(TYP.) \ \ •\ \ \ \ \ \ \ \ I 1 Z 4 / N.N SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND ANDAWAY FROM STORM SUITABLE FOR USE ON A DIFFERENT
ENGINEER. ` \ \ l� > TOP ELE1C.657.50 ` \_ \ \ \ \ \ \ \-- (III/ /-\ \_ DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,ETC.}.DISPOSAL AND HANDLING OF SANITARY WASTE PROJECT SITE OR AT A LATER TIME.\`V �,) A, / \ ELO K ALL WEIROYCNINGS- I/1\\- - -g65� \ \- \ \ \ \ N. A 1 I 4-�-`_ MUST COMPLY WITH STATE AND LOCAL REQUIREMENTS. USE OF THIS DRAWING FOR REFERENCE OR
S.THENCOEq EROSION CONTROL MANUAL SHALL BE USED ASp \ \\\\\ _ \ \ `\�-'�\\ FOR ESC P)I \\ \\yl 1 ---� \ \\ \\ �BI P)1.I DRAINAGEAREA a \- MIRE ON u1DRER PROJECT REQUIRES
GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. A4ARN49M AYA711/EWS`\�^ 1\\\ A �! \ iI I -\ \ \ \ \ /} ICI 1 I �`�-�- 21. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE OF4-A'OF CLEAN THE SERVICES OF PROPERLY UCENSED
% 7 \Al\\\\\�'' _ `�\\ N.N. r/\ /- --- /\\ \ \ \ 1 \ \ \ \ I p1/ /__- _ TOP SOIL,FREE OF DEBRIS AND CONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN.
THE FOLLOWING BMP'S: \\ \\ ` \� 1 i \ \ OlF THIS IS DRAWINGAND DOWERS.FORE REPROIXICIION
•SURFACE ROUGHENING PBS��� ��\ � � \ \ \3.0'SKIMMER WI IrK.S"ORIFICE 1 r -N.
\ \ \ \ '--�. 'll ' l � - OF THIS FOR REUSE ON
•STABILIZED CONSTRUCTION ENTRANCE CABgpR(gCpUNrylpy/,y6;.Cp, \ S I ��� �� \ �j' \� -S MMER L�r•656.00\N. �I 1 -N._--- N.- \• \ \ \ \ O \ t•I 1 /I LIMITS OF DISTURBAACE,(TYP.) 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED
\\\\\\ `: ` \ \ '\.-- \ \ 1 \ \ \ ~ y I3 / AT AND MAY BE CONTRARY TO THE LAW.
•SILT FENCE ` 1 \ / \ \/ �\ \ \I
30 EM GLEN AY �\ \ _____ \ 1 ^\'� 't / 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY
•HARDWARE FABRIC AND STONE INLET PROTECTION \ EL �� \\ BAFFLESIO'MIN.SPACING )' / -' N. / \ \ \ 1 \ \ I'[ /�/ STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE.
•CHECK DAMS \� \ \ \�/-- \ \ \ \ I 1 \ \ \ \ )�I "SIP"DRA#IAGi LEA C/2 f-i
•TEMPORARY SEEDING `' \/ \\\\\\-\ " '\ \ -\ \ N. CONSTRUCTIONS RANG TEMPORARY PIPE I �� / / \ L.- 24. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN Z O
•PERMANENT SEEDING \\ ®- �� \ �-n // \ N.
\ 1 \ j J R! N.
/1 ' \\ \aL, '•`.' _ \„-- \ ( \ \ \ \ \ Yl 11 I / •N. APPROVED EROSION CONTROL PLAN,ASIIE REGULATED UNDER THE MINING ACT OF 1971,ORA
•MULCHING \\\FL, ' \✓S \ \ I 1 \ \ ,\ i I / / LANDFILL REGULATED BY THE DMSION OF SOLID WASTE MANAGEMENT.TRASH/DEBRIS FROM LTy/S
\ �g'•':', \ .- l 6fi0_ J N -\ N. \ . \ \ E. - , I ,LIURGANPROP/RIM;LCC DEMOLmON ACTIVITIES OR GENERATED BY ANY ACIMIIES ON SITE MUST BE DISPOSED OF AT A vl E.CJ
•SOD I 1 \\ \\ "'.a`X'4 t, \� d --- - - / 1�
•SEDIMENTTRAP I �\ \ Y` I j• \ - \ ,. \ --- \ \ I 1 \ \ \ HdQ��.���i ('_ 1 l\/ P/N'S65A49191 gi FACILITY REGULATED BYTHE DIVISION OF SOUD WASTE MANAGEMENT OR PER DIVISION OF SOLID (]y E '7i-, •
•SKIMMER SEDIMENT BASIN I \ •2' / \ \ \ '4% tt �Ai�. iJ DB 749G51 WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. .<4Z
\ \\L \. \` \- \ \ /--' \ \ 1 1 \ \ 1a���s�kilo j / Ga4RaU5couNnzwv cn = En
SITE INFO p(p P FI\`\ \ R / \ \ \ \ •�IFA• / 25. PER SECTION 6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
E'I C
S \ • -\ \ / I I \ \rYR1 /I DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD 'z Cn W'r'
CONSTRUCTION START DATE. DECEMBER,2022 \ \ \ \ /\ N. - ✓- _ \ \ I 1 {'" .7 1 / E.
j 7 \ \ \ 1.1 /, BE SEEDED MULCHED AS AS ARE PRESERVE DIKE HEIGHT ,-a
DISTURBED AREA. 14.33 ACRES IA 24"RCA P \ SB1\.--' / \ " \ \ I / 1 \ Ii N REDUCE MAINTENANCE, W G4
r I I I / ii3 �/' a
�vw \A \ VI r, b �� / w o E:O�
t\1\t�\I �. \ \ ?•• \ I / / ICONCRETE WAHOUE 1 ,Iy /I co 1 'J G4 ,'tl
' / ,1 1 1\\ \ \r // TEMP.DIVERSION DITCH,To-111 \ / I 1:-.17/
/ \ ��! / IT a / 0 En
AP TEMPORARY SEDIMENT BASIN 2 TEMPORARY SEDIMENT BASIN( / \ �`.�\ \ L` r I I / 1 � ^l" U GT.E \ ,.. \ \\\•�\\`\ ` \ ? \ / 1.0%MIN.SLOPE(TYR) \ I I I I / / / I I 1 \\ r 1 S�-/ //^ LEGENDr� VVV z O py
\ 1 \ '`c \�-' \ I l l \ IlI I- I2'v FBIBasin Number: 2Basin Number: 1 \ 1 `\ \1 \ ` \ I E)gCEL51 R E SIO(J CgNTL \ 11 1 \ LLI 4 \I Q c$g / -sf�o-sf�o- HIGH HAZARD SILT FENCEZBasin Type: Skimmer Basin Type: Sediment \\1�\�♦\ \ .,: \ I �, /.(T/ \ ROCK CHECK I `C / L�-I f�Phase 1 Dm Area: 5.41ac Phase1Drn Area: 7.03ac \\ \\,\�\ 's ..,� \ \ M'1TTIN $E DE'TAI '1 `� \ \\\ �\\ •_ \ I \ \ ) / -Sf-Sf-Sf-s- SILT FENCE Q�.Phase 2 Dm Area: 15.419.0 ac Phase 2 Drn Area: 7.09 ac 1 \ l I DAM(TYP.) '• h•
w Phase 3Dm Area: 5.11 ac Phase 3 Drn Area:-7.3E ac \ \ \�\\�\ a 1 I I y. •+' 4 I �� -Sf�Sf- SILT FENCE OUTLETEQIO Max: 19.02 cFs QSO Max: 25.87 ch \ \\ \ tom- I A - rA �-R- I I / _
Regd.Surface Area:-6,180 sF Regd.Surface Area:-11,254 sf N.
\\ ��\\\\\ '•<I- Y _`- i • ii= } -II
j , 1\ \\ 7A),,...... ..."" � •.D C ��� _' �fpI �' 11�V // �••�••� LIMBS OF DISTURBANCE VZ
PrBV-Surface Area:-7,105 Sf Prov.Surface Area:-12,840sf \ \ \Q\\ I y?+ -_r-z 2W RCPsss` /
if, Regd.Storage Vol: 9,738 cf Regd.Storage Vol:-13,248 cf \ /`.�\\\ \�\\��\� 1• -� i- + \ N.
_ "pg_Cgsir \ __ TRIBUTARY AREA JOB NUMBER: C220003
\ i \ ' _ N. Sill-FENCE x / \ / --
Prov.StorageVol: 9,840Sf Prov.Stoage Vol:-22,288 cF N.
JJ / ( \�\��\_'1 -.-•-¢-"f-=< :I-"f (▪r�Lrs`•�•� \ \ - ')_ _--I - 1��� _
AN
I /\ \'� \\ ��1 RAP D7-FE$ � g _�_ �FENCFUfTYF-Il)s-_;� - ✓ • _ --°"--°x _W�. DESIGN BY: BMF
Bottom Elev: 659.00 Bottom Elev: 654.00 \\\ \ \`, - - --- ,. _°__°" �_ �_
/ 1 / ���> 2` -ro-• ro-• TEMPORARY DIVERSION
Storage Elev: 660.50 Storage Elev: 656.00 -_--�- l \ \ _ \ •.r•+�•��.Z"\ o --7-1
-- _ _x_�` �_°- - nor ° I° DATE: 6/14/2022
•�••�••• PPP
n Depth:- 7' Clean Out De the 1.00' - - - �'Clean Out ept. 0.5 Depth:- -J,� _ W "' - / / -
1� III
I INLET PROTECTION SHEET TITLE:
Emer.Spillway Width:-20'50 Emer.Spillway Width:-30'50 1\/ - ll N a \ N �I �i
\- \N �' - �,- _ /\-f\�► SURFACE FLOW DIRECTION
°"
V Top of Berm Elev: 664.00 Top of Berm Elev: 660.00 �--°°t\- / / / �73
e Spillway Spillway /' \ _ 1 i -- - oUB[KRAv N. ,r
_ _ _ EROSION
Skimmer Pipe Dia:-4.0" Skimmer Pipe Dia:-3.0" 1v W w �-_ -- ,_ „__,-� . ',',, .. ',,--^-�.--.'-_'-t"'-_----_ - ==r-=• - 3-p'__E_ =c"��,---er--°cs�-_-_ -__-___
'S'
- "
' Skimmer Orifice Dias-1.5" Skimmer Orifice Dias-2.5" _ " -- _=-TI --�1-=_- - - - - - �� '__ " =of of- ° - 9 - • - • - STREAM TOP OF BANK SEDIMENT
-_\ °� �,-_ °E �E/ h CONTROL PLAN
Riser Top Elev: 657.50 p��E-•���--s �°`�_ \ I I V
GRAPHIC SCALE Riser Dim.: 48"x36" r J' \ I I \ I ���,,, (SINGE NETTEXCEELSOR)
I 1 JII BI5.642''" \ N 1\ AI_-Y-- _ \ \ 1 \ •\ \ \ 'SS
tH
., so o 2s so 100 Culver Dia: 24"RCP 1/ I _ / \\ \\\ ` ` \ \ \ \ \ \I 1 1 \ \ \ \ \ 1 / 1
S - - Culvert Length: 44' / \\`{\ \ -� , A \ GARYPREEMAM1,'Q \ AZ,YP✓FRERk7Cf NYCfLFFCf 3:1SLOPESTABILIZATION PH•1
= = = Inv Up: 653.99 LWW/uaoN R\ 1 (( \ PH. HN BB3 axw 1 p qN
P 90
l GREZNAL7fES CCC PBY.56vtOTl7• A.5Lfi 1�53 1 \ ZI97
(IN FEET) Inv Down: 653.99 �.us w5 � �II(III I \\1 Pik MEOWS? ae B14q zB \ 1 1 DB914sUN P6:v,1 1 R1VC �''� I �'11�3�''
1 inch=50 ft. I I 111\I ) firef I LM I \ C�B4RRl( N1Y2tlN,1VG.OP 1 GBLRRUSCD!/N7YZOY/TUG. l GB•TRRUfCDUN7YZOY/NG:L9 25'INTERMITTENT STREAM BUFFER SHEET NO.: 7 1 C�MR9U$ zONBVG.`T 1 (11 R Cd/N7Y74W/ M I f / I I Cj/ 1

CONSTRUCTION SEQUENCE I 1 I \ \ • \ \ /- vq,\1\ \ \ / K I /' t I .\\ \ \ \ \ I I / 1 I 1 , I ' EROSION AND SEDIMENT CONTROL NOTES: a �°
I \ \ 1 /`- /\ \ N. \ II
1. OBTAIN ALL REQUIRED PERMITS. \ \ \ \\ \ I �q� / // j \` \../ \ -At SW 4%'/, \ / / /1 \ \ I \ \ \ I I \ I ^I II / 1. IFNECESSARY,SLOPESWHICI EXCEEDEIGHT(B)FEETSHOULD BE STABILIZEDWITH SYNTHETIC OR d
2. SET UP AN ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION \ \ \ \ \ I \.� 1 / & w \ I ` ;/ \\ \ \ \, / \ \ J \ \/)E, Y I I VEGETATIVE MAT,IN ADDITION TO HYDROSEEDING.IT MAY BE NECESSARY TO INSTALL TEMPORARY
Q W Si F,
CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ \ \ \\ \\\ \ / \/'`- - - I I \ 1 $ I I \ /I I 1 I / SLOPEDMINS DURING CONSTRUCTION.TEMPORARY BERMS MAY BE NEEDED DAILY UNTILTHE SLOPE `�� t
SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING \ \ \ \ 1 \ �•-\ 3' \ \\ \ / / I
ACTIVITY ISA VIOLATION OF THE TOWN CODE AND 15 SUBJECT TO FINE. \ \ \ \ \ ` \ \ \ N!' X \ \ ( I � 1 I \ \I IS BROUGNTTOGRADE. L
\ \ e I I \ \ \\ \ \ \ / I I / Il \I A \v \ J U Noo
3. MAKE ANY REQUIRED MODIFICATIONS TOTHE EROSION AND SEDIMENT CONTROL \ \ \ \ \ \ \ \ \ I \ �'g - - 1 \ \ \ \ 1 ) I I I /, \\\ 2. STABILIZATION MEASURES SHALL BE INMATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE d
PLANS.ALL MODIFICATIONS TOTHE EROSION AND SEDIMENT CONTROL PANS 1 \ \ \ \ \ �, ` .� \ `�/ \ \ \ \ F WHERE CONSTRUCTION ACTNRIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE ,4=
SHALL BE DOCUMENTED ON THE ON-SITE APPROVED PLANS. I I 1\ \ `\ \ >'�\ I \ \\ -�♦1♦ 1 1 \ / I \ \ \ \ \ �"I I / \\^J/ .d..
\ \ \ \ \ ♦♦♦$S4S♦♦♦♦♦t _ •1 ��t..�` -S 1 \ \6 \ \ \ I/ 1,\� I MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: W y
\ J \
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. I L \ \ \ \ \ �\ - ) Ate. ♦ >.I�y ♦♦♦ ��v� `�---- \ \ \ \� \ 'p ei
5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, \ "1 \ ` \ \ \ I �'•- --- '�'"" -'A-=`_Y:9�`;� -*'.�'�>.\ - \ \ \ 11 ALL PERIMETER DIKES, PERIMETER STEEPER - py
\ ti(t \ \ \\ -, \ \ \ -'�-� 1..,♦�r.��:.°�:.. ` MIrsOFaSTLIRRAxa \\ I \ \ \ \ �__-+- \ I/`�---_�� W .
TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE '1 \ \ •\ / II.,
C A _f HORIZONTAL TO I VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT �/�y0
PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. // \ \ /` \ \ \ N \ _`�' \ J "") \�'��"' \ \ \ \ \ \ \ \ J4'\I I ' STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITH I N 7 S \,40' `
6. CALL FOR ON-SITE INSPECTION BY THE EROSION CONTROL INSPECTOR.WHEN I N/\ \ \ v/ � \\ -\ \ \ \\ \ \/ �`�, TEMP.Iyrwn WATER �` T.mxuxourvRLEDMEAROYrsro \ \ \ \\ - I, _ I '1/ CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAS G ..°
APPROVED,THE INSPECfORI55UESTHEGRADING PERMIT AND CLEARING AND \9( \ \ \ \i/ 1j \III\\ \ \ \ \\ / / •
\, DN IICI-1 3 SEE OVERALL CLFAX SHRT7.0.FULL2 \ \ \ \`_--/,4r"` \ SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILQATION WITH GROUND COVER AS 1C E,..
\ / N / ^ \ \ \ I \ i--�-��i W m
GRUBBING MAY BEGIN. \ / \ \ \ / / I I \ \ \ 1.0Tf111N.SLbPE{DYP\) - OFFSIIEBWASSOMINA6EAREA. N. \ J I // SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST o0m
\ / I I \ \ \ \12 \ \ F'-'I� •
! AND-DISTURBING ACTIVITY. m m
7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS N11 - \ •
�I C•-
GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO / \ \\ \\ \ ✓/ / (III \ \ N\ \ \\ \ i� \\/\ � \\ \\ \\ \\ • .• �- I I \
I \ \ I I \ \� ! \ \ \ 3. ALL CUT AND FILL SLOPES AND CHANNEL SIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED W EZ
PREVENT EROSION OF THE SITE. \ N \ \/ / \ \ \ \ / \ �6 i�` N. \ N \ \ -,--I` \ / // �j g.
\ \ / I ` \ \ I -- \ _ \ \ UNTIL A GOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON N
8. BEGIN MASS GRADING ACTIVITES.AS BITE ISGRADEDAND PADS BUILT UP, �\ \ \\ \ \ N. `�j / \ "� I i \,i/ ` pm
\ / I I A4t469•S Kea ,-_ / \ \ \ N\ N I 71 SHEET C7.5.ALL SEEDING WILL BE MULCHED. \� �()
CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORMWATER FLOWING OVER \ \ N \\ I \ \A... \ \ /\ _-_ \\\ __ \ ----� \ \ `- /� �l \ \ / dmt
FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND \\ \ \ ,-/ I 1 X \ �+yA� / -_\ - \ \\, - \- \ \ \ \ w y 4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(7)DAYS AND Ept
SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND \ N \ \ �-\ \ �\ \ - \ Y• \ �aF?/,t� \ I 1 \ / QmU
\ \ �\ - \ \ 4ANSHfro \ \ I WITHIN 24 HOURSAFTER EACH RNNFALLOCCURRENCETIMT EXCEEDS ONE INCH.IF SITE
SLOPE DRAINS AT FINAL PAD GRADE.ADDMONAL MEASURES MAY BE NEEDED AS \ \\ \ `�\ \ \ \\ \\ \ \ \ \ \ \\ a4, L� \� _-- _/\ I/ \ , / INSPECTIONS IDENTIFY THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,MAINTENANCE
.---
PROGRESSES.CONTRACTOR SHALL UNIT DRAINAGE AREAS FLOWING TO EACH OF \\ \ \ \ 1 "\ \ \ \ \ \ \� _ •� -^�� \ 018,000,0.11y p �\\ 3 \ _�--. -JI MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY POSSIBLE AND BEFORE THE
THE PROPOSED BASINS TOTHE MAYJMUM AREA THAT IS DESIGNATED FOR EACH _ \� •-- N.\ 1 \ \ \\ \ I \ y IO \/\ \ \\ \ M\ -�\ ` --_--1 �J J NEXT STORM EVENT WHENEVER PRACTICABLE. Fs
BASIN.THIS SHALL BE ACCOMPUSHED BY ADJUSTING THE PROPOSED DIVERSION -- \ l,. I \ \ ` I \ 1-- RAI re_--- IFFFI
\ \ \ ' \ ��..•.`. \ \ 13 \`4. ( - ` gxscr+mrnrarnI J�•(Y''••Ce Rp�''•.
DITCHES AS THE SITE IS GRADED. �! \\ C 1 \ \ \ \ \ L \ \ \ \ -.\\ EXCELSIOR WSION CONTROL \ \' I _ 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY rp` {�o.° (r
9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DITO D7 BRINGING \ \ \ ` \` \ \ \\ \, y • �\ __\ \ ` \ \ \ i ', MATTING,SEE DETAIL .)-`- ` \ �.N,�p .+p_ / SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND -r=OS •• 2�
GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \\ \\ \ , / ) • ���� \ \ `� \ • _ __ I i/I WATERS OF THE STATE(WOS)OR WATERS OF THE UNITED STATES(WOU.S.). AMNEERIN T
TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM j _ \ i� \ - �" \ I �- = SENGINEERI\I f
STRUCTURES. ; �1 _ _/ /_ 1 \ \ �� "3041 � �-� \ \ \ \ I 7 \ ��, I ---_-� - 6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF =CLS ASSOCIATES OW
10.INSTALL CLEAN WATER DIVERSION DITCHES lAND2TO DIVERT TO BYPASS STORM J • \ / _� lopis \ \\ _ 1- � L$�- N 2�/ - CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ARIVRIES AND ALL DISTURBED _ g SOUTHEAST Q�
\ \ •
F.,
FROM STRUCTURE DI TO D7 TFENCE .) r.\ ■ I �\ 1'; \ \N _ I _- - AREAS HAVE BEEN STABILIZED.ADDmONALCONTROL DEVICES MAY BE REQUIRED DURING C 3681
11.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \\\ �l\�-� \ \ \ - iiiiii
__PLANS,CLEARINGDRAINAGEDITCHES SHALL SHOWN
• �/ �� ' 7. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO
\ \ TTI ,SEE OIETMCpYP) $ (� \ \ - - i �� �- -�� PAVED ROADWAY FROM CONSTRUCTION AREAS AND THE GENERATION OF DUST.THE CONTRACTOR
q 68p J f
PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT \ \ \ \ �E/: 7 / / �` -� � ,I ---•
� \ \ \\ ��� ' `•'��� / I.�_� SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. 7.\'L •
FENCE PROTECTION AS REQUIREDACTED AS EACH INCLUDING
GRPHASE IS BAINING AFINALGRADE. \ \ \ j�y ` yql _ /\ 9 - ( I SS 16 I\ I TEMP CLEAN WATER III 1/ /- _ _ '
/3.CONTINUE MASS GRADINGACTNmESINCLUDINGRETAININGWALL 1 ,a /) \ LIB --� `� I DIVERSION BITCH-I i 1 -� L�' S /���
\ \ "\ L \ \ 1 & ALL TRAFFIC SHALL ENTER AND MINE SITE VIA THE CONSTRUCTION ENTRANCE. -C•yy 4'1'7•����'
CONSTRUCTION. 1 �'��' \\ \ \ \ _-/\ --�❑• \ III ®\ \ \\ 17 -=VoR MIN.sLOPjDYP, �I ♦ I / //_ `� AL
14.CONSTRUCTION OF THE STREETS,THE ASSOCMTED UTILITIES,INCLUDING 1 \ / \ \ \ _ \_ \ \ -' I / I/ / 9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PAACED ON THE UPGRADE SIDE OF THE TRENCH TO \ _
LATERALS,TO BE COMPLETED AND INSPECTED. \ .`\ \ \IL......_
I \-_ \ - 18 \ I. 0 -L ALLOW MATERIAL TO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOVAL OF
-
]S.RECONFIGURE SILT FENCE ASNEQSSARY. \ \\ 4 , \� • -_ N\ I ,\ �\ -- \ \�-\ ��\ `�_ �� /(�1 /^ ALL EROSION CONTROL DEVICES ARE THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS 3304E
16.INSTALL INLET PROTECTION AND OTHER MEASURES AS SHOWN ON THE PHASE 2 N a (4/ ., `�\`---\\\\ \ / --- \ q A•� __ _` 1J // /A.q/pyg7Dyy OTHERWISE NOTED. 'AV 1�
PLANS AS THE PROPOSED STORM SEWER SYSTEM IS INSTALLED. \ I I LET. �\ /�• _ � \ +,! •,111 N __ ---• `` WL" /AYAA r17.ALLAREASTHATGOUNWORKEDPORI4DAYSORMOREMUSTBESTABILIZED \\ \ Y 1 \ 1 1\\ /!l 1M\ \ I \ ii
, //� uA� ]A. THEEROSIONCONTROLMEASURESSHOWNONTHISDRAWINGARERECOMMENDEDATAMINIMUM.IMMEDIATELY.STABIUZATON STANDARDS SHOULD BE MAINTAINED \ 1 � I� - - - - r_�= A f/ 2/ / ACTUAL MEASURE NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE ••.ARTY'•Ima
r CONTRACTOR AND BE FIELD VERIFIED.
THROUGHOUT THE CONSTRUCTION PROCESS. \ \ A11 •\ \\\ \ / �- v _ 1 �.11.��1NI ^ ��';♦i- Lit \ ItlI I--` //UI.STRIPPEDTOPSOILSHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT \ 111111 \ \\ � �-p��L-�Ru-.�E� / `�`� i+ V \�• -- ^� - '� PH.1FENCE PROVIDED AROUNDTHE PERIMETER OF THESTOCKPILL. \ \ 1�'. \\ `'� \\ I -/-i �y.�7� � �' RHr _�-- _ l \ ��- / /I / 11 ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA
19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS \\ s • ,\ X. i •s 11 \\ - =i\ \\ ' ,�6;� /�/ I REPRESENTATIVE OF THETOWNENGINEERING DEPARTMENT.
GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL \ �• /Y -
DEVICESANDSTRUCTURES. \ •A• \ \ \ C - �� f• ,* n , J? AGMDING PLAN MUST SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT
W.UPON INSTALLATION OF INMAL STORM INFRASTRUCTURE AND INMAL ASPHALT -\�},\ \ • �� �•,'•► _ / PREVIOUSLY APPROVED.�"- , / / ]3. ON-SITE BURIAL PITS ARE NOT ALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE
RIGHT-OF-WAY DNERSIONS(WATER BARS)AS DENOTED PER NCDEQ 6.23a. \\ \- \\ , \ /'S,•/ •- t.� im���-�_\�� "_-r� p�� -
21.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER \\ \\.- I <<L- -_ ♦ � '•CJ Ems. L./�' I •11 �_ OWNER AND AN ON-SITE DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING
\ SILT FIE ECF� ::.• 1 \ 1 '-A/ - _� _ - --- -�� �� ��'\1 CD''m/1�^ �•1I�jI II i-- 7 ADMINISTRATOR
EROSION AND SEDIMENT CONTROL \ \ \ 1 �, , -�f �_ �1�_A,-_�- 1�
22.INSPECT MPS ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ �!D'P\) \\\\\\I- Y /1 �11�///P ` / TEMP.D )ON DIT. \ �! 1 F �i'� 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISA VIOLATION
REQUIREMENTS.ALL INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE `� \\ \. • `+`��.\ / A ` - / rT.OYG \ f - - _. ,. - ,' I OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND IS SUBJECT MA FINE.
WITH THE NCDEQ GENERAL PERMIT NCG01W00,LATEST EDTON. N N. J \\ \ \\ IN ,At p��i�� / / J /I / �- 33 \ 1r' I�. .\-1/4 -/--
23.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \66O \ \`� \ \\\"` 4 \ 31 JA1132 -�\ 1 \ / y _- ---�� \' / ^r-` 15 AT PEE-CONST UCTIONMETINGCTION ENTMNCESINNWOT RIGHTOF WAY MUST BE PRESENTED
(C lI I / AT PRE-CONSTRURION MEETING.
COMMENCING WITH PHASE3 EROSION CONTROL MEASURES. `_�\ \ •\ `� , \\/% /�� V�� �� yN \\❑ I \LI \\ I� -- _� '' II -l24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL \ \\\ / `: pY \y= G JLI `\ \ /1 16. APREWORK MEETING SHALL BE SCHEDULED WITH THE TOWNINSPECTOR PRIORTO CONSTRUCTION.
MEASURES AS SHOWN ON THE PHASE 3 MANS,CLEARING ONLY AS NECESSARY TO "�I �\\`�` ✓ � 2\� y.�,�/ \ i , /1% \ ��� \ II 1 " I/ �E Av,;gypINSTALL THESE DEVICES. s 1�/'1 \ �./// Y \ = /7i•- I 6:I, - I �� \ 2O -\ I/l / y` 2mrAuar 17 OTTER CONSINUCTION DEBNS,OILS,FUELSANDBUILDING PRODUCT WITH SIGNIFICANT POTENTIAL
25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TO INSTALL \\\ \ . *��� �t J 1 `-_` )\ \ \ \ \ \ 'I. .' /I FOR IMPACT(SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER)AND CONSTRUCTION CHEMICALS
ADDITIONAL EROSION CONIROLMEASURES FOR THE INDMDUAL HOUSE - \ \\ 9.0"SKIMMER L.� \ \ y, /X THATCOULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT 2
\\ \ \ `\ -- \ ilir \\\\\\ WITH1.5"ORIFICE _ - \\\ /- _ \\,\K
\ \ i I I _ - I /�iY \ SOURCEINSTORM WATER DISCHARGES. >CONSTRUCTION.SEDIMENT BASIN TO REMAIN INTACT AND FUNCTIONING DURING ,\\`IDEMERGENCY�SNLLWAY \ C \SXIMMERELEV:660-60 \ \ •-_- \ `\ , _ / T LlHOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT
'P, \\ _ I �.\ ELEV. 34 � ,\ 18. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES:
BASINS. \ \'B \ \ \ 3O \ \ \ - I/
\� \ sbfwv �� ��� \ A �':A I -
26.FINALIZE GRADING ACTIVITIES. _ \ \,�, \\t � \ 9 II R CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OUT ON SITE.IF CONCRETE TRUCK
27.COORDINATE WITH THE EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF \\\\ \ \ '� \\ ���\\\\\\\\ \\ ' ----e - ` - ' ,l 1 \ \ !�}X,'I D ' WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR.
EROSION CONTROL MEASURES.UPON INSPECTOR'S APPROVAL CONTRACTOR IS / \ \ 71F S•PVLPIPEQLII% \ \ �•��I\ \ r NII
O �� \ -- '� III N <
TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED \ MINIML415 E. ' // \ \ •jf IIWW / �i \ OO NOT DEPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPINGINTOASANRARY Ov.SEDIMENT BASINS. \ \� 1 /V 21 I
A \.\ `S\ \ �. \ '� , \ \ ` \ \ ( \ \\ ❑ / A, I \ SEWER,STORM DRAIN OR ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF. I
2&LOTS 2-5 LOCATED IN AREAS WITH SEDIMENT BASIN SB-2 SHALL BE GRADED USING1' ¢�Ey ` / FFF"` _ riINDMDUAL LOT GRADING EROSION CONTROL MEASURES,INCLUDING SILT FENCE, .I .S \\ \ \ :9•"i ' ^. ,. '� • \--/- \' \ \ ` ' ,, i \ '' ` _- _________- O
DIVERSIONS ANDCONSTRUCTION ENTRANCES UPON REMOVAL OF THE BASINS I \ / G '-�� BAF1�ES� I `\\ I •
'4--- CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: Z
AND FULLSTABILIZATION OF REMAINING SITE. 1V�\ „N\ :„'� \SPAO�G(TYR) IA, ♦, p/pfNNO(/RROA075'29.WHEN VEGETATION IS ESTABLISHED,CALL FOR FINALSIE INSPECTION AND FILE A \ B. \` WP"AP \., \ TEMPT \ /\ 1 \ 3S\ , `_ /A'OTCkhY5771UZ7E0/ -DESIGNATED AREA THAT WILL LATER BE BACKFILIED(SLURRY PIT) North '\ \ I- I -__-_-__� _�__-__
NOTICE OFTERMINATION WITH NCDEQ \� 1 /(\� \�, \ \ �006hE `` \ _ (".\29 I e `�1r,lr•w _ fl/a
- - -DESIGNATEDAREAWHERECONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID Carolina��
• -
\ v _
GENERAL NOTES • I \\l` ��\\ �,\ -/ \\\ / )r'�',E 1 ��� I I,� \ 4 -LOCI ONTHATISNOTSUBJECTTOWATERRUNOFF,ANDMORETHAN50FEETAWAYFROMA ***.. - _-� \ "" • \ ' /0/ I
STORM DRAIN,OPEN DITCH,OR RECEIVING WATERWAY. 3 Days Bef Digging1.ALL MATERIALS,CONSTRUCTION,AND PANS ARE TO COMPLY WITH �� --
-s\ " �� ' Lr�_ I�' \ -PUMPIXCFSSCONQIETEIN CONCRETE PUMP BIN BACKINTOCONCRETE MI%ERTRUCK, NoM Carolina 811
CURRENTNWEQSTANDARDSPECIFICATIONSANDDETAILS. '. m: • � \ �- /--� -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHEDINTO CONCRETE 811m1800-632-0949
( 1 \ PUMPERTRUCKSAND DISCHARGED INTODESIGNATEDWASHOUTAREAOR PROPERLY Remote Ticket Entry
2.CONTACT NORTH CAROUNA ONECALLSERVICE@BIIOR �� DISPOSEDOFOFFSITE http://nc811.osg/remoteticketentry.htm
800-632.4949AMINIMUM OF 72 HOURS BEFORE DIGGING. \ \• 1 ✓ ` 1 ,3.ANYSITEGRADINGSHALLCOMPLYWITH INTENTOFORIGINAL \, T= T,l'DITCs A 4'.3'RW 1 \\
DEVELOPMENT GRADING AND DRAINAGE PLANS. .`X`.ALINE S \ .3 ! �.. TOE 657.50 28 ( I ,` - ___ L./ I 7::::71'.-...., EMERGENCY RESPONSE LINE AT I-800-g58-0368.
�^J�,E/R 11✓� THIS DRAWING WAS PREPARED FOR USE
\�\\\ ‘ ��� \% \ \ OPs SFOR /(/�11�, I I�� / II I Vm?I'1 YWS 20. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE ON THE SPECIFIC SITE,NAMED HEREON,
\ \ \ \ �� \ 9 \ VISITORS IN ACCORDANCE WITH 2006 INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS, CONTEMPORANEOUSLY WITH ITS ISSUE
4.THE CONTRACTOR SHALL VERIFY ALL DUSTING STRUCTURES PRIOR • \\\\\\\ \\` "q�p\ S� - L - -_ I!I I I1 \ \ \ J /I \ SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM DATE LISTED,HEREON,AND R IS NOT
TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTED TO THE \\\ :VICE k`I `\ \'CC ' �. \ �a - \ \ \ '11: / / \ SUITABLE FOR USE ON A DIFFERENT
ENGINEER. \ `„ r4f•ter.\,\)� , \ _ I1 \ \ I �/ / \ >•' DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,MI.DISPOSAL AND HANDLING OF SANITARY WASTE PROJECT SITE OR AT A LATER TIME
\\ \ 'J \ 11�`;'\\`®' '� \ � 665� �� 1 \ \ \ iSPH.S ORAL ,CA I 1 4--R-a MUSTCOMPLVWTIH STATE AND LOCAL REQUIREMENTS. USE OF THIS CRANING FOR REFERENCE OR
5.THE NCDEq EROSION CONTROL MANUAL SHALL BE USED ASp - >\\\\\ _ 'C • `�. '�� '� s \ - II \ I hl y�� _ �� D(4.PLE ON MID1FfR PRQIFDT REOURES
GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. /-\._" 1' \ \� �j/�-� � ^ , -_ \ \ 23 \.�/1 IY i� N. 21. FINAL GRADES FORGRASSED AND ANDSCAPEDAREAS SHALL REQUIREAMINIMUM OF4-6'pFCLFAN THE SERVICESOF PROPERLY LICENSED
THE FOLLOWING BMP'S: \\\\ _\Yt `� ` , -- \\ �_ \ \ 0 / -+ TOP 5014 FREE OF DEBRISANDCONTAMINANTS,AND PREFERABLY ORIGIN. ARCHITECTS AND ENGINEERS.REPRODUCTION
•SURFACE ROUGHENING i.�,.\ ,� \ �r� � 3.0"SKIMMER Q ! 1, _ 97 -" gill,
\ i.......64 ILP4f
Em I , /� OF THIS DRAWING FOR REUSE ON
•STABILIZED CONSTRUCTION ENTRANCE a\�T �r ` `. WITH 2.5.ORIFICE N \ F _ _ `- `-_ 1 \ ' \ / /I UTI�OF DISTURBANCE 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED
I `\\\ ` W �� �f' SKIMMER DEV:656.00 , \ ® '\ 1 [ \ o \ ( \/ AND MAY BE CONTRARY TO THE LAW.
•SILT HARDWARE
�{ 4 a\ r t.' �\ \/ \ 'd ALL• /
\30'MERGE'•Ay I�AY \�=`...t � `� ` \ ` 1 ----- / / 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY
•HARDWARE FABRIC AND STONE INLET PROTECTION •\ �_, '@ 1♦� �BAFFlFS IO'MIN. w \�\ /\ �� _� •� J I
• / /1 STORM DRAINS,BASINS OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE.
` Z•TEMP RAMS -� '� ;'` + � SPAC\NG r \\ - - - - - - - - - - - - I \\ ! rl��f /� BYPAS6 PR:.13RAWAG6 A�IEA f1 y F-1
•TEMPORARY SEEDING \ \7 \\\\\. � \{{ss`�7 f • I �` ' `\gyp- IMPOMRY.IPE 1 / \CCC `Cis 20. ANY OFF OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM ASITE WITH AN F-I
. �_ �•
•PERMANENT SEEDING / S \\\\\, \.� '` ,� \ A\ `�� t-� �i �_�'* _`�- ��` I / -.- APPROVED EROSION CONTROL PLAN,A SITE REGULATED UNDER THE MINING ACT OF 1971,ORA
•MULCHING I \\\\•\u-IMI1 �� �`\``Aq , , .. r �) - `_- ` 11 /I / LANDFILL REGULATED BY THE DMSION OF SOLID WASTE MANAGEMENT.TRASH/DEBRIS FROM F.
•$pp \ \\\ \1\\ ,1 ,\U • AIEI .� I` /ul/,IG'ANMaYRI�S([t DEMOLTON ACTIVITIES OR GENERATED BY ANYACIVMES ON SITE MUST BE DISPOSED OF AT A IF---11 U
•SEDIMENT TRAP / \ U\\I, \\\ "I,` \ ,,�' `F r�I �-EFI I■I ���.41-13 �= (IDEA �\/ AAl,2tly y+ FACILITY REGULATED BY THE DIVISION OF SOUO WASTE MANAGEMENT OR PER DIVISION OF SOLID I].E *Ir •
•SKIMMERSEDIMENT BASIN -/ yI s. \� ` . ®�� \_�--_ - -O_ 's-W'��?� �irH• •..-1 1, GHIafYSt'vuMY'AIYG.4�, WASTE MANAGEMENTOR DIVISION OF WATER RESOURCES RUIESAND REGUATIONS. E Of Z
SITE INFO • �s Rlp\ pq\\\ \ , ��" 1 �� �y� a•� 1� - � ��� En
� •YL...ax!/• /I , 25. PER SECTION 6.20OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PANNINGAND E'I C
sY \\ '� `' \ \ �� �4.�//,,,� /_-\\�./ ` • �'•OTi i� x ,�' � ;JI� G / DESIGNMANUAL DNERSIONSTHATWILL STAYIN PACE LONGER THAN 30WORKING DAYS SHOULD 'z We''
CONSTRUCTION START DATE. DECEMBER,2022 I 11" f//rI rrrrrr•+++y��yyyY
, •1 /I BE SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND s- E.
DISTURBED AREA. 14.33 ACRES 1 I 20 F \ \ - MI \ ``j'I•NI i / W tr / REDUCE MAINTENANCE. GL•/�
\ \, \\ ` /1 - / I I I I v// i I 11 lkaxcREfEw xour\ l I /' /\ // W O E+U
\\ \n `., CSFES 1 \ / I I / T' \�� 1 W 1 F. pC
TEMPORARY SEDIMENT BASIN TEMPORARY SEDIMENT BASIN \/^?\\ 1�\`. \\ �` \ a \ I 27 I\ i 26 1 / �25i I �\ 24 1 /.1 p 0 En
\\\ „4/1_\/�` / / , I 1 /n �g� � ::::
LEGEND fg
z OE Basin Number. 2Basin Number: 1 \ \ \l�\ \ \ _ \ -' \ E7f�l$�RIEasLox / i l / IT Q�I ALL �iG iI ,s I V\\\\I \I -C- TEMP.DNMISION BTTKH,TD-1 \ � C�Q \ 1 \ ,' 1 y� / -sr-0o-sr-0o- HIGHHAZARDSILTFENCE-�CEBasin Type: Skimmer Basin Type: S ent �\ = 1A%MIN.SLOPE P. A4ATTBiB,SEE DETAIL 171P.)+ vAVA\ �:A.,
v ��:: � MI V 1 1 / pqPhaselDm Area: 5.41 ac PhaselDrnArea: 22,28 \ t \I\\ tom - -® ® I II (� \ r ' \/ �/ •v / -sr-v-sF-sF- SILTFENCE ''FF77�� OPhase 2 Dm Area: 5.41 ac Phase 2 Drn 7.09 ac I \ \\, \\ J ��- ! 1 I / t'.y E UPhase 3 Dm Area: 5.11 ac Phase Area: 7.3E ac \ �'� \/I \ \\\ �_= �� ^� l ��Ir -Sr�Sf- SILT FENCE OUTLETE (F(L=��JJn Q101Mau1: 19.02 cfs Maul: 25.87 ch \ ` I Ili\� *\ -�- \ 9� "v -_- l� -�� - •♦ --• I•I` I1 /ci Regd.Surface Area:-6,180 sf Regd.Surface Are:-11,254 sf \ \\�\ \ c� �- ��T ._, �..y-l�r '� -- _ .. ,U""Try r / �••�••� LIMITS OF DISTURBANCE V]
Prov-Surface Area:-7,105 sf Prov.Surface Area-12,840sf \ �S \�\�\;�\\•� Rr� - is t - =zz\\ 3 ENW ••B -\-�,-E; /�'!,w* /\ /
Regd.Storage Vol:-664. cf Regd.Storage Vol: 13,248 cf \ /��\\\ ��\\�\ _�� : -- \ \ - - '�f�14' I \�J _ JOB NUMBER: C220003
Prov.Storage Vol:-9,840 cF Prov.Storage Vol: 22,288 L{ \ J y I I - s� WI,-®• u a' s` x' \ \ \ s�LYFex�(1tT')` _ -` eTf h��_III__ � /___- ------ TRIBUTARY AREA
\-. / '\ N P '� \iT'R:xrF'o���°�� \-�� - _ _? A• "" _"u . DESIGN BY: BMF
- Bottom Elev: 659.00 Bottom Elev: 654.00 / I \`\ 1 � s Es �T - --• - - �• r q . TD-•�-To-♦�- TEMPORARY DIVERSION
Storage Elev: 660.50 Storage Elev: 656.00 ``/ Jy, \_ _ Ci�.�..�♦�♦D� ,D BMNfi TEMPORARY DIVERSION DRCH TO GRADE IS-o - -_-°' = ° � ♦••\ DATE: 6/14/2022
Clean Out Depth:-0.75' Clean Out Depth: 1.00' - -t q/� ,•� � _
/ _\\ _ o" r�=_ - -_NECESSARY BETWEEN PHASES WHILE MAINTAINING �}
To of Berm Elev: 664. To of Berm Elev: 660.00 --__ - y�� -= -W j LUNRN0005LY PO5IINE]AR MIN.SLOPE / / ��• 4 I I INLET PROTECTION SHEET TITLE:
` Emer.Spillway Elev:- .50 Emer.Spillway Elev-658.50 1\I / _ _ - -- - - - --' - - o \
Emer.Spillway W' :-20' Emer.Spillway Wid h:-30' A \ \ \ w •_ -_w _ _ -w - °r-41 _' °r�'. 1 �\,/\i► SURFACE FLOW DIRECTION
\ �. �` EROSION &
SkimmerO ia:-4.5" SkimmerPrifice: 3.5" _ _ _ - w-''--"'--'""�'� _-s -� == w �--of-7� STREAM TOP OF BANK SEDIMENT
_ ---'"_ -ar-� _ �- _- --wv - - - == = -_-_--,•;-:-,-- -=
Ski rOrificeDia:-1.5" SkimmerierToElevceDia-657 w -w--w- --_ ---r_--_-•,- - - �_ <�'_ -"E-_ _ _ �;=rE=-"F-- PROFILE LEGEND
s - - .•. -�= �" �h- "v Fri
Riser Di EIeV: 48"x3 = SFr _ - - -+_ \ "EI I/ ��' EROSION CONTROL MATTING CONTROL PLAN
GRAPHIC SCALE Riser Dim.: 48"x36" r-. `A \ I \ \ I \ I I PROPOSED FINAL GRADE MAJOR CONTOUR ��♦iA♦� (SINGLE NET EXCELSIOR)
50 0 25 50 1m Culver Dia: 24"RCP \///I \„ \ I\ -r .- -\ 'B \ I \ I
m \ I p<AYF[+/[ttw,` �\\I\ 1` \ \ N \ \ \ 1 1 I \ \ \ .,, \ I I I / EaptNa 3:1SLOPESTABILIZATION PH.2
o Culvert Len h 41' \ \ -- -I �, \ 1 6evrrx2EuaNa \ !I I "
N � � � Inv Up: 653.99 t -v / \ ` `m....�./Q .u.\ \ 1 '. �fA� \ \ZCet.w��jOj r.yp I I0.1.1(64,,.p� PROPOSED FINAL GRADE MINOR CONTOUR
I IN FEET) 1 1 r"a44A 5°' ,� T I(///) I\\1 nK4:RTgn^ �(RflWmsCd/MY pATtrN4'1YR \\ 1, 1\ A+RRd M,+�J l I \I 1 1 '.� wl I u N ry7010.� I 25'INTERMITTENT STREAM BUFFER SHEET NO.:
Inv Down: 653.68 Zv,++aLlw:+ 1 ` OVATLAYMR4�w \
I \ C7.2
1 inch=50 ft. , �1\\1;,, 1 III /cEewasnrmw' I N \ I\ \t \l L ( I I I A \ IV J

CONSTRUCTION SEQUENCE 1 1 I \ \ • \ \ /- r� 1\ \ 1 K I 1 / \\ \ \ \ \ I / 1 1 y1 \ I / EROSION AND SEDIMENT CONTROL NOTES: a �°
1 \ \ 1 /�� /\ \ \ \ I I
1. OBTAIN ALL REQUIRED PERMITS. \ I \ \\ \ I �q� / // j \` \�/ \ -01,868%'•/• \ / / �1 \ \ \ I I 1 \ / I \ / A ^/ I I / 1. IF NECESSARY,SLOPES WHICH EXCEED EIGHT(8)FEET SHOULD BE STABILIZED WITH SYNTHETIC OR d
2. SET UP AN ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION \ \ \ \ \ I ,„ I / w \ I \ ,/ \\ \ \ \, / \ \ ) \ \/)E, \ I I\ VEGETATIVE MAT,IN ADDITION TO HYDROSEEDING.IT MAY BE NECESSARYTO INSTALLTEMPORARY Q W r
CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ \ \ \\ \\\ \ / �` _ - I 1 \ I $ I I \ /I ( •, I / / SLOPE DRAINS DURING CONSTRUCTION,TEMPORARY BERMS MAY BE NEEDED DAILY UNTIL THE SLOPE `�� t
SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING \ \ \ \ \ \ ,,\ \ \\ \ / / I
ACTIVITY ISO VIOLATION OF THETOWN CODE AND IS SUBJECT TO FINE. \ \ \ \ \ \ \ \ N!' X \ \ ( I � 1 I \ \1 IS BROUGHTTOGRADE. L
\ \ e I I \ \ \ \ / I I / Il \I A \' \ J U a) 81-
3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ \ \ \ \ \ \ \ \ 1 \ �g - - I \ / \ \ \ I \ I I p \\\ 2. STABILIZATION MEASURES SHALL BEINITMTED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE m
PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS • I \ \ \ \ \ � " �� \ ,/ \ \ \ \ F WHERECONSTRUCTON ACTNRIES HAVE TEMPORARILY OR PERMANENRY CEASED,BUT IN NO CASE ,4=
SHALL BE DOCUMENTED ON THE ON-SIZE APPROVED PLANS. I 1 1\ \ `\ \ 1.�\ I \ \\ �. _:♦♦♦ c/ \ \ / h I \ \ \ \ \ `�--I I / \^�/ ce v .d..
\ \ \ \ \ ♦♦♦O�♦O♦♦O♦♦t' _ �1•��t-�` 'V 1 1 \6 /\ \ \ I/ 1I\� I MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: W(n
\ J \\ \
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. 1 I_ \ \ \ \ \ �rs•?...././...-rX.rmax•-•-.Z..„-,_,* > ♦... ♦♦♦ ��v� `�-- \ \ 1 \� \ 'p
5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, \ "- \ ` \ \ \ I -- --- ' - -'�-=`_Y:•�`��"`•'.f'�>.\ - \ \ \ Il ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 oy
\ L]1 \ \ \ \N. I. \ \ \ \ -'�-� 1y,♦�\��:`••`:.. MIrs OF aSTLIRRAN� \N I 1 \ \ \ --- -1-I \ I/`\ --/~
TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE T \ \ \ `klpIC A �f HORIZONTAL TO I VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT �/�y0
PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. // \ \ /` \ \ \ \ \ _`�' N ""1 \�'��"' \ \ \ \ \ \ \ \ J4�\I I ' STABILIZATION GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 S \.t/s/' `
6. CALL FOR ON-SITE INSPECTION BY THE EROSION CONTROL INSPECTOR.WHEN / \/\ \ \ v/ � \\ �\ \ \ \\ .S \ N. �'�, TEM/it WATER �` T. M.",rvATER nnuxurrsro \ \ \ \\ - I, ; _ / '1/ CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY,ALL OTHER DISTURBED AREAS G ��
APPROVED,THE INSPECTOR ISSUES THE GRADING PERMIT AND CLEARING AND \7( \ \ \ \-/ )I \j11\\ \ \ \ \\ \ / \ \, DP/ ROW 3 SEE OVERALL SXEET]DWRENLLa \ \ \ \`---�i-#1... \ SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILQATION WITH GROUND AS 'd ypj LmN�I
GRUBBING MAY BEGIN, \ / \ \ \ / / / I 1 \ N \ I.MyfAIN.SLdPB{1YP\) - DFF911EBYIpSSDMINARENRA \ I /' SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE 111 �COm
7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS / \ \ \ \N ✓// /III \ \\ \\ \\i \ MI - m / N\/ � � \ \\ \\ \\\ /�'"'I� \ LAND-DISTURBING ACTIVITY. `Lil .-
GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO ( \ \ \ \ // I III \ \ \ \ \ J i N. \ \ \ \ \ - �� I I \
PREVENT EROSION OF THE SITE. N \ \ \// / \ \ \ \ \ \ / i� \ \ \ \ \ \\ -�-.I` �\ / �j 3. pLLCUTAND FILL SIAPESANDCHANNELSIDE SIDPESWHICHARENOTTOBEPAVEDSHALLBESEEDED W a
_ UNTILp GOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON N
8. BEGIN MASS GRADING ACTIVIES.AS SITE IS GRADED AND PADS BUILT UP, �N \ \ \ I \ \ \ \ \�� i N \ \ �"�� I I \,ice // Om
\ \ \-./ I I A441'I4uPZIrA' / \ N. - \ \ \g I I SHEET C7.5.ALLSEEDING WILL BE MULCHED. �f 1 CD p
CONTRACTORSHALLMINIMIZE THE AMOUNT OF STORMWATER FLOWING OVER \ \ \ \\ I \ \amp \ / \ / I�. �� \ \\ / I\ mmt
FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS,DITCHES AND \\ \ \ `-/ I I \ \ >kmar / -\ �\ \\, \- \ \ �\ �- I ��y 1 I 4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(7)DAYS AND Ept
SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND \ \ \\ \\ I •--\ \a\safvust \ \ - I \ `v• \\ / \ I 1 \ `� WITHIN24 HOURS AFTER EACH RNNFALL OCCURRENCE THAT EXCEEDS ONE INCH.IF SITE
QmU
SLOPE DRAINS AT FINAL PAD GRADE,ADDMONAL MEASURES MAY BE NEEDED AS \ �\ - - I
\ \ 'I \ \\ aP � \ - - �\ I/ \ �I` `--J� ll INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,MAINTENANCE
PROGRESSES.CONTRACTOR SHALL UMIT DRAINAGE AREAS FLAWING TO EACH OF \\ \\ \\ \ \\ I \'l\ \\ \ \ \ \� ® ` - \ p8llBLVmNVlym 'a --`� 1 \� _ -J MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY POSSIBLE AND BEFORE THE
..---
THE PROPOSED BASINS TOTHE MAYJMUM AREA THAT IS DESIGNATED FOR EACH - \�\ I \ \ \\\ \ \ y mj 411
^�--•-•+� \ \ N \. '� M\ \ \J .✓ NEXT STORM EVENT WHENEVER PRACTICABLE. EEss
BASIN.THIS SHALL BEACCOMPUSHED BYADJUSRNG THE PROPOSED DIVERSION --••-, \ \ \ I ,�!� `� \ �,. _ \ \ -1 I \ 1--oRAI /rR---- , EEGA
\> \ .,. \ ''''• 13 gxscr+mrnrarn _ O q\a Rp�''.
DITCHES AS THE SITE IS GRADED. �! �k / \ \ \ \ L \ ,./ . \ \�`\ -��� \EXCELSIOR EfAIONCONTROL \ \' I 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY :1 (/•
9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DITO D7 BRINGING \ \ \ \ ` \ \ \ \\ \, y' ;\ Jam \ \` \ 1 �-" MATTING,SEE DETAIL .L` \ ` \ \ , tt< . � SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND �`�O 1,1 1
GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \ \ > '7 \ __ �� I J/ I WATERS OF THE STATE(VMS)OR WATERS OF THE UNITED STATES(WOU.S,). AMERICAN 9 t
TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM \ �` -` ',,ter _ _ '� 1 �•,i \ \\ \\ .- '�"� I I �- \ / \ %ENGINEERING• C
_ 1 \ \ I 1 \ \_, I - -� 6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF =C=S ASSOCIATES R ZE.
10.INSTALL CLEANWATER DIVERSION DITCHES 1 AND 2TO DIVERT TO BYPASS STORM \ 1 F J ( \ ♦ 1181111m� ��5��',' \ \ l, \ I- � s .� / _- CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVRIESAND ALL DISTURBED � SOUTHEAST Q�
FROM STRUCTURE DI TO D7. TFENCE .1 I r � `I �\ ' \ �\\ \� t t _ N --` �� ;= - AREAS HAVE BEEN STABILIZED.ADDmONAL CONTROL DEVICES MAY BE REQUIRED DURING C-3881 �\.;
11.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \\\ \\ \ \ • �• \ I' 1 \ �-- I 1 1 - / - CONSTRUCTION IN ORDERTO[ONTROL EROSION AND/OR OFFSITE SEDIMENTATION.ALL TEMPORARY •�i,�,( Po"•o ��tp
COMMENCING WITH PHASE EROSION CONTROL MEASURES.INSTALL REMAINING \ DM O' \ / \ \ 1 \ ,� A " �\ \ joy
.• \ _\ 1 t - ����/ CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS •i - OF A�
ffTTSS _ a • • m� STABILIZED,SILT FENCE,DIVERSION DITCHES ANDOTHER MEASURES ASSHOWNON THEPHlSE LS�'Yc'RBIINCETIYP.) \ \ - \ \ `\_ '! M f ® 1Ty'R�2 PLNS,CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. \ \ \ \' 1 1\ /11 / \ \ / \ _ �If �` „•j-f �Ij �/ _- ��"`ll\ ) .• \/1 \ I -- • �:� - ��-�� ' 7. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO
ID.TEMPORARY'DRAINAGE DITCHES SHALL REMAIN IN SERVICE SHOWN IN H \ \ \ \ ' \ ty� ✓ / 680 ® I \ G• • '' JPHASE ANDSHALL BE STABILIZED AND MAINTAINED WITH APPROPRMTE SILT NB If E05t0N `/� ) `) /) \ �I:2 ' \ f '�� _ = PAVED ROADWAY FROMCONSTRUCTION AREAS THEGENERATION OF DUST.THE CONTRACTOR
CA LMATTIN YN/ `� I
____ f� •`►' / SHALL REMOVE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. ,_ \'Y •
FENCE PROTECTION AS REQUIRED AS EACH PHASE G BROUGHT TO FINAL GRADE. {+. /�/p. `�\ --- I -` .1 m 16 ` TEMP.CLEAN WATER I /T 7) •ttr/.� -��-_- L�'yS 4, /'.
13.CONTINUE MASS GMDING ACINmE51NCLUDING RETAINING WALL SEE A�TIYP,) A' / \ LET. 1i -- 8. ALLCONSTRUCTIONTRAFFICSHALLENTERANDEXRTHESITEVIATHECONSTRUCTIONENTRANCE. Cyy r ''-
CONSTRUCTION -- I \ 17 1,0%MIN.SLOP _14.CONSTRUCTION OF THE STREETS,THE ASSOCMTED UTILITIES,INCLUDING / // \\ \ _-__ �\\ \ ' H/ I// i� 9. EXCAVATEDMATERIALFROMTRENCH651WLLBE PIACEDON THEUPGRADE SIDE OFTHETRENCH TO .. k ALLATERALS,TOBE COMPLETED AND INSPECTED. 'y \ \ `\ it Vilye-millal
\\� IL./6j N 18 \ lit/ /8•_ �L/ /- ALLOW MATERIALTO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOVALOF 3304E
\ \ \_ ::
15.RECONFIGURE SILT FENCERSNECESSARY. \ i / \ \ ---_ \ ��s " I ` - �_/^ ALLEROSIONCONTROLDEVICESARETHERE5PON51BIUTY OFGRADINGCONTRACTORUNLESS '•Ifi.INSTALLINIET PROTECTION pN00TNIX MEASURES ASSHOWN ON THEPHASE2 \ /i \\�„` \ \ _ 1J1 -- 9.9851Dyy OTHERWISE NOTED. ,PLANS AS THE PROPOSED STORM SEWERSYSTEM IS INSTALLED. \ `�/ \ `1 �® +•! f,1 \ I A" / '�611'QY' •.•�17.ALLAREASTHAT GO UNWORKED FOR I4 DAYS OR MORE MUST BE STABILIZED \ \. \ Yn ems=' 1 \ �� \ I ' �� )� ''' / N9.Pl .t`\ Bj I 1�� � /lit1M\ \ I \ I I ///�`"^� / / 10 ACTUALMEASURNTROLSSARYF RCONT NONTHISDRAWOFFSH RLBETHE NDEDATAMINIMUM y'@qR • '''soHROUGOIUTTHECONSTRUCTIONROCE55.0ULD BE MAINTAINED \ �` ` y \\\- „ tL_�e v './ A ``�_�_ �^®r��_ \ -' \ \ I4/Ti
I j •/f \ / ACTUAL AN NECESSARY FOR CONTAINMEMOF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE ,,,' R\'M
\ - • �_•� �� --' �_ - it;\ ' ' I--` CONTRACTOR AND BE FIELD VERIFIED.
18.STRIPPED TOPSOIL SHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT \ \ "I\ \ \\ J �` IK �41�"''r�E16Y® •��®� ,®'. /._
"� NEM/' ✓//
FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE. ;. \ I I� \\ y �� r= �� „,"- //I 7 11, ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA
19.MAINTAIN PROGRESSES EROSION
PROPER
NT EROSION OL AND SEDIMEES NT C NTRMASO \\ �� \\ \ I "" \__ _�� \ -_L--s.�- - -i -i•' 1� 1' � ' REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT.
GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL \ \ +`1f \ I �� _ I16;
\ C
DEVICES AND STRUCTURES. \ •V`s \ ®N^�� ,•• )\ I �' 12. A GRADING PLAN MUST SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT
W.LIFTUPON OFINSTALLATION OTALL AN MAINTAIN THtEACHA ANDINAL UFT,HALT �.,--- `.\ \ \ , -�� ��! �i ,, f•' r�.��'� • -� // Y PREVIOUSLY APPROVED.
�b• �� `
OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDITIONAL UFi, ,\ \\ \ 3 •ii ♦ ,/' f / 13. ON-SRE BURIAL PITS ARE NOT ALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE
RIGHT-OF-WAY DIVERSIONS(WATER BARS)AS DENOTED PER NCDEQ 6.23a, \\ \ �� \ (#''i
� ��21.THE CONTMCTORSHALL DILIGENTLYAND CONTINUOUSLY MAINTAIN PROPER �I\ \\.- �' OWNER AND AN ON-SRE DEMOLITION LWDFILL PERMIT IS RECEIVED FROM THEZONING
\ SILTFOCF :_::. ADMINISTRATOREROSION AND SEDIMENTCONTROL \ \22.INSPECT BMPS ONCEPER EVERY CALENDARWEEK,PERTHE NCDEQ � P\) \\���I 1REQUIREMENTS.ALLINSPECTIONS AND REPOHIING SHALL BE IN COMPLIANCE + OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND ISSUBJECTTOAFINE.
WITH THE NCDEQGENERAL PERMIT NCG010000,LATESTEDTON. \ \
15 DRIVEWAYPERMITFORCONSTRUCTION ENTRANCES IN NWOT RIGHTOF WAY MUSTBE PRESENTED
\ ,%/\ 31 )I.,v(3Z� \ -.1' --���\ ,yIl - / AT PRE CONSTRUCTIONMEETING.
COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. - \ •\\ % //� y I _� 1 1124.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL \ ' \ \\\\ \- /� Z � .7G�� \ \ , 1/ - .. \ I' ) �I� �, 16. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION.
MEASURES AS SHOWN ON THE PHASE 3 PLANS,CLEARING ONLY AS NECESSARY TO "�1 r \\`� ��/ �- Al\ lI �' '" I I �
INSTALL THESE DEVICES. . 1i/ 1 \ ♦.,\,//� T / - ir
irmig!I. - ' ��ll I m ' I/I ) Y� m \w/ 17. LITTER,CONSTRUCTION DEBRIS,OILS,FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POIENTML ..
25.HOUSE[OE1S'mUCTION SHALL COMMENCE.CONTRACTOR TOINSTALL 1,\ \ \ • *��1 \ O' - �-- �fL, 1 \ ,' /I FOR IMPACT(SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER/AND CONSTRUCTION CHEMICALS Z
0.0•sOMMER • ® /\ THAT COULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT
ADDITIONAL EROSION CONTROL MEASURES FOR THE INDMDUAL HOUSE \\` \ `\ \ ‘ ilir •Yk\rlie \ ` � I -` I )�yyyy,,,, fn\ \ WITH 15 ORIFICE - _ _ (y \ SOURCE IN STORM WATER DISCHARGES. >CONSIIIUCTION.SEDIMENT BASIN TO REMAININTACTAND FUNCTIONING DURING _ T LlHOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT 1\\ 30'EMER6ENm.,S..LWAY \ . \ \SKIMMER ELEV:660.50 \ \-- r / /BASINS. I\\ \ \ \ELEV•881:00\ \ ;�• \\\ •\ " 30 - ��� �\ I� s7� \ 18, SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES:26.FINALI7E GRADING ACTIVITIES. \\\\ \ _ \ \rvy, +; I \� �\\\� \ \ , ��( �\ \ I fiki,,i
�� ul "`444 CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OUT ON SITE.IF CONCRETE TRUCK
27.COORDINATE WITH THE EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF \ \ \ \ �{ y,'® \�\ ' w \ \ _ z•O `- ` ` A \\ }X'I W WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR.
EROSION CONTROL MEASURES.UPON INSPECTOR'S APPROVAL CONTRACTOR IS i \ \\7 IF 4.PVCPME•1D% ` ���'G' 1) \ ` � I�i�,y' �t " Q
TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED \I \\S, MINIMT1415` PE. \ \ ' ! 3r _J� \�,\w� `� IB I IWW •' 01 _.� DO NOT DEPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTOASANRARY O
SEDIMENT BASINS. \\`,\1 \ \ \`• ��) \\ / \ 21 ;'.7j1.. I -'� ) I '\\ SEWER,STORM DRAIN OR ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF.
28.LOTS 2.5 LOCATED IN AREAS WITH SEDIMENT BASINSB-2 SHALL BE GRADED USING 1 \,`s \ f \ '" / \ ` \ ri /`
INDMDUAL LOT GRADING EROSION CONTROL MEASURES,INCLUDING SILT FENCE, \\ '. S\ "i ` �- ► \ �, 11 -� O
DIVERSIONS ANDCONSTRUCION ENTRANCES UPON REMOVAL OF THE BASINS I \ S�\ •l \ \,n• BBAAFF11��E510 MI -- ri""ftwilittiE
` \ ,1 � F • \4- CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: Z
AND FULL STABIUZATION OF REMAINING SITE. 1�\ V \ \ .•�, \SPACAIG 1 I '�1 �'%, p/pfNHO(/RROA075'
,, /NOTC NS UZ7F0) -DESIGNATEDAREATHATWILLLATERBEBACKFILLED(SLURRYPIT) North
1`/\ hE gyp `` \•29.WHENVEGETATION IS ESTABLISHED,CALLFOR FINALSRE INSPECTIONAND FILLp \S\\w NOTICEOFTERMINATION WITH NCDEQ \ \'\ \ ---------' -DESIGNATED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OFASSOLID:\ . TEMPB�v 1 � WAS CarolinaGENERAL NOTES I 1\-`\` \ � \'. / i , -LOCATION THATISNOTSUBJECTTOWATERRUNOFF,AND MORETHAN 50FEETAWAYFROMA * •N �
Nr. STORM DRAIN,OPEN DITCH,OR RECEIVING WATERWAY. **3 Days Bef DiggingI.ALL MATERIALS,CONSTRUCTION,AND PLANS ARE TO COMPLY WITH \ \\ .J- i` ` ,i --
CURRENTNWEQSTANDARDSPECIFICARONSANDDCTAILS. \ 7p m; ,>� lrrr mmiri
P(IPSO -PUMPIXCFSSCONCICTEIN CONCRETE PUMP BIN BACKINTOCONCRETE MI%ERTRUCK. NosW Carolsna 811
'`-` -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTO CONCRETE 811 or l 80D632-0949
12.CONTACT NORTH CAROUNA ONE CALLSERVICE@BIIOR so DISPOSEDOFOFFSITE http://nc811.osg/remoteticketentry.htm
800fi32.4949AMINIMUMOF 72 HOURS BEFORE DIGGING. ✓ t--- '
1 19, ALLCHEMICALSPILLS,OILSPILLS,ORFISHKILLSMUSTBEREPORTEDTONCDEQ-CALLTHE24-HOUR STIPULATION FOR REUSE
3.ANYSITEGRADINGSHALLCOMPLYWITH INTENTOFORIGINAL �, T= ;t
/1 EMERGENCY RESPONSE UNEAT I-800-856-0368..LOPETOP ELEV.6s750 •-:/ rp oz Pa.let \
DEVELOPMENT GRADING AND DRAINAGE PLANS / THIS DRAWING WAS PREPARED FOR USE
BLOCKALLWENT\/ 5 AY KERS AND SITE ON THE SPECIFIC SITE,NAMED HEREON,
\ 'OPENINGS FOR �`/Alm, A I fklf
\ lI
I �� 20 VISITORS IN ACCORDANCE WITH 2006 INTERNATIONALP UMB. TEMPORARY TOILET FACIUTIES SHALL BE PROVIDED FOR ALL BIINGTCODEGENEMRUCtION L REGULATONS, CONTEMPORANEOUSLY WITH ITS ISSUE
/.THE CONSTRUCTION.
CONTRACTOR SHALL
OISCVERIFY
REPANCIE55 DUSTING
HALL BE REPORTED TO THE \\\PRIOR \\\\ `Y \ A �PHASES L �� I I \ \ -� I. 1 /l \ SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM CA� LISTED,HEREON,AND R IS NOT
ENGINEER. �\ \ :RICE �`i' `\\:��;�' \I \ \, \ \ I I Ap4// \>.. DRAINAGE SYSTEMS(DITCHES.CATCH BASINS,ETC.).DISPOSALANO HMIDUNG OF SANITARY WASTE SUITABLE FOR USE ON A DIFFERENT
'• '���`*w�\\� \ 1 i PROJECT SITE OR AT A LATER 71ME
f• �, s\ `1 �, , � ft, \ 4- \ MUST COMPLY WITH STATE AND LOCALREQUIREMENTS USE CI THIS CRANING FOR FENCE OR
O
AI
5.THE NCDEQ EROSION CONTROL MANUAL SHALL BE USED AS A �\> \ 'F `�. �� 1 ''� . III \ \ sL1P.1 DRAY "FA it _ ` ��` E7(ypLE CAI MIpTI{R PROJECT REQUIRES
GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMWS, r\�" 1� \ \ �� • � *T'� L �- y \ Z3 \.__/} `�- 21. FINALGRADESFORGRASSEDANDLANDSCAPEDAREASSHALLREQUIREAMINIMUMOF4-6.OFCLEAN THE SETMCES OF PROPERLY UCENSED
THE FOLLOWING BMP'S: N - I / // /� u�\ " TOP SOIL FREE OF DEBRIS AND CONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN. IVICHIFL'IS AND MOWERS.gEPRJIXICIIQN
•SURFACE ROUGHENING •�\ �+. �` 3,0"SKIMMER Q' ! I t- - jli�jilimmuilli111461111,\ 1=1 1\ OF THIS DRAWING FOR REUSE ON
•STABILIZED CONSTRUCTION ENTRANCE I ��� ..l�r��`�`# W'ITIH 2.S•ORIFICE N \ ®j - lI /I U ITS OF DISTURBANCE 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED
\\\1 r ` fl\` 4�' �*IISKIMMER ELEV.656.M ,it,* �\ / \ - r•f� ■•i A / \IAND MAY BE CONTRARY TO THE LAW.
•SILT FENCE �30'AMERGE` I AY �s� ,� ` \ t\\ � 1\ / 'd _ ! // 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY
•HARDWARE FABRIC AND STONE INLET PROTECTION \ 2\y ) ♦\ \BAFFlFS I.,, \ a
\ ,,.r* +` � SPACING \ FVk[ 1 �Is \\ ` •a,/ ��'i l -/ �rll STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE
•CHECK DAMS � '{may',`-^�` . \``` a-.�1 -, f BYPA,Sf PR.13MINAGE/�1'f �j,
•TEMPORARY SEEDING \ \/ \\\ . �` ) / V. \� 20. pNYOFF OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROMASRE WITH AN ^
•PERMANENTSEEDING \\\\ \�`' �• fAf r' t 1 ±-s ` / y I Q
•MULCHING ���• \ 1 \ \ ,• -� s� Ir / "' APPROVED EROSION CONTROL PLAN,A SITE REGULATED UNDER THE MINING ACT OF 1971,OR Z O
•POD //}I \\\ \""® �, Q,`\`` Y r ` \`� 4C - - I 'R *LA . )� / LANDFILL REGULATEDBYTRGENERAED BY ANGACTIV MANAGEMENT.TBE DISPEBRIS FROM FU
\�• j /LUAYGBUVIAYYTWFUt DEMOLmONULATEACTIVITIES THE DMRATEDF SOLID WASTE
SON SITE MUST BESH/DEBRISFROOSED OF A IF---11
•SEDIMENT TRAP I 0' \\ '''j t, \ • b11- MN 1&Hp III���yyy
\ \\ ` ��,,�' ` ,_ �i--AmA��`� • •1.1.1 /'_EL �\/ Ig,,/,y1„yyl \ FACILITY REGULATED BYTHE DIVISION OF SOUD WASTE MANAGEMENT OR PER DIVISION OF SOLID I].E •Ir •
•SKIMMER SEDIMENT BASIN -� Y11-r.1\�\ `` `� �_ !� �L L �s�� fin' �A•f• ! -/ )I IW,Vry WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. <4 Z
\ \ \ \�\ ` ,`� �r '1'vrmwnS� �R>•R �1%.����ssr'�-�� ♦R� ia *'' m`' C'°�--
�i rA �u 1 -�`� 'use 4*C��� ea"' /I 1= �
SITE INFO ' NPI\�APRtLa'E,\`\ \ ,� � `'"',7 _.iH__ __�' �y� �'� "' - ��� _�� ,wl�t! � 25. PER SECTION 6.200FTHE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND L� LPL Ci
CONSTRUCTION START DATE. DECEMBE 2022 \ \�`.. , � ��j/,,, - v- CONSTRULTIOxPI ) DESIGN MANUAL DIVERSIONSTHATWILLSTAY IN PLACE LONGERTHAN 30WORKING DAYSSHOULDa \ . \ ExTIMNQ �•_� 1 / / BESEEDEDANDMULCHEDASSOONASTHEYARECONSTRUCIEDTOPRESERVEDIIQHEIGHTANDDISTURBED AREA. 14.33 ACRESZd F REDUCE MAINTENANCE.IJ\\\1\\1 \\u 1/ I / I oi'CRETEw�15Li0UT \��I . it I / // O fr• '.E'i
n TEMPORARY SEDIMENT BASIN2 TEMPORARY SEDIMENT BASIN( / ?\ \\\`. \ ` ;.•;� ��� I I ® 26 I / 25 cn
a yq T' '. OF U FT+'a
\ `.l \ = � + I / 1 //1 5� �/ /^ LEGEND a ' z O
E Basin Number. 2 8asinNumber: 1 \ \ l�\�\ \� e TEMP.DNERSIONDITOI,T0.1 IXQISN)REOSX)NCONIROL l I 1 / /' IiQ�I //
• BasinT Skimmer BasinT e: Sediment } \ I \ t I \ � MATnx sEE DEruL / • -sF-0o-sE-0o- HIGH HAZARD SILT FENCE Z
YPe: YP I\ \ ; \ 10%MIN.SIOPE(M.) G• Tlw.l I I U� /
aci
'� Phase 1Dm Area: 5.41 ac PhaselDrn Area: 7.03 ac i `\ \ t\\�\ �,; �` �^\�\��\\ __ ® ® I \ \ ' '\/ / ' // -sr-v-sE-sE- SILT FENCE 1--1 E U
Phase 2 Dm Area: 5.41 ac Phase 2 Drn Area: 7.09 ac now Phase3Dm Area: 5.11 ac Phase3Drn Area:-7.3E ac \ �'� \/ \�`�\\\�\ �\ 1� \ ♦ ��� • JI��l��®� _� l�j�� it 1 r� �� -sE SSE- SILT FENCE OUTLET E
(/10(Max): 19.02 cfs 410(MauI: 25.87 cfs \\ 11 Ili \\\ �f\ \ ♦♦ ♦ -:♦- `�_ - �• _- �I•ii1 I 1 / {{-Kiil
Regd.Surface Area: 6,18osf Regd.Surface Area:-11,254 sf \ \��\ �\ _ ��-�_� - "�._: 4y -- -UI V / �••• ••� LIMRS OF DISTURBANCE V]
\.. ; •- -- _ TTs l fir? -. - ��
Prov.Surface Area:-7,105 sF Prov.Surface Area:-12,840 sf \ I\ \\�.�\�\ / � {� 1u' '-'_�� - - '4� - "ate.••.--_� /1'! 1\ /
Regd.Storage Vol:-9,738 cf Regd.Storage Vol:-13,248 cf \\ /��y\ \\\\ _ • r s ® \ � G �\�J / -
- Prov.Stora evol: 9,84OCf Prov.Stoa eVol:-22,288sf �- . T • \ �1'T 1 \ ALTFENCETOREMAININPSACE 1 -- _-_-__- TRIBUTARY AREA JOB NUMBER: C220003
g 8 \J1 /' I I , \. \l - - - P' :� • \ \ \ _Txxou6x ALLPxAscs fIYP.1 - _ / � _ °° -W� DESIGN BY: BMF
Bottom Elev: 659.00 Bottom Elev: 654.00 ) \\\ _sLLT'R:xu�'olmr:T �-�_��-_ - _ _ t`/ ��,---° "° °"-- -
/ I \\ \I II ��g��ss ss sl E•i 1_ r f�- • m_N> n0_♦�- TEMPORARY DIVERSION
Fl
Storage Elev: 660.50 Storage Elev: 656.00 �`/ \ _ C1�♦.�4..4f«♦�♦ °°� ,°" BRINfi TEMPORARY DIVERSNIN DRCx TO GRpOE AS _� v=` .` � ♦••. DATE: 6/14/2022
Clean Out Depth:-0.75' Clean Out Depth: 1.00' -t qo ;I. ;,�-,<<\ - - °°-,_°�- -__-CONTAIN O SLET YPoIS VE LO MM SLOPEMAIN G-�• / / SHEET TITLE:
-k- .�• I I INLET PROTECTION
Top of Berm Elev: 664.00 Top of Berm Elev: 660.00 tr • - s _ - - - 1 �i
Emer.S illwa Elev:-662.50 Emer.S illwa Elev:-658.50 1\/ - - -- - a __ __
SURFACE FLOW DIRECTION EROSION &
e _ \ \ - -w-yr�,_er---s �/\i►
Emer.Spillway Width:-20' Emer.Spillway Width:-30' m w _w�--w-_.--._w--w-`_ --w - --4r-- _
Skimmer Pipe Dias-4.0" Skimmer Pipe Dias-3.0" 1 .I . r,-- II " "'==\-s? _ __= W •__�o o_ �
w__"__ __E-_E_- __ - STREAM TOP OF BANK
' Skimmer Orifice Dias-1.5" SkimmerOrifiiceDia:-2.5" -. - �------- -fl- - - ------ �- - < �-�`� - -s-"" - '3F=-°F- = PROFILE LEGEND
_ SEDIMENT
- "" _ -f j� �y CONTROL PLAN
Riser Top Elev: 657.50 ==`40- ._�_ _ �.-• - _ - -+- _ _ _ \ I 1 I/ / ��'' EROSION CONTROL MATTING
oi GRAPHIC SCALE Riser Dim.: 48"x36" �A`- ---- \\~ \ \
) \ I C I J \ PROPOSED FINAL GRADE MAJOR CONTOUR ��♦�t$.kl/ (SINGLE NET EXCELSIOR)
50 0 zs 50 Sm Culver Dia: 24"RCP 1/.//I Y„ \ I\ I- .- \ \ \ I 1 \ \ \ \ /
\ I [NFU/[ J�, '�\\(` 1` \ \ \ \ \ 1 1 1 \ \ \ Ao 1 I I / tvda I I 3:1 SLOPE STABILIZATION PH.3
Culvert Length: 44' \ \ -- _ -+� �, \ I seerrxzEuaYa \ /�..���TC ! "
B Inv Up: 653.99 t / \" __ y I 4s/R�x/ o ! 0.�8.�/� PROPOSED FINAL GRADE MINOR CONTOUR
0wnsrzrO ! AA^ \ \ I lammvxuaed 1 AAAsss 1 ` aeaxwNraa'irmcevscr
I \ cW ze 1 �w �,�.,s Vrrmvaa'al o f
(IN FEET) Inv Down: 653.68 I I ,Ce 8?/ _ VE 11 NI TA I \I S.M. iFJ9AVCtsy k. 1 \ IGBf45mUMrvM a 1 f ""`I 1 25'INTERMITTENT STREAM BUFFER SHEET NO.: C7
1 inch=50 ft. I1\11;,,1 1i 111 csuxrrNnraw' I \ 1 v\ 1\ IY \\ 1 . / \ 11 I 11 \ IV JI A 1 •

CONSTRUCTION SEQUENCE I I 1 \ \ \ \ / I I \ \ /� N4 I I /\ \ \ \ \ 1 / 4 •'I l ' I /" a
I \ \ L- \ /- - /\ mfrs. .. K r \ \ \ \ I 1 \ I EROSION AND SEDIMENT CONTROL NOTES: Z a
1. OBTAIN ALL REQUIRED PERMITS.
\ \ \ j/ - -�/ \ wSZ RX, - 1 " ^
\ \ \ \ \ \ \ \ \ / \ I / / \\ \ \\ l I \ \ 3 � \ I 'I / 1. IF NECESSARY,SLOPES WHICH EXCEED EIGHT(8)FEET SHOULD BE STABILIZED WITH SYNTHETIC OR
2. SET UP AN ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION \ w \ / \ \ \/) I C IA
\ \ \ \ \ \ I \ \ \ \ \ I .
/ VEGETATIVE MAT,IN ADDITION TO HNROSEEDING.IT MAY BE NECESSARY T0 INSTALL TEMPoRARY Q W r
CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ \ \ \ \ /\`- _ •
- ( \ \ \ $ ( ( \ J r I., SLOPE DRAINS DURING CONSTRUCTION.TEMPORARY BERMS MAY BE NEEDED DAILY UNTIL THE SLOPE `•�
SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING \ \ \ \ - - I I \ / /
\ \ \ \ / y( \ \ \ \ \ ( I r\ 1 ' \ \I IS BROUGHT TOGRADE. L t..-0
ACTIVITY ISA VIOLATION OF THE TOWN CODE AND IS SUBJECT TO FINE. \ \ \ \ \ \ \ \ \ \ I I \ \ ) / / •1 \` \ J U a) ',:'
3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ \ \ \ - '""- \ / \ \ \ \ 1 1 \' '\ W N�
\ \ \ \ I \ "" "" I \ \ \ \ I ) \ 2. STABILIZATION MEASURES BE INIINTED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE
PLANS.ALL MODIFICATIONSTOTHE EROSION ANDSEDIMENTCON7ROLPLANS • 1 \ \ \ �\ \ \ \ \ \ - ti - --a J \ \ \ \ \ \ \`�\I I /y WHERE CONSTRUCTION(CTNRIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE v u..`!-'
SHALL BE DOCUMENTED ON THE ON-SITE APPROVED PUNS. I 1 \ 1 \ \ \ \1 I \ \ •••�•1• _ `� 1 S \ \ 1 \`1/ I \\^-/ MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: dy
4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. I L \ \ \ \ \ \ \ '�_ -� !�� ••i.�_� _ \ \ 'flr` �-,�- \\ \ \ I \ \\ r/ \ U�
5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, l "-\ \ \ \ \ -- \ \ %\ \ \ \ \ ��-- / '/� ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 W•- w a'
\ \L7 \ \ _ \ \ \ \ \ \ \ tl �- s.•-c MrrsDFa RRAxa/ 1 1 \ \ / I\ \----��
TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE T \ \ \ / �_.._��� fh'P \ \ C -f HORIZONTAL TO I VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT �/� 0
PLANS CLEARING ONLY AS NE[FSSARYTO INSTALL TNTR DEVICES. \ / \ \ \..� �.ap\\\` \ \ \\ ��`♦'4 j \1 \�'�/"' \\ \\ \ `\ \ \\ \ --- �^\1 I // STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 C \.t/./
6. CALL FOR ON-SITE INSPECTION BY THE EROSION CONTROL INSPECTOR.WHEN ( \ \ \ \ \ \ \ \\ �' "i TEMP.yewn WATER :::::
` -/�_/.\ \ - /��- _ CALENDAR DAYS FROM THE UST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAScCroAPPROVED,THE INSPECTOR ISSUES THE GRADING PERMRAND[LURING AND \7( \ \ \i/ lI \ \\ \ \ \ //L \` ON TIOI-1 \ \ \ \ \ _ \ I _� i SHALL BE PROWDEDTEMPOMRY OR PERMANENTSTABILQATION WITHGROUND[OVER AS 4>GRUBBING MAY BEGIN. \ \ /// III \\ \ \ \ /� ` 1.04/IAIN.SLaPB{1YP\) \ \ \ \ \ - _. \ // SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 54 CALENDAR DAYS FROM THE UST 1,1 yUS7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS `// ` \ / I(( \ \ / 11 _-_ ® ti Y' / - \ \ \ \\ / 'l i UN6DISNRBING ACTIVITY. W c NGRADED.WHENEVER POSSIBLE,IXISTING VEGETATION SHALL REMAIN IN PUCE TO I \ `\ `\ •\ // I I \ \ \ \ Ill" `♦ ��,_ \ \ \ �« fPREVENT EROSION OFTHE SITE. \ \ \/ \ \ I^ -`� ��,', \ \ \ -\� -�` �\ �! 3. pLLCUTAND FILL SLOPESANDCHANNELSIDE SLOPESWHICHARE NOT TOBE PAVEDSHALLBESEEDED W g2
\ / I \ \ - 1 C �� \ - �- \�i� I UNTIL[600DSTANDOFGRASS IS OBTAINEDINA[CORDAN[E WITH THESEEDING SCHEDULE ON `J� N
8. BEGIN MASS GRADING ACTIVITIES.AS SITE ISGRADEDANDPADS BUILT UP, \\ \\\\\ \ `/ I(I`\ \ 444R4Rtl:I4YB(�N \ . --` 1�IP/ \ 'TIT/� _� -\ \\ -_ \ \\ \ - ^'�\ / ,( 1 '/ SHEETC7.5.ALL SEEDING WILL BEMULCHED. �� �Up
CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORMWATER FLOWING OVER I \ \ \ / \ 'C t
FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND \ - \ - \ - ` m
\\\ \ -/ \ \,,,��q' �\ / �.�`; \ \\ / \�l \ I`' / 4. ALLSEDIMENTAND EROSIONCONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(71 DAYSAND Ept
SLOPE DRAINS SHOWN ON PUNS DEPICT THE REQUIRED DIVERSION DITCHES AND \\ \ \\ \ \�""'"'' r \ \-I--
\ �, `���j�o�p,, \ �QN4//s[xam,/,h \ / \ T\ Q8U'�\ \ \ pIF' / p ` WITHIN 24 HOURSAFTB EACH RNNFALLOCCURRENCETHAT EXCEEDS ONE INCH.IFSITESLOPE DRAINS pT FINAL PAD GRADE.ADDOONALMEASURES MAY BE NEEDEDAS \ \ \\ _\ \ \, \\ \ \ \ •/ ' \p>��♦ \ _ \\ � ..� ��\ -----,\ / \ -Ill INSPECTIONSIDENTIFY BMPS THATARE DAMAGED OR NOTOPEMTING EFFERIVELY,MAINTENANCEPROGRESSES.CONTRACTOR SHALL UMITDRAINAGE ARE0.5 FLOWING TO UCH OF \ \ \ \ \ I l \ \ \ \ \ N#1,10 - / \ `��<`<<, _ -- \ CABARAo'COIRRYA CR _-\- �/� \� ���--J--J I MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY POSSIBLE AND BEFORE THE -
THEPROPOSEDBASINSTOTHEMAXIMUMAREATXAT IS DESIGNATED FOR EACH \�\ \ \ \ \ \ \ \ \ _-_- / \J NUT STORM EVENT WHENEVER PRACTICABLE. "'1
BASIN.THIS SHALL BE ACCOMPLISHED BY ANUSTING THE PROPOSED DIVERSION --� ` ` ( \ \ _ \ \ -1 I I-- A g--' , TIC
DITCHES AS THE SITE IS GRADED. /\\ / \ \ \ \ \ \ L- \ ", \ � �� \EXCELSIOR E($IONCONTROL \ \ \ I - �, 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY p` (/
9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DI TO D7 BRINGING ` \ \ \_ \ \ �� \ \ -es`« °v- MATTING,SEE DETAIL .L- \ \ 15 zmx>tit¢- SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND O 'L�'�
\ \ \ \ \ \ \ y ,� ® - ` J/y yi �- I WATERS OF STATE :2 AMERICAN y
GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \ > \ \ '' - _Y�_ (WOSI OR WATERS OF THE UNITED STATES(WOU.S.1. ENGINEERINGe> l \I 7 / ) i ��� Ili 1111/4.,..."----\ ` ' _ `- ,. ' ' 8TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM - - \---\ \ I - 6. ALL EROSION CONTROLOEVICES SHALLBE PROPERLY MAINTAINED DURING ALL PHASES OF 'CIS ASSOCIATES 8WSri �� ` _ __SrRUCNRES �./_�.l \ , ��r1.1 . . �f \ - -a�m'._�e - \ ` / __ -_ . S810.INSTALL CLEW WATER DIVERSION DITCHES I AND 2TO DIVERT TO BYPASS STORM I C I • / -��ELM_��-"-- - I �`_ _ \I. - CONSTRUCTION UNTILTHECOMPLETION OFALLCONSTRUCISs MNT DVREQUIRE ALL DISTURBED °�SOUTHEASTeIh.FROM STRUCTURE DI TO D7. \ \ SLLT FENCE IFP.I /����\ `� ` \` ,�� dI, _r .,���`- - - '� _=_ --- 1 -1- 5'' 'T - AREAS HAVE BEEN STABILIZED.ADDTIIONALCONIROL DEVICES MAY BE REQUIRED DURING .�,,�'ly CPo38R1��(\Q`�
11.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \ \ II 1�--- \� / _ / - - CONSTRUCTION IN OROERTO[ONTROLEROSICO AND/OROFFSITE SEDIMENTATON.ALLTEMPORARY C.P/�O•o w°-�``,
COMMENCING WTIH PHASE 2NDITCH EROSION CONTROL MEASURES.INSTALL REMAINING \ \ ��Y/}�\ \ \.i (/ INLET PROTECTION ,� ;� - ��°" j d• CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION B COMPLETE AND THE SITE IS OF A�
SILT FENCE,DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE PHASE \ \ LIiRSOF \ 7'P' \ v C - / mp) \ / g� 's '--- -= Y -^�, _-1 STABILIZED, Illlnllll�ll
2 PLANS,CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. 'ISTURBI\NCE(RYP•) / I II -\ II / \\ � 'mod!' d I ® / ..- 'Z'Z
\ ` .� \ \ / / \ +qr �� �/4 ��_ 7. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO
12.TEMPORARY DRAINAGE DITCHES SHALL REMAIN IN SERVICE AS SHOWN IN EACH \ \ \ 1 \ 1(1,1 $ J / \ I ♦1F '-t •-•♦ ; '/ THE CONTRACTOR
MUSTCONSTRUCTION NECESSARYAREAS ACTION TO
IMIZE THETRACKING OF
n THEPHASE AND SHALL BE STABILIZED AND MAINTAINED WTIH APPROPRIATE SILT ) ir \\ ♦ 7 } 11FENCE PROTECTION AS REQUIRED AS UCH PHASE IS BROUGHT M FINAL GRADE. \ \ I 7 \ \• I I \ \ 16 �� ®1 ' `W L !!� ♦. "l /l� / (/ �_J� SHALL DAILY REMWE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. \'Y S •13.CONTINUE MASS GRADINGACTVITES INCLUDING RETAINING WALL \I \ \\ ` \ / - - �, I- LET. - 4\ `` - I I� *�,:_ - �y�� f1 1 -- ---__ �,y " �'CONSTRUCTION. , \ I �LJ \ ■ 1 44 / 8. ALLCONSTRUCTION TRAFFICSXALLENTERANDEXRTHESRE VIATHECONSTRUCTION ENTRANCE. EG 'Y���:I\ \ / \ \� - 17 - SSO%MIN.SLO' - I I"I 1 / `�14.CONSTRUCTION OF THE STREETS,THE ASSOCIATED UTILITIES,INCLUDING ' \ -- '_� / I/ 9. E%GVATEDMAERIALFROMTRENCH651WLLBEPIACEDONTHEUPORADESIDEOFTHETRENCHTO _ \ ALLATERALS,TO BE COMPLETED ANDINSPECTED. \ \ \' 1I0 -L ALLOW MATERIALTO ERODEINTOTHE TRENCH.CONSTIIURION MAINTENANCE AND REMOVALOF -
]5.RECONFIGURENLTFENCEASNECESSARY. I\ \ �� \\\\` < I I- i �LT:j,:•�,] `- \ I --- :11 I \ \\--Ir - 1 - ;• -- Iii T
I II ,. / /^ 3304EIfi.INSTALLINIET PROTECTION pN00TNER MEASURES ASSHOWN ON THEPHASE2 \ \ , _ `-_ , \ 'r ^ ALL EROSIONCONTROLDEVICESARETHERESPONSIBILITYOFGRADINGCONTRACTORUNLESS■IE� rq i1/ 1 _ I -- 1 L If/// /a4uWSmZV OTHERWISE NOTED. 11�PLANS AS THE PROPOSED STORM SEWERSYSTEM IS INSTALLED. -\\ \ \ ��- 6 \ r `^ J' ,! •,.�I\1 1` - I -- 'Iuu'.] I / MV.S63fAVi6 `'�FN '•I d;`17.ALL AREAS THAT GO UNWORKED NR I4 DAYS OR MORE MUST BE STABILIZED \\ \ I \ / `� /�l �_,`. ``�_ ���I�1 Ili I �•�. -- H' - ' 1 �� //-`" R 10. THE EROSIONCONTROL MEASURES SHOWN ON THIS DRAWING ARE RECOMMENDED AT A MINIMUM. •1 GINE .\IMMEDIATELY.STABIUNSTRU STANDARDS SHOULD BE MAINTAINED \ 6j / �7 p.�viR� •l` - I' I 1/ \, / CONTR MEASURENECESSARY FOR CONTAINMEMOF RUN-0FF SHALL BE THERESPONSIBILITYOFTXE RRYM
� l dTHROUGHOUT THE CONSTRUCTION PROCESS. d' \ \ 0 1 � ��'-�_v=:1-=�-�NF�a - I 5' I-_- CONTRACTOR AND BE FIELD VERIFIED.
\ DIY 1NT!>/�., ���.u_�
18.STRIPPED TOPSOIL SHALL BE STOCKPILED IN THE DESIGNAED AREAS WITH SILT \ \ \\ \ �-- �� ✓ ���_���_``--- __ \\ �//
FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE. \ ` s \� / -"-/ �� �•/ moAg� ��� La-4
� .�/ �I Si. ADDITIONAL MEASURES T0 CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY
19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS \ \ AL48�`(� •= t( -- _&/=®it 13 � --�-_ i_sle�� �'4 / I/ / REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT.
GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL r \ _ �� _ �i I ....-
DEVICES 12. A GRADING PLAN MUST BE SUBMITTED FOR ANY LOT GRADING CCEEDING ONE ACRE THAT WAS NOT
AND STRUCTURES. , C _
® ��� � \.` \ � �Z���71���1-��-�� �!� � �`\' � Y PREVIOUSLY APPROVED.
20.UPON INSTALLATION OF INIMLSTORM INFRASTRUCTURE pN01NffMLASPHALT \ .� ��--�-_�T•• _�
LIFT OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDITIONAL UFi, \ - ��� �`\C Q / �' _,,,- �_ _�� '' /
RIGHT-OF-WAY ROAD DIVERSIONS AND MAINTAIN
WITH \ \ ��Vf 13. ON-SITE BURIAL PITS ARE NOT ALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE
��••1 / �� ^_� I F �� OWNER AND AN ON-SITE DEMOLITION LWDFILL PERMIT IS RECEIVED FROM THE ZONING
21.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER ' • \- -- `�l,1,' \ \ , INIE7 PROTECIIONTO REMMN ��/ ,I l`���r it • ���,A,R, �•�T''ifi! R �- ADMINISTRATOR
\ SILT FIE iCF- 1�1`S \ \ �� 1 - .�.0. -, r-I �M1�.•:Jp� 11i--- /EROSION AND SEDIMENT CONTROL \ � \ ( IN PLACE UMIL SITE HAS BEEN \ I �` '�r -
22.INSPECT BMPS ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ -1D'P�1lkikb I( FULLY STABIUZED(T1'P.) // r. - \ \ 1///�/ - -\ \Y -�� 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISA VIOLATION
REQUIREMENTS.ALL INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE \ \ `- �'•'�\ �I/ //// - 33 \ 1�' I ' \ `-/ �,1' "H-•��f[L' -I-i' ^ OF THETOWN/COUNTY EROSION CONIItOL ORDINANCE AND I55UBIECTTOAFINE.
WITH THENCDEQ GENERAL PERMITNCG010000,LATESTEDTIION. \ _ �660 1© 1�� ( \ I - \ I ``�•�, • J/ 1 /--/ 15. DRIVEWAY PERMIT PoR CONSTRUCTION ENTMNCES IN NCDOT RIGNTOF WAY MUST BE PRESENTED
23.CONTRACTORSHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO ._ It \\ y� JI\\132 I I \ 4(/ I_'' , :'* AT PRE-CONSTRUCTION MEETING.
COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. -\ \ 3\ s4 !\ \ \ 133 \ .i�4!, -••,F•,24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL �I \ 1 1i�� �_ 3A, � \ / ��``` /1/ ........
�. II1;1► �, �. / /tom 16. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION.
MEASURES AS SHOWN ON THE PHASE 3 PUNS,CLEARING ONLY AS NECESSARY TO �\ 1 1
INSTALL SECONTHESE DEVICES. \���\ ( Oil / \ ` -� \`` /✓�. :'� I+� - jQ -- ••/ 1 ��muv�w, 17. TITTER,CONSTRUCTION DEBRIS,OILS,FUELS AND BUILDINGLUMBER)AR WITH POTENRAL
25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TOINSTALL \\\ \ 10,.. ..,_
i \\ FOR IMPACT(SUCH AS STOCKPILES OF FRESHLY TREATED AND CONSTRUCTION CHEMICALS ZO
ADDITIONAL EROSION CONTROL MEASURES FOR THE INDMDUAL HOUSEt.\\` \ �� \ \\ilk...m.11\
�`` L.- ^ \ '� �� - /1 THAT COULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT
\ \ - \ ���II \1 1 \` \ \ �/ ' �■ 680 \ `\ ' ' I 1 I _ ' k 11 SOURCE IN STORM WATER DISCHARGES. In
HOUSECONTRUCTI NON OTSLOCABASIN TO EMMNIMARANDPOSED FUNCTIONING DURING
I\ \ \ \ ` ® \ \\- _ ` ��� \ 34- '���vi : I �I. l " \ K
HASINS.CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT \ \ \ - . ��77 I I 18. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES:
BASINS. \\ \ ` -\ \ \\Vs,
e 30 \ � � � / ��� ' I i! �.%26.FINALIZE GRADING ACTIVITIES. \\ �. S'- , \ \ ` - _- ��� - �• �II -� II I27 ECOORDINATE WITH THE OSION CONTROL MEASURES.UON NSPECTOR'S MPROVAL COMMCTOR ITS i\�\ TFENCEOUR(:T MAIy �.�� � \ \ - ���j _� �I€�i \\ r R TRUCK
- WAS OUT ICONCRETE SERMITTEDUCKS LON SI E,,COORD NOT TYPICALLY NATE LOCATON AND BMP'S WITH WASHED OUT ON SITE.IF SITE INS ECTOR, HPUFU UMTABRI BEEN ` ` ' .� �� , ' �1 1\FuuvsrANll 1 ` / 7 1 \_ I / I /- a
TO REMOVE ALL EROSIONCONTROL MEASURES,INCLUDINGAMAPPROVED �1 \ 4�T \ 7 I,� _ I I �1 --.i OONOTDEPOSEOFCONCRETETRUCKWASHOUTWASTEBYDUMPINGIMOASANRARY O
SEDIMENT BASINS. \ \ \ \ \ \---�` / `' v '�i11�( 21 - I I ♦/ \\ SEWER,STORMDMINORONTO SOILOR PAVEMENTTINTCARRIESSTORM WATERRUNOFF.28.LOT52-S LOEAEDIN AREAS WITH SEDIMENT BASIN SB-2 SHALL BE GRADED USING 1 \ S »fill _INDMDUAL LOT GRADING EROSION CONTROL MEASURES,INCLUDING SILT FENCE, \, -\ 1� \ - / `� /- � :.O ---- ��v�ll, \\ fI j„ CD
1
DIVERSIONS AND CONSTRUCTION ENTRANCES UPON REMOVAL OF THE BASINS -- CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING:
AND FULL STABILIZATION OF REMAINING SITE. `� '\ \I.\\ ` \ \ /` \ \ ill \:00.
'"-- I \ Iij'��',� R/OfNNO(/R ROAD Q%
29.WHEN VEGETATION IS ESTABLISHED,CALL FOR FINAL SITE INSPECTION AND FILLp 6S \ \ �( \ \ /\ 35- V I O *IEw , /NOT _ -DESIGNATED AREA THAT WILL LATER BE BACKFILIED(SLURRY PR) North 'NOTICE OFERMINATION WITH NCDEQ \'1 I� _ _ ESIGNAT AREA WHERECONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID
\ /. \\ , �\ \ �' T._ 28 ( t jr ���,1. *� I0 � --= DESIGNATED
CairolinP\
GENERAL NOTES ` \` \ / \ -/ I I �/ / - OCATON THAT IS NOT SURIECTOWATE0.RUNOFF,AND MORE THAN SO FEET AWAY FROM A
THn \ I \� ` - '� 4114 \ I STORM DRAIN,OPEN DITCH,OR WATER R WATER WAY. •••3 Days Before Digging••*
I.ALL MATERIALS,CONSTRUCTION,AND PUNS ARE TO COMPLY WITH • 'HswK\1 -I\ � � Y - ' '�'' 7 \ 11 1 -'-- -PUMP EXCESS IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK. NoM Carolina 811
CURRENT NCDEQ STANDARD SPECIFICATIONS AND DETAILS. /p 3�s.. \ \ �'/ \ \ , / t /`�� i) ir,
:�I I ---
s WI \ -CONCRETE WASHOUTFROMCONCRETEPUMPERBINS CANBEWASHEDINTOCONCRRETE 811m1800-632-0949
` \` '� \r+� \ \ \ � ��\_. j �I ' •7, \ '.;Iii...1/1/'.
\ PUMPERTRUCKSANDDISCHARGEDINTODESIGNAEDWASHOUTAREAORPROPERLYRemote Ticket EOtty
2.CONTACT NORTH CAROUNA ONE CALLSERVICE@BIIOR \ ay \ \ ' \ DISPOSED OF OFFSITE http://nc811.o,y/remoteticketentryhtm
800632.4949AMINIMUMOF 72 HOURS BEFORE DIGGING `\) \ ` , 1_,-1 / \ \\ �ij s, \I I -_ �� 1 II \• \ \ ` \ ❑\\ \ 11+I i � 4'x3'RIS� 36 lt* \ �V- l \ 19. ALL CHEMICAL SPILLS,OIL SPILLS,OR FISH KILLS MUST BE REPORTED TO NCDEQ-CALL THE24-HOUR STIPULATION FOR REUSE
3.ANY STIEGRADING SHALL COMPLY WITH INTENT OF ORIGINAL \ ♦ 1 ! �T� '•� EMERGENCY RESPONSE LANE AT I-800-858-0368.
1 e� TOP EIEV.fiS7.50 28 ( i -- / ,YfDEVELOPMENT GRADING AND DRAINAGE PLANS. \ \:`I., \ ! BLOCKALL WEIR��/ I , , `- � I'�I� I I : }✓ m A'A/5'ret THIS DRAWING WAS PREPARED FOR USE
�� `�. \`\ I L�3D I� n�, I �tLGNntw'a �, 20. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE ON THE SPECIFIC SITE,NAMED HEREON.
.j-L'� • ` OPENINGS FOR `_`/ /�'j I'I�1�� 670 CONTEMPORANEOUSLY WITH ITS ISSUE
4.THE CONTRACTOR SHALL VERIFY ALL EXISTING STRUCTURES PRIOR ESC PHASES 1 I :••.:� /- VISITORS IN ACCORDANCE WITH 2O061NERNANONAL PLUMBING CODE GENERAL REGULANONS,
• \ . �/ - I .I •o.• / DATE AS LSTED.HEREON.AND IT IS NOT
TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTED TO THE j �YI i
1 J �G••••,° SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND ANDAWAY FROM STORM\ \ ,i. . ' •; / \ SUITABLE FOR USE ON.DIFFERENT
ENGINEER. SIL:NCE ♦ 11 �� \ ': l/ �.� DRAINAGE SYSEMS(DITCHES,CATCH BASINS,ETC.).DISPOSAL AND HANDLING OF SANITARY WASTE,�,,3 �����.: .�� �� � IAA\ \ ' i-v PROJECTSITEOR AT A LATER TIME�1 7/ 1' MUSTCOMPLY WIM STAE AND LOCAL REQUIREMENTS p� Eop
5.THE NCDEQ EROSION CONTROL MANUAL SHALL BE USED AS A ' _ 'C \ - / j \ `A -�-ateEXMFLE ON MID1FfR pRQIFDT REOIARE$
GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. \/�\_-^ \` , / ��` , �® �' - ��/ I�� \\ 23 111414.7
IY i� �- 21. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIREAMINIMUM OF46'OF CLEANTHE SERVICES OF PROPERLY LICENSED
\\ .\ ` A - / TOP SOI FREE OF DEBRIS ANDCONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN ARCHIFCIS AND EN(WERRS.REPRODUCIICN
THEFOLLOWING BMP'S: �\ '\Y.�` l 'I✓��`` `Q I\\ / �- ��1I © I I� \ \ �/ /_--- 4•SURFACE ROUGHENING 1 C V�-- `� 3.0 SKIMMER ! \t- S7 I �1 / ,y�� OF THIS DRAWING FOR REUSE ON
•STABILIZED CONSTRUCTION ENTRANCE \� �'`����\\\P, WIIX 2.5.ORIFICE \�`Y ®j - �\ I • Ipv'p.,, UFAITS OF DISTURBANCE 0Y114 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED
I I \• SKIMMER LLEV:656.00 \ `- �P■r. ■4/y'_�_� I II / I AND MAY BE CONTRARY TO THE LAW.
•SILT FENCE \'` \� \\\ © �1 ' �\ \/ - 1 �,,' *I� .j / \ 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF AM
-s 304rRGE WAY 1. ��\ �T�\ `\ �\ 1 ' 1 �_ -` li{ A '' •`/ _ / /�T STORM DRAINS,BASINS,OR STRUMS UNLESS NO ALTERNATIVE IS FEASIBLE.
•HARDWARE FABRIC AND STONE INLET PROTECTION \ \\ V \ - �^ �Ji i/ / 1�
•CHECK DAMS ` EN.: .. 147, .f� \�I • \� / / .p`e`��r2. all ♦ 4 41 / \ \' Ci)•TEMPORARY SEEDING \ \/ ® �� 1,\\ 1 a \ r �.�- -�• �I \ %= ��VY,/1�'il't /' / \L\G 3( 24. pMOFF-SREBORROW ANDWASTEREQUIREDFOR THIS PROLECIMUSTCOME FROM ASTIEWITH AN z O
•PERMANEMSEEDING s % ` ©`\\ A t ���* i ` •n% A♦. lI/ \ �V@ �fA�.//� �• ��t_ iVI / APPROVED EROSION CONTROL PLAN,AOFS REGULATED UNDER THE MINING ACTOF 1971,ORA
•MULCHING \ \ / \\\ �� .r- �' -����=,..t •/ , LANDFILL REGULATED BYTHEDMSIONOF SOLID WASTE MANAGEMENT.TRASH/DEBRIS FROM ITy/Y
•SOD I I `, `\1'\� \�yN.N.
' ����_� ' I ul/mx/ArA`FR>�S IZZ' 0EMOLMON ACTIVITIES OR GENERATED BY ANY ACTIVMES ON SITE MUST BE DISPOSED OF AT A vl E.
•SEDIMENT TRAP I I 1 , m,Z-"..t FACILITMEGULATED BYRE DIVISION OF SOUR WASTE MANAGEMENT OR PER DIVISION OF SOLID �-, •
•SnMMERSEDIMEM BASIN \ \ \\\ ,\\\ l� `� ^ - ��-�u"=� A=�= ��� �r, II CIXIMYmNl,vt4 , WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. = .�-,
SITE INFO Oppppp \� ,'�\\ ' /` ,�� ��_`'`� r■r / 25. PER SECTION 6.200F THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND E'I C
< R, ' \ R�pN�`\ Y\\
�J�i/ I ill'�r• - FYI\1 • lI / DESIGN MANUAL DMRSIONSTHAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD w W F
CONSTRUCTION START GATE. DECEMBE 2022 ��\\``` \\` C� TOILET pRp7EL7ON \• ••p•,,p,/1 BE SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND I,-a
Et Et DISTURBED AREA. 14.33 ACRES 2.4441FYIRI\ �') i --i\ mp.l 1 �Imioiraf�),y .r.• /-/- IY-I �i
\\ \\ I REDUCE MAINTENANCE. a.
BAFFLES TO REMAIN IN\ ` /// / \ / I ( ( ( \ �" 11N / W Q ,�.�I FPLACE UNTIL SITE HAS BEEN ` - \ / / ( I C / I��:1 IIFTy ,ay'FULLY STABIlIZEO(TYPU �' \ ` ES �--� ( ( I / / 1 \ !�IIIIti,.,�' I O\ , /U 1 27 DIE I 25 II
i
® I r1 -S;I a -
p � I �- I '/.--
'� ^ LEGEND � � z O�
s _;t, ':: i �Y •�� \ \ I li`• I \ A::.'•'i•- , "' / -0.0.0.sr-o- HIGH HAZARD SILT FENCE-,�
misi
•
skl \y\\\ \\`., 1, :le:
r1 �` � I`� \�♦ � 1 I�/]!�' 1I /, -sr-sr-sr-sf- SILT FENCEEU\ \\�I \`\\\\ �\ FIV�� ��_ riiMir ILi�,' ��I : 'I I / -sr�sl- {{{ iii
v ` /1 //-` ��� � � �n I / / / SILT FENCE OUTLETW\ II l\ \\ 1�� \ � / I� J"I , ��-���r�� 'Ll ��� I/ / LIMR50F DISTURBANCE V�\ / \\ _ �- z``'���� - \ NLTE@NQTORETA�INt8NTRSRE- `L ���,. / __�. JOB NUMBER: C220003
w - { \ TRIBUTARY AREA
J \\J1 /y�/ ( \�` "Tl N _ ® ¢ sr s v 't? ,yltQ W \iT'RiT\if>:'oM�-Fr\ \ _-y�B`EENnLLL Z'LTABLLliFD1�YPJ.-__v !is�/ `.. �\ -� �� ------------ DESIGN BY: BMF
0.4
�� _ TEMPORARY DIVERSION DATE:
_-__-__-__-_ !.. / C\I � _ i � - ' ALL INLET PROTECTON MEASURES , i -�- _J„5:.L V' •• 6/T 4/2022
_t / / SHALL REMMNIN PIACEUMILNTE'-~ I�•• iCt �}
ad /--.\}-_- - � / / 1 III
I INLET PROTECTION SHEET TITLE:
\\\� - _ - / /HAS BEEN FULLY STABILZEO ryvP.l wr'w14/P'n _ •- �i
c \1 I/ _ \\ - - -Fp, '4c - -` --4 /\-f\�► SURFACE FLOW DIRECTION EROSION &
_ ff - _ -___ _ _- - _ __ _ r - - - - SEDIMENT
-1f----___ v _ _` =F__- T STREAM TOP OF BANK
4~\-,,,,,,, -.s "mac_ - _ -•�_- - - _ - \� \ \ \ / 7 \ I \ ( �-J/ / \ 7 I �•��1�•� EROSION CONTROL MATTING CONTROL PLAN
GRAPHIC SCALE --- - bbb r:� \ -1__,___ --- _ \ \ \ \ 1 •( \ \ \ \
��•Li��.� (SINGLE NET EXCELSIOR)
50 0 25 50 100 IT /
--- \ / / '�\ \ \ -_ N \` \ \ \ I 1 \ \ .�\rme S I I I / ma I I I 3:1 SLOPE STABILIZATION PH.4
__ \ "'I� 4�pg Lw[xwM�5NQ/ \ \ 6aHr/res3sc't \ I / '
a =--- I I AUL /lnw /�• "� ( A umrv,,aer f�ol9 \ �q n;'�r� ` nrosPG'10Z
/ 1 ay "•. V 1 A +eaa�'n 1 1 l aeaxw�sraairmcevscr
i I m;//g7m.t \ /m:'zw•8u3 \ \ 4TI I I 25'INTERMITTENT STREAM BUFFER SHEET NO.:
(IN FEET) I �r"e""ur'arre:w ......1[1111 � I V1 ararozro: +rnvsAa I V IrTIwxrva 1 1
1 inch=50 ft. 4\\\ 1 1I asmas '� I '0 \ \ \ ( I / 1
•
C7.4

PLAN VIEW BAFFLES
NOTES: ARM ASSEMBLY nE RO
LID
SEDIMENT C ISIN , I \ Z.^ a N
DESIGN CRITERIA I 61 TO N OTPDM sDESIGN n Q L
NI REFER
FOR OR ORAL DESIGN •�11 kf M
LEr zoNE V. it SPECIFICATIONS REGARDING \� , .^^ 'C'ENCLOSURE
OF SURFACE AREA DRAIACRE AREA RW, LENGTH SEDIMENT STD.
( 1^ U L t O
MO AC /11 O�
OF Su (ACRES) <no AC. 2. REFER i0 SID FOR BAFFLE
^ lIJ
r '� SPACING AND INSTALLATION. I 8 02
INLET ZONE 25N GENERAL NOTES: MIN. e'+ OJ ._
T of SURFACE AREA 1 DRIVE 5'STEEL POST AT LEAST WIDTH RATIO INFLOW Y" 10 3. FIRST BAFFLE IS TO m m
u MIN. NEON of 3'AND Mx. ,��• WATER ENTRY UNIT
\� of SURFACE AREA 2.1 _1rn� _ _ Mm OF RIP-RAP.WITH
PERSPECTIVE VIEW d
OUTLET AC 2a' INTO soup GROUND. _
X N>
v j F' ��-
2. USE STAPLES 1'APART MA%. -. ^' 10116"_ 5 IiALIES Q p
(P: CAA
��FF�/,,,, II�� HORIZONTALLY AND VERTICALLY LENGTH i0 F IA PVC VENT SCHEDULE 40 CT�N,
1I�'� TO ATTACH THE FILTER FABRIC WIDTH e110 6:1 PERMITTED FOR USE
ytI� PJC E180W PIPE 1D
W I' F'i� . it' RISER PVC END CM PVC PIPE d N
ILA IIF Ai'I TO THE WIRE FENCE. NO /' CUN
IIFLIA AP�I' IIIF X 3. MINIMUM BAFFLE SPACING IS 10'. ; . SKIMMER 6 BUMMER INVERT EILVANON= I \` ,_y N
IliiiAFI Fil�i'F F�6p REQUIRED (cu�FI. AVERAGE MNH P1 DEWATERING BASIN BOTTOM-TI'MIN. e'AMEMI,FINEMM
WATER SURFACE rn10 LD
F�O`N 1�i i0 Ili�i'/ liil ll 4. THE FLOOR OF THE BASIN IN PER AC. LENGTH ,� DEVICE 1. x•SPILLWAY ELEVATION \���7�11��_/ _ \� ■�/ ` W aZ
All A IFFII A Illl/l X THE OUTLET ZONE AND BERMS DISTURBED) SKMMER AVERT ELEVMON
*AREA OF BMW WATER SURFACE AT
�4}
rA /iCA III 1 }MM. IITPIP 1�11� PVC END CAP �' 1• o°I
I /yy EEEE// Y" I SHOULD BE SEEDED L=20' IP E U ,
'Iill'I� 111lj rAYA 1111%1 F � IMMEDIATELY AFTER THE BASIN SURFACE �5 TOP of FRAWRY SPILLWAY TI F.�' _ MIN. /` -441111 y 00
�IFi1F OAFi . r IS CONSTRUCTED. ARC PVC PIPE E O t
'A dIli it �.dr,. i i,"'' REQUIRED (SAES 010)FT R 1/2"HOLES IN 'k\� Q ro rJ
/ AIS _A t .1 f 5. REFER TO NCESCPDM SECTION \A`
/ ,'�� '1c> X #6.65 FOR ADDITIONAL CROSS-SECTOR VIEW 'IP RAP BERM;SEE NOTE I3 UNDERSIDE �(�G� fj� ORIFICE 1U
7; ;! SPECIFIATIONS. 1'FREEBOARD W \3� k\�' PVC TEE ��
/ / \ y.'A4`^/:- 6'MAX.DEPTH OF FLOW OVER r� ,AA ArC�F,
.J - •vWmy EMERGENCY SPILLWAY 1EMMTA
T ``` NO°oeo RO xR
MIN 1' FLEXIBLE f �`,OQ`e °".e�i SIG
1 § ,�oxg BUT INFLOW �/ T HOSE �H��b ;281 AMERICAN°v�t
/ I \ \\ I, (�- PRIMARY SPILLWAY(RISER) ^ e PVC PIPE _ =
` O •MIN. e ENGINEERING e
DEWATERING Y Z , ;m%ASSOCIATES
a•-o•MAX.SPADING X__X�X /T Cy i�S - -.,x� `�, i • IIIIIII1\\\\\` n cSOUTHEAST
ZONE ._�.�.z.:z! -� H o 0
i C 3881 e°1P�
EMERGENCY
( ) s STEEL POST FILTER FABRIC `.�I•yYr!WtS,, l SPILLWAY END VIEW FRONT VIEW -',o Te cFAr"Oo°'`
H X 1.5(5'MIN.)
7W dn9 con CLEANOUT 1 SPECIFY SEEPAGE CONTROL
DEPTH MEASURES
R (H/2) 1'SEDIMENT STORAGE BAFFLE AL NH H
FLOW ,� DATA BLOCK HIIIIIII
BASIN DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT H Z L T W SKIMMER SKIMMER SCHEMATIC OF SKIMMER TAKEN PENNMVPNM ETNSION AND SEDIMEM POILMON CONTROL MARTIAL,MARCH 2000. AA
n AREA AREA Soo REQUIRED PROVIDED REQUIRED PROVIDED DEPTH(R.) (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE `'(H.I /AA
NOCKF LLTAND COMPACT (ACRES) (ACRES) (CUBIC FT.)(CUBIC FT) (SQ FT.) (SO FR) H/2 DIAMETER DIAMETER /.'�-K.
- FENCE
BURIED nCE AND FABRIC BASINS SIZED FOR MAXIMUM DRAINAGE SC REFERS TO THE ER TA N FROM INVERT S FLEXIBLE HOSE M SKIMMER TO THE ON C OF THE MANUAL,
MARCH
_ ,.'/=51�',., _
IN PNERENCH
Nce 1 501 7.36 7.36 25.87 13,248 22,288 11,254 12,840 1.00 3.5 6.0 162 1.5 30 3.0 2.5 (� p _
I L1 1L 582 5.41 5.41 19.02 9,738 9,840 6,180 7,105 0.75 N/A 6.0 90 1.5 20 4.0 1.5 SKIMMER _ 3304E j e
� i
I1 1 LL-u-zz +
NOT TO SCALE .' :i
.A.' YM.FP.
BAFFLE INSTALLATION SEDIMENT BASIN
NOT TO SCALE NOT TO SCALE
STEEL PosT • B MA% STEEL POST
feavava er® 4 .:':.:......... . ..VW FILTER FABRIC
6 OF wovEN FILTER FABRC O�e'e��p' • �. �e/d�Ay�s:4444 E. QC
Ds/,t�i .a��/.m�''s.Aria®/e. „m w 5"
:ILL ao=E - i I H 11:31: II it f E 31 3 TI IIII 0 H( c�
• II1111=1I1111 II:IIII III IIII IIIIIIII III IIII II11.11I111:1I1111111L1111:11:1III II II IL11R1 =__ z..
II .II II . II IIII II. IIII=II II IC II .II II IC II .II II 11=11 O
=II=II II. C II=.II II II-II=.1 II II II: II=II II II: II= II:=II=: H (c
=11=1- Eµ%AVA�` El
:CN
COMPACTED BERM CC
D COMPACT
SILT FENCE
FINILGR Z MrI + �2 MITI (SEE NOTE 2) GENERAL NOTES: BncNOu
NATU ADE
GROUND 1. WO.FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMVN FORA PERIOD OF MORE THAN 30 DAYS. 0
2. STEEL POSTS SHALL BE 5'-0'IN HEIGHT AND BE OF THE SELF-FASTENER ANGLE STEEL TYPE.
3. TURN SILT FENCE UP SLOPE AT ENDS. MAINTENANCE NOTES. O
4. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT TO SWIM BUFFERS, I. FILTER BARRIERS SHALL BE INSPECTED BY TOE FINANCIALLY RESPONSIBLE PARTY OR HIS AGENT
STREAMS OR WETLANDS (REFER TO SWIM BUFFER GUIDELINES).THE COLOR ORANGE IS RESERVED FOR VISUAL IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.ANY REPAIRS North L
ED
L BE MADE
EDIATELY
OF TDITCHDTO EBEHDESIGNED NAT URA(GROU/y0 5. DRAINAGE TAREA CAN ION OF NNOT BE GREATER VIRONMENTALLY ETHNNmt/4RACRE PER 100 R OF FENCE. 2. SHOULLD SEEFABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED
F caro��na
BY ENGINEER 18"MIN USABLE LIFE AND THE BARRIER STILL IS NECESSARY,THE FABRIC SHALL BE REPLACED PROMPTLY. * �AMLL7�"�
( ) B. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 66.NORTH CAROLINA EROSION AND SEDIMENT *•3 Days Before Digging°**
CONTROL PLANNING AND DESIGN MANUAL. 3 SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROx.HALF THE HOGHT OF North Carolina 811
THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE IS REMOVED Al I or 1-800-632-4949
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS,DITCHES,WATERWAYS OR OTHER AREAS OF CONCENTRATED SHALL BE DRESSED TO CONFORM TO THE OB.,.GRADE,PREPARED AND SEEDED
NOTE: FLOW. Remote Ticket Entry
http://ne811.orgRommeticketentry.htm
1.DITCH SHOULD HAVE LONGITUDINAL SLOPE OF 17.
STIPULATION FOR REUSE
2.SILT FENCE MAY BE REQUIRED BEHIND BERM
THIS DRAWING WAS PREPARED FOR USE
ON THE SPECIFIC SITE,NAMED HEREON,
TEMPORARY SILT DITCH TEMPORARY SILT FENCE LISTED,CONTEMPORANEOUSLY HEREYNI. ITS ISSUE
DATE A HEREON,AND IT IN NOT
SUITABLEOJEC FOR USE ON A ERDIFFERENTTIPR .
NOT TO SCALE NOT TO SCALE USE CF 1MG SITE OR A FOR�REFERENCE OR
EXAMPLE ON ANOTHER PROJECT REQUIRES
THE SERVICES OF PROPERLY LICENSED
ARCHITECTS AND ENGINEERS.REPRODUCTION
OF THIS DRAWING FOR REUSE ON
NOTES; AND
PROJECT IS NOT AUTHORIZED
AND MAY BE CONTRARY TO THE LAW.
1. A STABILIZED ENTRANCE PAD OF 2-3'OF WASHED STONE AND/OR RAILROAD BALLAST SHALL BE LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO
GENERAL NOTES: HWp. LID° GENERAL NOTES: A PUBUC STREET. z
1. USE MINIMUM 12 INCH DIAMETER FIBER WATTLE 2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE. Z O
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER. NaTA 2. USE 2 FT.WOODEN STAKES WITH A 2 IN.X 2 IN.NOMINAL CROSS SECTION �I
3. ONLY INSTALL WATTLE(S)TO A HEIGHT IN DITCH SO FLOW WILL NOT WASH AROUND 3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBUC STREETS OR EXISTING PAVEMENT. THIS MAY ` rarnn
WATTLE MID SCOUR DITCH SLOPES AND AS DIRECTED. REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. .-� (D E.c
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES _ 4. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE 'z
•
TO WEDGE WATTLE TO BOTTOM OF DITCH. 4. ANY SEDIMENT SPILLED,DROPPED,WASHED,OR TRACKED ONTO PUBUC STREETS MUST BE REMOVED IMMEDIATELY.ANY AGGREGATE TRACKED INTO THE ROADWAY MUST BE
OR CHANNELS TO SLOW VELOCITY OR TO CREATE 5. PROWDE STAPLES DE OF 0.125 IN.DIAMETER STEEL WIRE FORMED INTO A U SHAPE SWEPT BACK ONSIDE ON A NIGHTLY BASIS. 11.1 Z
MA
SEDIMENT TRAPS. -c u exwMW WILE\ NOT LESS THAN 72'IN LENGTH. 5. WHEN APPROPRIATE,WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBUC STREET.WHEN WASHING IS REWIRED,IT SHALL BE DONE IN AN AREA
6. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE x. A s ROARED STONE MON wruAwr AND AT EACH END TO SECURE IT TO THE SOIL. STABILIZED MTH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN. Z 5 W F
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE BARE 7. INSTALL MATING IN ACCORDANCE WITH SECTION 1631 OF THE NCDOT STANDARD IT a
_ DOWNSTREAM DAM (SEE DIAGRAM BELOW). • -BUG MATno un1 SPECIFICATIONS. 6. FOLLOW WORK AREA TRAFFIC CONTROL HANDBOOK(WATCH)FOR SIDEWALK CLOSURE OR DETOUR/DIVERSION. W [Iy�I-i
• �L� 6. PRIOR TO POLYACRYWMIDE(PAM)APPLICATION,OBTAIN A SOIL SAMPLE FROM PROJECT F-I
CLASS B RIP RAP }�Mr,tal`o - - R N. LOCATION,MID FROMEPLIED MATERIEL,ANDWATTLE.
ANALYZE FOR APPROPRIATE PAM a •
ti�IIM 19,MI aFLow FLOCCULANi TO BE APPLIED TO EACH WATTLE. 0 �r F''
TB i � ��i: r Mnx 9. INMALLY APPLY 2 OUNCES OF ANIONIC OR NEUTRALLY CHARGED PAM OVER WATTLE P.T. rTb,�.
o v •_ _ )SOMETR C VIEW WATER WILL V MID 1 OUNCE ON TI IS Q EACH SIDE NC EDS D WATTLE. O I�:.'[`%I U]
r� ���. '' ..�..,- WHEREY PAM AFTER EVERY MINFALL EVENT THAT IS EQUAL TO OR EXCEEDS 0.50 IN. (•,)GTy
1=AIL MAXIMUM SPACING B J:i�b:n'�tir w`�r����: - ,r 100 MIN. Q-1' Z 0 o -II III III-III_ _ •• tfM INE Iw p err PUBuO STREET I �i
'W -_-111_III_IIII III_III_III-1_II_III_II_III_III_III_II[ a m e K OH I - a Z
�ArM1
A AND B ARE AT EQUAL ELEVATIONS ^ EXISTING GROUND-III-III-I IIIII III =I�- I W F U
GROSS SECTION . , SOLE STABILIZATION FABRIC
-I I UNDER 2-3'OF WASHED STONE W
_ L�.!TJ `L �_-7 EX.CONC. IWNL.I
amnia -P* 0 W 100'MIN. DRIVEWAY APRON r
mAKr rmc M1n1 SIDEWALK AT �.J
CROSS SECTION BACK OF CURB
m r e'Mx. VEE DITCH (IF RETAINED DURING
smucnoN.) JOB NUMBER: C220003
i g
�II-I x`nrR'L GROUND _ w DESIGNBY BM
o uM1 o e-Mrv. M+=M o'_ -42 4 •
y DATE 22
a ,n ��L MN R•WrFIH , m 6/14/20
b, I=11 II 11 1 11 11 11=1
- n=n-n-n=11
W ,r 11 L v. �, SHEET TITLE:
'm11 11 I, W D FILTER CLOTH I II a-, I IL
D \ EROSION
u- - MAmw go.
DOWN..
CROSS SECTION
FI TRAPEZOIDAL DITCH CONTROL
2. PLAN
DETAILS
TEMPORARY ROCK CHECK DAM TEMPORARY WATTLE CHECK DAM STABILIZED CONSTRUCTION ENTRANCE
NOT TO SCALE NOT TO SCALE SHEET NO.: C7.5
WITH MATTING AND OPTIONAL PAM

NOTES: Y1f�Q eD
1. INLET MAINTENANCE SHALL BE DOCUMENTED IN PROJECT LOG BOOK. Z WJ a W
2. FILTER TYPES SHALL BE APPROVED BY THE CITY INSPECTOR PRIOR TO INSTALLATION. ,O
3. FILTER BAGS MAY BE REMOVED WHEN SITE IS STABILIZED AT THE DIRECTION OF THE Q,i y M
ENGINEER. GENERAL NOTES: aa
4. FILTER BAGS SHALL BE REMOVED PRIOR TO STREET ACCEPTANCE AND/OR CLOSE OUT 1. UNIFORMLY GRADE A SHALLOW DEPRESSION 4' MAX. r ' /I' 0
V ,
,-
OF GRADING PERMIT. APPROACHING THE INLET. �^ ///���9-GAUGE HARDWARE CLOTH()"
5. FILTER BAGS SHALL BE CLEANED OR REPLACED ON A REGULAR BASIS(NOT BE MORE MESH OPENINGS) re 5THAN HALF FULL AT ANY TIME). 2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE AAU
6. FILTER BAGS MAY BE INSTALLED IN EXISTING CITY OR NCDOT ROADS AS LONG AS GROUND SURROUNDING THE INLET.SPACE I'
STORM DRAINAGE IS NOT IMPEDED. POSTS EVENLY AROUND THE PERIMETER OF W, 2
THE INLET,A MAXIMUM OF 4 FEET APART. If • a�
HOOD 3. SURROUND THE POSTS WITH WIRE MESH NCDOT#5 OR#57
m�
HARDWARE CLOTH.SECURE THE WIRE MESH WASHED STONE UfA
GRATE TO THE STEEL POSTS AT THE TOP,MIDDLE, 1111.1111111 Q W iC)
AND BOTTOM.PLACING A 2-FOOT FLAP OF 4)N
THE WIRE MESH UNDER THE GRAVEL FOR 2. rr OAU
�i� \ ANCHORING IS RECOMMENDED ` r� A I W aZ
lelel.lelelelel.lelelel�l GRATE a ________ __ `� a F
4. PLACE CLEAN GRAVEL(NC DOT N5 OR W57 EU O
mwsom =1 I= 1'REBAA FOR BAG STONE)ON A 2.1 SLOPE WITH A HEIGHT OF N `D m
RESIMIlF `` REMOVAL FROM INLET '+ O
' 161NCHES AROUND THE WIRE,AND SMOOTH Ept
TO AN EVEN GRADE. Q§U
p \� i\� e5- 5. ONCE THE CONTRIBUTING DRAINAGE AREA NCDOT#5 OR#57
FILTER BAG�' D r"T's- DEFLECTOR REWIRED WHEN USED ON EXISTING HAS BEEN STABILIZED,REMOVE WASHED STONE ,,11,,,
f� U -,
n MAINTAINED STREETS. ACCUMULATED SEDIMENT,AND ESTABLISH FILTERED S`,,,s N°CA R0 SAL
DUMP LOOPS DEFLECTOR SHALL BE PLACED SUCH THAT FINAL GRADING ELEVATIONS. `•`</ ° .
IT WILL NOT COMPLETELY OBSTRUCT STORM WATER WATER 7 0 o°
FLOW FROM ENTERING VA THE CURB OPENING' 6. COMPACT THE AREA PROPERLY AND ._°"AMERICAN°°9 S.
ENSURE NO MORE THAR 25R OF CURB OPENING IS
GBSTRUCTED. STABILIZED IT WITH GROUNDCOVER. o ENGINEERING 4
• ?m g ASSOCIATES g g
g \''l' . IIIIIIIII SeS ODTHEASTe
o CATCH B Glrv� 111111111 __ /T G°o88,eNoUT
n OUTLET ..
SECTION INSTALLATION ; 2" s,,""
HARDWARE CLOTH & GRAVEL ir,-_
CATCH BASIN INLET PROTECTION INLET PROTECTION � 204E2�:.
NOT TO SCALE NOT TO SCALE TT'Y M FT
f 12•' MIN. KEY/ANCHOR MATERIAL AT
/ SPACING TYP.* TOP OF SLOPE.
t t t GENERAL NOTES:
36" MIN. SPACING TYP.B t 771- 1. LAY BLANKETS LOOSELY AND STAKE OR
t STAPLE TO MAINTAIN DIRECT CONTACT WITH
t THE SOIL DO NOT STRETCH.
t
2. "DIMENSIONSCT SHOWN ARE MINIMUM,
t 111.17'1'
MANUFACTURED PREMENTS THA HAUE
PDDIRONAL REQUIREMENTS THAT MUST BE
MDZ
tO
3. SLOPE SURFACE SHALL BE FREE OFN
OVERLAP ROCKS,SOIL CLODS,STICKS,GRASS. w
IN SLICE MAT/BLANKETS SHALL HOVE GOOD SOIL CC
CONTACT.
4. THE DETAIL SHOWN IS FOR SLOPE MATTINGFOR .
SPECFHCATIONS,PLANNEL OR PPE EASE REFERLLTOMATTING
NCESCPDM STANDARD#6.17 AND O
f MANUFACTURER'S GUIDEUNES.
j WATER TABLE z
Date. NOTE: DETAIL FOR REFERENCE ONLY. HOME BUILDER TO Page: North
_ Carolina.,
PROVIDE INDIVIDUAL LOT DEVELOPMENT PLAN. °Y3Days BRTnre Dlggmg°'*
NON-WOVEN GEOTEXTILE FILTER CLOTH North Carolina 811
FABRIC 4' ABOVE SOURCE WATER. 811 or1-800-632-4949
Remote Ticket any
\- http://nc811.org/remoteticketentry.htm
STIPULATION FOR REUSE
® ED KEY/ANCHOR MATERIAL TO TOE OF SLOPE. ON THE SPECIFIC SITE,NAMED HEREON,
THIS DRAWING WAS PREPARED FOR USE
� �� F` f` I I ♦[ DAATE NTEAS MP�STED,,HEREON.AND RANEOUSLY WITH SIT ISSUE
SUNOT
H e EMBANKMENT MATTING DETAIL SUITABLE FOR USE ON A DIFFERENT
lt
It
7�R� 7�, PROJECT SITE OR AT A LATER TIME.
ply \ % / USE OF THIS FOR
EXAMPLE ON DANOTHER PROJECTERENCE REQUIRESR
\ 7� NOT TO SCALE THE SERVICES OF PROPERLY LICENSED
�I,� �I,' HOUSE HOUSE HOUSE ARCHITECTS AND ENGINEERS.REPRODUCTION
I HOUSE I HOUSE HOUSE HOUSE HOUSESE ON
ANF THIS OTHER DRAWING FORFOR NOT UAUTHORIZED
I I I I Y Y I I I Lid_
I I ,� Lis
MAY BE CONTRARY TO THE LAW.
R� I� `LJ I� L1 �J u J Li
Imo ;L �J L� I� Lis ALTERNATIVE 1: a i F
DUG LM� LM� MMs ® ® ® ® W F�1Z I L ROADWAY / ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY .Z•
L TEMPORARY DIVERSION DRCH SEE
CLDSM#30.05 SEE NOTE 1
EDGE OF CURB Notes: J OR FLATTER 10' MAX. -- CO W "
URB INLET 1.If needed,Tree Protection fencing should be installed along the buffer zone,wetland boundary and/or around ,Q•coNSTRucTION w "` �`a
protected trees,providing a radius of at least 1.25 feet for each inch of trunk diameter. HIGH HAZARD ACCESS 0 F o
LEGEND 2.Install Silt Fence on the low elevation sides of each lot. Install Silt Fence outlets shown on schematic/diagram and SILT FENCEP.T. x "
SEE CLDSM J, OR FLATTER CD UD
field adjusted,if necessary,for placement at low points. If lots are contiguous and have different land owners or31 N 2 Q MAX. alag z G.
E FLOW DIRECTION builders,each lot should have individual Silt Fences.
N SILT FENCE 3.Install required Silt Fence within 10 feet of property line to ensure there is no conflict with septic system. It is the WIRE MES Z pcl
responsibility of the builder to ensure the installation of sediment control measures does not impact the septic w �W H U
WADDLE/SILT SOCKS ) system and repair area(s). E-,
SILT FENCE OUTLET 4.At least one Construction Entrance/Exit is to be installed per lot. NOTES. ALTERNATIVE 2: .-,
0• MAX.
CONSTRUCTION ENTRANCE „ 5"Waste bins and other areas dedicated for managing building material waste shall be at least 50 feet away from 1. IF DIVERSION DITCH USED,IT SHOULD FLOW 3'WIDE BENCH _11 OR FLATTER
U,,,'' INTO SEDIMENT BASIN ROCK CHECK DAM,OR SEE NOTE#2 2 JOB NUMBER: C220003
CURB INLET storm drain inlets or drainage ditches unless it can be shown that no other alternative exists. If this separation SLOPE DRAIN I- 1 DESIGN BY: BMF
cannot be achieved,these areas must be contained behind Silt Fence. 2. BENCH SHOULD BE GRADED AT 0% 10'CONSTRUCTION 0.50-y DATE: 6/14/2022
LONGITUDINAL SLOPE(ON-CONTOUR) HIGH HAZARD ACCESS
6.Inlets downstream of disturbances should be protected;streets should be swept when sediment from the SILT FENCE SHEET TITLE:
construction activity is present. SEE GLOOM J 1 OR FLATTER
7.Details for Silt Fence,Silt Fence Outlets,Construction Entrances and other measures are provided on additional IN 210 MAX. EROSION
sheets.Erosion and sediment control details are not drawn to scale. WIRE MES__ CONTROL
DETAILS
S NORTH CAROLINA
. T1- Environmental Quality TYPICAL INDIVIDUAL LOT LAYOUT WITH CURB AND GUTTER SLOPE STABILITY SHEET NO.:
r7
EFFECTIVE DATE.11/12/2020 NOT TO SCALE r/ L,6

h�d
d7
THEGROUNDNCGSTABILRRUCTI AND MATERIALSRHANDLINGPMCTICES FOR COMPLIANCE WITH EQUIPMENT AND VEHICLE MAINTENANCE axSTRUCTURE VITH LINERT Z MA/d MI
THE NCGOl CONSTRUCTION GENERAL PERMIT - N
1. Provide vehicles and equipment ant prevent discharge of fluids.
Implementing the details and pliantspecificationsthe
G this plan sheet will result In the construction 2. provide drip pans under any stored equipment. :,�x -&� Q m
activitybeing considered compliant with the Ground Stabilization and Materials Handling L M
h p g 3. Identity leaks and repair as soon as feasible,or remove leaking equipment from the y! I I: te-r=t- T
sections of the NCG01 Construction General Permit(Sections E and F,respectively).The project. '�11t:•�•�� I■,r,. 'I U ^' ~o
permittee shall comply with the Erosion and Sediment Control plan approved by the q�; _, 11 - W 8 r
4. Collect all spent fluids,store in separate containers and properly dispose as -f-c. .�
delegated authority having jurisdiction.All details and specifications shown on this sheet - e
may not apply dependingsite conditions and the delegated authority having diction. hazardous waste(recycle when possible). .-
on g ry gjuris 00,w Proud Member and Participant of: d
5. Remove leaking vehicles and construction equipment from service until the problem ,KIJD '..-'-.... _ min
lRg.m,e.,ems.,., s1�•��r, T
SECTION E:GROUND STABILIZATION has been corrected. ��•k www.eastcoastd Bern.com /I I1T111®�,m,c _ UJ.0 .en en
Required Ground Stabilization Timeframes 6. Bring used fuels,lubricants,coolants,hydraulic fluids and other petroleum products gr .�.. w coca den m �.� A' 443 Bricker Road Bernville,PA 19506 - U I I f 1 ECA �' Q
• toarecyding or disposal center that handles these materials. ....�.°.A .-..n .=Ma,yM 1. STCOAST 1.800.582.4005 t-1.610.488.8496 Fax.[phone] m.^..--' ® USA a
Stabilize within this 1 erosion control m
many calendar p.w m4 DIVE '� A m
She Area Description TImefraOr variations �y mum vc a.yGX mstwvn •.�� G
days afterceasin UTTER,BUILDING MATERIAL AND LAND CLEARING WASTE • • . - . g •.1---.-,-.-.-„ ,.a .0 "AUN
land disturbance g 1. Never bury or burn waste.Place litter and debris in approved waste containers. e y 11J d MI
(a) Perimeter dikes, 2. Provide a sufficient number and size of waste containers(e.g dumpster,trash CONCRETE WASHOUTS ECX•1''Single Net Excelsior Rolled Erosion Control Product ` w`-0
swales,ditches,and 7 None receptacle)on site to contain construction and domestic wastes. 1. Do not discharge concrete or cement slurry from the site. o-
perimeter slopes 3. Locate waste containers at least 50 feet away from storm drain Inlets and surface 2. Dispose of,or recycle settled,hardened concrete residue in accordance with local Description: o y
(b( High Quality Water waters unless no other alternatives are reasonably available. and state solid waste regulations and at an approved facility. a,U o
7 None The ECx-1"'is made with uniformly distributed 10096 Aspen wood excelsior and one polypropylene net securely sewn together with degradable thread.The tightly ce
(HMI Zones 4. Locate waste containers on areas that do not receive substantial amounts of runoff 3. Manage washout from mortar mixers In accordance with the above item and In p o m
from upland areas and does not drain directly to a storm drain,stream or wetland. additionplace the mixer and associated materials on impervious barrier and within compressed blankets are wrapped and includes product label,code and installation guide.The blanketsan e palletized for isasy ati for <m C)
(c) Slopes steeper than 7 If slopes are 10'or less In length and are The ECx-1"'has functional longevity of approximately 12 months,but will vary depending on soil and climatic conditions,and is suitable for slopes 2:1 to 3:1 and low
3:1 not steeper than 2:1,14 days are 5. Cover waste containers at the end of each workday and before storm events or lot perimeter silt fence.
provide secondary containment.Repair or replace damaged waste containers. 4. Install temporaryconcrete washoutsper local requirements,where applicable.If an to medium flow channels.The ECx-1"'meets Type 2.0 specification requirements established by the Erosion Control Technology Council(ECTC)and Federal Highway
allowed q pp
-7 day for slopes greater than 50'in 6. Anchor all lightweight Items in waste containers during times of high winds. alternate method or product Is to be used,contact your approval authority for Administration's(FHWA)FP-03 Section 713.17. I,I,t r
length and with slopes steeper than 4:1 7. Empty waste containers as needed to prevent overflow.Cleanup immediately if review and approval.If lam!standard details are not available,use one of the two ``xx'(N CA/?O rr.
-7 days for perimeter dikes,swales, containers overflow. types of temporary concrete washouts provided on this detail. Matrix: 1 2 •2.*6'e°°°°°°°°°°°°C/'.S•
•
(d) Slopes 3:1to 4:1 14 ditches,perimeter slopes and HQW 8. Dispose waste off-site at an approved disposal facility. 5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk Aspen Wood Excelsior N/A ;2/AM ERI CAN°v't
Zones 9, On business days,cleanup and dispose of waste In designated waste containers. sections.Stormwater accumulated within the washout may not be pumped Into or Netting: Type Net Color = a ENGINEERING S
-10 days for Falls Lake Watershed discharged to the storm drain system or receiving surface waters.Liquid waste must To Lightweight Photode dable Polypropylene Green = g ASSOCIATES
• be pumped out and removed from project. p: gra ypropy ene :m% g
-7 days for perimeter dikes,swales, PAINT AND OTHER LIQUID WASTE ;mo o SOUTHEAST e ti•
ditches,perimeter sinand HQW Zones 1. Do not dump6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless It Middle:None ° C-3881 °/Q
e Areas with slopes slopes paint and other liquid waste into storm drains,streams or wetlands. . ti
() P can be shown that fly vnhnr alternatives are reasonably available.At a minimum, Bottom:None •Tc°°°°°°°°°° Pam``
flatter than 4:1 14 -10 days for Falls Lake Watershed unless 2. Locate paint washouts at least 50 feet away from storm drain inlets and surface '''rr'yT .No,`e
there is zero slope waters unless no other alternatives are reasonably available. Install protection of storm drain inlet(s)closest to the washout which could receive Net Opening: Top Middle Bottom r P OF A�
spills or overflow. N/A N/A
Note:After the permanent cessation of construction activities,any areas with temporary 3. Contain liquid wastes In a controlled area. rt���It
stabilization shall be converted topermanentground stabilization as soon as ry 4. Containment must be labeled,sized and placed appropriately for the needs of site. 7. Locate entrancew pa in ro fe hesily accessibleou ddai on level ground and Installreuia stone Thread: Type Color
ground pad in front of the washout.Additional controls may be required by the YP
practicable but in no case longer than 90 calendar days after the last land disturbing 5. Prevent the discharge of soaps,solvents,detergents and other liquid wastes from approving authority, Degradable Thread White
activity.Temporary ground stabilization shall be maintained in manner to render the construction sites. 8. Install at least one sign directing concrete trucks to the washout within the project Roll Sizes: Standard "A"Size Mega vv�N„I II I rt rr
surface stable against accelerated erosion until permanent ground stabilization Is achieved.j limits.Post signage on the washout Itself to Identify this location. .�1/�r''�
PORTABLE TOILETS Width: 8 ft 2.4 m 4.00 ft 1.2 m 16 ft 4.9 m �`.,•, ,) ,.
Stabilize the ground sufficiently so that rain will not dislodge the soil.Use one of the 1. Install portable toilets on level ground,at least 50 feet away from storm drains, overflow events.Replace the tarp,sand bags or other temporary structural Length: 112.5 ft 34.3 m 225 ft 68.6 m 112.5 ft 34.3 m _
streams or wetlands unless there is no alternative reasonably available.If 50 foot components when no longer functional.When utilizing alternative or proprietary t -
techniques in the table below: offset is not attainable,provide relocation of portable toilet behind silt fence or place Weight.: 62 lbs 28.1 kg 62 lbs 28.1 kg 124 lbs 56.2 kg _ • I�
_
products,follow manufacturer's Instructions. - 3304E j -
Temporary gdbb lm P.ne.smtseababatbn 1on a gravel pad and surround with sand bags. 10.At the completion of the concrete work,remove remaining leavings and dispose of Area: 100 yd 83.6 m2 100 yd' 83.6 m2 200 yda 167.2 of % V11-21-22 j -
•Temporary grass seed covered with straw or •Permanent grass seed covered with straw or 2. Provide staking or anchoring of portable toilets during periods of high winds or in high in an approved disposal facility.Fill pit,if applicable,and stabilize any disturbance 8/Pallet: 20 9 20
other mulches and tackifers other mulches and[ackifiers foot traffic areas. caused by removal of washout. ''r'B' '�FPy e`��
•Hydroseeding •Deoreatile fabrics such as permanent soil 3. Monitor portable toilets for leaking and properly dispose of any leaked material. *Weight at time of manufacturing. "YM-
•Rolled erosion control products with or reinforcement matting Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace INN Its
VO
without temporary grass seed •Nydroseeding with properly operating unit. Index Value Properties': :-
•Appropriately appled straw or other mulch •Shrubs or other permanent plantings covered HERBICIDES,PESTICIDES AND RODENTICIDES Property Test Method Typical Test Method Parameters Results
•Plastic sheeting with mulch 1. Store and apply herbicides,pesticides and rodenticides in accordance with label Mass/Unit Area ASTM D6475 8.80 oz/ydz 298.4 g/m2 50mm(tin)/hr-30 min SLR••=3.98
•uniform and evenly distributed ground cover EARTHEN STOCKPILE MANAGEMENT restrictions.
sufficient to restrain erosion 1. Show stockpile locations on plans.Locate earthen-material stockpile areas at least Thickness ASTM D6525 0.38 in 9.65 m ECTC Method 2 Rainfall 100mm(4in)/hr-30 min SLR*•=3.64
• oral methods sun concrete, e
ascorete,asphalt SO feet away from storm drain inlets,sediment basins,perimeter sediment controls 2. Store herbicides,pesticides and rodenticides in their original containers with the m
retaining walls and surface waters unless r can shown no other alternatives are reasonably label,which lists directions for use,ingredients and first aid steps in case of Tensile Strength-MD ASTM 06818 122.00 lb/ft 1.78 kN/m 150mm(6in)/fir-30 min SLR*•=3.33
accidental poisoning. Elongation-MD ASTM D6818 33% FETE Method 3 Shear Resistance Shear at.50 in soil loss 1.721b/ft2
•roiled control productswith grass seed available. 8
3. Do not store herbicides,pesticides and rodenticides in areas where flooding is
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of Tensile Strength-TO ASTM D6818 86.00 lb/ft 1.26 kN/m ECFC Method 4 Germination Top soil;Fescue;21 day incubation 519%
POLYACRYLAMIDES(PAM5)AND FLOCCULAN75 five feet from the toe of stockpile. possible or where they may spill or leak into wells,stormwater drains,ground water
1. Select flocculants that are appropriate for the soils being exposed during 3. Provide stable stone access t when feasible. or surface ckpile esemf a ll occurs,clean area immediately. Elongation-TD ASTM D6818 33.0% *Bench scale tests should not be used for design purposes.
point 4. Do not stockpile these materials Donne. Light Penetration ASTM D6567 36% ••Soil Loss Ratio=Soil Loss Bare Soil Soil Loss with RECP=1 C-Factor
construction,selecting from the NC DWR List of Approved PAMS/Flocculants. 4. Stabilize stockpile within the tmeframes provided on this sheet and in accordance Soil/Soil
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures. with the approved plan and any additional requirements.Soil stabilization is defined Density/Specific Gravity ASTM D792 N/A glom ...The preceding test data excerpts were reproduced with the permission
3. Apply flocculants at the concentrations specified in the NCDWR List of Approved asvegetative,physical or chemical coverage techniques that will restrain accelerated of product,material
this does not constitute endorsement or approval of
PAM5/Flocculanrs and in accordance with the manufacturer's instructions. erosion on disturbed soils for teen permanent needs. HAZARDOUS ANDTOeICWASTE Water Absorption uponrawASTM D1117 184%
temporary or permanen the product,material or device by AASHTO
1. CreatPlace azadesignated collectionstecoouswasten oe areas inecsite. •Ma differ depending t t
4. Provide ponding area for containment oftreated Stormwater before discharging
y pen g raw material variations
offsite. •-.,, 2. Place hazardous waste containers under cover or in secondary containment.
5. Store flocculants in leak-proof containers that are kept under storm-resistant cover iti
-NORTH CAROLINA 3. Do not store hazardous chemicals,drums or bagged materials directly on the ground. Slope Performance Design Values.: - : z
or surrounded by secondary containment structures. Environmental Quality Property Test Method Value Property k Test Method Value O
cn
- [-Factors ASTM D6459 0.02 Unvegetated Shear Stress ASTM D 6460 1.78 Ibs/ft2 85.23 Pa w
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19 Slope Length(L) 53:1 3:1-2:1 22:1 Unvegetated Velocity ASTM D6460 8.5 ft/s 2.59 m/s ce
<50 ft(15 m) 0.020 0.155 N/A Vegetated Shear Stress NA N/A Ibs/ftz N/A Pa
50ft-100ft 0.050 0.157 N/A Vegetated Velocity NA N/A ft/s N/A m/s
>100 ft(30 m) 0.070 0.158 N/A Manning's N(Value Represents a Range) 0.028 0
•Large-Scale Results obtained by 31°Party GAI Accredited Independent Laboratory •Large-Scale Results obtained by 3r° dsAI Accredited Independl��
1 PART III PART III PART III Laboratory -- O
SELF-INSPECTION,RECORDKEEPING AND REPORTING SELF-INSPECTION,RECORDKEEPING AND REPORTING SELF-INSPECTION,RECORDKEEPING AND REPORTING `- . -- Z
SECTION A:SELF-INSPECTION SECTION B:RECORDKEEPING SECTION C:REPORTING - NIol a . `
Self-inspections are required during normal business hours in accordance with the table 1.E&SC Plan Documentation 1.Occurrences that Must be Reported Iriarot nna,
below.When adverse weather or site conditions would cause the safety of the inspection The approved E&SC plan as well as any approved deviation shall be kept on the site.The Permittees shall report the following occurrences: '
personnel to be is jeopardy,the inspection may bedelayed until the nett business day on approved ESSC plan must be keptup-todate throughout the coverage under this permit. (a) Visible sediment deposition in a stream or wetland. ***3 Days Oefore Digging***
which it is safe to perform the inspection.In addition,when a storm event of equal to or B North Carolina 811
he
greater than 1.0 inch occurs outside of normal business hours,the self-inspection shall be nspfollowing items pertaining to the EASE plan shall be kept on site and available for
section at all times during normal business hours. 811 or 1-800-632-4949
performed upon the commencement of the next business day.Any time when inspections _ (b) Oil spills if: Entry
-- Remote Ticket icket
were delayed shall be noted in the Inspection Record. _ Item to Document Documentation Requirements • They are 25 gallon The values presented are for guidance purposes etc do not reliable
0 the practice of engineering. East Coast Erosion p Blankets LLC(ECEB)ascertains that at the time of http://ne811.org/mmoteticketmtry.htm
•
Revamp (a)Each E&SC measure has been installed Initial and date each E&SC measure on a copy • They are less than 25 gallons but cannot be cleaned up within 24 hours, manufacture,all information presented herein is accurate and reliable and fills within the ECEB manufacturing prod.specification variances If the product does not meet the I
Inspect Weft normal Inspection records oust include: and does rat significantly deviate from the of the approved E&SC plan or complete,date stated values and ECEB is notified in writing prior to installation,the product will be replaced at no cost to the purchaser.ECEB will not be held liable Pr any type(damage or 1 STIPULATION FOR REUSE
business boors)-_ locations,dimensions and relative elevttions and sign an inspection report that lists each • They cause sheen on surface waters(regardless of volume),or
Di gain gauss coca wily rabfalameunts. dawn on the approves E&SC plan. Ease measure shown on the approved HAG • They are within 100 feet of surfaceTHIS DRAWING WAS PREPARED FOR USE waters(regardless of volume). ON THE SPECIFIC SITE,NAMED HEREON,
maIntainedin of no as rain gauge observations are made during weekend or plan,This documentation is required upon the
tam workw9 ,and no incliMuakday rainfall information is
ore coca the wmubtNe sin measuamem r«[nose um- initial installation of the MSC measures or a CONTEMPORANEOUSLY
TE AS
FO LISTER HEREON?AND SIT ISSUE
SUNOT
attended days l,n<this coda determine d a site hspection is the E&SC measures are modified after initial (c) Releases of hazardous substances in excess of reportable quantities under Section 311
needed).o installation. of the Clean Water Act Ref:40 CFR 110.3 and 40 CFR 117.3 or Section 102 of CERCLA SUITABLE FOR USE ON A DIFFERENT
_ ( ) PROJECT SITE OR AT A LATER TIME.
Tree perm..may um another occurred
device b A h r din has been com ed. Initial and Gate a co f the a d E&SC
(Ref:40 CFR 302.4)or G.S.143-215.85. USE OF TON DRAWING FOR REFERENCE OR
_ cored se Me Division. () phase grading Pe[ copy pprove
plan or complete,date and sign an inspection
FXPMPLE ON ENGINEERS.
ANOTHER PROJECT REQUIRES
(iwwrm 7alenaa.soot z wmand time Drove lnsesevor�a report to vacate completion of the THE SERVICES OF PROPERLY LICENSED
«can performing Me inspection, construction chase. (d) Anticipated bypasses and unanticipated bypasses. ARCHITECTS AND ENGINEERS.REPRODUCTION
and oh a rain a indication wmemnof he Me measures were operating ()Ground cover is boated and installed Initial and date acopy of the approved E&SC OF THIS DRAWING FOR REUSE ON
24 hours 1.0 Inch it In S.Description or maintenance needs for the measure, In accordance with the approved E&SC Plan or complete,date and sign an inspection (e) Noncompliance with the conditions of this permit that may endanger health or the ANOTHER PROJECT IS NOT AUTHORIZED
AND MAY BE CONTRARY TO THE LAW.
scd. ,eederce,and date of correct,.actions taken. plan. report to indicate compliance with approved environment.Ms..,
cal Stormwau. ideas,once per 1 Identification of Me disenarge ounalls inspected, ground coverspecif tons.
:Date and timeoftheinspect. Table 6.10a f gU1
w,rallls(SCc.) are withinm came of Me person performing Me inspection, (d)The maintename and repair C«nplete,date and sign an lnspectbn report. 2.Reporting Timeframes and Other Requirements Seeding mixture �j
lours of a rain 4.Mode.of indicators of nnrmwater pramon such as oil requirements for all E&SC measures Afters permittee becomes aware of an occurrence that must be reported,he shall contact Temporary Seeding Species Rate(lb/acre) Z r0
AaHngnreespmdedaie..aMesiteadw. have been pedomed. then Division regional office Recommendations for Late l i- I~event 1.0 i«AIn maiatbn of risige retllmen[leadng Me Are, appropriate giona a Rye(grain) 120 ,., CIDF-I
Li
s.e,erimbn,care .ndmte urrvrm<tirn.«bns 7:::,-..,- le)CorreeWures.e shave been taken Initlal and date a or compktecopyond e Sign an
other requirements listed below.Occurrences outside normal business hours may also be
jq re„mern nr''wuas,eweD-escs,usssd,memmk,n Hfwna eutslue sxe um,ts,Men to rest measures. Pen or complete,date and sign as inspect to the Department's Environmental EmergencyCenteratfora Winter and Early Spring�', Annual lespedeza(Kobe in 0.1 Z
Ate 7alendar days of Mebibwing shall be nude: report to indkate thecanpktbn of the reportedpa personnel ( ) �'�•
and within 24 1.actions taken re.Ieannpw,ahi.the seae,emthnhaai•ft corrective action. 8580368. Piedmont and Coastal Plain, Q Cn
erenrs aid,rain
In 2.the
site limits.
edde«e, date of rodeo-Dye a 2-Additional Documentation to be Kept on Site Occurrence RepDHngllmehames(After Dlscoveryl and OtherRmuleemems Korean in Mountains) 50 . ;
zanwrs on ago me acoonsakento control future en•ana In addition to the E&SC plan documents above,the following items shall be kept on the (a)Visible sediment • Within 24 hours.an oral or electronic notification. �l- z
R)Stramanr me Hthesta mwwethnd hars�in<rcasea visible sedimentation ora site and available for inspectors at all times during normal business hours,unless the deposition in • within a report that contains a description of the W 0.,z
sion provides a site-specific exemption based on unique site conditions that make stream or wetland sediment address the cause of the deposition. Omit annual lespedeza when duration of temporary cover is not to U1
least ar darer atream nhena reinnaaa,io ntrgm,bemade, Scn P Po ry , rNV ,y. I`)-
lA aoHAae tinge rWa'whlunb activity.thenaremm of the following snail be cone: This requirement not practical: Division stall may wahre the requirement forawritten report ono W O
(where _escr,evcar,eidenceand.eofcorrectiva<nws taken,and case-brcasebasis. extend beyond June. W O F�-a O
awadtael _ can In Records of the required reports to tlw appropriate Dwbn (a) This General Permit as well as the Certificate of Coverage,after it is received. •If the stream is named on Me NC 303011 list as impaired for sediment- ' [i.I x
Regionalon,aperPartMrSemwclamQ.)ofthispermit related taasea,the perrai.e May be repaired tpperbrmadditipnel Seeding dates 0U]
I la.enna aftercn ae ,ne�lrsmas lug of perimeter UDC (b( Records of inspections made during the previoustwelvemonths.The permittee shall monitorin&inspettbns or apply more stringent practices If staff ) U[x.,
stabilization of grading measures. grubbing r Ibtienofstorm drtermbematademoeimpamtd.waiase needed to assure compliance a Mountains-Above 2500 feet:Feb.15-May 15 p.., p
"ainagefamitin<ompinbn of an uneanuraaa record the required observations on the Inspection Record Form provided by the Z Q-',
with the federal or state impaired-waters conditions.
E menaces ...overt. ion«redevebpment permanent Division or a similar inspection form that includes all the required elements.Use of Below 2500 feet:Feb.1-May 1 0., Q,'
'y ...covert. Mk Oil spills area . within lahmrs,an oral or electronic notification.The notification
electronically-available records in lieu of the required paper copies will be allowed ifz
zmeamdeshave been provigwrcehMThe rtehklatwn release location
of the
oat<,time,nature.volume and
Piedmont-Jan. -May1 , o0
m measures have been provided wdnlu Me re9nimd shown to provide equal access and utility as the hard-copy records. hazardous bcotion of the spill cr release. ,--I 0
nmeframe«an assurance that Mey sail se provided as substances per item Coastal Plain-Dec.1-Apr.15 W O U
,can,:possible.
3.Documentation to be Retained for Three nears llbl-Ic)above P All data used to complete the a-NOI and all inspection records shall be maintained for a period W [T]
NOTE:The rain inspection resets the required 7 calendar day inspection requirement. of three years after project completion and made available upon request[40 CFR 122.41] (c)Antidpated •A report ot least undo,.before the dote of the bypass,yponlble. Soil amendments ;sWf
bypasses la)CFR The repone bypass. Follow evaluation of M<anndpat<egmlieyand Follow recommendations of soil tests ora I 2,000 Iblacre ground ,i-I
1zz.u(ml(3)I Hest of the bypass. apply
PART II,SECTION G,ITEM(4) (d)Unantklpated • MRnk,24 hours,an oral or electronic notification. agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
SI DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT bypasses Laocer • Withinlaleder das'x,a report that includes an evaluation of the it-
1z2.aslmlls11 quality and effect of the bypass. JOB NUMBER: C220003
'" (e)NoncompiNnce • WSIhin24 hours,an oral or electronic notification. Mulch
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down with the conditions . WHhsn7ceIendordays,a report Mat contains a description of thew y DESIGN BY: BMF
for maintenance or close out unless this is infeasible.The circumstances in which it is not feasible to withdraw water from the surface shall be rare(for example,times with extended cold weather). of this permit that Apply4.ch re straw.Anchorstr blade setaeg with asphalt,netting,
noncompliance,and iaedtimestan If
the of lance has
DATE:
Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met: may endanger Including exact dates and times,and lithe norlcomplknce has not Ora mulch anchoring tool.A disk with blades set nearly straight can be 6/14/2022
health orthe been corrected,the anticipated time noncompliance isexpaetedto used as a mulch anchoringtool_
(a) The EASE plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur.The non-surface withdrawal evs mentlao rontinue;areasteps taken orplanned to reduce,eliminate,and SHEET TITLE:
shall not commence until the E&SC plan authority has approved these items, a1zz.a111K711 prevent reoccurrence of the Seaulmnoncompliance.(a0 CFR 122.41(1)(6).
• DNislonstaffmaywaNetherequlrementfora Written reportona Maintenance
(b) The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part Ill,Section C,Item(2)(c)and(d)of this permit, case-by-case basis.
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin.Examples of mpropriate controls include
Hefertlizeifgrf2wlhisnotfullyadequate. Reseed,refertilizeandmult�T CONTROL
properly sited,designed and maintained dewatering tanks,weir tanks,and filtration systems, immediately following erosion or other damage. CO NTRO L
vI (dl Vegetated,upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item(c)above, 1,-T-,,, -
(e) Velocity dissipation devices such as check dams,sediment traps,and riprap are provided at the discharge points of all dewatering devices,and CAROLINA
i (0 Sediment removed from the dewatering treatment devices described in Item(c)above is disposed of in manner that does not cause deposition of sediment into waters of the United States. %Environmental Quality DETAILS
rd NCGO1 SELF-INSPECTION,RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19 EROSION CONTROL TEMPORARY SEEDING SCHEDULE SHEET NO.:
C7.7