The URL can be used to link to this page

Home My WebLink AboutSW3230802_Design Calculations_20240926 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 May 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. AMERICAN 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 L' DAY OF Stp ,?0� ��yd,,�flNfltt/fpilf • 4' i A EAL 33046 G'2 ' •, .F�yG I NEAP� o��,• BY: Barry Fay, PE COMPANY: AMERICAN ENGINEERING ASSOCIATES - SOUTHEAST, PA TITLE: OWNER American Engineering Associates-Southeast,PA. Acc\ AIVI 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. 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 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.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. Portion of the site will not be detained and treated by the proposed wet pond. These areas consist of the following: • Green Acres Circle. This is an existing NCDOT State Road. Improvements will be made to this road to bring it up to the correct road section with curb&gutter and sidewalks.Approval and final maintenance of Green Acre Circle will be conducted by NCDOT following NCDOT standards.The improvements for Green Acres Circle will not be included in the overall area of the site. • Undetained areas around the west and south perimeter of the site. This will be areas beyond the back yards of the lots where fill slopes tie in. No BUA is within these areas, except for lot 5. Total BUA for these undetained areas is less than 24%. This undetained area will be considered low density. 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) 5.210 7.002 12.212 Undetained Areas (Low Density) 0.047 1.888 1.935 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 The contents of this Stormwater Pollution Prevention Plan (SWPPP) were prepared for CBS Development Group, LLC 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. 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 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 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. 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. 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 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. 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 — f boa' 3 OL SITE c5& LOCATION `s 0. co co i t_ -1---- t z "0 w_ h 0,icy N z Po% si Adifilli• `I� 6 VO lit S, &- a \eay Q LOCATION MAP Scale:1"=3000' 6 American Engineering Associates-Southeast,PA. Acc\ AIVI 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 Soil Map k R °."%+„ rural sa;:ti, .±YwSr: 5168W 54090 sumo I - y i W ib . § 2 e CuB2 li • Oy k'i I 8.. 4 SfB a c v 1 m e Alli y�Ms 4 m aa� f A , �l Ridenhour Ct MeB • .L^• Ii? i E iB ll 4 n �'7. 5 Y il 3 hlQ it Hig hW ay;73_E T•3 _ 1 j 4 35"X 57 N I35"2a'57'N 546o10 55700 545790 506820 548980 548040 5A/WO FC Map Sale:I:2,670 if pelted on A ponra.(B.5"x IP)si e A MeOas gl N 0 35 70 140 210 AFeet 7 0 ,� � 400 COO Nap projection:Web Mercator Cdnamadnata:WG584 Edge tics:UTM Zone I7N WGS84 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. 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 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 • • r. \ • 4 • • • 4 g ., 6 • A _ USGS Topographic Map 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 National Flood Hazard Layer FIRMette zs FEMA Legend 80'29'e"VL 35'2519'N SEEFIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL IMAM t r f ' , - Without Base Flood Elevation(BFE) Zane A.V.499 SPECIAL FLOOD With BFE or DepthzF.FaF AO.a vE an • • HAZARD AREAS Regulatory Floodway ,a • • r 0.2%Annual Chance Flood Hazard Areas . • F of 1%annual chance flood with average . - - depth less than one foot or with drainage ` I eib - _• 4. `/ areas of less than one square mile z..�°r T i• �y `� ' • Future CanditIo s 1%Annual _ •'v` - _ al .S If- " Chance Flootl Hazartl:��.a 1 Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Hales.2..., r '•` • • + -j-N FLOOD HAZARD Area with Flood Risk due to Leveezn.e a 1F it 1 • a t ND.GRFFR Area of Minimal Flood Hazard :=,a+ / • Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard 0 .... 'k 3710565100K _ �3 y71e C'IQOK I GENERAL -—-- Channel,Culvert.or Storm Sewer a t , "eff.11/16/2018 4141%` 11/6 2018 ,. STRUCTURES tit I l i I Levee,Dike.or Flootlwall e 6. �► Cross• • , 1.• "1 t Ilik. a sT.s WaterSections Ataca Qatvafionh 1%Annual Chance / • ` � • •--- sCoastal Transact M40 Base Flood Elevation Line(BFE) • B limit of Study • • r —Jurisdiction Boundary Y l��r •` A..I�r` ----Coastal Transect Baseline j! F ii I1 OTHER - — Profile Baseline L F F. FEATURES Hydrographic Feature ,, (jam• i. �� trf � s _ Z . Digital Date Available N , «•�, rr ^� _ °! NO Digital Data Available Y MAP PANELS Unmapped * xima?IV te 1 F • -� ?. point selln ected by the on the map use andls an does not represent o r ,'Tr • an authoritative property location. 1IF This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. �ja • • r `• - The basemap shown complies with FEMA's basemap SilP • accuracy standards 1 A The flood hazard Information Is derived directly from the 3710565000K 3710566000K10 authoritative NFHL web services provided by FEMA.This map eH.11 16 2018 eff.11/16/2018 was exported on or amendments at 2.00 PM and does not ` 1r- .�, timrefle.changesNFHL admemdtive information mt ay this date and time.The NFHL de effective information may change or If become superseded by new data over time. • This map image is void if the one or more of the following map I elements do not appear basenvap imagery,flood zone labels. I (. legend,scale bar,map creation date.community identifiers, -- • mille / FIRM panel number,and FIRM effective date.Map Images for Feet 1:6,000 80.2810'W 35°24'50'N unmapped and unmodemized areas cannot be used for j 250 500 1,000 1,500 2,000 regulatory purposes. Basemap:USGS National Map:Ortholmagery:Data refreshed October,2020 FEMA Flood Map Portion of Panel No. 3710565100K 12 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 National Flood Hazard Layer FIRMette FEMA Legend - - -i. SEE RS REPORT FOR DETAREU LEGEND AMOINE.MAP FOR FIRM PANEL IN/001 • 1 •-, • , , Withast Base Flood Elevation(BFE) Zane A.V.499 • I - - / - SPECIAL FLOOD WHh BFE or Depth maa 4F 110.AN.YE an Regulatory HAZARD ARFAS Regulatory Floodway 111 lippq 0.2%Annual Chance Flood Hazard Areas _j • of 1%annual chance flood with average JO • . I depth less than one foot or with drainage wareas of less than one square mile z.,n,,r Future Conditions 1%Annual ,�� gliballibil w* s. " Chance Flood Hazard:�,,..a • I. , {, Acne with Reduced Flood Risk due to - - _ L __ F 1 OTHER AREAS OF• Levee.See Hales.z.,.�.r 1 FLOOD HAZARD Area with Flood Risk duo to Levaeznie a y 4 a lit � 3710565100K 3710566100K' ...Fe Area of Minimal Flood Hazard �. / eff.11/16/2018 • — eff.11/16/2018 Q Effective LOMRs . • OTHER AREAS Area of Undetermined Flood Hazard o 1 —_ y GENERAL - - Channel.Culvert,or Storm Sewer II• • STRUCTURES 1111111 Levee,Dike.or Flnotlwall Ilk • mil jf • Cross• l0 ��• 1F Ali• / Waters Sections QatvaUonAnnual Chance 4 (A US'COUNTY AREA OF MIIIIMALFLOOD HAZARD f coaslalrromen ;,00 _ "'"`O�'Baca Flaoa Elevation Llne(BFE) ,) =Limit of Study r YV, - C —ludsdlction Boundary �i • �s 4 .' -� • _.._Coastal Transed Baseline OTHER - — Profile Baseline • FEATURES Hydrographic Feature 44100 n •• , I ,r- L t le , Digital Data Available n • No Dlgttal Data Available • 11, MAP PANELS Unmapped - i i r 4 The pin displayed on the map Is an approximate r' point selected by the user and does not represent an authoritative property location. it fillf Alii • 3710565000K 30566000K This map complies with FEMA's standards for the use of 'r` digital Rood maps If It is not void as described below. ieff.11/16/2018 11/16/201 The baseman shown complies with FEMA.s baseman il • accuracy standards The hood hazard Information Is dedved directly from Ina Jr v+ aiiiiir _ aulect changes or weeservices subsequent u nt FEMA.Tate map f was exported on 9/2/2022 at209 PM and does not . reneacnangeeor amendments su�equemlotms date and time.The NFHL arW effective information may change or become superseded by new data over time. y litil • This map image is a if the one or more the fallowing map a elements do not appear baseman imagery, flood zone labels, ili 2 legend,scale bar,map creation date.oommunlly idenllliers dill/ Feet B0'28'26W 35'1P45'N• FIRM unmapped and unnmodenel number,andmized areas RM tca not beive date.Mapused I for for 1:6,000 egulatory purposes. 0 250 500 1,00E 1,500 2,000 Basemap:USGS National Map 0etholmageey Data refreshed October,2020 FEMA Flood Map 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 4 A20 A 26 • 7 A25 23 3 A16 27 . 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 DRAINAGE MAPS / \ / 1 1 1 /// ( \ \ \ \ —� —} \ \\ -<- i �,„ , �L 11II //),J , i 1 , �/ / ��firi///' \\\ \\ \\ \ \ \`;�j �iS' f , " g'Q I. \ \- / / / r- 1 III\ , I I I' , / / //�//p \\ \\\ \- // \ \ ^//i,, , /// r "-n 1 ll(/IIII / / I / �'"v- /- //. '/I -\ "/ /�///�/%ir/ilc-_;i' f\\\\\�\\\ \\\\,\ i,% N�� / / \ < I / \ I r-� /,-, //4 //, a 1I11 \ \\� \ \ \-f/ /' //��// v - - / / / �" /, \ I I III I / ( 1 / / / �\ ' /� i / \\ \ \\\\ / W U oi -�", /' t k i l l I I l l I / 1 I \\_' r� /////(/\\ 68o\ I I I \\\N\\\\\\\ \\\\� ////. 1 I I / /'\ ,J l / lO 1 , \ \\ I 1 \\ \\ \\ //) I lllll//l // c' I r / / \ \ \\\s\\\�\\\\\ \\ \ _ III \\\\ /i 13 mN - // fr/ II/1/)111/( / f f -- i/ -- �///fll I J///� l I I / 1 I \ '' \ \ I \ \ \\ \\\ 111 t - \\\\\\\ i/ z ' „,,,,...,,,/,\ 7 / /// I I ■ 1 t \\\\\\\\\\\\\ \\ \ \11111 1 \ _// ` W°o -1 -/,ii-/ - 1,,/ '''./ 1IlI /V'' III- ///711 /♦1� -/r /••••�••�• \..�_.�,�/ /-'I / 1 \ j 1 \\ \\\ \ \ \ \\�\\ \ \1 �`\��-__= w l,..„..,..„...-__/_. / '/ -ALA /-\,/J�///l///// ////)�l/I /I/♦1♦ \-�105� _, *......\ .•• (r'f■ • ,' \ \\\ 1\\ l ; \1\\\\\\\\\\\\\\_ I)\�\\\\\ - \-\-� - _ 111 E o L /, / 'i%///,1 // / I I111 ♦/ - - h\O \ \ \ \I 11 \1\ ▪ 1 I\ 1" r- 1 \ LOCATION MAP :=a AMERICAN y /i, /III ) \ 1 i'/ \ 11 \ \ \\\\ \ \\\\l \/ / / / / ->r /.-- fN • I / \ \ \lll \\ \ \\ \ F. =ENGINEERINGo ❑ /,_--',) l l / Jf ' /�//,i /�/ l l ,� \ ♦ 1 11 \ ( \ / I 1\\ \1)I \I\\, \\\\\\\\\\\\\\\\\ - 'SOUTHEASTf�e 1 \ N.T.S. a ASSOCIATES=z= / 1 f / I / ♦ \ \ \ t 1l\ \ a /'/�^�)////// /// 1(1/ ) f � / ( I �• � � 1/ �c4 \ \ \ \- �i I7 \1 \\ \ \ '' ) 1I \\\\\ \\\\ \\ \\ \ (I li,4091 88° LEGEND `,, °° 71/l/' //�/� /�/II/'/) L/_/l� _ i'\ �\ \ \ • I I I I\`, \ \\ `\I \\\\s- \\\\\\\\\\\\\\ \\\ OF[A _ ) /// / //// / / /\ (( ! — / /—- \ \ \ .�\ \'/• I \ \ \— \\\\\ \ \\ 1 \\\\ I ____�__�__�__�__�__� TIME OF CONCENTRATION FLOW LINE // / 1 \ \ I \ A ,,,, • j/// //)l/ /Il I 1 \1 II / 1 \ \ •1i/ / Y;\ . \ � \ \\\\\\\\\\\ \\\\\\\\\\\\`I\\\ 1 I) v�.�g / / / III \ \ l ♦ l \ r \ \ \\\ \\\\ \\ DRAINAGE AREA BOUNDARY • O4`fir'. \_ /I \ \ \ \ I \ \\\ \ \\\\ \\ ChA CHEWACLA SANDY LOAM-GROUP B/D s I.1I1 \ \ \ I I / \ ` \ �♦■♦� -ram rl i \\ N , \ •7 \ \ \ \\ \\\\\\\\ \\\�\ �\\\\\' = FAL \ �\ 33046 \ \ CULLEN CLAY LOAM-GROUP B J \\\/\ II$'ll,. ( \\ l I s \__ ♦ 7� , \ --,\ ; \ \ / 1, I/ \\\\\\\\ \\\\\\\\\\�\\�I EnB Z`• ♦ r 2 \\‘'.0\\\\ L\\ \ _ f / . ,;_, \ l y \ �\ \\\ �\\\\\\\ \\\\ , EnB NON SANDY LOAM-GROUPC • E-' �� \ 1 \ Y OFFSITEREASTRIBUTARY \ \\ \ \� 4 FP,•` ( I fi9=- -, \ ■ / 8, {-- -- • \ \ \ �^ \\\\ \\\\\\\ \\ Me6 MECKLENeURGLOAM-GROUPC RRYM ,,,, o-, ✓ i \ TO PRPOSED CLEAN WATER \ I I \ \/ '\ Ir /, I 1 \\\1 1 I ' 1 J I f r / DITCH.SEE SHEET C7.0 FOR 1 \ ) ( 1 \ ^I M1 sl/ �r y s-\ �\\\\ \\\\`\\\\\\\\"\ \\[ $f6 SEDGEFIELD SANDY LOAM-GROUP C/D I\ \ I< J %;& COVERAGE ANDTc 1 \ I /�N / A�\ N / \\ \ \,,\(1 \11II\\1\\ .\\ \\\ l \ \ \ 1 {� rr -,-`\ NE(ENCARTNugxnRNErr / \ \ I ■ \ o I / J I 'y',)` \ \ v�V 1 1 A V I I �A / �� Pin �/saeaz v�v, I I . )�I 11IA 11� \ V1 A\ V AVAA\ \ V I I • - . 08:1862,,P6 I vv \ -\,; fJ \ 1 f ♦♦A.' P1\rl R / '/t /'�///(\(\ I 1111 (1\\\\\\\ \ I I \ \ ,F / /- - - ..:.•RU5COYNrr /NC4 \ \ \\ \ \ I ' .,\ / / I 1� 1\� �I I(\ \/ f 1171\1$ /III I\ \ I \ \ \r >. I \ \I 1\ \ ��`�._ 1 \ ) • v 1 i /// //11 ))11 III \ \\ \ \ \\ \ \ \ F �-$ _ \ \ \ < \ \ \ •\ - 1 'I 11\\ \ „ \ \fir sr I \\ \ "~I �� \\ \ r ^y • �/I 7 / • \ - I.''' l \\\-`/ I \\DARRENIN WK$UNA\\ 1`,"_'_`—�,j` \ o\ \�r— \\ \\\ _\• — I / s__ (\\� \ __ I11 po...414:0 / -,_-\PN - \ , - .,.. \- - \cA�rtrE,t�'�Sums/a N\ -/ ,i 1 • z - \\\ \\ 1 -bvApvd��rxusc /rvh.•r r � —- \\ \ o \—— \\ P[,vsc3r3i�?�sa��t�;-_-- '� \ -- o \�� - 3 NP \ o0 0, '1 \ SHEET FLOW is1 Pa' \ -- I■ .,,ppaz�Hw I IMPROVEMENTS EXISTING STATE ROAD 82478 w 4 �:T\ i FN'N� - O \fir \ fA84RR1/S[Y/IMVYZON/NGZ4' \ I `�T> N r, 1\ \ "_�.� \ \ LENGTH=50 FT _-` . 837 (GREEN ACRES CI LE)HAVE BEEN APPROVED BY NCDOT CC n=0.13 ir CR, UNDER PERMIT No.C-1953(D101-013-22-00058). ' \_ •TMh. . \ 'c o \\ �°'9\0 I��- -�\ \\\\ - SLOPE=3.3% °\erg--Z TjF YYY THESE IMPROV MENTS WILL BE UNDER THE OPERATION w 1q J -�' I +_ \ _ r w ♦� 'AND-MAINTE ANCE OF NCDOT.THIS AREA WILL BE ti \\ \\ \ \\ \ \ \e\ \o \ I e� ' `r ' - ',lox,\\SHALLOW CONCENTRATED FLOW - -� _'°.1"•rand*. REM ED F OM THE STORMWATER PERMITTING. o a,� _srsraErr\ 0 1 ( _�/ -- \ \ UNPAVED 6gp 7 C J 7 11 \ \ \\ \ V 1--'' o\\o-- •-- --k\ \/ \ LENGTHe288Fi _. --�_ \ \-\\\\\ /\ - -- _°®°° `\__^ 1 \\ \ "LOPE=5,6% \ `- \ - - �.LPNI j' ,� North ) L- \\ \� i -a Ai _ ,,, , \ , \ \ (� ti\ - ' /--% Er,_.1.. �"—,.4 i�1 Carolina 8� \\- -----,,\ ', \\- \. - -^-4 It \ t� \ \- -o - }�I ' -,. Days seine... \ \ \ \ — R \ \ \ o Zg \ — —^ f / p• *«3 North Carolina'81 L �\_ - -\ - N'....:' - - \ r o o- e\ \ ,, 1 / '• 811 or 1 800-6324949 \\\\\ \- \ `\\ \\�\\�_-- \ \ \-- ° �o p O\ \ S� 71� _, / ,I Remote Ticket En try *\!\-\ \\ \ \\ \ \�\ ��\ •A ° — _1 ;_ 0 O\ ——— —/ I �r __ p ncel l o[ehckete \\\\�\ \\-\` \\ \- - \ _ 4°0 �° \ \-_ o \. \00. 0 - I° 3322"••" P , TI 4/ oN F REUSE nan POA 1 - - ��tr' \\\\\ \\\\ \\\ \ \ \— \ I\ F I\ \ \-••• is `M�~-��\ --+ b. I --<_I STIPULATION FOR I\��\\(1\`` \ \\` \ \ \ `o ( \ \cis — '-A—o' hI \S'' —-. THIS DRAWING WAS PREPARED FOR USE \\\\\\\M — \ \ \\\\\ \ \\ \ 11 \\\ ` \ 1 \ [E CONTEMPORANEOUSLY WRH ITS ISSUE (\\\1,\\' \ \\ \\ :.,s\ \ t \ —� f l ,r PRE-DEVELOPMENT AREAS ON THE SPECIFIC$RE,NAMED HEREON, ( I\\� \\l "-\ \\ \I \ • f s \ ■ P/N 1.v AND R IS NOT UITABLE FORTE AS �USE�ONNA DIFFERENT ( /�) \ -_\ \1 I \ \ PRE-DEVELOPMENT s8N T ■ a PRaccr SI E GR AT A ATER nME.\1RES \\I� \ 11\ \ \\ `, o o DRAINAGE AREA \`\ ppi; R �r, MI 115E OF THIS DRAWING FOR REFERENCE TIME. OR p� \\\ — \ \\ ,\ \ \ \ ——_— —'\ r \ \w �\ N \ LI ■ • V THE SERVICES RA OF LICENSED D i \ \ \ \ \ \ \ \ "- — I' \ \ \ D \\ \ I°�-. I '' • ARCHITECTS AND ENGINEERS REPRODUCTION �\\\ \\\\ 1 F \ /- '-.-1,E — \\ \ \ \ I-' \:. / i, OF THIS DRAWING FOR REUSE ON \ \\^�\�_ ,•�— \ O — \ ANOTHER PROTECT IS NOT AUTHORIZED 1 \\\\/�: CHANNE FLOW '� L r`f &-- — AND MAY BE CONTRAR TO THE LAW. \°\ X-SEC AREA I 12 SFMETE \6js \ \_ 1'1 y`y' 1 = 6__YVCSEONWENHOa8oao15° y- r9 �'' 'EBNSTRF/EIEB/---—-- C/] �\ \\\\ \\\o� WETTED PERIMETER=12.6FT` \-,\ �\°°F \\-\ 1±,_, - / Z Z r B \ \° \\o ;.A SLOPE=3.4% jT ,Ti'',,- e,. /}� �-1 O E. CABARRUScr• �\ \ \ i, \ LENGTH:I. 630FT ^\\ '.�_ � '/�rAn� Z 11TG z k' S' \\.\ \\ \ 4 \\ o\ c 111 'd -� - \6" \:\\ �� t obsr PRE-DEVELOPMENTTt H A �Z ' \ \ " ` \\\ ,\L -- - \•\ •R/IUSCOUN7Y LR 'r',.( \ \ � �- \ n �- - \°\ \\ \ )'/ \ '� Tc Length Slope Vel. CapacityDescri tion 'Z' ��- �rw-1E"''. 1 \ \ \ ll , er \\i f\_ I ,_-� _� (min feet ft/ft fUsec cfs W Z \ �p\\\ \ 1� \ s \ \o � �/� Sheet Flow,Sheet Flow(offsite) l• Y-IO•�\ \ '„\\ ° \ / - -\ r / 4.1 50 0.0330 0.20 -- Cip W O F-1U_ \ 1 I `i . , )! �/ -, r/� Range n=0.130 P2=3.20" • � (/1Imo.r \ \. N>_�_ o \ \\1 I 1 `/ / m a�_ Shallow Concentrated Flow,Shallow Concentrated(onsite) 0 U _ \ _ \ \r _fir J 2.9 288 0.0560 1.66 I1 p) '\`_— p \\— \ \ 1 \ \ �•\ f, {"'°rdNPROPER7/7470,_ Short Gress Pasture KV=7.0 fps �+ ZO - � \ ' of l d \-� --- \ ^�'',.. -J IssO `'l \\\IoI 11 1 I \ ' l'ry 1117 Channel Flow,Ditch(onsite) a �' Z�-' \ \ v,\\ ,, T' o \ / \ 9 bl , , HW�'COUNTYZON/NG CR 5.9 630 0.0340 1.77 21.22 E \ \ \ / 'I\- -\ \ ° \ I 6 III 1 I I \ I�ti - Area=12.0sf Perim=12.6' r=0.95' n=0.150 I--I O;CI \ \ '\\ f �I\ ^\ - y o'o o \ 010. I /v/)/ i \I o� • Sir�W - 12.9 968 Total W 1 \ oA va ° FyU B < \�\ o\\ II -\/ - \0 1 0 ��of p / / D1 ( I a* 1\ 'h//Wg ° I�-I ° o \000 b°g�d�` 6/ IoI \ 1' 1 'Ilt!1 hrh / \\ 1\I \\ \'0\6 ° 9 ,41, ,„. I/ _------I \oll I II Oj P I\ \ a 11 ' '1°, * / �' JOB NUMBER: C220003 \ ! 1 \ 'pS Q \ l �I Qaol a oo • --I) / DESIGN BY: BMF \\ 11 \\ o o \ o cv.l \\I`P of 4�0\0\` • -Qo_o�, J.'�' I\\ 3_,/ / ------ DATE: 6/14/2022 -J/ `L,,(► r o o I \ \o ,_ •A t _- _�j SHEET TITLE: r � �`POA-1 - _ �" B` --° - aro� __ ___________ PRE- _Ems " �� RE DRAINAGE LI 69 j GRAPHIC SCALE "�° y l --ism. kA \ \tE\ AREA MAP as o a0 a0 1611 III '4VrLd�/r'. �1f/Q'AEL�'UN(,'.rr \ yj(, / I yA'56�FRFa/CN I�i A'r[El�Acf m GREfNALRESR L7YlL sw79 sq P/N565089069Z W I II .:114ePez: \11 q,N4. ,.. ► '"P{YZdo \\DA -9orw:m I I,.� os?rob>n,Pc.ufvl,„I� l aerro3a,A>;>ror 8 = = = 1 RRdSON/,,l'A70 t4,04,1•(f 7r N/NG.'( ^ \ ZO'�''1 `r� �9ARRUS COUNTY ZON/NG.''Or RRUSCOUNlY, CA89RRUSCOL/ ON/ R[ ,I N (IN FEET) I 1 l inch ft. ' I 1 1 , I SHEET NO.: �� '\ 1 / ,/�/l/ ,_ `�\ \`I / l 1 l , \ \\ _I/ IIII /1//Whiff/////lA, ( \\\ \\\ \\\\\-- ¢ m V / / /-1 /// / I ) ,/. \\\\ i //i�// ,, v \\ \ VA N N Mil \ V / /// / A VA /c / ) ) l v__ / \VA / / /zV N A\ V \ A W,Jd v '\ \ / _\ \ \ I f( \ :/- \`\\ IIII \ - N \ \ -J /Ill ,- r/ ) ✓/\\ �� \�` \\\\\�\\ \`/ _ - _� �� /// r �� 11 //J 1 / l //:7:1176:t:-,, \\ \`\ IIII i/ -4. 1 \ /// // / I 1 / / / / it - �N\ \ \\\ �_ / 6 - V N "oo\ \-`_` r' / / / r // /- I 1 / II / / / / / / IIII\\ IIII\\ // �,^ ( > �o\NePa N0 \ / III // r IIII _ 'o n\ // / // / ( \ 11 /Illf/ / I / ,- // / //; f\ IIII\\\\\\ \ /� i)\_ II I / 1 v-v` \vv (/, a gym' - - - ^• J II I I / \ �r' SITE------ /////-'- t I 11 I I ) / / \ /_� �' ,,, /i I\ 1 I 1 1 \\\IIII \\� g_-_ __ /ii / 1 II l l ( \ I \ - /ice/:. ! \ \ \\\�\ ��///, LOCATION 4� c W,� yi--_/ _ �J /'/ /- 11 -- kk 1 1 IIII Ill // // lN\ /i/ �I \ \ II II\\\ f ; � �Q o%� -- = I„ \ /11//J/ /1 // I 1 \ /' ) 1 r! /rIIG; `'\\\\\�\ \\ \ I \\\ \\\\�\\- // , o//r I I fill l//l I / \IIII \\ l l IIII\ /iii��\Ill I///////11111I1 J ! 1 1 1 I \\\III \\\\\\\ lllllt� \ \\�\\\-//% _dN i% , // / 1 / L I I \ 1 ( \ \ \ I \ \ \\\\-- OFF-SITE SEWER /Fi1/ r�i//i ll// / 111/ IIJ / �_ / J i / 1\ \\\�\\\\\\\ ', -\ ,� • lrl ` Wad TTTT \ �\ LOCATION a 5Uo/ -/ /- / lio /// / / / -/ _ \ l \ \ v Nat °'mot/i / - - //I/ // // // 1 / - 1 1\ IIII\\\ \\ \ \ _/ -// ---6 `�/ / /j /// 1 / l _/ ' l \ 111\„„,\,,,,,,_,,„,,,\\\ \1\'1 /- \___� 0 3/NONY� amU -_// i///i//�////,/l\ I i - I / /I \\ 6\\ \\ IIII \\1 1\\ \ uuln / // //// // // I -.1/ ll V/ _ v 1^v A \ VI AAA Ov V 11 I ' �. .noaa -/ -' ' / ----// //2/i// I/ // I / \ r-,_ J _-- \ \ < \ \ \ \ \I ) l\11 `\\\IN. I1\ \ 11111\ \ 1 )� o`�Z 0<// /y$5/////i// // I IN. -\ �I ill \\ \\1I I —\\ o`�GARr"O.. // ;-\ ///mil//� ///�!I \ 1 \ e' / -/ -�\ \ \ \ \ I / I \ \ 'Si \ \ 1 \ IIII \ \\\ :2g AMERICAN Vs' • J I J-- \\ .\11\L \\\ \\\1\\\\�\\\\\ \ \ \ LOCATION MAP - / ,� �/ / / / \ \ / ) I 1 1 \ ___ N.T.S. a ASSOCIATES=z= ',-- // \'1 1) /A/ /If /f/,,,,-,/I1 / 1 L _ \ \/ \ \ \ \ 1 I I\\ o\ I ( \ \11l\ l l\\IIII\\ \\\\\\\\ \ \\\ b50UTHEA5T8 - -^^, \ //j1////'II1�1 ( r / I 1 \�\ 1 /�' ` - ,- \ \ \\ \\, \) I \ \\ \\ \ \� ,\)\` \\\\\ \�\\\\\\\\ \\\ \\ li ., co,c-aeei.,°°Q�\': r // \ l \ \\\\ \ r, f Os 7 /l//////l/ / �, J l J / n i-\ �t \ \\ `\ I 1 11\ \ \ \ \1\\ \\\ \\\\\\\\\\\\ \\\ \ \ LEGEND OFIA / / �-,--- / I \ \ 1 `\III \ \\ IIII\\\\\1\ \ )\\ 1 rf ////////;V, / / `,- \ \ \ \ I \ 1 \ J IIII IIII\\\ \\_ \ RI no / �f III\ �I J/ '/ / /// // \ \ \ I -i'\ r ( \_ \ \ \ RR \ " I \ \ \ - IIII\\ \\ IIII \\I \\\ l \ ---- -- -- --�--�--� TIME OF CONCENTRATION FLOW LINE N,�r4Pn n aerr ri / // / 1/j///// / if / 1 ^a \ \ c/ \ \- ~-', \, \ __\ I I \ \ \\\ IIII \\ ,IIII \\\\\\\\\ \\ i // //l1/�/ / I q J \ 1 I 1 -' \\\\ \\\ \\\\\\\\\\\\\\\\\\ 1 I\ �q�.2,yg // II \ \ / / \ \ t l DRAINAGE AREA BOUNDARY %/1I ////l( I1j 1 \ \ 1 1 \ \ \ \ \ \ \ \\\\\ \\\ \\\\ \\\\\ ChA EAL -/// / ///ill I \ \ I I / \ \ \ \� -1/ \\ \ \ \ \ \ \ \ / \ \ .\ '� -\�\\\ \\\\\\\\\\\\ \\IIII\\ CHEWACLA SANDY LOAM-GROUP B/D k `, s // \ IIII IIII p 33046 \ \ \ \ \ IIII\ COB2 CULLEN CLAY LOAM-GROUPB 1_ \ \\\\\\\\ IIII\I Z(�•2e{ `\) )\\ )IIII`` L \ \ \ \ / \ 1 �� \ / \ 11 ` -,,// I _ ('`_r/� _\ \\\ \\\ \\\ \ \\ \\\� EnB ENON SANDY LOAM 43. N6IN Hit i 1 \ I \ \ 1 \ \\\\IIII IIII \\\ \ °'.e _ \�-691[�-�\ -I l �, r \ \ 1 \ \ \ \' ' / _-^ \\\ \\\\\\\\\\\\\\\\ Me6 MECKLENeURG LOAM-GROUP C OrerRRY M-,,,. I ^ (\/-1 \T / /\\\-✓ 1 I \ \\ I 1 \ \/ ,\/ I/ // \\ \\\ \\\\\\\\\1111 11\\ e,raata \\\\ / j I 1 r ^> J 1 \ \ \ 1 \ ,) ( \ ^I 1} v. \ �\\\\ \\\\1\\\`\\I11\\ SfB SEDGEFIELD SANDY LOAM-GROUP C/D \1 \\ \ �l 1 1 1 \ \� / �\ \ \\ I \ 1 /�\ - '// I\ ! 1\ 111 \111I11\IIII \\� \\ l \ \ \ \ ,/� _/�`` 111r:ARTNU CORAUT \ \ 1 1 \// ) IIII I I \\\\�� \ i Pnv wsvtss� / 1 \ ( 1 \ j( 1 I 1 I l \ \ ) \ I I \ /L 08 1862 P60n 1 < \\ \ ( \ I \I I / l 1 l \ \\\\\\ \ // b84RBSCOUN ZON/NW \ \ \/.__ N \\ !/ , I � I < J/ 1 I 1 1 \ \I \ I\ \ _y.- Y/ ` \\ I\ / /// ///)/11/III I ! l l\\t I` \ \ \\\\\\\\\ vYT'i rT +s` .r. - \ \ \ \_-- \ \\ \l \ \\ \`\ ^\�\ ,i//1//l/ 1 ' sfB ;1 \\\ /\ \ \\�/ I1`\\ \\\`\\ \\ \�\ � ` \\\ \\ IIII ` \=i _� / - '/ //�/ / \\\ ` I' IIII }:, \ , _ I / ASA '\�-- \\ \\\ - I I.\PreArs si o \ \\ _`_/!ti 1- --- I In l \\ \\ \Ne..0 PG\resAir._ !! �..`!: ., \ eAmac SLLrog/R ` --_- ' \ z \ \\\ ^ \ -,6aIRRVS000 ZQQ9NG[, yl'_I ">.• -- , P/N,,,,,,rrZ45,00 ^-- li,/\ O - 4\�� \ \\ \ \ \ �. u-'la 2aL2'P6"24-.- � - j I R, ZESM/m_ IMPROVEMENTS EXISTING STATE ROAD#2478 w • \ \\\\\�\ .c11 --, _ \'I/\ (GREEN ACRES CI LE)HAVE BEEN APPROVED BY NCDOT , , • _- ;ice --.•ice —L ` �' E //-6R/ UNDER PERMIT No.C-1953(DI01-013-22-00058). !r THESE IMPROV MENTS WILL BE UNDER THE OPERATION \- - \ 4!`t ,\ ., A �,,\\, . F �_ rr 1� ■'■■41L`gp■■■4 -ItNO-MAINTE ANCE OF NCDOT.THIS AREA WILL BE a \ \ \ \ L`ELL v1\ \ �� - ! ! REM EDF OM THE STORMWATER PERMITTING. o V `YEH: L. V I l V - �- -� d-. ,i \�- _ :STs7AEET6p, \ rim -; ii,....1,,,,,,,:„.1_ ------- 6 Lil, ii !, a. , sirgerj ) , ,_, 1_ „,,, ‘. iej _ , 1 `\\` - �_- L.---, ,ii �� 1101 �, LPN' Norrh8� v Avv v tt:l\ ��) 1 �. A_w..-AIL., oligilij �� Carolina\�% v _ Vv _ ♦ ''.,....a.,, _s' �' J L � s Days Before Dtgga�g... ..'\ �- ` ` IMOK I ■ rFr M North(`arohna 811 \�\\� ` \ ®®® \ `N �avm AIN _^ e�i L 81Remote 1 or 1 800-63 Envy \ �''- � �- 'tit -_ �� it": /_ http4/ncRl L o g/remc hckalev[ry Ntln \\k\� ''' - , \ `� \. 1111141 \ - 4r _/J-�i �� STIPULATION FOR REUSE �` Total Lots: 37 /\��\Ill\_ \ \ g//� \\ 1 '^ '� __ Y 'r' -. THIS DRAWING WAS PREPARED FOR USE \\\\\ _\ t 1\ \....., -.1,,, ! 1/p • I A. \ rrt I�,� ! '_ Average Building footprint: 3000 ON THE SPECIFIC SDI,NAMED HEREON, \\\\\\\ •,- -`\ \\ f�, Yl _j�Sl I � ii- - H !E • CONTEMPORANEOUSLY WRH ITS ISSUE ((\IIII \t-'-'\ ,, •"l i �/ .D��V--ibi.I 1 ± P/N Sr46.;r ra Average driveway area per lot:— 660 DATE AS FORUSE�ONNA AND R IS NOT DIFFERENT ),) \\\ c \ \1 1 \\ \ Ait, \ \��+rr• �� ■i 7 : PUSEJOF IRIS ORAVNNG OR REEFD2DJCE OR POA-1 a Y . R co, r'NGCRR IME. \ �ti* � -� E A PLE ON ANOTHER PROJECT REQUIRES \C\\�\\\ \ N \\ \ POST-DEVELOPMENT �r� ! POST-DETAINED AREAS: THE SERVICES OF PROPERLY LICENSED \ ■y� '�/ ARCHITECTS AND ENGINEERS REPRODUCTION li. l �i DRAINAGE AREAIli AREAof THIS ORAwING FOR REusE oN \ \ \\ _ \ i �`` a 14 \ (ac) CN Description ANOED ANDTMMAY BEER OCONTECT'RARYTO TIHEOLAW.\\- \4�\ \ IIII /\ H.�I ��{ a --,q/p21.654 98 Roadway Pavement&Curh v. \ �1 _ \ . � - �� 771 0.49498ConcreteSidewalks �of. ,wAR�iPIA) ji II �r � 1/2 0� \ - �\�� '-�� /-- 2.565 98 Buildings/Patios/Walkways �oR`�i?w: ` J \ \ i \ \1 \ I II` 0.497 98 BuildingDrivewaysa E-IUS) `M�' �� '�, v v 11v rA 7.00274OpenAreasGrZ Z ueARRuscoul ' \. ( I� 5\� \`" �. � �.-' �� "Ii IYU�5651&KIICI\ � a /� �� _�7 I ■ C L 081NN1\ �� A L ■ !' Auscoua rNQLW12.212 84 Weighted AverageZ A Cu W y.L J\ \�\ �. `A �.WAIF ��.�.: � -"� 9vPOST-UNDETAINED AREAS: LOW DENSITY AREAS IN GREEN ON THE PIAN E W � (f] ��OUl\\ \ i � � -� / AREA � FilUGT-I'�I ` \ � .r.�\ � / �! ,� .ANOPERnr:II clac) CN Description joZ ZO\ ' �� P . ■ IW�r1174, 3r0.0598Building-Lots -' ZA •d �C[N/NIYZON �CA E \ � ��- �M F ��Q,� 1.8974OpenAreas 0� POA1I �,�� w\\::4 a ON-SITE UNDETAINED \• \a�./ S z /- DRAINAGE AREA \ + 1 =� \ `°°/J�� yL 1.94 75 Weighted Average JOB NUMBER: C220003 I. ...�t1_ a -\ '� �H\ --- DESIGN BY: B22 \` " •• z---' r r a-r+� ei o „• _ , •w� s � ,r,: a DATE: 6/14/2022 ___ \?i.- 'HIIii�##11. __IH#I■ _ fir- __[. -- 1 SHEET TITLE: 3 - -_= �T r' H�/'Y�3 I _ _ —1�-- POST _- _ - % POA-1� ��PBL , = ___ - \- --,'\- 1 '( I 'j r / \ f — — DEVELOPMENT GRAPHIC SCALE 'rill �'" _ '-—\ \ \ I I ' \\ \ENT FRER/ I 1 xnE ACE as o 40 a0 160 III OAN/EL/LY I GREEN___ JY AEL,'U,,,,„,�',., \ YFREEM /1 1 %,5 II I( ..,AI( I y 4 P/N.5A6w,,'7s71++.a AM1: 7985 I \ 6m AREA MAP e m m I I bes l PG ns \Il P/N 56s078f .ic ,°,..��'Zdo \\D�so,PG-Tn rasYv,PG-.u1.11 Ns vau,vcro� OR-8181, •"G RgRRUSLtlU�lYZO CR 4T8VMi�� y� /NG.. 0�7hNi.l"}C.EH4RRUS000NTYZON/NGCR [�1BARRL/S COMM'ZON/ 1 ^G. "•r LNG s L4R9RRUSCOU ON/ R[ n (IN FEET) I I I l inch=80 ft. I 1 , I SHEET NO.: -__- 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 = 42.7% SA/DA Ratio 1.32 Tributary Area to Pond = 12.21 ac Main Pond Surface Area Required = 7,027 sf Main Pond Surface Area Provided at Permanent Pool = 7,041 sf Project Name: Green Acres Subdivision Project#: C220003 Date: 5/28/2024 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 = 12.212 ac Impervious Area= 5.21 ac la = 42.7 % Find Treatment Volume for 1"of rainfall: Rv= 0.05+0.009 *42.7= 0.434 DV= 3630 * 1 in * 0.434* 12.212 ac= 19,238 cu ft WQv= 19,238 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 = 3.61 sq in Circular Orifice Diameter= 2.14 in Round to Nearest Pipe Size, Use: 2 in Acutal Release Rate= 0.10 cfs Actual Drawdown time= 2.30 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) (cf) (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 = 20,665 cf WQ Volume Stage Elevation for Required Volume= 655.80 ft Total Time to Release Required Volume= 65.85 hr = 2.7 days 111, Post-D tained 4P Wet Pond Subcat Reach 'on. Ilt Routing Diagram for Wet Pond Design Green Acres Prepared by American Eng Assoc-Southeast PA, Printed 5/28/2024 HydroCAD®10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC 1 Yr- 24 Hr_CPv Routing Wet Pond Design Green Acres Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 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 1 Yr- 24 Hr CPv Routing Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58" Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 2S: Post-Detained Runoff = 21.55 cfs @ 12.00 hrs, Volume= 1.199 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 • 1.654 98 Roadway Pavement - Curb • 0.494 98 Conc. Sidewalks • 2.565 98 Buildings / Patios /Walks • 0.497 98 Building Driveways • 7.002 74 Open Areas 12.212 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 24/ H - - 1- -I- t - - t - 1- rt - - t -1 1- - - t - t - - 24_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Runoff 23_ 224-/ - I21.55cfs11 I L _I _ L J _ I_ L _1_ L _I_ L _I _ L J _ II_* 1'_II_ L _I _ L _ 21 -- - 4 -I- T -I - H- - - I- 7 -I- H- 1Ghi -I- 4 -Iette-24-hr 1-yr 20; H- t I t - r H I- t t I t pI .t t , - 19 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Rla i 1"1111 -i 81 - 184/ 17 Rut toff Are l-12-12-G 164/ — H T -I- T -I H- 4 I- 7 -I- T -I- H- -I H 4 - I- 4 1 H- -I H - 15 - mi r -I- t -I - - I- H -I- t -IRunfl#fl-V-oIume�1-.1-99 of - 13; LJ P�} " 1. 10 _ - - 12� AA"f TNr� ■ - , L _IL _ILJI_ H- -1- H- _1_ - - L _II- �JJ1111� 9; H / T -I- T I 77 17 I T 1 7 1 L7 I T -1 CN- 84 84/ — - - - 71/ I / 1 -1 I I I I I I I I I I I I I I I I I - 64/ — T L 1 4 1 T 1 H L 1 4 1 L L - 5 — H 1 - H- H - I- H- -I- t -I- H- -I - H H - I- t -I- t -I - H - 4� H 1 - -I - 1- rt -1- T -1- 7 -1 - - r -1- r -I - 7 3� — • % 2 14/ 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) 1 Yr- 24 Hr CPv Routing Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58" Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 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 0.00 102.00 2.58 1.18 0.00 2.00 0.06 0.00 0.00 104.00 2.58 1.18 0.00 4.00 0.12 0.00 0.00 106.00 2.58 1.18 0.00 6.00 0.20 0.00 0.00 108.00 2.58 1.18 0.00 8.00 0.31 0.00 0.00 110.00 2.58 1.18 0.00 10.00 0.46 0.00 0.09 112.00 2.58 1.18 0.00 12.00 1.59 0.47 21.55 114.00 2.58 1.18 0.00 14.00 2.11 0.82 0.91 116.00 2.58 1.18 0.00 16.00 2.27 0.94 0.56 118.00 2.58 1.18 0.00 18.00 2.38 1.02 0.44 120.00 2.58 1.18 0.00 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 1 Yr- 24 Hr CPv Routing Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58" Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Pond 4P: Wet Pond Inflow Area = 12.212 ac, Inflow Depth = 1.18" for 1-yr event Inflow = 21.55 cfs @ 12.00 hrs, Volume= 1.199 af Outflow = 2.04 cfs @ 12.62 hrs, Volume= 1.192 af, Atten= 91%, Lag= 37.0 min Primary = 2.04 cfs @ 12.62 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'@ 12.62 hrs Surf.Area= 13,709 sf Storage= 26,490 cf Plug-Flow detention time= 1,001.3 min calculated for 1.192 of(99% of inflow) Center-of-Mass det. time=997.4 min ( 1,835.6 - 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 @ 12.62 hrs HW=656.24' (Free Discharge) t 1=Culvert (Passes 2.04 cfs of 14.96 cfs potential flow) 2=WQV Bleeder (Orifice Controls 0.15 cfs @ 7.06 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 1.88 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) L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 1 Yr- 24 Hr CPv Routing Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58" Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 6 Pond 4P: Wet Pond Hydrograph z rt I ` rt 1 fi -I H I -r - -1- - 7 7 7 7 F - 717 17 77 I 1 ' L _1_ I_ L _I _1_ L 1 _I _ I_ L 7 _1_ I_ L — ■Inflow / i I i 21.55%cfs J �'�I I h�_I/� ■Outflow / / i / I 1 1 1 1 Antic 1 AreTa— 14.2�-a ••Primary 24_ / 1 1 •Secondary / I 1 - —1— 1— -k -I —I— Pe�ak�te'v:65634' - 22 , i1 / 1 I 1 I 1 I 1 I 1 1 1 1 1 1 1 1 20E/ / /1 / I 1 1 I 1 I 1 Storage -26,490 c - - / 18 -/ / / , — I— t - -I— — tH -1— Ht -1 — I— '77 -1- 1- -7 — : / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 16� / /1 / 1 I I I I 1 I 1 I 1 II I I I I I I - / /w � _14 / /r / I F T I 1 T T _1 T T _ L T I I T 7 —I- 1— T _ o 12_ / z -1- - _L - 1 T _1 1 _H _ 1 L _L I I i_ 7 1 I _H _ a 10 -/ / /1 1 1 1 1 1 1 1 1 I I I 1 81-/ / /1— — I t H I— I ± H —1 H t — I fi — / / 1 ' I 1 1 / — — — — 6: / , 1 2.04 cfs 4 -/ / / / 2� e ,z,,�� I 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) 1 Yr- 24 Hr CPv Routing Wet Pond Design Green Acres Charlotte 24-hr 1-yr Rainfall=2.58" Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 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 21.55 14,782 655.33 0.12 0.12 0.00 16.00 0.56 23,240 656.00 0.71 0.71 0.00 20.00 0.33 22,126 655.91 0.39 0.39 0.00 24.00 0.27 21,696 655.88 0.29 0.29 0.00 28.00 0.00 19,457 655.71 0.13 0.13 0.00 32.00 0.00 17,574 655.56 0.13 0.13 0.00 36.00 0.00 15,782 655.42 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 8,239 654.78 0.09 0.09 0.00 60.00 0.00 7,025 654.68 0.08 0.08 0.00 64.00 0.00 5,913 654.58 0.07 0.07 0.00 68.00 0.00 4,903 654.48 0.07 0.07 0.00 72.00 0.00 3,999 654.40 0.06 0.06 0.00 76.00 0.00 3,202 654.32 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 1 Yr- 24 Hr_CPv Routing Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 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 21.55 1.199 1.18 1 Yr- 24 Hr_CPv Routing Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 5/28/2024 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 21.55 2.04 2.04 0.00 656.24 26,490 1S 2S 5S Pre-Dev Post-D tained Post Un etained AP > 5L Wet Pond Post Development Runoff (Subca Reach 'on. lit Routing Diagram for Wet Pond Design Green Acres Prepared by American Eng Assoc-Southeast PA, Printed 9/26/2024 HydroCAD®10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Pre-Dev Runoff = 12.54 cfs @ 3.28 hrs, Volume= 0.661 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 * 0.460 95 Gravel Road / Drives * 0.097 98 Buildings * 0.260 98 Pavement * 0.000 71 Offsite Farmed Areas * 6.208 70 Onsite Tree / Brush Areas * 7.002 79 Onsite Old Lot Areas (Trailers) 14.027 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 - I- 7 -I- f -1 r -1- f -1 1 1 1 r -1- f -I - 7 14 1 _1 I L 1 L _I I _1 1 L I H 1 I_ _L 1 _1 I L 1 L - ■Runoff 131 1254 cfs I I 1 1 I I 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 12� /z 1 1 1 I 1 1 I I 1 1 -Claro to lr2-y - - I- + - - � I � � � I � H1 � � i - 11 � 1 I � 1 �anf�ll�2.�8" y� y� y� 10 1 1 1 III 1 1 Runoff Area1'�F.027 air /_ 1 7 - - f I 77 17 I T Ip7 I I7 II- Te 10 T I- w 8 / _ I I I I I I I I _ktirpI1�� 1 gg1 ��}} L. - 3 7 / I- I I I I I I I �y`Fn ID`I'1 #�T o - 1 1 - 1- - - I- rt -1- t -I- t -I -now ow l ten f`If-966' - u. 6- 1 _ Li _ I_ L _1_ L _I_ L _I _ Li _ I_ L _ _ L _I _ L _ 5. 1 1 1 1 1 1 1 1 1 ITC=12.19 fl1irl 1 1 1 1 1 1 1 1 1 1 1 1 1 . - 4- w' - I 4 - - - I I- -II 4 I T I � I I -1 I IVI - 3. 1 _ 1 I I I I I I I 1 ' 1 1 1 2 1 I I I I I I I 1 1 1 1 rt - - - 1 7 -1 1 7 1 T 1 7 1 1- -r - f 1 I- - 0 , //��//��ll��l��l��l,//ll�//l��%��1��/ll��l��1��/ll�//l��/l��/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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 4 Hydrograph for Subcatchment 1 S: Pre-Dev Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 102.00 2.28 0.57 0.00 2.00 0.25 0.00 0.00 104.00 2.28 0.57 0.00 4.00 2.01 0.42 2.24 106.00 2.28 0.57 0.00 6.00 2.28 0.57 0.75 108.00 2.28 0.57 0.00 8.00 2.28 0.57 0.00 110.00 2.28 0.57 0.00 10.00 2.28 0.57 0.00 112.00 2.28 0.57 0.00 12.00 2.28 0.57 0.00 114.00 2.28 0.57 0.00 14.00 2.28 0.57 0.00 116.00 2.28 0.57 0.00 16.00 2.28 0.57 0.00 118.00 2.28 0.57 0.00 18.00 2.28 0.57 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2S: Post-Detained Runoff = 26.55 cfs @ 3.16 hrs, Volume= 0.965 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 • 1.654 98 Roadway Pavement - Curb • 0.494 98 Conc. Sidewalks • 2.565 98 Buildings / Patios /Walks • 0.497 98 Building Driveways • 7.002 74 Open Areas 12.212 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 1 1 1 1 I 1 1 I I I I I - 1 - I- t - - -I - fi I t 1 1- I- t 1 t I L - ■Runoff 28126.55 cfs I 1 _1_ I _1_ L —I — L I _ 1_ 1 _1_ L —1 — L _ 26Li / 1 1 Charlotte 6-hr 2Yr 24 ' 1 1 r.,la; � 2.40In rt - I- rt -I- r -I - r rt �r T 1- - 22 -1- 1- -I-Ruh-off Area 1-2:213-ad - 20� 1 II II I 1 1 I 1 1 1 I I 18 / 1 1 1 - 1 I I 1 1 1Runoffllrofume*O.965 of y = / —1— + � 16 IICeI1h76-P��' - v _ , 0 14- 1 I I 1 1 I I 1 Tc- -5.O_rnif - 12 1 1 1 1 1 I I 1 1 I CN 84 10- — 1— t -1— t -1 — H - 8= 1 1 1 _I— L —1 — L - 6- 1 1 1 1 1 1 r — 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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 2.28 0.95 0.00 2.00 0.25 0.00 0.00 104.00 2.28 0.95 0.00 4.00 2.01 0.75 2.39 106.00 2.28 0.95 0.00 6.00 2.28 0.95 0.79 108.00 2.28 0.95 0.00 8.00 2.28 0.95 0.00 110.00 2.28 0.95 0.00 10.00 2.28 0.95 0.00 112.00 2.28 0.95 0.00 12.00 2.28 0.95 0.00 114.00 2.28 0.95 0.00 14.00 2.28 0.95 0.00 116.00 2.28 0.95 0.00 16.00 2.28 0.95 0.00 118.00 2.28 0.95 0.00 18.00 2.28 0.95 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 5S: Post Undetained Runoff = 2.18 cfs @ 3.17 hrs, Volume= 0.085 af, Depth= 0.53" 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 * 0.050 98 Lot 5 - Bldg * 1.890 74 Open Areas 1.940 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post Undetained Hydrograph I I I I I( ■Runoff 12.18cfs I I 1 I I 1 I I 1 1 I 1 I 1 1 1 1 1 L 1 _L I L I L L Charlotte 641r 2 yr _ 2 I. 1 I 1 II 1 1 II RIainfall=2.481j' / 1 1 I 1 1 'Runoff Area=1 .940 at mil/ Runoff Volume=0.085 of N / I 1 I 1 1u'n 1ffDepth0. 3' 1 �' o / L _I_ L _I _ LL _ I_ ± _I - t 5.10 min_ _ u_ 1 / 1 1 1 1 1 1 1 1 / 1 1 CNP75 1 1 1 1 I I I 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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 2.28 0.53 0.00 2.00 0.25 0.00 0.00 104.00 2.28 0.53 0.00 4.00 2.01 0.39 0.26 106.00 2.28 0.53 0.00 6.00 2.28 0.53 0.09 108.00 2.28 0.53 0.00 8.00 2.28 0.53 0.00 110.00 2.28 0.53 0.00 10.00 2.28 0.53 0.00 112.00 2.28 0.53 0.00 12.00 2.28 0.53 0.00 114.00 2.28 0.53 0.00 14.00 2.28 0.53 0.00 116.00 2.28 0.53 0.00 16.00 2.28 0.53 0.00 118.00 2.28 0.53 0.00 18.00 2.28 0.53 0.00 120.00 2.28 0.53 0.00 20.00 2.28 0.53 0.00 22.00 2.28 0.53 0.00 24.00 2.28 0.53 0.00 26.00 2.28 0.53 0.00 28.00 2.28 0.53 0.00 30.00 2.28 0.53 0.00 32.00 2.28 0.53 0.00 34.00 2.28 0.53 0.00 36.00 2.28 0.53 0.00 38.00 2.28 0.53 0.00 40.00 2.28 0.53 0.00 42.00 2.28 0.53 0.00 44.00 2.28 0.53 0.00 46.00 2.28 0.53 0.00 48.00 2.28 0.53 0.00 50.00 2.28 0.53 0.00 52.00 2.28 0.53 0.00 54.00 2.28 0.53 0.00 56.00 2.28 0.53 0.00 58.00 2.28 0.53 0.00 60.00 2.28 0.53 0.00 62.00 2.28 0.53 0.00 64.00 2.28 0.53 0.00 66.00 2.28 0.53 0.00 68.00 2.28 0.53 0.00 70.00 2.28 0.53 0.00 72.00 2.28 0.53 0.00 74.00 2.28 0.53 0.00 76.00 2.28 0.53 0.00 78.00 2.28 0.53 0.00 80.00 2.28 0.53 0.00 82.00 2.28 0.53 0.00 84.00 2.28 0.53 0.00 86.00 2.28 0.53 0.00 88.00 2.28 0.53 0.00 90.00 2.28 0.53 0.00 92.00 2.28 0.53 0.00 94.00 2.28 0.53 0.00 96.00 2.28 0.53 0.00 98.00 2.28 0.53 0.00 100.00 2.28 0.53 0.00 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Pond 4P: Wet Pond Inflow Area = 12.212 ac, Inflow Depth = 0.95" for 2-yr event Inflow = 26.55 cfs @ 3.16 hrs, Volume= 0.965 af Outflow = 2.57 cfs @ 3.92 hrs, Volume= 0.961 af, Atten= 90%, Lag= 45.7 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= 13,835 sf Storage= 27,562 cf Plug-Flow detention time= 1,010.0 min calculated for 0.961 af(100% of inflow) Center-of-Mass det. time= 1,009.4 min ( 1,227.3 - 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) t 1=Culvert (Passes 2.57 cfs of 15.50 cfs potential flow) 2=WQV Bleeder (Orifice Controls 0.16 cfs @ 7.19 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 2.41 cfs @ 2.34 fps) 4=Riser Top ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge) L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 10 Pond 4P: Wet Pond Hydrograph 1 I 1 I 1 1 I 1 I 1 I 1 I I 1 I 1 I 1 I I I I I I I I I I I I I I I I I I I ■Inflow I — I— fi — — — I— t -1,-1— r fi —I — I— — — I— fi — ■outflow ■Primary i 1 — 1— _k _ —I— 1— _L _IinfI`w+Are •41�1ac - ■Secondary 28� — I— — _I I ,— A I Peak-Efev:656'31-' 26- I I 1 1 I ' I I I I I I I I I I 24-.--' Sfora9e*27,562 cf 22 1 I 1 I I I I I I I I I I I I I I 20E T ' 1 - T 1 ' T —I L T T T L 187:- 1 —I —I— I— rt -1 - 1— ' —I— I— t - - 16-- - - —I— —I — I— 4 —1— I— - 014 -: _I I LA I LL I I L li I I L _ " 12 - 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10� I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 I 1 1 1 `7 cfs 6- {2.57cfs 4i-/ , z 0 0cfs / ( ff//. 1T r//f`(r. ( �f (//S ff // 1S r/�/T1//, iff/, ITS//(( , /fST 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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 27,538 656.31 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 17,232 655.53 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 10,695 654.99 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 5,716 654.56 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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 12 Summary for Link 5L: Post Development Runoff Inflow Area = 14.152 ac, Inflow Depth > 0.89" for 2-yr event Inflow = 2.86 cfs @ 3.87 hrs, Volume= 1.046 af Primary = 2.86 cfs @ 3.87 hrs, Volume= 1.046 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 I I I I I I I I I I I I I I I t -1I- -1 1- t -1 1- t - ■Inflow 12.86 cfs 1 I I I I I I I I I ❑Primary 1 3 286cfs I I I I I I Inflow Area=114.1521 ac I 1 I I 1 1 1 I 1 11 1 I 1 1 1 1 1 1 2 I I I I I I I I 1 / I I I I I I 1 I I I I I I I I I I I I I o 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 Events Wet Pond Design Green Acres Charlotte 6-hr 2-yr Rainfall=2.28" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00 4.00 2.82 0.00 2.82 106.00 0.00 0.00 0.00 6.00 1.18 0.00 1.18 108.00 0.00 0.00 0.00 8.00 0.20 0.00 0.20 110.00 0.00 0.00 0.00 10.00 0.14 0.00 0.14 112.00 0.00 0.00 0.00 12.00 0.13 0.00 0.13 114.00 0.00 0.00 0.00 14.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00 16.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00 18.00 0.12 0.00 0.12 120.00 0.00 0.00 0.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Pre-Dev Runoff = 33.74 cfs @ 3.27 hrs, Volume= 1.785 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 • 0.460 95 Gravel Road / Drives • 0.097 98 Buildings • 0.260 98 Pavement • 0.000 71 Offsite Farmed Areas • 6.208 70 Onsite Tree / Brush Areas • 7.002 79 Onsite Old Lot Areas (Trailers) 14.027 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I I I I I I I I I I I I I I I I I I I ■Runoff 361 33.74 cfs I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 347' 1 1 1 1 + 1 1 1 CharlotteTe4w-1-0=yr 32= / 1 + 1 T 1 1- -I1 7 T 1 T 1 .T IIIT � 30_ _ p( 11 - 7 -1- T -1 - T 7 - 1- 7 -I- T -1- T -1 - T T •I 28= - 11- I- 7 -I- T -1 - T7 - I- 7 -I- T -I-Ru-hoffAreaz�4027a�c - 26 E - + 1 T I- P 1 P T 1 T 4 P P + 1- T 24_ 1- + I t I - r 1 I- fi - t IRLrnoffNol-umegf.785 of - z2_ �- + T + + T I +p„ t • 20= / - 1- + -I- t -1 - P H - 1- P -1- fi -I- + llnoff ID RH11 h��1 H • 18- Flow tenth- 968' - u 16- /- + I T 1 + -I T 1 + -I - + + 14_ - I- P -I- T -I - 1- -1 - I- 4 -I- T -I- -4 -I - 4 - ITc=-12-9-MI n - 12_ - I- P -I- T -1 - I- -1 - I- 4 -1- T -I- -4 -1 - P 4 - I- H- -1-(1j-j 10= - 1- + 1 T 1 + 1 4 -1 T -I- + 1 � 4 I `+ 1 t'Y I�� 8- � - 1 + 1T1 + 1 -1T1 + 1 41 + 11 - 6= - I- -L -1- -L 1 1- - 1- -L -1- T -1- -H -1 - H - 1- 1 .1- T -1 - H 4= _ I- 1 -I- 1J - I- 1 -I- 1 -I- L -I - - - L -1 - 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 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 3.72 1.53 0.00 2.00 0.39 0.00 0.00 104.00 3.72 1.53 0.00 4.00 3.29 1.22 5.37 106.00 3.72 1.53 0.00 6.00 3.72 1.53 1.49 108.00 3.72 1.53 0.00 8.00 3.72 1.53 0.00 110.00 3.72 1.53 0.00 10.00 3.72 1.53 0.00 112.00 3.72 1.53 0.00 12.00 3.72 1.53 0.00 114.00 3.72 1.53 0.00 14.00 3.72 1.53 0.00 116.00 3.72 1.53 0.00 16.00 3.72 1.53 0.00 118.00 3.72 1.53 0.00 18.00 3.72 1.53 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2S: Post-Detained Runoff = 52.64 cfs @ 3.15 hrs, Volume= 2.164 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 * 1.654 98 Roadway Pavement - Curb * 0.494 98 Conc. Sidewalks * 2.565 98 Buildings / Patios /Walks * 0.497 98 Building Driveways * 7.002 74 Open Areas 12.212 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 (4— —1 — I— 4 — —I - — I— L —1— -k —I— —I — — L —1 — L — ■Runoff 551 52.64 cfs I I 1 1 - j r —1 — Charlotte 6-hrr'f0yrr - 1 50- 45- / I I I I I I I I I I I I RIlainfallTll - 4 —I— —I — L —I I— L —1 —I—Runoff Are-dL'-2-.212-at 40_ 1 I I 1 I 1 1 I I 1 1 I I 1 11 1 35- / ' I I I I I 1 1 I IRuTrroffllfolume=2.t64 of - w _ / ffiD h 1 116 - 30_ 1 I 11,T I4 Imo _o / -I - I- - - 1- fi -1- t -1- -1 - 1 -[ - Tey L IIlih u 25 % 1 I I I I 1 I 1 1 I I 1 /1 II I 207 1 III 1 1 1 1 1 1 1 1 G:IV 84 L L A1— L -1L -1— L -1 — L A - 1— L1— L -1L - 15- 1 I I I I I I I I I I I I I I I - — -1 1- 1 — 1— rt -1- t -1- if -1 - 1- -1 - 1 - 10- 1 1 1 III 1 1 1 1 1 1 5 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 45 50 5'5 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 3.72 2.13 0.00 2.00 0.39 0.00 0.00 104.00 3.72 2.13 0.00 4.00 3.29 1.76 4.98 106.00 3.72 2.13 0.00 6.00 3.72 2.13 1.43 108.00 3.72 2.13 0.00 8.00 3.72 2.13 0.00 110.00 3.72 2.13 0.00 10.00 3.72 2.13 0.00 112.00 3.72 2.13 0.00 12.00 3.72 2.13 0.00 114.00 3.72 2.13 0.00 14.00 3.72 2.13 0.00 116.00 3.72 2.13 0.00 16.00 3.72 2.13 0.00 118.00 3.72 2.13 0.00 18.00 3.72 2.13 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 5S: Post Undetained Runoff = 5.75 cfs @ 3.16 hrs, Volume= 0.236 af, Depth= 1.46" 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 • 0.050 98 Lot 5 - Bldg • 1.890 74 Open Areas 1.940 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post Undetained Hydrograph I I I I I( � I I I I I I I4 —I I C I - O Runoff 6 15 75 cfs 1 I 1 1 I I I I 1 I I I I I I I 1 1 I I I I I I 1 I I Charlotte 6-hr 10-yrr / _1_ -I - I- - I- + —I — —I — — I— + I I h 5 1 1 I I I �ainfa� /j L1 / I I I I 'Runbff Area=1 .940 at _I _ _ _I_ _1— _I _ _ I_ _1 1 1 1_ 4 I I Runoff l Vol u mleP0.236 af ; _ 1_ _;_ L _1_ _ _ � u;nc 1114 4hT1 461_ _ 0 3 % I I 1I 1 1 I Tc5.10 mill LL I I I I I I I I I I I I �+A'- IC - - _1- - - - - � � - - - - ,L _Chl 75- _ 2 % I I 1 I I I I I I I I I I I I 1 I 1 1 I I I I I 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 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 3.72 1.46 0.00 2.00 0.39 0.00 0.00 104.00 3.72 1.46 0.00 4.00 3.29 1.16 0.64 106.00 3.72 1.46 0.00 6.00 3.72 1.46 0.19 108.00 3.72 1.46 0.00 8.00 3.72 1.46 0.00 110.00 3.72 1.46 0.00 10.00 3.72 1.46 0.00 112.00 3.72 1.46 0.00 12.00 3.72 1.46 0.00 114.00 3.72 1.46 0.00 14.00 3.72 1.46 0.00 116.00 3.72 1.46 0.00 16.00 3.72 1.46 0.00 118.00 3.72 1.46 0.00 18.00 3.72 1.46 0.00 120.00 3.72 1.46 0.00 20.00 3.72 1.46 0.00 22.00 3.72 1.46 0.00 24.00 3.72 1.46 0.00 26.00 3.72 1.46 0.00 28.00 3.72 1.46 0.00 30.00 3.72 1.46 0.00 32.00 3.72 1.46 0.00 34.00 3.72 1.46 0.00 36.00 3.72 1.46 0.00 38.00 3.72 1.46 0.00 40.00 3.72 1.46 0.00 42.00 3.72 1.46 0.00 44.00 3.72 1.46 0.00 46.00 3.72 1.46 0.00 48.00 3.72 1.46 0.00 50.00 3.72 1.46 0.00 52.00 3.72 1.46 0.00 54.00 3.72 1.46 0.00 56.00 3.72 1.46 0.00 58.00 3.72 1.46 0.00 60.00 3.72 1.46 0.00 62.00 3.72 1.46 0.00 64.00 3.72 1.46 0.00 66.00 3.72 1.46 0.00 68.00 3.72 1.46 0.00 70.00 3.72 1.46 0.00 72.00 3.72 1.46 0.00 74.00 3.72 1.46 0.00 76.00 3.72 1.46 0.00 78.00 3.72 1.46 0.00 80.00 3.72 1.46 0.00 82.00 3.72 1.46 0.00 84.00 3.72 1.46 0.00 86.00 3.72 1.46 0.00 88.00 3.72 1.46 0.00 90.00 3.72 1.46 0.00 92.00 3.72 1.46 0.00 94.00 3.72 1.46 0.00 96.00 3.72 1.46 0.00 98.00 3.72 1.46 0.00 100.00 3.72 1.46 0.00 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 20 Summary for Pond 4P: Wet Pond Inflow Area = 12.212 ac, Inflow Depth = 2.13" for 10-yr event Inflow = 52.64 cfs @ 3.15 hrs, Volume= 2.164 of Outflow = 17.35 cfs @ 3.37 hrs, Volume= 2.160 af, Atten= 67%, Lag= 13.0 min Primary = 17.35 cfs @ 3.37 hrs, Volume= 2.160 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= 15,979 sf Storage= 46,852 cf Plug-Flow detention time=472.6 min calculated for 2.160 of(100% of inflow) Center-of-Mass det. time=472.3 min ( 684.0 - 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=17.30 cfs @ 3.37 hrs HW=657.61' (Free Discharge) t 1=Culvert (Passes 17.30 cfs of 24.02 cfs potential flow) 2=WQV Bleeder (Orifice Controls 0.20 cfs @ 9.04 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 15.89 cfs @ 4.40 fps) 4=Riser Top (Weir Controls 1.21 cfs @ 1.07 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge) L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 21 Pond 4P: Wet Pond Hydrograph I I I I 11 I I I I I I I I I I I I I I I r t -1 -1- 1- H -1 - I- H H -1- I- t H -1- H rt -1 - 1- H rt —I— I— H — ■Inflow 52.64 cfs I 1 1 1 1 1I I t I /�I I _1 1 1 •Outflow YInflw A asa� y.2 ac�+ ■Primary Q T 1 Y ■Secondary 55=' 7 1 1 r 7 I 1 T 71 1 I T - 1 PeakE1ev:657.61' 1 I 1 _ LJ _1 - I_ LJ -I_ I_ 1J _I_ LL I _ l_ L ' 1 ' _ L - 50 I I 1 I Storage46,852 cf 45� ' I I 1 I 1 I ' 1 — 1 ' 1 ' 1 1 1 35-" N _ V 30� 3 I LL 25� 17.35 cfs I 117.35 cfs 201-/ 1 - 1— tt -1- 1— 1 t - 1 1 1 1 L _ 15 -/ / 10� 7 i 00o cfs 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 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 37,211 656.98 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 4,814 654.48 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 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 23 Summary for Link 5L: Post Development Runoff Inflow Area = 14.152 ac, Inflow Depth = 2.03" for 10-yr event Inflow = 19.56 cfs @ 3.35 hrs, Volume= 2.396 af Primary = 19.56 cfs @ 3.35 hrs, Volume= 2.396 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 I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Inflow 1 21 119.56 cfs 11 _1_ L _I _ 1_ 1 _1_ L J —1— 1 —1 _ _ _I _1_ J J _ 1_ J I _ L J _ ❑Primary 20j_19.56cfs r 1 + 1 I 4 1 1— —1 —1— + —1 Inflow Area-141152-1a� - 19_ I fi 1 I fi 1 I— H — I t 1 — — —I 1— t H I— H —1 I - — - 18_ 1 T 1 1 + 1 F 7 — 1 T 1 — I— —1 1— T —I 1— 7 —I 17 — - 17 16 15_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 14= 1 L I I + I L J — I + I — J 1— L _I I— L —1 L J — I 12 j —1 t 1 1 t 1 1— —1 1 t 1 1 1 1 t H 1 t 1 t H — I - 11 0 10= LI•- I_ L _I _ I_ 1 _I_ LJ _I_ J _I _ I_ J _I_ _ I_ J _I_ L—I— + 1 - 1 H -1- 1H -1 + 1 — HH -1 HH - 1 + —I HH — — -o i� �� % UV 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 Events Wet Pond Design Green Acres Charlotte 6-hr 10-yr Rainfall=3.72" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00 4.00 9.26 0.00 9.26 106.00 0.00 0.00 0.00 6.00 2.10 0.00 2.10 108.00 0.00 0.00 0.00 8.00 0.23 0.00 0.23 110.00 0.00 0.00 0.00 10.00 0.14 0.00 0.14 112.00 0.00 0.00 0.00 12.00 0.13 0.00 0.13 114.00 0.00 0.00 0.00 14.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00 16.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00 18.00 0.12 0.00 0.12 120.00 0.00 0.00 0.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 1S: Pre-Dev Runoff = 44.61 cfs @ 3.26 hrs, Volume= 2.378 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 • 0.460 95 Gravel Road / Drives • 0.097 98 Buildings • 0.260 98 Pavement • 0.000 71 Offsite Farmed Areas • 6.208 70 Onsite Tree / Brush Areas • 7.002 79 Onsite Old Lot Areas (Trailers) 14.027 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 I I I I I I 1 1 11 1 _ 48 I I I I I I I I I I I I 1 I I 1 1 — ■Runoff 461_44 61 ors I — 1 4 —I— -k —1 H H — I— 4 —1 H —I— H 1 — H 4 — 1— 4 —I— L —1 — H — 44; 2 I - 1- -r -1- l- -1 - - 1- rt -1- - Ch -1- - -1a-IOtter6 hr-25yr — 40= —I— L —1 — — I— —1— 1 —I— L —I — _I Rif�Nz 3$� _ 361 H 1 + 1 — H H I H I + I-Runoff Areal 14-.O27 34= — T T 1 I 7 I— T I I— —I T I T I I- 32= %1 1 I I I 1 1 1 1 1 1 IRunoffI ohni a#2.37!8 30= wiai 213 , ' - 1— —1- -L —I — —I — I- 4 -1- -L —I— ��n o 226i / I— -r 1 -1 1 rt -r 1 r gttIDepth Y-31 - 3 24_ / ,,l p� LL 22_ ��(1LGth=960 20; _ I— _I— —1 — — I— —1— —I— _I — — I_ _L —I — — 18_ - I— H- —I— + -1 — HH — I— H- -I— + —I— + -1 — H — ITC -12.+9 ip — 14 12 10= - I— 4 —I— -k —I — — 1— 4 —I— -k —1— —I — — I— + —1— —I — 8=_ - I— rt -1- fi I -1 - 1- -r -r -1- 1- - - r rt - I -r - -r - r - 6 I 1 1 I I 1 1 I I 1 - I 4 — — — 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 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 26 Hydrograph for Subcatchment 1 S: Pre-Dev Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 102.00 4.38 2.03 0.00 2.00 0.48 0.00 0.00 104.00 4.38 2.03 0.00 4.00 3.87 1.64 6.87 106.00 4.38 2.03 0.00 6.00 4.38 2.03 1.99 108.00 4.38 2.03 0.00 8.00 4.38 2.03 0.00 110.00 4.38 2.03 0.00 10.00 4.38 2.03 0.00 112.00 4.38 2.03 0.00 12.00 4.38 2.03 0.00 114.00 4.38 2.03 0.00 14.00 4.38 2.03 0.00 116.00 4.38 2.03 0.00 16.00 4.38 2.03 0.00 118.00 4.38 2.03 0.00 18.00 4.38 2.03 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 2S: Post-Detained Runoff = 65.43 cfs @ 3.15 hrs, Volume= 2.757 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 • 1.654 98 Roadway Pavement - Curb • 0.494 98 Conc. Sidewalks • 2.565 98 Buildings / Patios /Walks • 0.497 98 Building Driveways • 7.002 74 Open Areas 12.212 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 1 i 1 I I 1 1 I I I I I 70 I 1 1 1 1 I I I I I I I I I I ■Runoff 65.43 cfs — 1— H - H — — H f H J - + H — 65� 1 1 1 1 Charlotte 6 h r_25 yr - 60 1 041a� 11„.10nfUTt.�r"1I' - 55 50_ t t —1 Rulioff 7�►rea fi2.2'12 arc � 45 1 1 1 1 1 'Runoff Volumle=2.757 af 40 17 I 1 I I 1 If 11D p b7-1 2-.1/ 1 L• 35 _ _ 1_ 1 _1_ L I _ L J 1_ 1 _1 1 _I_ L _I L J 1 rCi J�7 IT11� 30- 1 1 I I 1 I I 1 1 I I 1 I I 1 1 III ��-�pp 1 25- " 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CW84 1— t —1— t 1 r J fi —1 t —1— t —1 L 1 t 1 t 1 — % 1= _I_ L I _ L J I _1 _I_ _ L J _ 1_ 1 1 15: I 1 - 10' —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 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 4.38 2.71 0.00 2.00 0.48 0.00 0.30 104.00 4.38 2.71 0.00 4.00 3.87 2.25 6.18 106.00 4.38 2.71 0.00 6.00 4.38 2.71 1.87 108.00 4.38 2.71 0.00 8.00 4.38 2.71 0.00 110.00 4.38 2.71 0.00 10.00 4.38 2.71 0.00 112.00 4.38 2.71 0.00 12.00 4.38 2.71 0.00 114.00 4.38 2.71 0.00 14.00 4.38 2.71 0.00 116.00 4.38 2.71 0.00 16.00 4.38 2.71 0.00 118.00 4.38 2.71 0.00 18.00 4.38 2.71 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 5S: Post Undetained Runoff = 7.61 cfs @ 3.16 hrs, Volume= 0.316 af, Depth= 1.96" 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 0.050 98 Lot 5 - Bldg 1.890 74 Open Areas 1.940 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post Undetained Hydrograph 1 1 I 1 1 11 1 I + —I— t I —1 —I— —I— H —I H H I— —1 1— H H —I— - ■Runoff 8 17611cfs I I 1 1 I I 1 I I 1 I I 1 1 I 1 1 I I 1 1 1 _1_ L _I _ _ L _Ili l _I_ L _I _ L _Charlotte 6-4Ii_r25yr - 7 / I 1 I I 1 II 1I II II R1,ainfall-4.13811I" 6 / — I I I I I IRunbff Area=1.940 at I I I I I I I I I I I I I I I I I I _ 1_ 7 _1_ T TIT T -Ru-notiVoltime=0.3'Ifi-af 5 / I 1 I I _IRUn Iff1D h 7106H- LL 4 Tc 5..cO 11hii� 3- I I CN*75i I I I I I I I I I I 2 I 10 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 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 4.38 1.96 0.00 2.00 0.48 0.00 0.00 104.00 4.38 1.96 0.00 4.00 3.87 1.57 0.83 106.00 4.38 1.96 0.00 6.00 4.38 1.96 0.26 108.00 4.38 1.96 0.00 8.00 4.38 1.96 0.00 110.00 4.38 1.96 0.00 10.00 4.38 1.96 0.00 112.00 4.38 1.96 0.00 12.00 4.38 1.96 0.00 114.00 4.38 1.96 0.00 14.00 4.38 1.96 0.00 116.00 4.38 1.96 0.00 16.00 4.38 1.96 0.00 118.00 4.38 1.96 0.00 18.00 4.38 1.96 0.00 120.00 4.38 1.96 0.00 20.00 4.38 1.96 0.00 22.00 4.38 1.96 0.00 24.00 4.38 1.96 0.00 26.00 4.38 1.96 0.00 28.00 4.38 1.96 0.00 30.00 4.38 1.96 0.00 32.00 4.38 1.96 0.00 34.00 4.38 1.96 0.00 36.00 4.38 1.96 0.00 38.00 4.38 1.96 0.00 40.00 4.38 1.96 0.00 42.00 4.38 1.96 0.00 44.00 4.38 1.96 0.00 46.00 4.38 1.96 0.00 48.00 4.38 1.96 0.00 50.00 4.38 1.96 0.00 52.00 4.38 1.96 0.00 54.00 4.38 1.96 0.00 56.00 4.38 1.96 0.00 58.00 4.38 1.96 0.00 60.00 4.38 1.96 0.00 62.00 4.38 1.96 0.00 64.00 4.38 1.96 0.00 66.00 4.38 1.96 0.00 68.00 4.38 1.96 0.00 70.00 4.38 1.96 0.00 72.00 4.38 1.96 0.00 74.00 4.38 1.96 0.00 76.00 4.38 1.96 0.00 78.00 4.38 1.96 0.00 80.00 4.38 1.96 0.00 82.00 4.38 1.96 0.00 84.00 4.38 1.96 0.00 86.00 4.38 1.96 0.00 88.00 4.38 1.96 0.00 90.00 4.38 1.96 0.00 92.00 4.38 1.96 0.00 94.00 4.38 1.96 0.00 96.00 4.38 1.96 0.00 98.00 4.38 1.96 0.00 100.00 4.38 1.96 0.00 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 31 Summary for Pond 4P: Wet Pond Inflow Area = 12.212 ac, Inflow Depth = 2.71" for 25-yr event Inflow = 65.43 cfs @ 3.15 hrs, Volume= 2.757 af Outflow = 26.79 cfs @ 3.33 hrs, Volume= 2.753 af, Atten= 59%, Lag= 10.4 min Primary = 26.79 cfs @ 3.33 hrs, Volume= 2.753 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= 16,772 sf Storage= 54,514 cf Plug-Flow detention time=377.2 min calculated for 2.753 of(100% of inflow) Center-of-Mass det. time= 377.0 min ( 587.4 - 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=26.78 cfs @ 3.33 hrs HW=658.08' (Free Discharge) t 1=Culvert (Barrel Controls 26.78 cfs @ 8.52 fps) 2=WQV Bleeder (Passes < 0.21 cfs potential flow) 3=Sharp-Crested Rectangular Weir(Passes < 22.45 cfs potential flow) 4=Riser Top (Passes < 14.98 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=654.00' (Free Discharge) L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 32 Pond 4P: Wet Pond Hydrograph I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I 1 I 1 I 1 1 I 1 I 1 I 1 I I 1 I 1 I 1 ■Inflow I 65.43 cfs I ■Outflow ■Primary —1 -1— r -r -I - I- r -1 -1- I- -r -IMP4wrikre •2IKI-aP - ■Secondary 70-.--:' � I I I— H I I —1I I H 1 Peak-EteIv:658 108 65 -' 1 _I —1— L 1 _I — 1— L 1 —1 — I_ 1 _I —1— I— _L _I — I— L _L —1— I— 1 — 60-.--:' / Storaaaaaaaa_ge 5,514 cf — 55 -' / 1 1 1 1 1 1 1 1 1 50E' / _ 1 I I I I I I I I I I I I 45= / I I I I I I I 'w /_ � IIrt � IrrtII � rtIIfi - 40� -115 —1— rH -1 - 1— -hH -1- 1— HH -1— HH -1 - 1— HH -1- 1— H — ?i 35�- 26.79 cfs P _o = I26.79c is.1 / —I —1— I— 4 —I — 1— 4 —1— I— 4 —I —1— I— 4 —I — I— 4 -1— I- 4 — 1 30 , ; I I I I I I I I I I I I I I I I I I I I I 25 / / I I I I I I I I I I I I I I I I I I I I I 20= / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 15_ 10 �� I 00 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 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 39,341 657.13 10.17 10.17 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 8,162 654.78 0.09 0.09 0.00 44.00 0.00 6,954 654.67 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 1,911 654.20 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 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 34 Summary for Link 5L: Post Development Runoff Inflow Area = 14.152 ac, Inflow Depth = 2.60" for 25-yr event Inflow = 31.45 cfs @ 3.22 hrs, Volume= 3.069 af Primary = 31.45 cfs @ 3.22 hrs, Volume= 3.069 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 I I I I I I I I I I I I 1 I I I I I I I I I 1 ■Inflow 34 131.45 cfs II I I 1 i I 1 I 1 I 1 I 1 1 1 ❑Primary 131.45 cfs y� 32 7 1 I I 1 I I 1 I 1 I 1 -Inflow Area=14.1521ac 30= ' I 1 I I 1 I 1 I 1 I 1 I 1 1 1 28 26- / 1 I 1 1 I 24 r -I- T -1 - I- 7 -1- l- 7 - 1- T -1 - I- 7 -1- T -I - 1- T - 1 - -1 22 / I- T -I - I- 7 -I- I- -1 - I- T I - I 7 I- T 4 I- 7 -I I- -I - w 20= -I- t -1 - 1- -r -1- I- -r - 1- t -1 - i 1- t H I- -r -1 r H - / -I- L -1 - I- -t -1- I- -r - I- t -1 - 1 1 1- t H I- fi -1 h H - - 18 3 = -1- t -1 - 1- -+ -1- 1- H - 1- + 1 - - -+ 1- HH - 1- H -I - HH - - - _ 16= / -I- k -I - I- 4 -I- 1- -1 - I- + I - A I- k 4 I- 4 -' I- -I - - 14 L -1- T -1 - I- 7 -1- I- - - I- T -1 - I- ---1 -1- - -I - I- -I 1 1 12 / [ _1- L -1 - 1- 1 -1- L _L _ 1- 1 -1 - I- ___I _1_ L _I _ I- 1 -1 - I_ _I _ 0 18= / I_ 1 -I_ LJ - 1_ 1 -I _ I_ 1 _I_ IJ - 1_ 1 _I _ L _I _ 1_ _ = % I I 1 I 1 1 I 1 1 I 1 1 I 1 1 I 1 1 4 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 Events Wet Pond Design Green Acres Charlotte 6-hr 25-yr Rainfall=4.38" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00 4.00 11.00 0.00 11.00 106.00 0.00 0.00 0.00 6.00 2.64 0.00 2.64 108.00 0.00 0.00 0.00 8.00 0.25 0.00 0.25 110.00 0.00 0.00 0.00 10.00 0.14 0.00 0.14 112.00 0.00 0.00 0.00 12.00 0.13 0.00 0.13 114.00 0.00 0.00 0.00 14.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00 16.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00 18.00 0.12 0.00 0.12 120.00 0.00 0.00 0.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 1S: Pre-Dev Runoff = 53.30 cfs @ 3.26 hrs, Volume= 2.887 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 * 0.460 95 Gravel Road / Drives * 0.097 98 Buildings * 0.260 98 Pavement * 0.000 71 Offsite Farmed Areas * 6.208 70 Onsite Tree / Brush Areas * 7.002 79 Onsite Old Lot Areas (Trailers) 14.027 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 _ _ 1 _I _ I_ _ t Runoff 55153.30 cf s I I I I I I I I I I I I I I I 50_' / — I— t -I- t -I - L - I- t -I- t -I- t -Charlotte 6-hr-5O-yr - I1 1 mill I gainfaH7ik10-21j _ 45- � I I I I I I �._y�_�i 1 L ' ' L _II- L -I L _I_Ruh-o11 A-Ca I4-O27-ao - 401- I I I I I I I I I I I I 1 I I I -I - 7 -I - I- 7 -I- T -1Run-off �me=2.68-7� - w 35� I 1 1 I I I I I I I nOff;Depth=2. 7 ' 3 30� - - - -1 - I- i - - -1- - - - -FiowllLength=968' - u. 25- 20- 1 1 I I I I I I I I IMP,=12.i9 imi n - 1 1 1 1 1 1 1 1 1 1 (/_A _ 15- 1 1 1 1 1 1 1 1 1 1 1 �T'Y I lY 1- -r - - I- -I - t -I L - 10- I 1 I I 1 1 1 I I 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 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 4.92 2.47 0.00 2.00 0.55 0.00 0.00 104.00 4.92 2.47 0.00 4.00 4.32 1.99 8.18 106.00 4.92 2.47 0.00 6.00 4.92 2.47 2.36 108.00 4.92 2.47 0.00 8.00 4.92 2.47 0.00 110.00 4.92 2.47 0.00 10.00 4.92 2.47 0.00 112.00 4.92 2.47 0.00 12.00 4.92 2.47 0.00 114.00 4.92 2.47 0.00 14.00 4.92 2.47 0.00 116.00 4.92 2.47 0.00 16.00 4.92 2.47 0.00 118.00 4.92 2.47 0.00 18.00 4.92 2.47 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 2S: Post-Detained Runoff = 75.35 cfs @ 3.15 hrs, Volume= 3.254 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 * 1.654 98 Roadway Pavement - Curb * 0.494 98 Conc. Sidewalks * 2.565 98 Buildings / Patios /Walks * 0.497 98 Building Driveways * 7.002 74 Open Areas 12.212 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 11 1 1 1 1 1 - 11111 — I— T —I— T —I — — I— 7 — — T —I— T —I — I— — — T —I — ■Runoff 801 75.35 cfs h — 1— t 1 t 1 — t -1 1— t —1 t —1— t —1 — 1 t 1 ± 1 tC 1 — t - 75� -—1 — I— —I— H I — I— —I — I— - —I— H- —I— 4 IGh arlette-6#b r-5O-yr — 704 I 1 _I_ L _I _ 1 _1 _ 1_ 1 _I_ LIHHH p1_.1 I L 1r. — 654 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ialnnanT 1 60 I ' Ruhwf A-rO.-a=12.212 a - 55.. �.L.,,�,h Ig �If �I1� 1 1 1 1 1 1 1 1 1 1 Runoff-Votim 3.254- - 50 2. 45- _0 40- - 1- -1- L -1 - - - - 1- - -1- t -1- j- -1 - 1 -t _ 1- Tc±5. 1111� " 35: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 /+1 1 I 30 I I I I I I I I I I I I I I I I I 1 CNg84 25= I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 204 1541 t 1 1 -1 1 t 1 t -1- t 1 1 -[ 1- -1 t 1 1 - 10 - 1- 4 - ' 1- -1 4 -I- -' '- 4 -I - —I — I —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 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 4.92 3.20 0.00 2.00 0.55 0.01 0.70 104.00 4.92 3.20 0.00 4.00 4.32 2.66 7.22 106.00 4.92 3.20 0.00 6.00 4.92 3.20 2.18 108.00 4.92 3.20 0.00 8.00 4.92 3.20 0.00 110.00 4.92 3.20 0.00 10.00 4.92 3.20 0.00 112.00 4.92 3.20 0.00 12.00 4.92 3.20 0.00 114.00 4.92 3.20 0.00 14.00 4.92 3.20 0.00 116.00 4.92 3.20 0.00 16.00 4.92 3.20 0.00 118.00 4.92 3.20 0.00 18.00 4.92 3.20 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 5S: Post Undetained Runoff = 9.10 cfs @ 3.16 hrs, Volume= 0.386 af, Depth= 2.38" 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 0.050 98 Lot 5 - Bldg 1.890 74 Open Areas 1.940 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post Undetained Hydrograph I- 104 I 1 1 I I I I I I I I I I I I I I I I ■Runoff )9.10 cfs R 4 -1 - 44 - I 4 1 + I 4 1 - 44 I- 4 I 4 1 - 4 - i I I 1 1 I I 1 1Charrlottel6+hr 50-yrr $_ - r 11 1 I I 1 I II Rainfall 74.p2' 7-� - 74 - I- -1- - - un�ffAwea=1940ad - I 1 1 I I 1 1 I I I 1 1 -I - 7 -I - I- 7 -I- T -Run-offrVolume=0.386-af 1 1 1 1 1 1 q#11C7Ih 2� 8r- 0 1 c 5 0i11fl u 4_, I I I I I I I I I I �+1 1 1 I 1 1 1 1 1 1 1 1 1 1 I CN75 3- _ 1 1 I I I I I I I I I I 1 1 1 - 2_ 1 1 I I I I I I I I I I 11 1 1 1 °, 1 //� ��/ ��ll��lll� 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 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 4.92 2.38 0.00 2.00 0.55 0.00 0.00 104.00 4.92 2.38 0.00 4.00 4.32 1.91 0.99 106.00 4.92 2.38 0.00 6.00 4.92 2.38 0.31 108.00 4.92 2.38 0.00 8.00 4.92 2.38 0.00 110.00 4.92 2.38 0.00 10.00 4.92 2.38 0.00 112.00 4.92 2.38 0.00 12.00 4.92 2.38 0.00 114.00 4.92 2.38 0.00 14.00 4.92 2.38 0.00 116.00 4.92 2.38 0.00 16.00 4.92 2.38 0.00 118.00 4.92 2.38 0.00 18.00 4.92 2.38 0.00 120.00 4.92 2.38 0.00 20.00 4.92 2.38 0.00 22.00 4.92 2.38 0.00 24.00 4.92 2.38 0.00 26.00 4.92 2.38 0.00 28.00 4.92 2.38 0.00 30.00 4.92 2.38 0.00 32.00 4.92 2.38 0.00 34.00 4.92 2.38 0.00 36.00 4.92 2.38 0.00 38.00 4.92 2.38 0.00 40.00 4.92 2.38 0.00 42.00 4.92 2.38 0.00 44.00 4.92 2.38 0.00 46.00 4.92 2.38 0.00 48.00 4.92 2.38 0.00 50.00 4.92 2.38 0.00 52.00 4.92 2.38 0.00 54.00 4.92 2.38 0.00 56.00 4.92 2.38 0.00 58.00 4.92 2.38 0.00 60.00 4.92 2.38 0.00 62.00 4.92 2.38 0.00 64.00 4.92 2.38 0.00 66.00 4.92 2.38 0.00 68.00 4.92 2.38 0.00 70.00 4.92 2.38 0.00 72.00 4.92 2.38 0.00 74.00 4.92 2.38 0.00 76.00 4.92 2.38 0.00 78.00 4.92 2.38 0.00 80.00 4.92 2.38 0.00 82.00 4.92 2.38 0.00 84.00 4.92 2.38 0.00 86.00 4.92 2.38 0.00 88.00 4.92 2.38 0.00 90.00 4.92 2.38 0.00 92.00 4.92 2.38 0.00 94.00 4.92 2.38 0.00 96.00 4.92 2.38 0.00 98.00 4.92 2.38 0.00 100.00 4.92 2.38 0.00 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 42 Summary for Pond 4P: Wet Pond Inflow Area = 12.212 ac, Inflow Depth = 3.20" for 50-yr event Inflow = 75.35 cfs @ 3.15 hrs, Volume= 3.254 af Outflow = 30.43 cfs @ 3.33 hrs, Volume= 3.250 af, Atten= 60%, Lag= 10.6 min Primary = 28.87 cfs @ 3.33 hrs, Volume= 3.239 af Routed to Link 5L : Post Development Runoff Secondary= 1.56 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= 17,635 sf Storage= 63,040 cf Plug-Flow detention time=323.7 min calculated for 3.249 of(100% of inflow) Center-of-Mass det. time= 324.5 min ( 534.1 - 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=28.86 cfs @ 3.33 hrs HW=658.57' (Free Discharge) t 1=Culvert (Inlet Controls 28.86 cfs @ 9.19 fps) 2=WQV Bleeder (Passes < 0.22 cfs potential flow) 3=Sharp-Crested Rectangular Weir(Passes < 30.16 cfs potential flow) 4=Riser Top (Passes < 38.04 cfs potential flow) Secondary OutFlow Max=1.45 cfs @ 3.33 hrs HW=658.57' (Free Discharge) L5=Broad-Crested Rectangular Weir(Weir Controls 1.45 cfs @ 0.68 fps) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 1 1 1 I I I I I I I I I I ' 1 I I 1 I 1 I I I I I I I I I I I I ■Inflow 175 35 cfs I ■outflow y � I 1 1 I InIY Aea—I •• I��C ■Sremcoanrya ry 80_ 1 I I 1 1 1 Peak Elew:65$!571 75i- I I 1 I 1 I I 1 I 1 I 1 1 y 1 1 1 1 70 I 1 1 I 1 1 I 1 Storage63,O4Ocf- 654" I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 60i' F7 1 1 TT 1 I TT F7 1 1 77 I T 55+' 1I 11 1I II I I I I I I I I y50_ 7 TT TT FT 77 T 45 - I 7 1 T T T T T 1 7 1 1 F 7 T 3 40✓ 30.43 cfs _o �V 7 1 7 1 TT TT _ _ FT T7 T _ " 35�128.87 cfs 7 7 T T T T 7 T 7 T 30 / 7 T T T T 7 F 7 T 25 / j T 1 r T 1 T T I T T T 1 1 T 1 r T 7 1 1 T - 20 —1— T 7 — 1— T T —1 T � —1— — 7 - - - T —I — 7 - 15 �� J 10= 1 1.56 cfs ��/ 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 Time (hours) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 7.22 41,585 657.27 11.88 11.88 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 12,412 655.14 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 1,469 654.15 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 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 45 Summary for Link 5L: Post Development Runoff Inflow Area = 14.152 ac, Inflow Depth = 3.08" for 50-yr event Inflow = 35.16 cfs @ 3.20 hrs, Volume= 3.635 af Primary = 35.16 cfs @ 3.20 hrs, Volume= 3.635 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 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l i I I I I I I I I I I I I I I I I I I I I I ■Inflow 38 13516cfs II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ❑Primary 36J-35.16cfs Cn �` L1L � 1I �gQV11� �4r--yea-aAla�2 ac_ 34 L -I- L -1 - I- 1 -1- LH -1- 1 -1 - I- _I -1- L J - 1- 1 -I - I_ _I 32 1- -k -1 - 1- 4 -1- I- -I -1- -1 - 4 -I -1- -44 - I- 4 -1- I 1 30= _1- -H 1 - I- 4 -I I- H -I T I - I -I -I H -I - I 4 -I- I- -I 28 4 -1- -k -I - I- 4 -I- I H -I- T -I - I- -I -I- 4 -I - I- 4 -1- I- -I - 26_ I t 1 - I H -1 I- -I -1 + 1 - HH -1 HH - 1 + -I- HH 24= t -1- fi -1 - I- fi -1- I- -I -1- + -1 - I- H -1- t H - I- t -1- i- o22= 1 fi 1 1 fi 1 I- -I 1 t 1 H1 1 HH I H 1 HH - - 20 2 1 T 1 1 7 1 r -r 1 T I - I I I- r - 1- rt -1 I -1 - - u 16_ / 7 -I- T -1 - I- 7 -1- 1- 7 -1- T -1 - - T -1- T -I - 1- T -I- T T - 1 14 ,12= 18 I I 1 1 I 1 I 1 1 1 1 1 I I I 1 4_ 1 1 1 1 1 1 1 1 1 1 1 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 Events Wet Pond Design Green Acres Charlotte 6-hr 50-yr Rainfall=4.92" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 104.00 0.00 0.00 0.00 4.00 12.87 0.00 12.87 106.00 0.00 0.00 0.00 6.00 3.05 0.00 3.05 108.00 0.00 0.00 0.00 8.00 0.27 0.00 0.27 110.00 0.00 0.00 0.00 10.00 0.14 0.00 0.14 112.00 0.00 0.00 0.00 12.00 0.13 0.00 0.13 114.00 0.00 0.00 0.00 14.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00 16.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00 18.00 0.12 0.00 0.12 120.00 0.00 0.00 0.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 1S: Pre-Dev Runoff = 61.62 cfs @ 3.26 hrs, Volume= 3.294 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 • 0.460 95 Gravel Road / Drives • 0.097 98 Buildings • 0.260 98 Pavement • 0.000 71 Offsite Farmed Areas • 6.208 70 Onsite Tree / Brush Areas • 7.002 79 Onsite Old Lot Areas (Trailers) 14.027 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 I I I I I- t -I- t -I - t 1 - I- t -I- t -I- t -I - b 1 - I- t -I- t -I - t - ■Runoff 651 61 62 ors I I I I I 1 1 I I 1 1 I I 1 1 I I 1 1 607 j I I I I 1 1 I I 1 Charlotte 6-hr 100-yrr / II 1 1 1 1 1 1 plainfall 15.1,341, 55_ „I � � � �.� I � I I I � I T I � I 50 / I I I I Ruhof r a=14.027 at - 457' / 1 1 1 1 1 1 1 1 1 1 / t 1 1- t -1Rrnoff1-Vc l-ume=3.2e94 of - w 40� % I� ff 1De th—L. 35 / I 1 1 I I *tin I o = / 7 1 7 T T FIow 1Lencgfh=96v 30- T 25- ✓ I I I I I 1 1 1 1TC=12.19 m i n 20= / - I- I 1 1 1 1 1 1 AAl' - 7 H - I- 7 -1- H -I- -7 -1 - - 1-1II 1 1 1 1 1 107 1 I 1 1 I 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 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 48 Hydrograph for Subcatchment 1 S: Pre-Dev Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 102.00 5.34 2.82 0.00 2.00 0.59 0.00 0.00 104.00 5.34 2.82 0.00 4.00 4.70 2.29 9.00 106.00 5.34 2.82 0.00 6.00 5.34 2.82 2.62 108.00 5.34 2.82 0.00 8.00 5.34 2.82 0.00 110.00 5.34 2.82 0.00 10.00 5.34 2.82 0.00 112.00 5.34 2.82 0.00 12.00 5.34 2.82 0.00 114.00 5.34 2.82 0.00 14.00 5.34 2.82 0.00 116.00 5.34 2.82 0.00 16.00 5.34 2.82 0.00 118.00 5.34 2.82 0.00 18.00 5.34 2.82 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 2S: Post-Detained Runoff = 85.42 cfs @ 3.15 hrs, Volume= 3.646 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 • 1.654 98 Roadway Pavement - Curb • 0.494 98 Conc. Sidewalks • 2.565 98 Buildings / Patios /Walks • 0.497 98 Building Driveways • 7.002 74 Open Areas 12.212 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 {1- - - rt -I- - I I - - rt - - rt -1- fi -1 - r _ -1- fi -I - r 95 fi r1 1 H I t 1 H I HH - I H 1 4 I r - ■Runoff 90]85.42 cfs H I- t H H I- H + + H H ± t H 851 I - 1- H -1- + Charlotte 6-Er 100 - 8017 I - H - I- -I- + -I- + -I - H I---H - - + - - , - 75 /- - 1- -r - - + 1 + 1 - lairitau76- 4, 60 + 1 H H I- 4 -1- + -Runoff-Vokirne3.646-af 55 /- 4 - - - 1 I 4 I + I I- 4 + 50 / - I- -I- - -I - 44 - I- 4 -I- 4 -1- -ri�ffilD I h 3. � - 0 454' - I- -H -I- -I - 1- -i - I- 4 -I- -I- H- -1 H 4 I Te---5 1 1 u 40_ - 1- 4 I 4 1 H H I- H -I 4 I 4 1 H 4 1 4 I + 4 -pHH 35 I - I- -H -I- -I - H H - I- H- -I- -I- -H -I - H -H - I- -H -1-C►N -84 — 30 — H —I— H — H H — 1 4 —I— 4 —1— H — H 4 — 4 —1— 4 — H 25= 4 —I— 4 4 4 1 H —I H 1 H H 4 4 1 4 H 10; I 4 4 1 4 1 4 1 I 1 4 1 I 1 H 5� I I 0 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 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 5.34 3.58 0.00 2.00 0.59 0.02 0.91 104.00 5.34 3.58 0.00 4.00 4.70 3.00 7.78 106.00 5.34 3.58 0.00 6.00 5.34 3.58 2.43 108.00 5.34 3.58 0.00 8.00 5.34 3.58 0.00 110.00 5.34 3.58 0.00 10.00 5.34 3.58 0.00 112.00 5.34 3.58 0.00 12.00 5.34 3.58 0.00 114.00 5.34 3.58 0.00 14.00 5.34 3.58 0.00 116.00 5.34 3.58 0.00 16.00 5.34 3.58 0.00 118.00 5.34 3.58 0.00 18.00 5.34 3.58 0.00 120.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 5S: Post Undetained Runoff = 10.57 cfs @ 3.16 hrs, Volume= 0.441 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 100-yr Rainfall=5.34" Area (ac) CN Description 0.050 98 Lot 5 - Bldg 1.890 74 Open Areas 1.940 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 5S: Post Undetained Hydrograph I I I I I (_ _ I_ 4 _ _ I_ 4 _I_ _I_ _ _ I_ _ _ _ _ ■Runoff 111 10 57 cfs I 1 I 1 1 I I 1 1 I I 1 I 1 1 — 1— 7 -1- T -1- 7 Charlotte 6-hr 1-00rr - 10� I I I 1 1 1 1 1 1 Rlainfall 5 4' - - I- 4 -1- -I- +Runbff Area=t94O-at - 8 " 1 I I I I I I I I I },1 1 1 1 7. 1 1 1 1 1 1 iRunoffl a=O.44 of _ / I I I I I I iu 6- / 1 1 1 1 Lnpff IDepth 1�31 o - / i - I- + -I- fi -1 - HH - 1- - -I- Tc=510i'nif - u 5' / I 1 1 I I 1 1 1 1 I 1 I 4- D`I75 11 1 1 1 3� 1 1 1 1 1 1 I I I 1 1 2 I I1 1I I1 1 1 1 1 I �//ll//��l� llll ��/ ��ll��lll� 0 5 110 15 15 20 25 30 35 40 45 50 55 60 65'l 70��/75' 80 �// 80 85 90 9��/5 100 105 110 115 120 Time (hours) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 5.34 2.73 0.00 2.00 0.59 0.00 0.00 104.00 5.34 2.73 0.00 4.00 4.70 2.21 1.08 106.00 5.34 2.73 0.00 6.00 5.34 2.73 0.35 108.00 5.34 2.73 0.00 8.00 5.34 2.73 0.00 110.00 5.34 2.73 0.00 10.00 5.34 2.73 0.00 112.00 5.34 2.73 0.00 12.00 5.34 2.73 0.00 114.00 5.34 2.73 0.00 14.00 5.34 2.73 0.00 116.00 5.34 2.73 0.00 16.00 5.34 2.73 0.00 118.00 5.34 2.73 0.00 18.00 5.34 2.73 0.00 120.00 5.34 2.73 0.00 20.00 5.34 2.73 0.00 22.00 5.34 2.73 0.00 24.00 5.34 2.73 0.00 26.00 5.34 2.73 0.00 28.00 5.34 2.73 0.00 30.00 5.34 2.73 0.00 32.00 5.34 2.73 0.00 34.00 5.34 2.73 0.00 36.00 5.34 2.73 0.00 38.00 5.34 2.73 0.00 40.00 5.34 2.73 0.00 42.00 5.34 2.73 0.00 44.00 5.34 2.73 0.00 46.00 5.34 2.73 0.00 48.00 5.34 2.73 0.00 50.00 5.34 2.73 0.00 52.00 5.34 2.73 0.00 54.00 5.34 2.73 0.00 56.00 5.34 2.73 0.00 58.00 5.34 2.73 0.00 60.00 5.34 2.73 0.00 62.00 5.34 2.73 0.00 64.00 5.34 2.73 0.00 66.00 5.34 2.73 0.00 68.00 5.34 2.73 0.00 70.00 5.34 2.73 0.00 72.00 5.34 2.73 0.00 74.00 5.34 2.73 0.00 76.00 5.34 2.73 0.00 78.00 5.34 2.73 0.00 80.00 5.34 2.73 0.00 82.00 5.34 2.73 0.00 84.00 5.34 2.73 0.00 86.00 5.34 2.73 0.00 88.00 5.34 2.73 0.00 90.00 5.34 2.73 0.00 92.00 5.34 2.73 0.00 94.00 5.34 2.73 0.00 96.00 5.34 2.73 0.00 98.00 5.34 2.73 0.00 100.00 5.34 2.73 0.00 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 53 Summary for Pond 4P: Wet Pond Inflow Area = 12.212 ac, Inflow Depth = 3.58" for 100-yr event Inflow = 85.42 cfs @ 3.15 hrs, Volume= 3.646 af Outflow = 44.08 cfs @ 3.28 hrs, Volume= 3.642 af, Atten= 48%, Lag= 7.8 min Primary = 29.83 cfs @ 3.28 hrs, Volume= 3.470 af Routed to Link 5L : Post Development Runoff Secondary= 14.26 cfs @ 3.28 hrs, Volume= 0.172 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= 18,063 sf Storage= 67,423 cf Plug-Flow detention time=291.2 min calculated for 3.641 af(100% of inflow) Center-of-Mass det. time=292.1 min ( 500.8 - 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 @ 9.49 fps) 2=WQV Bleeder (Passes < 0.23 cfs potential flow) 3=Sharp-Crested Rectangular Weir(Passes < 34.28 cfs potential flow) 4=Riser Top (Passes < 51.94 cfs potential flow) Secondary OutFlow Max=14.20 cfs @ 3.28 hrs HW=658.82' (Free Discharge) L5=Broad-Crested Rectangular Weir(Weir Controls 14.20 cfs @ 1.46 fps) Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 54 Pond 4P: Wet Pond Hydrograph H I I r rt I 1 T -I 1 I T - -I- - 7 - I r H 1 I fi - I- T 1 r T I T T I T -I 1 I- T I I T 7 I T ■Inflow i 1 85 42 cfs /�I ,� fI+ ■Outflow 95 / ` 1 1 1 1 1 1 1 1 1 IinTIQwl rea-114.2111I-aY - •Secon• dary 90 i 1- 1 1 1 I 1 1 I 1 I 1 Peak-E�:Cr58!8�' 85 / 1 _I _ 1_ L _I _I_ I_ 1J _I_ LL _L I _ I_ L _t _1_ I_ L _ 80 1 - 1- _, -1- 1- _i -1- Storage ,4h23-C�f - 75 �t 1 1 -1 1 1 T H 1 1 T H -1 H H - I- 1- -1 -1- 1 U - 70 65 t 1- -1 T � rfi � 1 fi 60 T 1 1 7 1 TT T TT1 IT 11T - T T y 55 44.08 cfs 1 1 1 I 1 I 1 I 1 1 I 1 I 1 I 1 I I 1 I 1 I 1 -"- 50 v I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 45 IF I I I I I I I I I I I I I I I I I I I I I I a 40 129.83 cfs l _I _1_ L H _I _ 1_ L _I _1_ l_ 1 _I _I_ L 1 _I _ I_ L H _I_ l_ L _ 35 i 1 1 i_ 4 1 1_ 4 _1_ 1_ T _ _1_ 1 T 1 1 I- 4 I I- - 30 / - 1 I I- J - I - I I- T - I I T 1 1 I- 4 1 I- - 25 i z 1 I - H -1 H 1 7 7 1 fi - 20 14.26 cis 15 oi/ 10 r (// 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 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 42,680 657.34 12.74 12.74 0.00 8.00 0.00 21,645 655.87 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 14,032 655.27 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 0.00 729 654.08 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 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 HydroCAD® 10.20-4a s/n 10674 ©2023 HydroCAD Software Solutions LLC Page 56 Summary for Link 5L: Post Development Runoff Inflow Area = 14.152 ac, Inflow Depth = 3.46" for 100-yr event Inflow = 49.95 cfs @ 3.27 hrs, Volume= 4.083 af Primary = 49.95 cfs @ 3.27 hrs, Volume= 4.083 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 —I— I- 4 — I— —I — I- 4 —I- 4 —I — I- 4 —I - 1 I I 1 1 I 1 1 I 1 1 I 1 1 I 1 1 I ■Inflow 1 55 I5cfs cfs T 7 T T ❑Primary 49.95 cfs I I I I Inflow/ Area=14.152 lac 50- I I I I I I I I I I I I I I I I I 1 45- —1— -k —1 — 1— 4 —1— 4— —I — 1— + —1 — I— -+ —1— -k —1 - 1- 1 1 I I I I I I I I I I I I I I 40- 1 1 I I I I I I I I I I I I I I 1 1 35 I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 J o30_ —1— —1 - 1- 4 -1— I— - — 1— —1 — — ---4 -1- 4 - - - 4 -1 - 1 LL 25 1 T 4 1 1 F 4 T 4 1 T 4 I I - 20- 1 I 1 1 1 I I I I I I 1 1 1 - 1 1 1 1 1 I I I I I I 1 1 1 15- L —1— -- —1 — 1— 4 —I— I— 4 — I— -L —I — I— 4 —I— A- —I — I— 4 1 1 1 1 1I I I I I I 1 1 1 107 I 1 I I I 0 , ,r, ,( ff f r.�f 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 Events Wet Pond Design Green Acres Charlotte 6-hr 100-yr Rainfall=5.34" Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 0.00 102.00 0.00 0.00 0.00 2.00 0.01 0.00 0.01 104.00 0.00 0.00 0.00 4.00 13.82 0.00 13.82 106.00 0.00 0.00 0.00 6.00 3.33 0.00 3.33 108.00 0.00 0.00 0.00 8.00 0.28 0.00 0.28 110.00 0.00 0.00 0.00 10.00 0.14 0.00 0.14 112.00 0.00 0.00 0.00 12.00 0.13 0.00 0.13 114.00 0.00 0.00 0.00 14.00 0.13 0.00 0.13 116.00 0.00 0.00 0.00 16.00 0.13 0.00 0.13 118.00 0.00 0.00 0.00 18.00 0.12 0.00 0.12 120.00 0.00 0.00 0.00 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 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 12.54 0.661 0.57 10-yr 3.72 33.74 1.785 1.53 25-yr 4.38 44.61 2.378 2.03 50-yr 4.92 53.30 2.887 2.47 100-yr 5.34 61.62 3.294 2.82 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 26.55 0.965 0.95 10-yr 3.72 52.64 2.164 2.13 25-yr 4.38 65.43 2.757 2.71 50-yr 4.92 75.35 3.254 3.20 100-yr 5.34 85.42 3.646 3.58 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 2.18 0.085 0.53 10-yr 3.72 5.75 0.236 1.46 25-yr 4.38 7.61 0.316 1.96 50-yr 4.92 9.10 0.386 2.38 100-yr 5.34 10.57 0.441 2.73 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 26.55 2.57 2.57 0.00 656.31 27,562 10-yr 52.64 17.35 17.35 0.00 657.61 46,852 25-yr 65.43 26.79 26.79 0.00 658.08 54,514 50-yr 75.35 30.43 28.87 1.56 658.57 63,040 100-yr 85.42 44.08 29.83 14.26 658.82 67,423 Pre-Post 6 Hour- 2/10/25/50/100 Events Wet Pond Design Green Acres Multi-Event Tables Prepared by American Eng Assoc- Southeast PA Printed 9/26/2024 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 2.86 2.86 0.00 10-yr 19.56 19.56 0.00 25-yr 31.45 31.45 0.00 50-yr 35.16 35.16 0.00 100-yr 49.95 49.95 0.00 Summary of Peak Runoff Hydrograph Results Storm Event 2 Yr 10 Yr 25 Yr 50 Yr 100 Yr Pre-Development (cfs) - 12.54 33.74 44.61 53.30 61.62 Post-Development Detained (cfs) 26.55 52.64 65.43 75.35 85.42 (cfs) 2.57 17.35 26.79 30.43 44.08 Pond Routing (Stage-ft) 656.31 657.61 658.08 658.57 658.82 Post-Development Undetained (cfs) 2.18 5.75 7.61 9.10 10.57 Total Runoff (cfs) 2.86 19.56 31.45 35.16 49.95 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 APRON SIZING Appendices A28 (FES) Do=36" Diameter Q10 = 37.8 cfs La = 20' d50 = 8" W = 23 3 o ifilin 3Do = 9' 1 1 ' !n .' ::1'1; Outlet W = Do 4- La t = 2.0' 'I i I . !L • I 90i i I'. pipe :'i i 'i .= ' I il` "ti diameter (Do) I I t Ill;, : ._ -1i� i : �.r 80 I I I i 1 i ^f l �i A!siiyi� La -4.1 1 I , l 'i 95iP . r 2-T.ilwater < 0.5Do 4 ;' i � '}I iiliillilr�i�d - t 1 1iii�i:I;i 1 r to - i _t1 1 . 'ii h t' 11,11rn. r iI L ro j Pier i Or.u ��e�gl i • .' 1 I 11•111 ati✓ •O'pll li�l�' p' iliO I '� 1 u ri\� , rid.! ■ 'S i1 1 I I. 1 ! IN1 k\ V 5t) _.I `t ....11.H. ifri !!i�� hA I,1!! l!11111 III a ,-_ , . a' . .al ti�l� i i • I NIi111111i� i11lit q 2 _ 2 Ci_! FF." N MI I i [i:'14 i. :Sr• id!30 I ' 2.d�,if'l(t I . I. 11■ I sS Il�n: I� N - L4 11 I_I6.3-'. nlf_ lI Ihiil!IIUiIiiO!Ok �I �I �i�r�fp��i=�i 20 iiii IN I �,•:,•_- O �di nl,lnl�m 3 10 1■ �1 ..�nlC�iifi 0. .... : i .lII!1I1llIIIlIIIIiII1IPIi + ' ji! iiuuuuul! 11 i i i��iif�, I••..afi.�i�i3=n;ni• 2 N 111 ir, 11.Ard1141!III •�I is :1',11' 11Ii�1 I ll 11 i ,11ii'w•,*A; III��Il,diti lr� IilrHi Cn i.r'' o P'Illar:IP::_uPdr A IP'' 111 E n10f al �� 1 l I. � r ro %fl i. _� r II Ili . . .III. :_ �.: . .,.� :1 ��.I ,� �y � ii. : µ •I i 1 v=i5 : ' -'a a-'u" 0I1 � � i1 1 1 1_,N = 10 'a. r 111 011� N III ,• it it ti filn.i �' ./I ; D50=8" 0 3 5 10 20 37.8 cfs5° 100 200 500 1000 Discharge(ft3/sec) Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter). Rev.12/93 8.06.3 Appendices C5 (FES) Do = 12" Diameter Q 10 = 2.76 cfs La = 6' d50 = 6" 3 o W = 7' ' II ' I ,:I'' 3' i j11j i' ,,1 1. Outlet w - D + 3D0 = j,d I o a r pipe I. = 1.5 90 11111+ �� ,,�'j� � , � Ir. ..� diameter (Do) 1 ' i l '1 1 diNi NI La —' 80 I l, l 1 is I:I r gtb_z: < I ' I I, l iiiiill I I olrililP�i T.ilwater 0.5Dp � � f— i it r' N .-, � rI III '.1 Ai ! l�zl 71 Il , ��6/iigill• AP ' i I i �_ i j ; /511P 1 !r i PC i t iii i it.i,I r I-� L F f : i, ' iII,, ,iiilir.e0.! .II ti P 60 fir nuzill 5 '.1 ,: ■1n o r rcr!Pnq, i ■ iii i I_ �ti' li °iri''• n° r ��`�5 gar f cif I 1 1111 i b};'. 41'1 ' I4;ii/1 IIIiIII�III (� Q ,;I I , I;, ■1, 11!amnnonl I I \ - j 1: a i !v1' 1i r■n nunrH'll lu l !IIII dI�1III I lllim III n� F1 1:111:1 �I , i ' 11111 1 1 Ill 'ii 40 i {_a -i i i NiunilimnI hurl 4 i i'% •. i' alb n limn ,0.,,nnrn' j. il.. ' 1 ; 1 q, - in Illil11I v- IJI1119II 1 I�n !!I1 ddil'u r:r I 30 'i - 1. '. ;. I d -iell!:�4 E Ai 1 Ill NiiiiUlu■IrFiiii; iili ' I I!' 2, .p/'/1 rmar Illr■III Iin:•m�l 1 - }: ,rr�' ! ■_. - t , ;rah' ,,1�i1: '� - I.1a -.,; .rll . 1Ei�illiOn �.i. - l III 111111 1N,I 20 1 , 15 .lii tl ■■ ■1 dill . ■■I 1 I ..,:.•=I'' r• III ; . 1■S Iqm•- , I`fir,`,-i, 3 111 10 Ili 1=11 - •:•41111.. . dI � i .:gffi.S I 51„ ' i ,,I I"+w i� IIII -� a �.: nlion i-rani",, r- - .. 1, Ari iAao,root. I,. N _ .Mlii.i 4.Ilill.' N 0 1 NI. 1rU:1111►a1i1 tdr. • 1' 2 II !r"r Jn'" irl i1. !.!r,r. 1u 41; .! .! 'j ; , .• 1 ;!iiil.ililil,��,11`!, lilrll?5.. j- � 1 �MCi1'il�N III15iIri�i�1'll Oil Q ji: ( �,.i 4.i25 min in J-:1 ill HI t:. :: ' p 1'.. I rrf r...M; '. .itAl1111m 11111111111111111111111.* 1 I• , I I i I v-15 ,i�r IPV '�', -.. F'r 1. I " F I. 'If i_ 11 v = 5 fy�lri ... D50=6" �1 D 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 D7 (FES) Do=24" Diameter Q25 = 17.83 cfs La = 13' d50 = 6" W = 15' 30 3Do = 6' ' [Ili n H,--. Outlet w = Do + La I'i 1 1 pipe �90 I i ; ,_- _, li; .,..�� diameter (Do) I '1 I, ' •:• II+l�I i 80 - I • I+' 1 l Ariiyi. La --b1 i i:, l is.ri[r . _T.i lwater < 0.5D0 i i; , if j• ��!lil�{Ii�iNd ..:- �— l��l, �c i'f 1 f 4 1 i i fi;iii ii� l .ilioirili�' ,illi cod ii .l �I'lii it '1 i fiI l I ' is jll ii11,11 4'.!P II \Pp 60 I' iirri,rA ''1 �■m o li��u�, ‘F .i 1111 �g'�\` If ,i, IN ' , bti;0/iii l'NI l 'ii d. II1 Pi . c\J 54 ;, r►/• rfr Ira� lo 1 40\ ,.l , 1 ,I ; I I i a 1: ai ial' ii�r nnlnunu 11 lu 4 ( ; 1 1-i I i i I I +lf 11 l 'boa d�0 �. i.uli� . i! lum�m :iii .I+ ,, {_L . .a i i IIII�IANi lIill 1 r1 MUM loon 1 I .fin I f IT r dm n!1 mum mill di - $ � HS 1111111 ' 6114111119I i II II II i'i q. i+ I A imp gi;ul;rll Pd i :_ ff I {i l ;+ IrmEii� =i�Rull�r� in ;nl,�:i�; r ii, , 2. �r nicer► r 111 -� 1Ii_id ' dil 1IIIEI3■ 11 iPi1iS 'd20 i �:iir I ■■ ■1m 3 1 Ilr; 11 II I =- iIIiIU ! r'. 'I i�t O -I ' : 'i .�iiil y ,P� �il!� !� ! 1, i11117."iii ill':I 01Pif I,. NJ 0 .nt I il�� i i J'_ ,.;wlli., n".=n;n`,�; 2 N ,in irusnn►mn ii� 1 .- i. I I .; I;; +,,.. : , Of. J!'" �r�u i� !'!lily, �ru �i ._, li I /� 1 �iLill!iliIIINP i j,. Iii1II■ I ' ,il 4iIl!L I. t t , �.A 1 1,4., ll!5gilL0111illlllrHi I- NIi l ; I:cl f cc.- 1 o ../!' h.II dir.- ,A1( =1 oC = I p _• w"fib-.M11.1.r'Ai� s�:�`'eao� { iii1�� 1�■ 1 �i�� ir t III i I r '- ,' v _5 yam. 1 . I `' 1. 0 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). Rev.12/93 8.06.3 Appendices E2 (FES) Do=24" Diameter Q 10 = 17.39 cfs La = 14' d50 = 6" W = 16' 30 3Do = 6' : III, ; l ,:iFr t = 1.5 , I it { Outlet W = Do + La Ipipe I90 i . I•,,Ilripl `i ' ldiameter (DO) Ii 1, 'Op 1 r■ a ei>II La —� 80 i I I w ra r ll u ' I III II n�i•d � _T.ilwater < 0.5Do � � i '_' L�" j i 111111i}' ��=1116 N --��•' ai . 7C 1 II", .e lririr• .iir �,al I f ' !I I 1ti Orllr ►a. Q F .1i. FI III _r-I L ; ,' ,..l! !� tiP to FI r 1'.1' I l l rf i ;;I hill hill ''i :iif■M rol' }_ , ri fitd I r .1 ■�iil g� 161911 it i ,_ 1,1 �tiif/IIIrraI 'i II r J�vac`50 ; 1I 1 I I �o} •�'.dl1 ill r/=iiin i�1OII 1I \(� I ' ' 1:, 'r ■r,' IIa111111111111 I 1 �N� , I II i , l ,iI , II i 1: a i �� rniii■n 1 INIII I I , 1 " 0 Air ■IIII IIIIIII ' 111111I/•i 40 1II , I' ; I {_a '• A i 1r1111111 61. miii i,i 4 I4 r I I, $ minimum 1J1119I I --1 _I I[ 1! It 1 I-i l I { e. �,, 1 Sslum v�gri11l11Srll - ' ;1� If I l i l 1� Irm i ii� lli�iR III f{ in ii. �:Iii 30 +I d'..ae%.� . . I 1 un rnurnn;m� I •I C� � 2.�.�•/��•• r1i�� ■ ml!� j' 1' o ri+� •�2rr' ■ 20 - 1 !iIIIiIII11I_1a :'"s I ihlillIe3■ 11111:1:.1111115/111glinimif ■ 1 I .. _ e..•it 11 ■■ ■1 ur.'riiio'N nl�u`nl�lman 3 10„ �. �' i i � 11111-' • 1 :-• ' ` - :, l�ii'i.", tt7h?f�".l �_. ., i; :[,- , :,i ;,:i ,,,! 4 J, , .3A Iw.ln. Inns•: °�. , L- ilia , 1 . , i. II. Tr .i. �i1!� .. - r, '�rmrif ►.. a, __., 0 il�� I i J�-do. ...gib,.,.=n;n`,�; 2 N IIII1N1II1UIIiI11 'i �`'i1 'I -I} :ill �,; ��'��i�'i,�iih�i�lh0{�t.l� Iilrll i1f ( I ,I - c311 1 ': urn414,.1nri i fp' I--. 1,- .--,-.-: .4 i- .1 .1,4 11.0 . -. Air, • - • arpripa a_ V t'2c�.'` �/Ar �r I_.:�M dill,il1,011i�1,1111N11M�1• ill il l 1I •aiii r • l t D50=6" 1� , ; ... 0 3 5 10 20 50 100 200 500 1000 17.39 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 Temp Pipe SB-2 Do=24" Diameter Q10 = 18.16 cfs (from Hydraflow Str#A15) La = 13' d50 = 6" W = 15' 30 3Do = 6' Ill � ,.i t = 1.5' , i Ii�� 1. ' ,ai; Outlet W = Do + La pipe i, I . I • IIdiameter (DO) 80 %.,iNI � La —� I l im I ., i'11[1 mil ,-i ��r 1i,A II, . T.ilwater < 0.5D0 � � I '_' iI" j i eulli}I •�r!'i � N �, -t i, , I - IPI .1i1/�irii i Q 2 I I ,'' /AIP I i , h � I ' i { ,III.1� t° r AA � , EG -1l -17 II 1. l f I{ 11, in• flii°P '.; _ P 60 i�r nu 1i ■In r° }III1IIIIP , i,l �ti;0/li+ r ra l., II � i J��5Q 1 in i. 11 I ki' •��.dlir'i1' rOH/1• iiiii1 I \(� ;I I '' r'/ ■1,' IIR111111111111nI I \� I I 1 , i '' I 1. li 0� .1111 11111111Nii iil ( [F -,_1 h ;II I I i I ' �l Ill 1, i-spa dA0 �. , riI mum IP I I i, it I I . 1 " I 1u1111I ili E1 40 i I {_a �rf up i iuiuiui 1il �fi,i 4 r— ' ', , I; 1 i or. ►M "' ■i� 11 1 1111111 „rAIrII 1 j l Ii is II iii II ' l ill A ' r �r� m 11111111 v- ld111911 f 1 Seemins idiiill IISr I 0 •;l II I l i 1 1� i 11% P 441 11 III I III iaoirme:i'; 30 I I I 2 a.'. iFi■4111111 W' r HIIIII i IOn Will 40 11-'j� ,d j':�R 11 1' 1'1 .ill 20 � ■■ ■1 �Iliili',1 nli ■ilnrm 3 .�-IIIII411 ..�Illr��% ,��'f1/9lo0li il I111111 -I '' : ' _ Amu �NCC�.�l:�I � Ilp�� :,��i�1r19V�" ,�,11JI" y ��'I ll - � i i�� 1. sill n;�IPifI,. �11 i l I. I� 1-, I _ ,riglfi.i�llnl.=Ilill.'� N 0 r I Nr► �ap.iirmn nil • i 2 ;I. :I 021111P'47Prr'. u; ir1N il' !'!r bIN II III �� 111 ' i -, 111IiI1�ii�i'.i.ilii��{J�j!� 1ilril QiIt 11 i i_ 1• �i' �"!' w�ro rii ill 1. , /�1".1 lip{9111ii =i I cti r�r '` • /_.-wMC411.iN.11 Aiiii�lill 11 �1 . Q ;;.( ;I. !I 1'VI.1.4r, ' . es— /� .40l lei sir I�i li i E o , 1 I ,5 Mrs rr ,r,� r d/ 1 1 10 I. ! ll it ! t I,ItVI 115 i�r 1,' •- � I - 10 a D50=6" ii D 3 5 10 20 50 100 200 500 11000 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). Rev.12/93 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. 800.772.2040 >Fax 812.867.0247 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. 800.772.2040 >Fax 812.867.0247 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. 800.772.2040 >Fax 812.867.0247 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. 800.772.2040 >Fax 812.867.0247 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. Tuesday, May 28 2024 Clear Water Ditch - 1 Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 1.10 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 14.21 Total Depth (ft) = 2.00 Area (sqft) = 5.83 Invert Elev (ft) = 685.13 Velocity (ft/s) = 2.44 Slope (%) = 1.00 Wetted Perim (ft) = 8.96 N-Value = 0.045 Crit Depth, Yc (ft) = 0.80 Top Width (ft) = 8.60 Calculations EGL (ft) = 1.19 Compute by: Known Q Known Q (cfs) = 14.21 Elev (ft) Section Depth (ft) 688.00 2.87 687.50 2.37 687.00 1.87 686.50 1.37 v 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. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>Clean Water Ditch 1 Name Clean 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 Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern S150 Straight 14.21 cfs 2.46 ft/s 1.09 ft 0.045 1.8 lbs/ft2 0.68 lbs/ft2 2.64 STABLE D Unvegetated Underlying Straight 14.21 cfs 2.46 ft/s 1.09 ft 0.045 1.32 lbs/ft2 0.4 lbs/ft2 3.26 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 2.47 ft/s 1.09 ft 0.045 4 lbs/ft2 0.68 lbs/ft2 5.87 STABLE -- Vegetation Underlying Straight 14.21 cfs 2.47 ft/s 1.09 ft 0.045 1.05 lbs/ft2 0.4 lbs/ft2 2.59 STABLE -- Substrate Hydrology Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday, May 28 2024 Clear Water Ditch - 2 Hydrograph type = Rational Peak discharge (cfs) = 17.72 Storm frequency (yrs) = 25 Time interval (min) = 1 Drainage area (ac) = 7.700 Runoff coeff. (C) = 0.4 Rainfall Inten (in/hr) = 5.754 Tc by TR55 (min) = 15 IDF Curve = Charlotte.IDF Rec limb factor = 1.00 Hydrograph Volume=15,950(cuft);0.366(acft) Runoff Hydrograph Q (cfs) 25-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 = 17.72 (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. Tuesday, May 28 2024 Clear Water Ditch - 2 Trapezoidal Highlighted Bottom Width (ft) = 3.00 Depth (ft) = 1.10 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 17.72 Total Depth (ft) = 3.00 Area (sqft) = 6.93 Invert Elev (ft) = 685.13 Velocity (ft/s) = 2.56 Slope (%) = 1.00 Wetted Perim (ft) = 9.96 N-Value = 0.045 Crit Depth, Yc (ft) = 0.79 Top Width (ft) = 9.60 Calculations EGL (ft) = 1.20 Compute by: Known Q Known Q (cfs) = 17.72 Elev (ft) Section Depth (ft) 689.00 - 3.87 688.00 - 2.87 687.00 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. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>Clean Water Ditch 2 Name Clean Water Ditch 2 Discharge 17.72 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 Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern S150 Straight 17.72 cfs 2.6 ft/s 1.09 ft 0.044 1.8 lbs/ft2 0.68 lbs/ft2 2.66 STABLE D Unvegetated Underlying Straight 17.72 cfs 2.6 ft/s 1.09 ft 0.044 1.32 lbs/ft2 0.43 lbs/ft2 3.07 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 17.72 cfs 2.63 ft/s 1.08 ft 0.044 4 lbs/ft2 0.67 lbs/ft2 5.93 STABLE -- Vegetation Underlying Straight 17.72 cfs 2.63 ft/s 1.08 ft 0.044 1 lbs/ft2 0.43 lbs/ft2 2.33 STABLE -- Substrate APPENDICES CONSTRUCTION SEQUENCE ///// / /_ 1 ( ) IJ'/ \ \ \\\ / d 1. OBTAINALLREQUIREDPERMITS. \ \ ----1 \_/ / / - / / / /- \ I 1 I \`( )1 I \1 _/'l / / / - // /// /7'\/ \ \\\ �\\\\\\\� //// EROSION AND SEDIMENT CONTROL NOTES: Z WJcL a 2. SET UP AN ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION \_ - I �i � '/f� \\ (" I )1,_-.......,N\\\\\\\\\ \\\ /// N CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO `I \ J /�//// ///// \/ /\� IIII ( / / / / /� / i.l I T��\ /// / /j, /\'IV(C I IIII \ \\\\\ \\\\ \_j//� 1. IFNECESSARY,SLOPESWHICH EXCEED EIGHT(8)FEETSHOULOBESTABILIZED WITH SYNTHETIC OR �.� 'LiM \D DISTURBING \ �� -� /�// / (�i / I I / / \ / ` \ \ \\ VEGETATIVE MAT,IN ADDmON TO HYDROSEEDING.IT MAY BE NECESSARY TO INSTALL TEMPORARY U. CONTRLESUCHCOR TO NFERENCE 48 HOURS PRIOR IONTROLO MEY ANRES.FAILURE / / _fO \ \ I 1 1 / 1 I I \ / 0, J ` \ / J ( I//\<II I �\N\ \\\\\� \\ /, SLOPE DRAINS DURING CONSTRUCTION.TEMPORARY BERMS MAY BE NEEDED DAILY UNTIL THE SLOPE SCHEDUACTIVITY IS A VIOLATION OF THE TOWN CODE AND IS SUBJECT TO FINE. \ \ `��-- -_i/ ,,�/ / /^ \ 1I III11I I / / 1 ) S / ( \ / \\\�� /\/j I \\\\\\ \ \\�/�// IS BROUGHT TO GRADE. Lp8 3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \\\ \�f =� -ice/-N / /JIII---1\ 1 1 1 Hill I l / / / \ J l ) \ - /// J/� (I\\` � I I \ \ \ \\\\\\\\\\\\\\\�/I/// 2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE � r PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS \ /^S. / -i -//i�i \ \1\\ 1 II 1I 1I I I l / //\ �/ I \ I ;/ ( \\\\\\\\ \ \ I \ 1 \\\\\\\\\\\\\\\ // If WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE - 4. NSTALLGRAVE CONSTRURIOND ON THE OENTRIANCE ONGREENTE APPROVED ACRFS CIRCLE. \ \ -^-/ ��'_- - %//�\ I III/lIl/ll/ll / J/{I' )� 1 / / / I 1 r( �\ \\\\\\ \\\ \ \\ I \\( \\\\\\.//// SHALL BE / MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: ,EQ 5. ITNEMPORARYSTALL IDMERSION DMETER SILT ITCHES ANDOTHER MEASURES AS SHOWNON HESIN, / �_ jj/^ ^�_ i-- �'\//4(;,J�Il II1(ll/l////////¢J \\ I \I ) I-/ // / / \ \\\�\\\\��\\\�\\\\\\�`\ \\II11 \\\\\\\ \ /// HORALL IZONTALTOIVERTICAL(3:IISERIMETER DIKES,SWALES, THALL BEPRIOVIOEDMETER S EMPORARVORLOPES AND ALL SPEBMANENTLOPES ERTHAN3 W•�C/�N> PLANS CLEARING ONLY AS NECESSARY TOINSTALLTHESEDEVICES. \ /// _/-_-_/\/-/////I))I,l %I 'I / 1 J1/( 1 /( I I \ //�- /\ \ \, \\1\ \ \�\\\\ `---II, /I(��`-\\\\\�,-//� STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT INANY EVENT WITHIN 7 S \,{W a6 6. CALL FOR ON-SITE INSPECTION BATHE EROSION CONTROLINSPEROR.WHEN �^ / //GS/ )/' / I / I / •� r� / I L ,, 1 ( \ r� \ Jl\ \ I Il \\ -` \\\ \� // CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAS G m� APPROVED,THE INSPECTOR ISSUES THE GRADING PERMIT ANDCLEARINGANO \ �J ��/ /ji'/ // \//l /) I / T ` \ / 1 I \\�\\� I$ \ II` \ \\ / SHALL BE PROVIDED OR PERMANENT STABILIZATION WITH GROUND '- / /( /� / \\ t \\ I \\\\ a`N GRUBBING MAY BEGIN. ) / l lI / / / `Jx�� -� _/ ) \" \ \ ) \\\ \ \� % SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST Qw CUN / -/�`1 / / I \ v / / \ \ \ \\\\\ \\` oD 7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS -\ / /,'/-- - \ �� // / / / I /^ �`_- // ` 1 1 1 ) \` `\ -., ))\\\\\\ \ r� \ LAND-DISTURBING ACTIVITY. '1�U GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO N. // \�'N- \// ////// i I / / l l f (\\ \ \ I 1 \ \ ( \ I PREVENT EROSION OF THE SITE. \_, _� //�///�/ -\�-_\�//I ///j///I/j// I I I ` / ---J/ SCS Sheet ��`\�/ \ \ \ \ 1 \ \\\.._ \\\\\ \�\ \ /� ^\--� 3. ALL CUT AND FILL SLOPES ANDCHANNELSIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED ` W aZ BEGIN MASS IS / //////// /////� �) / I /„ /� --J J Flow ) \ \ \ \\ \! / \\\�_\\\\\\\\\\\\I\ I\ \ �\ UNTILAGOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON Lo 0 8. CONTRACTOR SHALL ACTIVITIES.ASSITENT OFSEDANDPTER FLOWING - / // - - / / / I / _ / \ \ \ SHEET C7.5.ALL SEEDING WILL BE MULCHED. EU CONTRACTOR SHALLMINIMIZE THE AMOUNT OF STORMWATER OVER D -- //// ^� �_- / ////// (\ J / _- _ L=SOFT f \ \ ( 1\\,'\ \ \ Il ^-- N� SFILL SLOPES BY LOPE DRAINS NUSING ON PDIVERSION LANS DEPIRTHE REQUIRED DIVERSION DITE DRAINS.DITCHES CHES AND - // '/ ' ' \/// /// ///////// // I �/ / I\/ �� \/ -- - 5-2.0% \ \`� \ \ \ \I , ) I �\\\\\N" I\\11\\II\\II\ \ \ \ \ ^\\ 4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(7)DAYS AND Ept ITE SLOPE DRAINS AT FINAL PAD GRADE.ADDITIONAL MEASURES MAY BE NEEDED AS '-'_' -r/-- /////�j- ////f/ (J II \ /\l \j/ �-/ - n-O.24\ \ 's \ \I \ I)II \ \\\\ \\\\\l\1\\\`\\\\\I\\\\\\\\\\\ \� NSPEWITHICfI0N5 HOURS 10 NTIFY eMPS EACH THATRAINFALL DAMAGEDOCCURRENCE ORNOT OPERATING ONE EFFEINCH. CTIVELYSMAINTENANCE a�U PROGRESSES.CONTRACTOR SHALL LIMIT DRAINAGE AREAS FLOWING TO EACH OF // � / / ///�/ /�/ / / 1 \ \ �`y\ i -/ ^\ \ \ \ l \ 1 \ \ \ \ \ \ \\\\\\ l \ / '''\ /// • //J / I ) /\�7--�^� \ \ ` / / 1 \\ \ \11 \\\\ \ \ \\\\\\ \ \ 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 , i J "\ /// / / / / \ \ \ \ \ \\\ \\ \ \\ I NEXT STORM EVENT WHENEVER PRACTICABLE. rriii�iF r r` ./ /� 1 1 \ II IL \ \ \ BASIN.THIS SHALL BE ACCOMPLISHED BY ADJUSTING THE PROPOSED DIVERSION `/�-�/ i -�\ I / // ( ///// / / \/ \ I \ I \1 \\\\\ Cq DITCHES AS THE SITE ISGRADED. \I//-�� / - \ )/l II) I /// //lI l l �� f \ \ \\ \ I I \\ \ ( ( \ ""\ \\\\\ ( \\ \ 0.\\\\\\\\ \\\\\ 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY ``J``�'\Noo°o°oRO� ',� 9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DI TO D7 BRINGING `T_� / / // \ \ ////�l / J I l I I / / ) lN� / / \ \ \ \1 / �`/ \ \ \ \ \ \ \\ C. )\\\\ \ \ \ \\ \ \\ \ 1/ SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND 0o° �L GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM /// / / / /, \ \ \' / I 1 \ I1 \ \ \\\\\\\ \\\ \ I WATERS OF THE STATE IWOSI OR WATERS OF THE UNITED STATES(WOU.S.I. 8=o AMERICAN"ov•A TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM _��l / /')-NJ)l //// // / I I/ / 1 / 1 \ -"\ \ \ \ '\ ` I \ \ `\\ \\\\ \ \\ \\\\\ \\\\ _ v ENGINEERING] STRUCTURES. /// ��/��////,y / //// / / / I ��1 _ \ �A `\ \\ / \� ` / I 1 1 \ \\\\ \I \\\\\�\\ \\\\\\\\\\\ \\\\\ \ \\\ 6. ALL EROSION COMROLDEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASESOF mg ASSOCIATES=g- 10.INSTALLCLEAN WATER DIVERSION DITCHES I AND 2 TO DIVERT TO BYPASS STORM 7��%/ / ////// % //// / I l --v -- �� \\ \ \\\\\\ \ \E\ \- CONSTRUCTION UNTIL THE COMPLETION OF ALLCONSTRUCTION ACTIVITIES AND ALL DISTURBED FABo SOUTHEAST B,�=11.CONTRACTOR SHALLMET WITH THE EROSION CONTROLINSPE[TOR PRIOR TO /^ III(l///////�/// /// / \ t(\ I /%�'/-� ��1------- ^\ - \ �\ \\ \\ / �-\\ \ 1/ I `I 1\ 1� \\ \ \\\\ \\\\\\\\\\\\.\\\\\�\\\\\\\I\ \\ ( \ CONSTRUCTION AREAS HAVE EN STABILIZED.ADDITIONAL CONTROL DEVICES IN ORDER TO CONTROL EROSON AND/OR OFFS RE SEDIMNTATION.ALAY BE REQUIRED L TEMPORARYG '�'��'q°Cae88'°p '01 / \ \ ` I \\-S// / / ( f� ( \ ,.r•x,.xrux.ox" \ _ \ \ \\ \\ \ CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS r E J\ FENCE,SIILLTI DIVERSION DIITTCHESRANDO NO OASURESA SHOWN ON THE APHASE -, /// // )///// / / I \ f �"'\ \ /\ Jq'''''''oxuxax,: \ \ \ `\ \ \\'� \ \ ,,. \\\\ \ / OFA 2LT DIVERSION ONLY DITCHES ES AN OTHER INSTALL URESAS DEVICES. \J 1\/ // //l ll l I I \ I I ( \ 1 \ ,` \, .,_ SCS Shd IOW \ \ \`� \ ` \ \ \ \ \\\\�\\\\\ \ \ \� \ \ STABILIZED. rF i / / // I / I ( \ \ \ I` ' `- /- Concentrated / N. \ / \ \\ \ 1 I \ / \ \\ ' \ \\\ 12.TEMPORARY DRAINAGE DITCHES SHALL REMAININSERVICE AS SHOWN IN EACH �)) / I \ ( \ -/ T\ \ \ \ \ \\\ \\\\ 7. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT II / / J I I I \ ) I \ / Flow �- \ \ \ \ I I \\\\ \\\'\\\`\\�\ \I PAVED ROADWAY FROM[ONSTRUCTION AREAS AND THE GENERATION OF DUST.THE CONTRACTOR ss ( / �_//1 ( 1 l I 1 �l \ \ / \ \ 1 \ \\\ \\ \ \ \\\\\ „/ ,Tit FENCE PROTECTION AS REQUIRED AS EACH PHASE IS BROUGHT TO FINAL GRADE. \ %%%%f'� \( /// /'_JI\ ) 1\ I I / ) ` \ J \ Unpaved \ \ Y \ \ \ r \ \ /�I / \�\\\\\\\\\\\\ \\\\\\\ \\\\\\ SHALL DAILY REMOVE MUD/SOILFROM PAVEMENT,AS MAY BE REQUIRED. \` •� sI I... �i/r''' 13.CONRNUE MASS GRADING ACTIVITIES INCLUDING RETAINING WALL \ )\ \\ `\. III( \\ / ( \--/� J / L=497 FT / \ \ \ \ `\ _ 1 \ \ \\\\\\\\ \ \ \\ \ N A l \ \\\\\ / `\ \\ \\\J\ \- �l� $=2.8% /- \ ( C\ ('_ / \ \ 1 \ \ 1 / -� \\\ \ .\ \ 8. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE VIA THE CONSTRUCTION ENTRANCE. I CONSTRUCTION. \-__-AL, )\\") \ ,-\ \ \ b' \ I ` I �\ \\\\\\\\\\\ \\ ff 5 y ' 14.CONSTRUCTION OF THE STREETS,THE ASSOCIATED UTILITIES,INCLUDING \ 1 ( // (\\` \\,Tt�-� �\ ' \ 1 \ \ \ \ "' ��r \\\\ \\\\\\r\ \' \�\\ 9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PLACED ON THE UPGRADE SIDE OF THE TRENCH TO = _ LATERALS,TO BE COMPLETED AND INSPECTED. \ I \ lI %.,-_� -. SCS Channel Flow 1 1 1 \ \ \I ALLOW MATERIAL TO ERODE INTO THETRENCH.CONSTRUCTION MAINTENANCE AND REMOVAL 15.RECONFIGURE SILT FENCE AS NECESSARY. - \ I I ` \'''/ \ \\\\ )/' -� r 1 2'Bottom Sides \ 1 i \ \/ \ //� l\ \\ \\\\\\ \\\ _ i \ \\( \\ \ I I ~ 4' I\\\ ✓_ / -- 1 / _ \ // `.'', 1 II ALL EROSION CONTROL DEVICES ARE THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS 3'04E 16.PINLANS AS INLET PROTECTINAND SEWER MEASURES AS SHOWN ON THE PHASE 2 \\(\(`\ I I \\\\\\ \ I1 I \/ \\ /&\/ f \7 /n:- /' / / Min.Depth FTh-2 \ I \\ ( ) % \\//\' �� J \'''')---'�\ \\\\\\\ \\\\., \,1,,'. \(II\ 1\\I OTHERWISE NOTED. S. 11 Z122. y ```` SYSTEM T'i: ".. NIMUM. ll.ALL AREAS THAT GO UNWORKED FOR I4 DAYS OR MORE MUST BE STABILIZED -� \\\/` \\\ \ \\ \ \ \ ) I @„ \ \ \ y xf[ENVARTM/R/ORN / / \ $=1.0% \\ \ f /1 ///// /)\\I\ 1 III\ II I\\\\\\\ 30. THE OMEASURE NESION CCESSARY FOR CONTAINMENT OF RUN-EASURES SHOWN ON THIS TOR SHALL BNG ARE OE THE ESPONSIBIMMENDED AT ALITY OF THE '''�e,"Y M FP.\`,.�` IMMEDIATELY.STABILIZATION STANDARDS SHOULD BE MAINTAINED ,1L / HN.'563t1,41,10000 / n-0.15 1 1 \ I 1 I/ \\\ \\\ 1 I I\ \ \ \ \ (� \ Iq,\ '/T�-/.--�q.!�I' // 5_ \ \ \ / I I// 1 I I \ 1 CONTRACTOR AND BE FIELD VERIFIED. ''''///000l,slttsxx THROUGHOUT THE CONSTRUCTION PROCESS. \ \\ !R/ T \ 1 ( \ I / r /I I I I\1 1 18.STRIPPED TOPSOIL SHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT \ \ \\ \\ \ \ \ V CYAXUEVYC MYION/,✓L.' \ 1 \ \ \ ) ) `,,,, ) , / / / I I \ \ \ VIAV \v K. / / I A A ��a,1 / /// , , A 19.MAINTAFENCE LN ANDAD AOVIDED DUND THE PERIMETER OF THE JUST EROSION AND SEDIMENT CONTROLILEMEASURES AS MASS ,-\\\ \II/ I \\\\\\\ \ \ \\ \ I \ \ . " I 1 1/ ±4.71 AC \\ \ S \ / / Y� �/ \\I N. J /I( \ ) ///\ 1 11. ADDITIONAL MEASURESOF THE TOWN ENGINERINGDEPARTMENT.ROL EROSION AND MAVBEREQUIRED BYA I / \ \ \ \ \ \ \ .. \ ! ) S // I\1 1 REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT. GRADINGES AND STRUCTURES. TTO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL ^\ N. ` I I \ I \\\\\ \\ \..\ I\ \ \\\ I •-i�T r� - \ \\ \9 SUBCATCHMENT 1\ \ \ ` \ 1\ I \`^T k!,l \ \ ///�//// ( II/I / ) \ \ -.go P,. 6 .AREA TO \ \ 9 12. AGNADIN6 PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT 20.UPON INSTALLATION OF INITIAL STORM INFRASTRUCTURE AND INITIAL ASPHALT I ) 1 I I I I I I 1 I1 A7Z\V A N. V A AV A iij .-- - wr)17.Ii CLEAN \ SCS Channel Flow \ ---/ A ^y.--i // /// / PREVIOUSLY APPROVED. LIFT OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDmONAL LIFT, \\ ) ( \ \`�)( \ \\/�/nn/r+y.\\ \\\ \\ \ \� WATER \ 3'Bottom/3:1 \ \-_--11\ JYYY---\ / //f / 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. \ \ 11 I ( \\ \ \\\J/ \ \ 1-) I /\ \ \ \ \ .DITCH-1 Sides \ __I'\ _ / / 21.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER I \ \ �`. \ / ILL \ \ \ \ / \�- wvv n / \ \ Min.Depth=3' / / / OWNERARATO ON-SITE DEMOLITION LANDFILL PERMIT ISRECEIVEDFROM THE ZONING \ w"oir<:ex 1I // // ADMINISTRATOR. EROSION AND SEDIMENT CONTROL \ //) \ \\\\,_L\II\\\\\ \�// Id- \\\\\\\ �/� __- \ m'I\ �„ \ \ L=331 FT ±2.99 AC 1_, /�� / 1 I 22.INSPECT BMP'S ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ \ I \� 14. GRADING MORE THAN ONE ACRE WITHOUT ANAPPROVED EROSION CONTROL PLAN ISAVIOLATION ( \ \ \ \ 4 \ \ \\\/ III \ RREN1vwuB7/RN \ Y 1 - sy 5=1.0% SUBCATCHMENT REQUIREMENEQGE ER INSPECTIONS ITNCGOIWW,REPORTING SHALL BEIN.COMPLIANCE \ \\\ \ l}\\\ \ \,. \\� ;/ \`--- ��... / \--\ \n=0,15 -` AREA TO OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND ISSUBJECT TOAFINE. WM1 THE LATEST ▪ \ N44EX472004p r/ \-- \CLEAN j15. DRIVEWAY PERMIT FOR[ONSTRUCTION ENTRANCES IN NCDOT RIGHT OF WAYMU5T 8E PRE5ENTE0 23.CONTRACTOR SHALL MEET WITH THE EROSION CONTROLINSPEROR PRIOR TO ` \ \\ \ '�L~\\\\\ �� \ \\� q t ry 19,3 �.,.�pv \\ a/nR[EYOrov,tR -,` WATR \�L` / I AT ITTIOR MEETING. COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. \ L \ \ \ �. \9/N.56518It49 �^ r`�\_\�(_. \�� l-_,, \ \ \\ \\ I \-' t �- �� 6, \ .„,:_,,,,,...:::.7., -DITCH-2 Lso RAAeshg N' 16. A PREWORK MEETING SHALL BE SCHEDULED WITH THE TOWN INSPECTOR PRIOR TO CONSTRUCTION. 24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL N. \ 7 \ \ MEASURES AS SHOWN ON THE PHASE 3 PLANS,CLEARING ONLY AS NECESSARY TO \ )/ \ \\\\N. \ \ \ ; \ X~=\l==_^\-'�8i \ C484RRUSCTUG CR � --HN�65tk11naxYl INSTALL THESE DEVICES. \ \ \ \ \ - ` I �erroTvG9tRT 17. LITTER,CONSTRUCTION DEBRIS,OILS,FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL 25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TO INSTALL -1`` C L 7"I-r- O N �_ \ �, Tf� _, FOR IMPACT AS STOCKPILES OF FRESHLY TREATED LUMBER)AND CONSTRUCTION CHEMICALS Z ADDmONALEROSION CONTROL MEASURES FORTHEINDIVIDUAL HOUSE \\\ \ r" C IM6,r IJ _ CS- ?; n _ - \ \ _ \-_ M,T. „-- - THAT COULD BEEXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT CONSTRUCTION.SEDIMENT BASIN TO REMAIN INTACT AND FUNCTIONING DURING I \ --� �� \ \-\ - L� ` c:. SOURCE IN STORM WATER DISCHARGES. w n :\•✓\- \ HOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT // \ \ \ in n ti 1 --\ \ \ \ - _ \ Era•E.„am t `): K� 1:STSTgf 8. SHOW BMPMEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES: se BASINS. // \\ 68p' �l1' ) N. \\ - \ �- ws°xoux.,J/\ E76D 26.FINALIZE GRADING ACTIVITIES. \ \ \ \' N. ,- �1 - / -680\ \ 1 \ \ N. \ iiM�swxmv \- _ (7�_ �^a� CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OUT ON SITE.IF CONCRETE TRUCK 27.COORDINATE WITH THE EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF g\\\\f\ I \1 \ r' y-- /\�- - \/� I \ \ \ �� xf�:yjGf 7j��A '��_ \ .,--\ I \ /rJ�/y \ �_ / \ \ ^ \ \/ (l' j -�_ WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMP'S WITH SITE INSPECTOR. EROSION CONTROL MEASURES.UPON INSPECTOR'S APPROVAL,CONTRACTOR IS \\ �/ /,-_,__,.„:,,.,„:,), \ � �%.. \ \ \ _-.fn \ 1 \ \ \ \` \\ \ ICf _,I 1' / -� Q TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED �\ I \ //' \\ \ \: \ \ \ \- \_ \_ \` i\ 'f'• ^v DO NOT DISPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTO A SANITARY 0 SEDIMENT BASINS. \\ �\ \ \ \\\\ �\^��5� \ --i-^ 1\\--\ \ \ \ �(^)^� rt^%M�rss��\ _\\� \\ `_ \ - 1;,f� ' )/I,pq/vNSIFYENCN�,CI86P5 SEWER,STORM DRAIN OR ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF. 28.LOTS 2-5 LOCATED IN AREAS WITH SEDIMENT BASIN SB-2 SHALL BE GRADED USING \�\� I \ \ N..� I L t / _ \ \ \/ \ \\ " I ,Yp/N.56fJip1{Tpa� INDIVIDUAL LOT GRADING EROSION CONTROL MEASURES,INCLUDING SILT FENCE, \ \\\\\ \ \ \ 'x \ 6j� \\ \� \ __✓;\` \ \ \ ^ \ \ �__- \ \ /I /I vet?dG.OY 0 DIVERSIONS AND CONSTRUCTION ENTRANCES UPON REMOVAL OF THE BASINS \\\\ �� \ D \\\ �t-- \ \ \ '\\ \/ ^\\ \ I/-\ / CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: Z AND FULL STABILIZATION OF REMAINING SITE. \\\\\\\ \\ \ \\-\\\\\ \i- -/_-II \ \ \ Mnvl ::::\,----7:::. -�\ ' '\"ouTw� �- - • //29.WHEN VEGETATION IS ESTABLISHED,CALL FOR FINAL SITE INSPECTION AND FILEA \\\\\\ \\ �` �� \ \\ \� �-�\vJ\ \ / i m*Jy -DESIGNATED AREATHATWILL LATER BE BACKFILLED(SLURRVPIT) NQ FNOTICE OF TERMINATION WITH NCDEQ. \\\\\\�_\ \ \\\• + ROPE •� \i-\\ t. \ .� �- }\�- \\\ \ �685�` \ i / -DESIGNATED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OFA SOLID -1\\ �� \ \ \\ \ \' - r / -LOCATION THAT IS NOT SUBJECT TO WATER RUNOFF,AND MORE THAN 50 FEET AWAY FROM A ■O'�NN\./GENERAL NOTES \ \\ wnsTE. i��\\\�\.�rnw''''''1N\\• • �N. \\ / : -�-4..\ / STORM DRAIN,OPEN DITCH,OR RECEIVING WATER WAY. °t 3 Days Before D�gg,ng°**I.ALL MATERIAIS,CONSTRUCTION,AND PIANSARE TO COMPLY WITH \\\\,\\\ - \ - ^X`' -�^ -PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK. North Carolina 811 CURRENT NCDEQ STANDARD SPECIFICATIONS AND DETAILS. \\�\\\l\ \_ �660 �i� m \\\ v °vs"4 \ / \ \ - - I T/ -CONCRETE WASHOUT FROMCONCRETE PUMPER BINS CAN BE WASHED INTOCONCRETE 811 or 1-800-632-4949 / \ ' -- \ \ �\ 1 - I TEKfR^ PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ticket Entry 2.CONTACT NORTH CAROLINA ONE CALL SERVICE@811GR \ \\\\ ^ -\ �\\/ \ ' J \� g7 \ HN- 8v1331UW DISPOSED OF OFFSITE. http://ne811.org/remoieheketentry.htm 800-632-4949 A MINIMUM OF 72 HOURS BEFORE DIGGING. ( \ \ I, /Is/ ^6••a5� \ \ \ \ \` I Z,' / :963h FG'BS (() \' \\L---- I \ "- -- �� -- l_----^-J;- \ \ \\ \\ \- \ IICOU/✓IKIININGCR 19. ALL CHEMICAL SPILLS,OIL SPILLS,OR FISH KILLS MUST BE REPORTED TO NCDEQ-CALL THE 24-HOUR STIPULATION FOR REUSE 3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL \l ) \\ \ r ;,y \\ vi\ \ \ N. \ IW EMERGENCY RESPONSE LINE AT I-800.858-0368. DEVELOPMENT GRADING AND DRAINAGE PLANS. \�( I \ rx�Mx� L O\\- ,vsossCPx'"'\ \\-^--/- / ••• \ \ \ \ / I� THIS DRAWING WAS PREPARED FOR USE \(\ \\ \� ` \ J I1.--\ \ \ \ - N \ \ V -680N /`11 III\ �Q 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 EXISTING STRUCTURES PRIOR \ \\ � o. _ -\ Ifi \ \ • /\ \ \ .�, SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM DATE AS LISTED,HEREON,AND IT IS NOT TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTED TO THE z \ \`*6 �� \ - / 7,•� \ \ \ - N. 1 N _--- /1 ,,, q -�^ SUITABLE FOR USE ON A DIFFERENT i •`\ f \. �_ •F \ I DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,ETC.).DISPOSAL AND HANDLING OF SANITARY WASTE ENGINEER. ! 1 \ /`/� \ \ N. \\ \\\\ -- pp I� \ MUSTCOMPLY WITH STATE AND LOCAL REQUIREMENTS. PROJECT SITE OR AT A LATER TIME. I \`\ m.\ \ \-/- \/ \. \ \ N. N. /I tl,' '.•& -- USE OF THIS DRAWING FOR REFERENCE OR 5.THE NCDEQ EROSION CONTROL MANUAL SHALL BE USED AUG I \ / /T �\ \ -_ EXAMPLE ON ANOTHER PROJECT REQUIRES GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. \ \ \\ xxruxon �-\ /\ i\/\(\ TOTAL DISTURBED AREA -\\' \ ECM LINER /:): I R/6ENNOC/R ROAD/5' 21. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE A MINIMUM OF 4-6"OF CLEAN THE SERVICES OF PROPERLY LICENSED THE FOLLOWING BMP'S: N. \-.1 \\ BI; T rx\ \ \ P^/ \ Cf)1\I 14.28 ACRES -� NAG SISO OR EQUAL _- - N'f'`RHCTCD/- TOPSOIL,FREE OF DEBRIS AND CONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN. ARCHITECTS AND ENGINEERS.REPRODUCTION \ \ - _ \ - f/ -\ OF THIS DRAWING FOR REUSE ON •SURFACE ROUGHENING \ ( \i\� I \ - /l 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED •STABILIZED CONSTRUCTION ENTRANCE - \ \ d \ \ _P- --\ \ _ I' - `_ AND MAY BE CONTRARY TO THE LAW•SILT FENCE•HARDWARE FABRIC AND STONE INLET PROTECTION � II0 �\\\ \ Ir 17 ''J \ 23. CONCRETEWASHOSI S,OR NSTANEA STOCKPILESUNLESSN ALTER NOT BE EIS FEAIBL WITHINSOFEETOFANY TA✓(ORNA.fTVERI STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FE4SIBLE.•CHECKDAMS AWRTNAM V \ \ \�I `IroID`\"•'�M,,•a' - \ \\ \ 6 J Jg ., z•TEMPORARYSEEDING PWNS65tTLG1 y/ )I I -` \ \\\ \ \ . I��8�f991d^1BI CR 24. ANYOFF-SITE BORROWANDWASTE REQUIRED FORTHISPROJECTMUSTCOME FROM ASITEWITH AN 'Z•PERMANENTSEEDING 09ISOT6,aG 1 J` \ \\ \ \ f �/VYAPPROVED EROSIONCONTROL PLAN,A SITE REGULATED UNDERTHE MINING ACT OF 1971,ORA O •MULCHING Fa64 vGn \\ , v r `\`\ 1V_,- � \ \\ 4/- \\ LANDFILL REGULATED BY THE DIVISION OFSOUD WASTE MANAGEMENT.TRASH/DEBRIS FROM `�' ~ CYARRUSCOUNTYZAN/ \\ ° -_ __ \ \ \ ly _ •SOD \\�,J ® •.�;� ovrxx ecnuus`�/\ ^ -1'\ \ \\\ \ \ \ DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A ,-. IC/D E-Li •SEDIMENT TRAP �665� -- \ \ \ 'pJ _ FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID GIy �-' • •SKIMMER SEDIMENT BASIN \\\\\ �_\ \!I\\ /----�- \ \\\ \ \ \\ \ '%'1"i°"{"x° Ix W/'� �-° WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. ��-' \\\\ 1 \ \ s>\ \ h 02 SITE INFO wr w \\\ N65(4.11. \�) \/ _\- \\ 01 R M� J 25. PER SECTION 6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND H CONSTRUCTION START DATE: 2022 \\ ��'. �.a;. •'t -- .-To, \f\/-i^ \ten\ \\ 11 1 \ \ N / m iu, DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD 'Z r�'y-�1 C,,W F DISTURBED AREA: DECEMBER,E s.\ a+' \ usry Mn\ \\ / -- \ \`\ \ lhwxltanat \ nwuwM \y \ / r*.a. J BE SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND r_, '-1 t-I- .Z 14.33 \® \� • \ �\ - \ \ \ REDUCE MAINTENANCE. W 1--' CL+ \\ \\e\,. - \ \ \ \ 2AUR6ANVROPERNES,(2c \\ .4 \ ' \ \ \ / ilN.'S650.49M]RtYG v1 TEMPORARY SEDIMENT BASIN 2 TEMPORARY SEDIMENT BASIN 1 1 \\\ `�\‘‘.. • \ ^A -/\ \ \ \1�\ \ \ \t ) �0B'Y;1Tq.QG'31 r-, �l1 I�-I0 cT \ fix\ , \i L\\\/\ -- \ \ \ \ \1 \`�Ep••• U§ARRUSCdLNIYZAV/TUG CP w O E 1 W Basin Number: 2 Basis Number: 1 V I„x.oy� �- A_/ v A A I I A� I v G. Basin Type: Skimmer Basin Type: Sediment \ ��VA -�v ^> A A I I / I I I I I \ �'h-^ m Phase 1 Drn Area:-5.41 ac Phase 1 Drn Area: 7.03 ac '. Al\\1\�° V / / / �„•,x,,, �W LEGEND f� \� \ p �v, 1 I I // I m 1 / v;' v d Phase2Drn Area:-5.41 ac Phase 2 Drn Area: 7.09 ac v 1�A ;-: / v A / / I \ A I .C ^- -SF-p�sF-p-o- HIGH HAZARD SILT FENCE Z Z 2 Phase 32 Drn Area: 5.11 ac Phase 3 Drn Area: 7.36 ac A A \ a'�.� / / �W / I--I z W `A - .�- ' s.,Trr°' / "pi.a( 1 , v r e k e / -SF-5F-sr-5F- SILT FENCE O w Q10(Max) 19.02 cfs 010(Max) 25.87 cfs \\ ( \ \ 1" \ \ \ \ I \n O / W F U Regd.Surface Area: 6,180 sf Regd.Surface Area: 11,254 sf `\ !,\\ I I ) -SF�sF W \ \ - V r./ - - SILT FENCE OUTLET 6S prod.Surface Area: 97,738105 sf Prov Surface Area: 13,240 sf \ \\\/\l \�\��F _. /�- -,.- lY'I ,' 11/ - -..-•.- Re d.StorageVol:-9,738of Re d StorageVol:-13,248d - \\ i Prov.Storage Vol: 9,840 cf Prov.Storage Vol:-22,288 cf v } V' '� I 'F � '' v ��' / 1 VA--/ LIMITS OF DISTURBANCE (f1 u Storage Elev:p 660.50 Storage Elev: 656.00 `' M-�'�� 4 _ -� -0° TRIBUTARY AREA 02 Bottom Elev: 659.00 Bottom Elev: 654.00 \ \ - r _:r SrSr _ -� _ \)( "t"+-� _ --= -w-b. JOB NUMBER 20003 BB � a.�9a--Was• '= •�.• - Clean Out De the 0.75' Clean Out De the 1.00' -- - .� r -_- '�--d6_ -°°--�-=- - - - q - DESIGN BY: BMF Top of Berm Elev: 664.00 Top of Berm Elev. 660.00 --- - 7(� _ - / ( - - \ 1 -Tn-•� Tn-•) TEMPORARY DIVERSION 6 14 2022 o - `o Emer.S Spillway Width:-dt-20' Emer.S Spillway Widt 660.00 \ - WI )/ _ __�� - x� e x .=-x _ DATE: ��.� Emer.Spillway 20' Emec Spillway Width: 30 • s - --- ,�-4 ��- °`- "-- INLET PROTECTION �{� .r�, ��.,E-�u� - /I SHEET TITLE: Skimmer Pipe Dia: 4.0" Skimmer Pipe Dia: 3.0 _ ,�___,r__�T' ' ..y, - \ \\� \ \ \ ( 1 \ f s- / u� Skimmer Orifice DM: 1.5" Skimmer Orifice DM:-2.5" \�1 \ \ \ \ \ \ \ �\ 1 �/�,� SURFACE FLOW DIRECTION ICra 'NArEsl rmizP� ...AE WIN\4H4 1 RYfRffRli10l \ \RENT�fOERIf A"1'(F ACF Riser Top Elev: 657.50 /N „� f/'565078553raw I PI S6s %s0S.j \ ),lN.'S6w198s36 U \ °N" s9� I Illl �.ItaJ¢/e:ta) �ql/n a9s9o,vG.n I d4 8ePo I - ' - ' - STREAM TOP OF BANK OVERALL EROSION& Riser Dim.: 48 X 36" I 586128o7/P6:'1.l �°d°G'°5 I Bzb¢°r 1A \ \ � �y/ .0iSC0 NIYZONcI �RnRRurmuNrvzaNivGCR Culver Dia: 24"RCP RRUSCOUNTYZ. :RA)YCONWZAANGR(N SAAR1l'O,F,',,,1. \O 9V4TV0T7iYAc. I ''\ Y I SEDIMENT CONTROL GRAPHIC SCALE Culvert Length: 44' I 1 \ SS EROSION CONTROL MATTING \ tl (SINGLE NET EXCELSIOR) PLAN PH.1 I eo a 00 80 160 Inv Up: 653.99 1 I I - - Inv Down: 653.68 I I I It I I 3:1 SLOPE STABILIZATION m m I 1 inch=80 (IN FEET) \ I1 II I I ft. I 25'INTERMITTENT STREAM BUFFER SHEET NO.: O I II I 1 1 SEQUENCE I I \ \ % HELENCABTNUR-CORNETT/ /' i ram,\ - PY56sI71BBB2IXCtl/ I r \ EROSION AND SEDIMENT CONTROL NOTES: a v 1. OBTAIN ALL REQUIRED PERMITS. \ I / - 082861,PG3O7/ \ I / \ - \ \ \ \ \ r'C�, I I I l N 2. SET UPON ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION \ \ \ \ \ \ \ / h' J CABARRUSCOUN7YZONl. / / \ \ \ ) < \//I I 1. IF NECESSARY, WHICH EXCEED EIGHT FEET BE WITH SYNTHETIC OR .. \ \ \ \ I \�F 1 \ I C N / b L C. 1 / VEGETATIVE MAT,IN ADDITION TO HYDROSEEDING.IT MAY BE NECESSARY TO INSTALL TEMPORARY _ m n CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ I \ .( SLOPE DRAINS DURINGCONSTRUCTION.TEMPORARY BERMS MAY BE NEEDED DAILY UNTIL THE SLOPE \ V,,. ,,,,,,,../..___ 1 C / \ 1 S I I V /I f 1 ( Q t SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING \ \ \ \ •��\ 1 I k - - / \\ \ \ \ \ / Y I ,I NI 1 I \ \1 15 BROUGHT TO GRADE. ACTIVITY ISAVIOLATION OF THE TOWN CODE AND IS SUBJECT TO FINE. \ \ \ \ \ \ I \ \ / 1 \ \ / \ \ ) / / I \v \ J U /11 O�r� 3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ \ \ \ \ \ \ \ I 1 \ �� I \ / \ +4.71 AC \\ \ \ \ \ I I \ I \ I\ lLJ PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS ) \ \ \ \ �\ \ \1� \ \ i,- \ • / ,/ - \ \ \ \ g I Y \\ 2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONSOFTHE SITE r_ CO OJ y \ Mom.oy • _ 1 \ \ / T SUBCATCHMENT I \ \ \ `--I I I / -�\--� WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE SHALL BE DOCUMENTED ON THE ON-SITE APPROVED PLANS. \ 1 \ \ \ r y�••A••St., •�•��:'.' - l \ \ \ I 1--, \-c / I MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: Al 4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. I \\ \ \ \ \\ \ \\ \ \ \ }3LLL•At•�4L'•O.1�• ''sTa•�•'�'id':< • �� 1 1 69 \AREA TO \ \ B'( I 111��"" S. INSTALLPERIMETERSILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, I- t \ \ \ " \ \ \\ \ fri`�'e��t • •t�� 0 - �'� LIMITS OF CLEAN \ \ \ I \ \-- I y I _-- d \ / /-\_ ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 w> TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE �t'7\ \ \ �\\\\ \ \\ \ \ ` - \DISTURBANCE ITYPA WATER \ \ ( \, \ \ -k I„ \ -J HORIZONTAL TO I VERTICAL(3:1)SHALL BE PROVIDED TEMPORARY OR PERMANENT hn 6- PLANSCTEARING ONLY 0.S NECESSARY TOINSTALLTHESE DEVICES. / \ \ ///may- \ \ \ \ / DITCH-1 SCS Channel Flow \ J'� \ STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN] S 6. CALL FOR ON-SITE INSPECTION BY THE EROSION CONTROLINSPECTOR.WHEN I \ \ \ v/� \\�\\-\ \ \\ \ \\``� \, / \\ \\ \ I / �-� CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAS G g_ \ 3'Bottom/3:1 /-� ._ m APPROVED,THE INSPECTOR ISSUES THE GRADING PERMIT ANDCLEARINGAND -7( \ \ \I\ \ \ \ - \ /h /^\ \\ /\ \ \ •Min. \\- -� \ SHALL OR PERMANENT STABILIZATION WITHGROUNDCOVERAS •. I I--��i' NN -- N GRUBBING MAY BEGIN. / \ \ \ /ll / ( \ \ \ --11• / \ \ - \ I SOON A5 PRACTICABLE BUT IN ANY EVENT WITHIN I4 CALENDAR DAYS FROM THE LAST <LU CU \ / I - \ \ F�-t-" \ \- �, / -- Min.Depth=3' \ /kT \II LAND-DISTURBING ACTIVITY. d N 7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS \ \ \ \ / / I \ �\ N. \ \_` ---_-- \ - \ 1 \ 1=331FT -\\ \ I mipU GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO (/ \ \ / I I \ \ '� - BT.TO AC UNDISTURBED AREA FLOWS TO �� I 4\ \ \ / I \ \ �\ /\ xESB&I. S-1' tl I 3. ALL CUT AND FILL SLOPES AND CHANNEL SIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED LU oZ PREVENT EROSION OF THE SITE. \ \ \\ \ \// 11 \ - \ \\ ti// - \� f • \ \\n=0.15 \ - t2.99 AC 1-'- I \ / 1 UNTIL STANDOFGRASS IS OBTAINEDINACCORDANCE WITH THESEEDING SCHEDULEON 4i 8. BEGIN MASS GRADING ACTIVITIES.AS SITE IS GRADED AND PADS BUILT UP, \ \ \ \- / I-\ \ DARRENW W/LAU'N \ i 1 ) _ -- S'PO \\ T1_�-'\ of DRAINAGE �- I 1 I \.� / p o SUBCATCHMENT SHEET C7.5.ALL SEEDING WILL BE MULCHED. U CONTRACTOR SHALLMINIMI2E7HEAMOUNT OF STORMWATER FLOWING OVER \ \ \ N I \ \ RENV.Wilk ,L / -�\ \ \ -_-RFu \ ' FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND \ \ N -- 1 -\ \ \ \ / \ \\ \ - AREA TO \ram \ I N 0.o CD \ \ -/\ OB.'Y7994,fiSER9 / \. '- -- TEMP:LEA WATE: \�1- `N - xns\_ \ \ - CLEAN \\I 4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(7)DAYS AND QE 8. SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND \ \ `\ RUSCOUNTYZON/NE.CR \---- �1 [l \ - CAARI.E5C SOMA -- -- f \ / WITHIN 24 HOURS AFTER EACH RAINFALL OCCURRENCE THAT EXCEEDS ONE INCH.IFSITE SLOPE DRAINS AT FINAL PAD GRADE.ADDITIONAL MEASURES MAY BE NEEDED AS \ \N - \ --- \ \ \\ \ \ \ \ \ r.�VEWIQN TCH-1 `. \ P/N.'S65 1495 2-- - -WATER ' I ` I �_ l 6INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,MAINTENANCE PROGRESSES.CONTRACTOR SHALL LIMB DRAINAGE AREAS FLOWING TO EACH OF \ - \\ \ 1 ' \ \ \ \ \ \ .;-r ---_ I.O%MM.SLOTPE IT(P.) \ �� - \ 08'ZB62,DG:98 -- DITCH-2 �� ---a--./ \ \ b. \ _-- \L4BARRUSCOUNIY7 SW' \\ / 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. \ I \ \ \ \ t \ \ _ J NEXT STORM EVENT WHENEVER PRACTICABLE. ,,,,,i""Fr BASIN.THIS SHALL BE ACCOMPLISHED BY ADJUSTING THE PROPOSED DIVERSION _-- - 1 \ \ \ \ ` _� \ ` ---- ` ---.- DITCHES -� I \ 1-�OGEROALf3M/JN `','(N G'4 RO AT• AS THE SITE 15 GRADED. \\ - / I \ \ \ \ \ \ l \ ` 7/\- _--`- �685 "�-y�_� ` I_PJA!'#657&927Z7L4 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY `�J`Q,°,°oo°°°oo°° /4, / -"�._'y\ 1 OB,' P6::B1B1 SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND 9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DI TOD]BRINGING ` \ \ \ \ \ - / --L 1 --_ I\ ( I Z' GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \ \ \ \ - \ \ \ ` , L --� �\ '.�•• N b �/ - CARAIfRL15000NIPZEIN/N6CR =o°AMERICAN°e9�\\ WATERS OF THE STATE WOS OR WATERS OF THE UNITED STATES WOU.S.. TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM ., \ _ \I (/ \ - \d.. \ \--- •�+ _- / ) _ v ENGINEERING g / � ----, - 1 -- I -=-- - 6. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF 5 X ASSOCIATES=N 10.INSTA�CLEAN WATER DIVERSION DITCHES I AND 2T0 DIVERT TO BYPASS STORM 1 r' y �7 ( \ � ' ®_ \f'�^^\--��'� -- \ \ \ - •'• \\ �q.\ _ / - _ CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED �A8°SOUTHEAST B�E R �"- - \ \ o' - - AREAS HAVE BEEN STABILIZED.ADDITIONALCONTROL DEVICES MAY BE REQUIRED DURING C 3881 =°Q FROM STRUCTURE Dl TO D7. \ SILT F€NC(TYP.) fi b .. - \ \ - •, �.,c \ • \ /\ \ N \ -- - - i _ -1, �/ �=-�� _ CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFS TB SEDIMENTATION.ALL TEMPORARY �'''�'q°°°•°°o° °°O�� 11.CONTRACTOR SHALLMEETWITH THE EROSION CONTROLINSPECTORPRIOR TO \\\ \ \ // \ X / __ __�� N\ -_- \ \ I '- -_- - \ - • T S-_•_`X'� / CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS ,TE pF pJ\�':.`n� COMMENCING WITH PHASE 2 EROSION CONTROL MEASURES.INSTALL REMAINING ".� \ i 1 \ \ ` _ - • _ SILT FENCE,DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE PHASE \ LIMITS OF \ / \`�• �/ ti• n _- \ \ \ \ -- -\ _ ,�Dl-DI �\ I �- 4� STABILIZED. r,i Nn 2 PLANS,CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. \I BANCE(TYP.)\ �/ .! \ I / -\\t/ I\ // \ \ -- \\ \\ \ \\__- - EXCELSIOR EOSION\CONTROL \ ��"., --- 2, --\[ ♦/ _-•- =i_SrSTgff SO, \ \ II ' \ I F \ ` M1 RCP �1 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 \ \ y// 41 O\ i• I/� ) // \\ \ \ \ �r� - - - / -�' `� PAVED ROADWAY FROM[ONSTRUCTION AREAS AND THE GENERATION OF DUST.THE CONTRACTOR PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT \ `\ \ /(/,,. ) EXC¢LSIOREOSION CONTROL \ / L' ---�680 \ \ -MATTING.SEED TAIL P. - 4 -^`��.-____ �- am ,,,0 FENCE PROTECTION AS REQUIRED AS EACH PHASE IS BROUGHT TO FINAL GRADE. \ \ \ \ _ �t C \ \ - \ \\TEMP.CLEAN WATER /\"I / �- SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. ri ✓ 9 ` MATTING,SEE DETAIL(T--. t/ \L. \ /- \ \ - - ---b90 .r ( `�Nn �/ 13.CONTINUE MASS GRADING ACTIVITIES INCLUDING RETAINING WALL I • ( 7, \ --- 3 \ -- \ - - 'DIVERSION DITCH-2 - - - CONSTRUCTION. I \ 9 \ \ \ \ / -- \ \ \ \ - '� I(1I I IF - - 8. ALL CONSTRUCTION TRAFFIC SHALT ENTER AND EXIT THE SITE VIA THE CONSTRUCTION ENTRANCE. ,. I ��n<<;.�/ N \ \ s/\ ---' \ i \ \ \ �3.0%MIN.SLOPS(PP.) \- _ l /� F '\ I / i.. sti 14.CONSTRUCTION OF THE STREETS,THE ASSOCIATED UTILITIES,INCLUDING w \ -ti` n\ ` \ \ \ \ 1 / i 9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PLACED ON THE UPGRADE SIDE OF THE TRENCH TO LATERALS,TO BE COMPLETED AND INSPECTED. I \ ,¢ '\ \ -\ t/ \-_-_ - \ \ \ \__ \-- \-- \ -_ \- II'•- 0 J1 -tom - ALLOW MATERIAL TO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOVAL OF _ (� - ' 1S.RECONFIGURE SILT FENCE AS NECESSARY. AI 6 ^\ I --- - /' '- _ \ /�/' "'tiA \- j6 \ - l� -\ I 1TD anslx,SBA -- \ \\ - INLET PROTECTION INN - I I '++,, //` / ALL EROSION CONTROLDEVICESARE THE RESPONSIBILITY OFGRADING CONTRACTOR UNLESS 3'U4E - 16.INSTALL INLET PROTECTION AND OTHER MEASURES AS SHOWN ON THE PHASE 2 - \ \ C+;<•,: - _ \\ -- Ma M - - -- / / OTHERWISE NOTED. S• t112122 t "� ExT R4LPNSIfYfNCNA-:ERS \\ F • PIANSASTHE PROPOSEDSTORMSEWER SYSTEMISINSTALLED. \ \ 4s- �� -1\ \ \- --- \ \ TE\SDI\ \_- \ --- - - 11 ' P/N S65I80146..++. ,:;y 17.ALL AREAS THAT GO UNWORKED FOR 14 DAYS OR MORE MUST BE STABILIZED \ \ �y \ \ I N \ - •' / \ \ \/�'\ \ \\ \ \\\ _- - I I�� /I- "PB'f(2,PG43 / 10. THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING ARE RECOMMENDED AT A MINIMUM. ie "' P```�``�` IMMEDIATELY.STABILIZATION STANDARDS SHOULD BE MAINTAINED \\ \ .�A rL \ 6j0` /\ II\\\- \ / /\ \ \ \ \\ \\ \ --_- ^\ - \ \ - 1 )-L./L/ - ,/ / ACTUAL MEASURE NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE 'YM-F THROUGHOUT THE CONSTRUCTION PROCESS. 1 - \\\ - --•t./ n\ \ \ \ \ \ \`=-- --\ i' I--` ''"vvll""" "I�rltt"` \ \ •I �/� \ -- `I -- \ \ \ \ \ \ \ \-- \ \`-- - - \ -- - IT j1' ® U J// CONTRACTOR AND BE FIELD VERIFIED. 18.STRIPPED TOPSOIL SHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT \ 11T -- I{ FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE. \ 1 V.✓ \ \ -\-- ----/` \ \ \ \ CK CHECK 1-` ----'/�\ ----\ \ SB2PH.L-DRAINAGE AREA_ '•' //� / 11. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL �•'. - -\ -_�'� --\ I \\ \ \ \\ \\ \ DA ' -/ \ • ---_-- - - -TEMP.DIVERSIONDDITCH,TD-3-- \ _ �685- ^ \ 20.UPON INSTALLATION OF INITIAL STORM INFRASTRUCTURE AND INITIAL ASPHALT - •� „ \ - -��- - I\ \ \ `- 1.0%MIN.SLOPE 1Y\P. \ b';" - • REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT. 19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS 4 1-\MIN SLOPE \ \\ \ \ ' -. ---• - \ \ 1 `I I 12. AGRADIN6 PLAN MUST BE SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT DEVICES AND STRUCTURES. \iL` \\ //'' \A. 7. T(ET�N(.DIVER$S / IZH„TDa \ \ 680� ( ) /�/--�I v PREVIOUSLY APPROVED. LIFT OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDmONAL LIFT, kA�,a\ \ �- \ \ / ) _ 4 y -- N ' \ I, // 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. • - - -"' \ -11111 1-' \\ \ 1 „;,.•Y`�,::� � � "-- -- ®•�rQ S' ;�q' xv A�I �K� - �- OWNER AND AN ON-SITE DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING 21.THE CONTRACTOR SHALL DILIGEDIRY AND CONTINUOUSLY MAINTAIN PROPER \ -L- \ _ m---- L ADMINISTRATOR. EROSION AND SEDIMENT CONTROL �SILT FENCE \ CO BLT SKIMMERpe' ei�' ' ��•',.r:i '14 „ 11 -I '/ 22.INSPECT BMP'S ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ -ITYP,j .� - \ SOP DRAIN(EYP I'I , � - // - r \ _ 4T _-- 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION REQUIREMENTS.ALL INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE N -- `•;t\ -\ TQ.OUYL£T PIPE \ \ y•, \ - a/ r---r -/ r \ -- - G �!'¢�. a' 1 OF THETOWN/COUNTY EROSIONCONTROL ORDINANCE ANDISSUBIER TOA FINE. WITH THE NCDEQ GENERAL PERMIT NCG030000,LATEST EDITION. \ �660 \ JNV:QUT:6S9.00\ \ \ \YA ,., \ N`_ /II / ` \ \ N - --- _ / �'��-. 15 DRIVEWAY PERMR FOR CONSTRUCTION ENTHANCESINNCDOT RIGHT OF WAYMUST BE PRESENTED 23.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO -- I I /- �\ - -- -�� •' / AT PRE-CONSTRUCTION MEETING. COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. -- \. \ \ vp / \- �I/1J)/ \ ! \ -\ 11 \\ \\ \N -- I' I -J \ ��. - 24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL - gt1 ' \ \ _ - \ -- W�%i- ' / [fF.KER. 16. APREWORK 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 �� \ \ /I\/ 4S� - \ \ -- It •�y,. 1 PIN:5631B02332 7 INSTALL THESE DEVICES. Li 1 �� '°"°'Cy \ -\ _-//\ - \\ \ -\ \\ \ \-_- 1✓ / y 468z P085\ / 17. LITTER,CONSTRUCTION DEBRIS,OILS,FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL . 25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TO INSTALL \\\ \ 1 • �\ , '\ \ \ -- )\ J ^'r \ \ \ \ \ \ - ';:+ US UNIYZON/NNCR FOR IMPACT(SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER)AND CONSTRUCTION CHEMICALS Z ADDTONAL EROSION CONTROL MEASURES FOR THE INDIVIDUAL HOUSE \\ \ Ir 1 - \ 1 -- -\ \ - /�__i IL.- \ \ \- \ N\ ` \\ //�LG/I THAT COULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMINGAPOLLUTANT O CONSTRUCTION.SEDIMENT BASIN TO REMAIN INTACT AND FUNCTIONING DURING 4.0"SKIMAQEWINj 1.5"BRIFICL`\ \ \ - - SOURCE IN STORM WATER DISCHARGES. 0 EMERGENCY SPILLWAY �� Y�V G --- ;•' v El HOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT 1 ` r SXIMMERE {O \ \ -- I I _ \ -\ \- _ •• �+ \-. \ BASINS. \\ \ ELEV.66230- J{ - ---/ I \ - -680 , 18. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES: CC 26.FINALIZE GRADING ACTIVITIES. \\ \\ L _ 24 • • \ / \ N. - /i \ \ N \ l �L 27.COORDINATE WITH THE EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF \\\\ , 4a T \ \ J \ '-� `.//\�' • /\ \ \ -\ \ \ I ( Q CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OUT ON SITE.IF CONCRETE TRUCK C�1yE@1y ` e� ��\ \��- \- _- --- .I.1., \ \\ \ \ ` \ \- \ -\ 11 V�;.j '• - WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMPS WITH SITE INSPECTOR. EROSION CONTROL MEASURES.UPON INSPECTOR'S APPROVAL,CONTRACTOR IS \ \G R L _ TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED LOPE. �`` //I'� \ \ / \ \ ( ` •`•��\ \ \ \ -- �\ - - � ' - JN( /• 1 SEDIMENT BASINS. ` ✓/ \ \ � /�••1 �/ \ \ J/\ \ \ SEWER,STORM DRAIN ORONTOSOILOR PAVEMENTTHAT CARRIES STORM WATER RUNOFF28.LOTS2-S LOCATED IN AREAS WRH SEDIMENT BASIN SB-2SHALL BEGRADED USING ry:o►` ` • / /�1•. \ \.- / \..- , \ \ \ - \ \INDIVIDUAL LOT GRADING EROSIONCONTROL MEASURES,INCLUDING SILT FENCE, \ A' `` Y � \ \ �- -� L / \ \ \ - --\DIVEPSIONSANDCONAREAS IT SEDIMECESUPON REMOVAL OF THE BASINS \ jX :AFFE5 S�NEN��PACING .) \ --_ - \ _ CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: .AND FULL STABILIZATION OF REMAINING SITE. \ \-, /� .//I I 1 - - - --- - RIDENHOUR ROAD25'29.WHEN VEGETATION IS ESTABLISHED,CALL FOR FINALSITE INSPECTION AND FILER N\ \ / \ \ /\ �1 I \I TOTAL DISTURBED AREA - •' I� \ \ \ \ \ - \ N ECM LINER- CONSTRUCTED/ DESIGNATED AREA THAT WILL LATER BE BACKFILLED(SLURRYPIT) NOr�h 1 NOTICE OF TERMINATION WITH NCDEQ. -- kk, - 7 I \ / I 0 1( II l 14.28 ACRES _-- -- -I -------- -DESIGNATED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID\ �J \ \_ f.,-�/ •C I \ _ NAG S150OR EQUAL ___ TE. GENERAL NOTES \ \ >T �)i I \ I - - -LOCATION THAT IS NOT SUBJECT TO WATER RUNOFF,AND MORE THAN 50 FEET AWAY FROM A Carolina 4 \ I R~ \ \ \\�t - -" - \\\ /,�I \ \ -- \ N''-\ \ \ \\ - STORM DRAIN,OPEN DITCH,OR RECEIVING WATER WAY. 3 Days Before O,AA"A''' I.ALL MATERIALS,CONSTRUCTION,AND PLANS ARE TO COMPLY WITH \ `�- TEMPORARY STOCKPILE-" �\ \ I/I 1 \ �6.7Q - --_�- \`- \ \ \ \ ' -PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK. North Carolina 811 CURRENT NCDEQ STANDARD SPECIFICATIONS AND DETAILS. \ - \ \ \ \ ----- CONSTRUCTION \ / I \ \ \ �.-\ Vi I/�--- -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTO CONCRETE 811 or 1-800-632-4949 tt'. \ \ \ \T � •• \ 4 /1I \ \ \ �\ \ \\ !4, j \ PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ticket Entry 2.CONTACT NORTH CAROLINA ONE CALL SERVICE @811OR \ •>� \ )\Iiik: �� \ \ \\ -\ \ :/ I \ --- - \ \ \ \ L -- :I F DISPOSED OF OFFSITE. http://nc8ll.org/remoleticketentry.htm 800-632-4949 A MINIMUM OF 72 HOURS BEFORE DIGGING. ) / N- \ \ I1 tT.D3 AC5UBGi<HMEMAREA�� -` - - \ [A -_� \ �\ \� \\ �, • "-T.., \ - - 1 �i i01EMP.5EDIMEW BASIN,563 --=-- \ \ \ \6 ''I (V -"\ - `S / ' \ \ \ jS lA➢IORKASTN 19. ALL CHEMICAL SPILLS,OIL SPILLS,OR FISH KILLS MUST BE REPORTED TO NCDEQ-CALL THE 24-HOUR STIPULATION FOR REUSE 3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL \ \ \� \ I:I - ---� -\ \ \ \ \ \ II P/N.'S65IBQ3105U '-'3, EMERGENCY RESPONSE LINE AT l-800.858-0368. DEVELOPMENT GRADING AND DRAINAGE PLANS. \ \ \ 'C J - 'I \ \ \ \ l•% \ THIS DRAWING WAS PREPARED FOR USE \ \ - / -N./ /; - \ /') Oe.'15G92,PG'IBI ON THE SPECIFIC SITE,NAMED HEREON, e \ \ i \ - ` I J^ 1:6-611 \ \ ;�0. 20. TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE \ > r / I \ \ \ \ ,F'. ICABARRUSCOUNIYZONNGCR �- VISITORS INACCORDANCE WITH 2O061NTERNATIONAL PLUMBING CODE GENERAL REGULATIONS,4.THE CONTRACTOR SHALL VERIFYALL EXISTING STRUCTURES PRIOR \ E �NERSIONDITCH, 2 1. --. 1I / ---- \ \ \ \ \ I /- < CONTEMPORANEOUSLY WITH ITS ISSUE } '� 4 x3'RISER---_, `1, -- \ I / DATE AS LISTED,HEREON,AND IT IS NOT TOCONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTEDTOTHE - 1.076 IN.SLOPE ITYP.1 \ \� \ - \ \ \ l ! ....` / -\ SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM\ ,„:,s 6NCE 1\ \ \ 'r� > TOP ELEV.657.50 - --- \ / </ PROJECT FIE ORE ON A TER TIME.T ENGINEER. l \ \ ` \C/1 ---- \ \ \ - /il/ \� DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,ETC.).DISPOSAL AND HANDLING OFSANITARVWPSTEIY '\ ^' .r \ \ ip. -\ PROJECT SITE OR AT A LATER TIME.TI ,) \ •� ,�'� \ BLOCK ALL WEIR OPENINGS- /\1 \ \ -\ \ \ -\ I /I MUST COMPLY WITH STATE AND LOCAL REQUIREMENTS USE OF THIS DRAWING FOR REFERENCE OR \ N \ \ p81 PH.1 DRAINAGE AREA S.THENCDEOEROSION CONTROL MANUAL SHALL BE USED GSA �� FOR ESE PJIASES 'I \ \ \ FL. -�-�. EXAMPLE ON ANOTHER PROJECT REQUIRES MARTNAM.MATINElUS \ \ \ \• 1\ \ -\ \ / yj H-- 21. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE OF 4-6"OF CLEAN GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. P/N'5651700188000 r r�- \ \ ` ,�� -_ \ _ -\ \ \ \ j f 1i /� - \ THE SERVICES OF PROPERLY LICENSED THE FOLLOWING BMP'S: OR 12076,PO:'309 �� `,\ \ \Q I I /^ --^\ /-- \ \\ \ \ \ \ \ \ \y '4I I l0�// �- �_ -� TOPSOIL,FREE OF DEBRIS AND CONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN, ARCHITECTS AND ENGINEERS.REPRODUCTION •SURFACE ROUGHENING P864 vGn ��\ \ 3.0"SKIMMER WON-2.5"ORIFICfi T I \ > \ '- 'et i - OF THIS DRAWING FOR REUSE ON •STABILIZED ENTRANCE CABARRUMgA'6 COUNTY ZON/NG'CR '\ �S MMER ELPV.656.00\- v 1 _-^---`_ \ \ \ \ O \ 1 II U OF DISTURBA TYP. 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED A \ \ \ \ \ ( AND MAY BE CONTRARY TO THE LAW. •SILT FENCE \ T/ \/ l\ \ \ ^\�_- / \I 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY •HARDWARE FABRIC AND STONE INLET PROTECTION 30'£M RGENCY$PIL WAY \ \ 1 / \ I \ \ 1/• / •CHECK DAMS ELEV,6 � .,� ' \ BAFFLE510'MIN.SPACING�P.1 \/\ ----- \` / \ - \ \ 1 \ I`J ! /� BYP O.A STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE. \ ''t:'c@ \ �/ \ \ \ I \ \ \ \ (j r / A6$-PFC1 DRI�'G��tEA U1 �/, •TEMPORARVSEEDING \/ • \ \ ^\ \ - CGIN$7RUCITIOIJ ENTRANCE, TEMPORARY PIPE d1 / \ \� 24. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN 'Z ^ •PERMANENT SEEDING / \.® 'Qy\`� • _ \�'�\^--/ \ I \ \ \ 1 \ \ \ \ - / --- APPROVED EROSION CONTROL PLAN,A SITE REGULATED UNDER THE MINING ACT OF1971,OR �I c •MULCHING \ \\ [��"'� \ �6 - I \ ,� `/41 / / LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT.TRASH/DEBRIS FROM `U' ~ •SOD l I \\\ \ r}}JJ(i . \ \ ,/� J \ \ \ \ \ \ \ -, �i URGANPROPERlJES,[LC DEMOLITION ACTIVITIES OR GENERATED BV ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A Ir--a F •SEDIMENT TRAP I --� 5\\\. \\ "•i \ ----. , �660 \ -- \ \ \ \ \ \ �;AVil -�- 1I! FF . //' �P/N.'S65O492916OXK1 FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID Fty �-� • •SKIMMER SEDIMENT BASIN -/ \III11\e\\ ITO \ - - / I _-_/^1\ \ \ \ I \ \ A�Q,��.•-r /I OB 74,TG:31/` WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. .<Z _ I �:p�e��,v�,r CA&R USCOUNTYION/NE.CR /^ U) SITE INFO RIPRA((P N \ 1 \ l I \ \ \ ♦q�•'�Iii* I 25. PER SECTION6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND F� \ Epp \ \ \ \ / DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD (n W 7 CONSTRUCTION START DATE: DECEMBER,2022 \ \` \ \ \ I•+1 /\ -\�/A\- _ \ \ \ / I I \ \ \ \ AF. F /I / BE SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT AND '-1 1-a E. DISTURBED AREA: 14.33 ACRES 1.\2Q"TIER P' \ - ��' / J�\��' W 1--' `/� 0\FAC<\ � SB1��\ / y'� \- \ \ I / I \ \ ''l l '' �I - / REDUCE MAINTENANCE. �1 G-1 24 �w1\ \\/ A / - / / j / j coNcRETEWA HOOT f /II� i W WO 5 , v \ /� \ V / / / / / I I \ r,i I Ga x I i V• / TEMP.DIVERSION DITCH,TD•1 I / V 4i � W / TEMPORARY SEDIMENT BASIN2 TEMPORARY SEDIMENT BASIN( / V : •A 1 I - ([�] \ V A E - v / 1.0%MIN.SLOPE(TYP.) \\ I / / I I I - W - ^ O f-' ot. \\ °►• _ _ I I l I Il l I I I \\ i.- F Qy _/ / LEGEND Z O .0 Basin Number: 2 Basin Number: 1 \ \ \ \ - I QI1 1IMF W W / rL•I �' Phase 2 Dn Area: Sk41 acef Phase 2 Drn Area: 7.09 ac nt ( ` 1\ \\ �'G\ • \\ \ MATTING,S EOSION CONTROL ' \ I \ !1 Q Q / -sE-per BF-p-o- HIGH HAZARD SILT FENCE '( Z 'Si A V 1 \ :A\1 A V A EXCELSIOR d Type:Basin 41 ac Phase • V AI V �V A V I E DETAIL(TYR) A ROK CHECK A IAt / I--I W V �V I V A 1) 'v' / -SF-SF-SF-SF- SILT FENCE 0. oA ��\\ l I I \ DA ITYP.) \ I F CJ Phase 3 Drn Area:-5.11 ac Phase3Drn Area:-7.36 ac A V�A \ -,-- __ A I I I A 1 �J /i -SF NSF- SILT FENCE OUTLET W Q101Max): 19.02 cfs Q30(Max): 25.87 ds \ 1 R��VAAAVA� - �""� - '`"�'r�- -, - i -s;''� - o, �� Ili Red.Surface Area:-6,180sf Red.Surface Area: 11,254sf -\ \\ \\ TaF ��t - Q Q \\\ \ ��S �Q'• '�� F • ' �' 1\ / LIMITS OF DISTURBANCE i Prov.Surface Area: 7,105 sf Prov.Surface Area: 12,840 sf \ \ �:\\\\ l -I • ,%i,.;1 _ •+`; ,,..„. ..0--‘, "'"`""-•`••1iglrff� / i / • :..:a - \N-- N Prov.Reqd Storage Vol:-9,738840 cf Regd.Storage Vol:-13,248 cf \\ / `,/1\\\\\\\\ "y 1 �� ` `L` � \\ SILT-FENCE _ - � // \\ / --- - TRIBUTARY AREA JOB NUMBER: C220003 Prov.Storage Vol:-9,840 cf Prov.Storage Vol:-22,288 cf ) ( 1� �_._ _°r_,r_„_u-:r sc \ \ - _ 'I -. \i��----------- ' Stora eElev: 660.50 Storage 656.00 \J / \ \ \ 7@ r .._.•_•+� �:r _rs :--- „_ ,,__W_-m-ro-� ' �` �0� DESIGN BY: BMF Bottom Elev: 659.00 Bottom Elev: 654.00 , `\ \\T A�u RAP AIL FENf LE•�TYR( _��_--� --- _ R g 'C- / �-_ 1 ^ \ I-TrF47�•®+ ' - t--- -- - s - _ -}: ,••_•. ___ l I °"--°"-- -0°-�, -To DATE. 6/14/2022 - _ _ _ -•�-To-•�- TEMPORARY DIVERSION Clean Out Depth:-0.75' Clean Out Depth:-1.00' - /r -% -0°-ro- W--- - _ - -t ' "- w� �__W- � a°=W_- �= Ny�WY73 / /- i , INLET PROTECTION SHEET TITLE: I - _ -_ - yr -_ _ �_=- / P Y P Y I i I- 11' / -PU8L/CB/W•-- \ \ Sj �= --��_ -_�,_ -_A �\,� SURFACE FLOW DIRECTION EROSION & Top of Berm Elev: 664.00 Top of Berm Elev: 660.00 -01tr / / Emec$illwa Elev:-662.50 Emer.S illwa Elev: 658.50 \\1 - Emer.SpillwayWidth:-20' Emer.Spillway Width:-30' \x -� - I 11 \ _ ___•� � r-• -"--- - - �' Skimmer Pipe Dia: 4.0" Skimmer Pipe Dia: 3.0" -1a �__„",_ -. -.--._ _�_ _ _ _�� - �� • -_E_ _ �E•J __ter--t-=oo+„ ---- ------- - _ - . -w w=w- w-w-- -=_ -""'- --4o _ _ _ __ __ __ _ _ �c STREAM TOP OF BANK o Skimmer Orifice Dia:-1.5" Skimmer Orifice Dia:-2.5" --. _ --_---"-- ,� WILL--- =w,-y- _�__� _�� - t= -_°E_-a__°E__ of �_-°�- - I7 1 SEDIMENT 2. GRAPHIC SCALE Riser Top Elev: 657.5D -- _-�- 'pig-•� _ �_,'C- \ j� "v r Ip W s mH • I \ \ / \ I \ r 1, E \ / C.SS IEROSION CONTROL MATTING CONTROL PLAN Riser Dim.: 48"x 36" )))rrr. \/ /I /n " r-- - \ \ \ \ \ \ 1 \ \ \ I \ tl I (SINGLE NET EXCELSIOR) 50 a zs so 100 Culver Dia: 24"RCP l / I \ \ \ \ I \ \ / •1 � Culvert Length: 44' I ` \ -_ -I- \ I I \ KENT�FRER/CNS \ WI IF I 3:I SLOPE STABILIZATION PH•1 /CH CU /NG/G1M\ I GARYFRfEMAN, I \ H P/N:5650A99f62car.r I\ DAN/fL/JFON \ ( \ II P/N.S 79835A I ( (ITV Up: 653.99 ," .• \ GREENACRESREA LLC P/N5630797SISG92�7 1 /YN S6SB�BS l \ 0E011034,PG'• I I \ I OB:l 70 PG'347 (IN FEET) Inv Down: 653.68 ` OB'114U PG�Z78 \I P/NS6507B553 \X/5C0L0,PG,1B\ 1 1 D8'14590,PG:'Zlk 1 C48ARRUSC UNTYZON/NGMy I C4BARRUSCOUN7YZON/NG.'CR 25'INTERMITTENT STREAM BUFFER SHEET NO.: �� 1 inch=50 ft. LABARRUSCOUNI�1'ZON/TUG \II ,CgBgRRL/4 NNN �(r�RLI CAa R,,AA''//\CO61'NTYISON/NG'CR \ \\CIB4 RUSCDUNIYZON/IVfi.'CR I \I \ \ / B \ 1 I • CONSTRUCTION SEQUENCE 1 1 I \ \ \ \ / I I s\ \ / RaNcarR I 1 / /\ \ ' '1 ^' \ 1 �� \ usurue� ( 1 EROSION AND SEDIMENT CONTROL NOTES: Z C�A a a 1. OBTAIN ALL REQUIRED PERMITS. l - \\ Im'I.L "' \ 1 / / \ \ \ , I - N \ \ \ \ \ \\ \\ 1 I / \ / // \ \ \ I \ \ ) 1` \/)/ I / 1 I 1. IF NECESSARY,SLOPES WHICH EXCEED EIGHT(8I FEET SHOULD BE STABILIZED WITH SYNTHETIC OR .. 2. SET UP AN ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION I` / N CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ \ \ \ \ \ I I ` `F / / I \ / \ \ \ \ ,I /l� I^\I I / VEGETATIVE MAT,IN ADDmON TO HYOROSEEDING.IT MAY BE NECESSARY TO INSTALL TEMPORARY •� M SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY DISTURBING \ \ \ \ \ \ \ `\ \ \ �•.\ / k-- - --� 1 1 \ / \\ \ $ / l I ILK ` SLOPE DRAINS DURING[ONSTRUCTION.TEMPORARY BERMS MAV BE NEEDED DAILY UNTILTHE SLOPE ACHEDULESUCHCONFERENE48HO TOWN PRIOR IANY LAND TO FINE. \ \ I / \ \ I 1 I \I"\I IS BROUGHT TO GRADE. "Oaa A VIOLATION OF THE \ \ \ I \ \ / / I \v \ J U ^' pro 1N. P W n� 3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ I PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS 1 \\ \\ \ \ �\ \ N 1 \ \\ \ pFF a•9 \ / \ N. \ \ \ I \ \ 1 g I y \\ 2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE Ce ^1y \ \.•� I \ A` •,•,�Jf - / I \ 1 I -- i" WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE W SHALL BE DOCUMENTED ON THE ON-SITE APPROVED PLANS. 1 ( \ 1 \ \ \ \ \ \ - ,9b \ \ - \ \ \ \ \ "-I I L-, \I' // MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: ryl 4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. 1 \ \ \ \ \ \ •1. • 1 G/ - \ \ \ \ \ &4 r I m \\ \ \ 690 $ 5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, \ ti 1 \ \ \ \ \ - J. /��- - ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 W•� N> / \ \ �� \ \ \ -.. LuIM�ITSOFDISTURBANCE/ \ I \ \ \ --- / \ f ---/ HORIZONTAL 31 SHALL BEPROVIOEDTEMPORARVORPERMANENT TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE C \ /� ` \ \ \ \ - \ DYP / \ \ \ / (:) p PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. EN _ // \ \ //-,� \ \ \ 1''r 1 `y��//''��`�`^�^�� J \ \ \ \ \---___J�^\ / CALENDAR STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN] \dFJa A. APPROVED,CALL FOR NH INSPECTOROISSUES THE GRADING PERMN BY THE EROSION OT ANL D CLEARING PECTOR. HAND I-7( \\ \ \ \\_/ \ I\�\\ \ \\ \ \\\ ' ^• \ DIVERRON-DITCW1R I' cerensscCLMN WBrtlx RWBJD AREA &xro \\ \\ \ ` _ / ', I\�/ / SHALL BE PROV OEDTEMPORARY OR PERMANENT S ABILIZATIONNG ACTIVITY. LWITH EGROR UNDCOVER ARBED SS �ryN I \ GRUBBING MAY BEGIN. / \ \ \ \ /// /�I \ \ \ \\ / \ - 1.0%/MIN.SLOOPETIYP\( - Ass DRAINAGE M \ \ \ I SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN I4 CALENDAR DAYS FROM THE LAST Q 1 L L CUB 7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS / \ \ \ \\ ./// /III- \ �\ \\ \\ �•\ \\_ lI ---- \12 / \\ SEE�v�SHEET 7.a EO Eu�\ \\ - \ \ \ - N1 `� LAND-DISTURBING ACTIVITY. lil .��U GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO I \ \ \ \ // I 1 I \ \ \ \ \ /\ R \ \ \\ I I y,\ PREVEMEROSION OF THESITE. \ \ \\ \ \// 11 \ �\ \ \ \ / 1\- -�-- �6. �:L \ \ \\ \ \ K�- \ / 3. ALL CUTAND FILL SLOPES ANDCHANNEL SIDE SLOPESWHICH ARE NOT TO BE PAVEDSHALL BE SEEDED -- WaZ 8. BEGIN MASS GRADING ACTIVITIES.AS SITE IS GRADED AND PADS BUILT UP, \ \ \\ \\ \ \ / - `p ,, \ \ - ^� I \// -/ 1 UNTILAGOOD STAND OFGRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULLON Loy CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORMWATER FLOWING OVER \ ._/ I I OFFFRW WRBDxx i �- - N - \_ - �\k I 71 I SHEET C7.5.ALL SEEDING WILL BE MULCHED. ctU \ \ N I \ \%N fbfl 3AOAL \ /\ -- --- \ --- \ FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND \ \ \\ �` \ \ rms�\ / --\ \ ,�•� \- \-- ga --/ I\�� \ I / mo2 \ - \ I I 4. ALL SEDIMENTAND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN I7I DAYS AND Q00 SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND \ \ \ /\ \� R um �\ \ \ \ //\ 8' ' �. \ / �\ - JI WITHIN 24 HOURS AFTER EACH RAINFALL OCCURRENCETHAT EXCEEDSONE INCH.IFSITE SLOPE DRAINS AT FINAL PAD GRADE.ADDITIONAL MEASURES MAY BE NEEDED AS \ - - \ \ \ - I I �- INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,MAINTENANCE Saw I PROGRESSES.DBASINSTORSHALL LIMB DRAINAGE AREAS FLOWING TO EACH OF \\ \� \\ \ I 1 \ \ 4�" " '-��'�_ 'c\ �-- h' Y \ I -�---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 �_ - \ 1 \ \\\ \ \ \ \�• 10 \ ram, \ \ \ "�� -\ \ \ - \ --__ NEXT STORM EVENT WHENEVER PRACTICABLE lR IR, BASIN.THIS SHALL BESGRADEACCOMPLISHED BY ADJUSTING THE PROPOSED DIVERSION _ �� - \ \ \ � \` \ \\ 13\ "ti-z"� \ \ k \ RW[amutxv/1lL - J•••(N Cq/?O,, DITCHES AS THE SITE I5 GRADED. 7 -\ / \ 1 \ \ \ \ l \ ` - /j r \ \ --\ \� E%[EISI0R E6510N CONTROL \ \' I I-_ _ _II 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY �J ° (j4, H. INSTALL BYPASS STORM INFRASTRUCRIRE FROM STRUCTURE DITO D7 BRINGING \ \ \ \ \ \ \ \ \1 / --- \ \ \\` MATTING,SEE DETAILITYp4 \ • I\ C4 p/yyA,4.tq_7 I SEDIMENTS BEFORE BEING PUMPED BACK IMOANY STORMWATER SYSTEMS,WATER COURSES AND °°,oo°°°oo° GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \ \ \ \ > \ -y y / \ \ \ ` `�/ � WATERS OF THE STATE(WAS)OR WATERS OF THE UNITED STATES(WOU.S.I. =o AM NE RE TABLE INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM \ ! \I � / ) - ,�1C \- I - \ � --- - \ I , �- \ _ vENG NEERINGg _ _ - �- \ '°' 1,11111111 -� • \ I _ - 6. ALL EROSION COMROLDEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASESOF 9 X ASSOCIATES=0_ STRUCTURES. \ 1 �7 / _- (I� \\�� \ \- - I V \ ��" 04\ /�� _ _ CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED s A%.SOUTHEAST B�8 IO.INSTALLCLEAN WATER DIVERSION DITCHESIAND 2T0 DIVERT TO BYPASS STORM r ) \ f �� IIII \ FROM STRUCTURE DI TO D7. \ TFEN[E(FP.1 1y Ilk _\ 'I 1 \ I ��•�'• _-___- oE�� j= - AREAS HAVE BEEN STABILIZED.ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING C 3881 e•tiQ: \ I v \ ® •/� // 77!! �"' / CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION.ALL TEMPORARY ''��'°°°°•°°o° °°�2 11.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO \ \ \ _ \ "-- N I _ \I 1 - • / l ',,9J ° �O,s': COMMENCING WITH PHASED EROSION CONTROLMEASURES.INSTALL REMAINING \ \ / \ \ �. \\ ' .R• �\ \ - f• \ l yam• �O<'� CONTROL DEVICES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS , EOF P� I ..--U STABILIZED. SILT FENCE,DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE PHASE \ \ LIMITS OF\ , \ \ / - JI I^\ - \\ \ 41711 / - MD ' �• ' 1 �Rl lllr S1� II� 2 PLANS,CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. - _ --- t,;T\ RBgNCE(TYPO �/ EXCELSIOR EOSION COTROL I \�/ \� ' \ / \ -------- ' \ - �I �+.• y! �! -' AL7 ' 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 \ \ \ \ •per // 80 \\ C0 '/ \ \ \ ® ' _�►� ��,: of _116 I PAVEDROADWAY FRONT[ONSTRUCTIONAREAS ANDTHEGENERATION OF DUST.THECONTRACiOR \ \ ry1ATIIN,SEE OETAIC(TYP.( 8 /i- - 6PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT ) _n - _\ \ \ nD ' t-'- / \-\ i �% / . \ \ \ .®,-� .y.. •� / --� _ SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. ••I �Inr FENCE PROTECTION AS REQUIRED AS EACH PHASE IS BROUGHT TO FINALGAADE. \ \ \ \ V./ YT \ __--`/ --\ •I 15 16 -`I\-\ -I, TEMP.CTEAN -,':_� -�_'/�_ '(H O(A13.CONTINUE MASSGRADIN6 ACTIVITIESINCLUDINGflETAININ6WALLI \ r (/ � LJ- Imo, 114 \ \ �- I,- DIVERSION DITCH-2 '\ ' ' 8. ALL CONSTRUCTION TRAFFIC SHALL ENTER AND EXIT THE SITE VIA THE CONSTRUCTION ENTRANCE. 1CONSTRUCTION. \ \ E \ \\ _/ J U \ \ \ \- - 1] i\0%MIN.sLOPF.JT1'P.: % I / _ "14.CONSTRUCTION OF THE STREETS,THE ASSOCIATED UTIUTIES,INCLUDING I 11\\VV \ .T / \\ \ - \ A_- I \ - -- --� L �`�rI/ /i 9, EXCAVATED MATERIAL FROMTRENCHES SHALL BEPIACED ON THE UPGRADE SIDE OF THETRENCH TO - _LATERALS,TO BE COMPLETED AND INSPECTED. `\ / - \ ��I • \ \ -- \ \ \ \ _ 181 -t - ALLOW MATERIAL TO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOVAL OF (�15.RECONFIGURE SILTFENCE NOTHERY \I=-\\\ _\ \ ,•' UI ®� -\ 19 %N f651�d6 f / OTHERWIS ALL ON ENOT CONTROL DEVICES ARE THE RESPONSIBILITY DEGRADING CONTRACTOR UNLESS 11'U4E' F - t PROTECTIONN PHASE2122 16.INSTALL INLET ANDOTHER MEASURES AS SHOW ON THEZ - - t 1 PLANSAREASTHE THAT GO RM SEWER SYSTEM IS INSTALLED. \ \ � ` \ `� 1V \ J1. ^� 17.ALL AREAS THAT GO UNWORKED FOR 14 DAYS OR MORE MUST BE STABILIZED \ \ \ -'-" ,\II ©� ® 1' ,k ® N. - / /I PBII,oG 30. THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING ARE RECOMMENDED AT MINIMUM. B y IMMEDIATELY.STABILIZATION STANDARDS SHOULD BE MAINTAINED N. \ '� r6 1\ �� / `�N;`\` _ - lJ� \, ACTUAL MEASURE NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE „, Y M" THROUGHOUT THE CONSTRUCTION PROCESS. \\ -y\I \�O'J \ \ `�- -- �® `� \ , \ \ _ ® k1II 411:0'it-t- L I--- // CONTRACTOR AND BE FIELD VERIFIED. '��IIIN IIII\t••A"` 18 FENCEPROIPPED OI TOPSOIL IIAROLL BE STOCKHE PILED DINTER THE F ESDESIGNATED LEAREAS WITH SILT \ \ 1\ \\`1 \ ® --- 3 ® .�C"� r _-��•'�"�'�` , - - f 111 T //�U 11. ADDITIONAL MEASURES TOCONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA 19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS \\ - \ \ \ ll ' _r, DRAIGEA REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT. GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL - "�lt•�,___ _ - � 07ELTIOTtOYP. MAIM �_ �_ • I / 12FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT DEVICES AND STRUCTURES. - - % __ •rr � - g -� , �I n V AGRADIN6 PLAN MUST SUBMITTEDF N AL!, ,``` /�:,•�.��pr®�®- •�� `� -� / PREVIOUSLY APPROVED. 20.UPON INSTALLATION OF INITIAL STORM INFRASTRUCTURE AND INITIAL ASPHALT , \ / • 3 �-�- _�® ��-TG' �I�I'f I �/ // LIFT OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDIONAL LIFT, \ ® �_ "��__- ��'� 1// • / 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 623a. / �\ ��- -� \\ -- \\y\�L / �- •� �p.._ ra,.�' s✓I I � OWNER AND AN ON-SITE DEMOUTION LANDFILL PERMIT IS RECEIVED FROM THE ZONING 21.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER \\ - - -� \ \ • \ \ 1�O Cam= �� - ��_�a11� �' -n��D'••ry� 999'LLLNNNM l� -- / ADMINISTRATOR. EROSION AND SEDIMENT CONTROL. \SILT FENCE- .--••• -- ---- _ -jTYP4 \ \I \ R. j� I // , TEMP.DI ION DIT Y3 - \\ �/�I / -I _i' 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION 22.INSPECT BMP'S ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ \\\\.• T•'• .• I /�� ` l‘i / •••• r.��- -_ \ I REQUIREMENTS.ALL INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE ,/�� / IY.B°6' DPE tT3'P \ \ 1111� �_ I� 1 OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND ISSUBJECT TOG FINE. WITH THE NCDEQ GENERAL PERMIT NCG0100W,LATEST EDITION. \ \ b6 \ \ IN i / t /� 'T� , el /11 / __i 33 \ s - C _ \��i M / -��/ _�� 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 \ \ I\ - istir _ > AT PRE-CONSTRUCTION MEETING. COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. -- \ \\ � �; S\ 3I ) \I32� I I \ _ ,, I /24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL _ 1 n �jIngq 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 \ \`��` \`-7 cy� \ /I�- - II Y I INSTALL THESE DEVICES. \ 1--7 1 \ \ IN � \� `®T?� \ `-- //\\J - ZQ I / y a mw,vc\ � 17. LITTER,CONSTRUCTION DEBRIS,OILS,FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL 25.HOUSE CONSTRUCTION SHALL COMMENCE CONTRACTOR TO INSTALL \\ `, \\ , - ` ) \ \ / /Icy (SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER)ANDCONSIRUCTIONCHEMICAIS Z ADDTONAL EROSION CONTROL MEASURES FOR THE INDIVIDUAL HOUSE \\` ` `,\\\��\1:4.0"SKIMMER \ L \- \ 1 /�� /Y THAT COULD BE EXPOSED TO STORM WATER MUST BE PREVENTED FROM BECOMING A POLLUTANT WITH 1.5"ORIFICE _ \ _ „ SOURCE IN STORM WATER DISCHARGES. CONSTRURION.SEDIMENT BASIN TOREMAIN INTACT AND FUNCTIONING DURING 1\\\ LTEMERGENCYSPILLWAY `!f v \ \\- -�- - ` \ 34 � �'� • q' / R \ w HOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT ? SKIMMER ELEV 660.50 - \ ELEV.662.50 18. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES: ee BASINS. �\\\ \'v ;�\\\�� \\ \\-\ -- \ \ u� W26.FINALIZE GRADING ARIVITIES. p��, \ Wn --- - - ' ' \ Q CONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OM ONSITE.IFCONCRETE TRUCK27.COORDINATE WITH THE EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF \N\ ` •�� ®Y��\\ \ \ r-- -��I'� v \�O 0� j • - WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMPS WITHSM INSPECTOR. EROSION CONTROL MEASURES.UPON INSPECTOR'S APPROVAL,CONTRACTOR IS / \ \ 4"PVIM'SJ SOPS. `* \ ' \\ II/ �Il _TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED MINIMLPI SLOPE. ,\ yOO �� 1 'yI ' - --i' '"''1 C61 --.� DO NOT DISPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTO ASANITARY 0 SEDIMENT BASINS. \ \y\ �l �� \ `- \,__ � f - 21 /I 1©I •l �\ SEWER,STORM DRAIN OR ONTO SOIL OR PAVEMENT THAT CARRIES STORM WATER RUNOFF. 28.LOTS 2-5 LOCATED IN AREAS WITH SEDIMENT BASIN SB-2 SHALL BE GRADED USING \�SU<, �x+� �� u^ \ \ / /� \ ❑ y I ' \ INDIVIDUAL LOTGRADING EROSION[ONTROLMEASURES,LNCLUDING SILTFENCE, 11 `.\ �% ` �ppy` - / \ -- �, \ i �I �"`�.'-_ / O DIVERSIONS ANDCONSTRUCTION ENTRANCES UPON REMOVAL OF THE BASINS I .\ \ \ p ` � BAFPIFSltl'IAI -_ \ -- - I /„D III��---- -'r---- CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: Z AND FULL STABILIZATION OF REMAINING SITE. \��\ \ \SPA[ G(TYP() R/OENNOURROAD25'29.WHEN EGETATION IS ESTABLISHED,CALL FOR FINAL SITE INSPECTION AND FILER \\\ RIPRAP N\ \ /\ 1 191\ 3S- lit ` �I I■ - /NOTCONSIRUCTED/ -DESIGNATED AREA THAT WILL LATER BE BACKFILLED(SLURRY PIT) North r \ \ 7:194-- ___�--------- -D DESIGNATED ED AREA WHERE CONCRETE WASH CAN HARDEN AND BE DISPOSED OF AS SOLID Carolina`. , NOTICE OF TERMINATION WITH NCDEQ. - STOCKPILE \ f��29 I CI, __ GENERAL NOTES ��'\ �'' � LOCATION THAT IS NOT SUBJECT TO WATER RUNOFF,AND MORE THAN 50 FEET AWAY FROM A �.N\ fr \\ i s _ °t 3 Days Before Diggs,1 \ - -- III STORM DRAIN,OPEN DITCH,OR RECEIVING WATER WAY. Y "`I.ALL MATERIAIS,CONSTRUCTION,AND PIANSARE TO COMPLY WITH \� \ • J \ <.T \\ \ -' =�1�� `_ �� \ \\ � -PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK. North Carolina 811 CURRENTNCDEQSTANDARO SPECIFICATIONS AND DETAILS g \: _ . ` \ \ / , �ilil ` --- -CONCRETE WASHOUT FROMCONCRETE PUMPER BINS CAN BE WASHED INTOCONCRETE 811 or 1-800-632-4949 �_%� \\\ \ '), �T . ` / III II \- `670- •/ \\ 22 � /I/� \ PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ticket Pony 2.CONTACT NORTH CAROLINAONECALL SERVICE@8110R �A'4� urv^'".°�\\ � -I � ` •� �,� \- `, ��`a� \ / I _ --- \ �' \ \ L DISPOSED OF OFFSITE. http//ne811.org/remoleheketentry.htm 800-6324949A MINIMUM OF 72 HOURS BEFORE DIGGING. ) \\\ \.\ \ `\ \ ♦! �i 1 /11 \ I \ \ I -" 19. ALL CHEMICAL SPILLS,OIL SPILLS,OR FISH KILLS MUST BE REPORTED TO NCDEQ-CALL THE 24-HOUR STIPULATION FOR REUSE `\f?' 1 V ®\ �►� 3'RISE I - 36 � v V I ��IXR - 3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL TE !MDITCH, $_ � i�!• 70•ELEy.'657.50 28 1 I - �: SVs B03 2w \ EMERGENCY RESPONSE LINE AT380D858-0368. DEVELOPMENT GRADING AND DRAINAGE PLANS. '•'• •SLOPE(TY, \� J 4 a - �il� THIS DRAWING WAS PREPARED FOR USE BLOB, LLWEIR�-/ I 'I / ON THE SPECIFIC SITE,NAMED HEREON, �\\\\ ss \iT ` -OPE' S FOR /A\I�. i \ ' I � '\ �. 20. VMORSANAQIORDANCEIWITH 2O06gNTERNAITIONAL PLUMBING CODE GENERAL REGULATIONS, CONTEMPORANEOUSLY WITH ITS ISSUE 4.THE CONTRACTOR SHALL VERIFY ALL EXISTING STRUCTURES PRIOR \\ \\ PH - \ \ \ J �; I /Jl SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVELGROUNDANDAWAYFROM STORM \ 1 % E5� L /I DATE AS LISTED,HEREON,AND IT IS NOT TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTEDTOTHE \�\ \`'I \`\ \ \ !YI - jmpo-Re, 1 /' / \\ SUITABLE FOR USE ON A DIFFERENT ENGINEER. \ N[E ayw S� \ \ --- \ (,.4•II� l/ \ �- DRAINAGESYSTEMS(DITCHES,CATCHBASINS,ETCI.DISPOSALANDHANDLINGOFSANITARYWASTEpROJECT SITE OR AT A LATER TIME. \'I�\,\�,) �` \ 1.:�� \ Il� l ' MOSTCOMPLY WITH STATE AND LOCAL REQUIREMENTS USE OF THIS DRAWING FI7R REFERENCE OR S.THENCDEQEROSION CONTROL MANUAL SHALL BEUSED ASA \\\ \\ �` `20` ��,� \\ \ -665_ I I \ •A� Y4 .q--- -1F-��-y EXAMPLE ON ANOTHER PROTECT REQUIRES GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMPS. /-.�" 1�\\\\\ �• � � -a= ir __ (I}d' I! i� -- \ 21. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE A MINIMUM OF 4-6"OF CLEAN THE SERVICES OF PROPERLY LICENSED THE FOLLOWING BMPS: \\\\\\\\\ `� � -� /\\ /� . - _ /\\ �1 ®\ 7'`II�I. IInI// �_ -' TOPSOIL,FREE OF DEBRIS AND CONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN. ARCHITECTS MD ENGINEERS.REPRODUCTION •SURFACE ROUGHENING �� `q +`r'/°� �� 3.0"SKIMMER �if ` \,, - 3] 1 i ��iI - Ilh - 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FOR CLARIFICATION PURPOSES. OF THIS DRAWING FOR REUSE ON •STABILIZED CONSTRUCTION ENTRANCE �\\\ \ 11�.•i` �`. � � WITH2.5'ORIFICE �• -----i\ n �L�p� \ �'I I•SILTFENCE I \\\� �`'^•+'`7 �/�' ` \ ' - __ ��F•+ /I LIMITS OF DISTURBANCE(�YP•L23 HIN SOF ANyAND MAY BE CONTRARY TO THE LAW. / ANOTHER PROJECT IS NOT AUTHORIZED ,0�. SKIMMERELEV:656.00 ,i \/ �\ •rt �j�'I \I 3tl EMERGEAY , '`>+'''+••`••'',.•,N,='••S•',•,,'.•\''', ` �'e,.vs 69 '' \ _ I / . CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WIT EET OF•HARDWARE FABRIC AND STONE INLET PROTECTION *BAFFLES 10'MIN. - \ - - \ TI ✓�� • / / /l STORM DRAINS BASINS OR STREAMS UNLESS NO ALTERNATIVE IS FE4SIBIE. •CHECK DAMS •\\•.•. ,��, SARONG(TYP( "J'�i �, / E �,�iiBYPAjf PILITAAWAGf S�EIj UDO•TEMPORARVSEEDING � \\ v \ �� _ _ - �' \!- �I \ l� 24. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROIERMUST COME FROM ASITE WITH AN •PERMANENT SEEDING ; �\� ,' �`� `��`�� ,� t,�4 \ -/II // -_ APPROVED CONTROLPIAN,ASITE REGULATEDUNDERTHEMININGACT OF 1971,OR �I •MULCHING \\ 7:70....:„‘ ti�``� ® - �\ +_� / \ 1.•L��` -��IIII /I / LANDFILL REGULATED BY THE DIVISION OF SCUD WASTE MANAGEMENT TRASH/DEBRIS FROM `c' ~•SOD -s / \\ \ • - , IIICCC777VVV__` -, .-�li 1 //7\ /ur GHoaFRnEf,t[C DEMOLITION ACTIVITIES OR GENERATED BV ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A I"� U� E�v �� i,•SEDIMENT TRAP _ %OAAPEJ R__ \\ :+ ``` ` �, `® ._r'-�-. ;:: ..�I 1i'- Jco FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENTOR PER DIVISION OF SOLID �Ly �-, • •SKIMMER SEDIMENT BASIN \ \I11 I \``,� ,/� �� _� 1_ �__ =♦q:,.T ,r /i rq r,,y/yW,RH5JCp` WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. /^� Cn Z-,SITE INFO RIP \ ,{{�/ w ` � `TT�p 25. PER SECTION 6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND E-I 1 </4C5 r` " ® \ ^ I� II / DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGERTHAN 30 WORKING DAYS SHOULD �H+--11 COCONSTRUCTION START DATE: DECEMBER,2022 �/ 014 1 \ I BE SEEDED ANDMULCHEDPSSOONPSTHEY ARE CONSTRULTEDTOPRESERVEDIKE HEIGNTANDDISiURBEDAREA: 14.33 ACRES 24CONFALL" _--- _ ' - (TYP1 1 / / /• I REDUCE MAINTENANCE.�� \7'' \\t. v \ -FES 1 / I / koxcRETEwsxouT TEMPORARYSEDIMENTBASIN2 TEMPORARYSEDIMENTBASIN1 / V - / - I 27 26 1 ; / �25/ I _ a y / U G.T. vv � �1. -� I 24 ��u IW� / 0. \� \a \e. \ eQ�'?a�\ l3� I I I I 1 /3 1 I�.�,� / LEGEND - ZO� a Basin Number: 2 Basin Number: 1 \ \ \`\\ `� \� �s1p� TEMP.DIVERSION DITCH,TO-i EXCELSIOR EASION CONTROL / / 1 1 I I I W'" / rJ••I /11 Basin e: Skimmer BasinT e: Sediment \ 'l I \ 1 �"'�� TEMP. MATTING,SEE P \ W" -sE-Op SF-O-(H HIGH HAZARD FENCE ' �/ 7-, Type: VP \ \\\l \\� 3_ .r \ f�\t.�� EON MIN.SLOPE(TYP.) PY/J / \ I 1 ' I VS / sr sE sF sE I--I /--I Phase 1 Drn Area:-5.41 ac Phase 1 Drn Area:-7.03 ac v \� �V a -.4\�� i v- II / - - - - - SILT FENCE O d Phase 2 Drn Area:-5.41 ac Phase 2 Drn Area:-7.09 ac ( \�V\\ -.1212111 SEll Jo • / W H C.) 4'7 Q10(Max): 19.02 cfs Q30(Max): 25.87 cfs \v /1 A \ V i �� a 1T .T.c- �` ��.� �I I / -SF�sE- SILT FENCE OUTLET F Phase 3 Drn Area:-5.11 ac Phase 3 Drn Area.-7.36 ac A - V 1 � F 1 z �� /n� � � �� / Regd,surface Area:-6,18osf Regdl.Surface Area: 11,254 Sf \ \\ \��\\ ` __ � � / �••�••� LIMITS OF DISTURBANCE Cl) Prov.Surface Area: 7,105:ifs Prov.Surface Area: 12,840 sf \ �V�AV I ,l:\------- 1 - - - o A\ Regd.Storage Vol.-9,738 cf Regd.Storage Vol:-13,248 cf \ / A\V��VOAVA �� •• f' �_ ��F� V T-=:;_7_-H-::_D--':B_::-':"-''.r'{jlti.::_'-' wY i \ \ Jam'- .. �' ® �`- �� \ \ -sRTSE /�//� �\ _ / - JOB NUMBER: C220003 Prov.Storage Vol:-9,840 cfProv.Storage Vol: 22,288 cf \ / / I \ ties - - \- -_ -__- -- ----- TRIBUTARv AREA Bottom Elev: 659.00 Bottom Elev: 654.00 I \�\�� "wx .I sE s, �, •�` sLTCENc�ourlET�rYp- - �L- �- --w --ox- DESIGN BY: BMF Stora a Elev: 660.50 Stora a Elev: 656.00 �- / � 1 r.ss_-ss ss U •� �_ L '� - -, 5�--a ,D- Y 0 '- •�-m-•>*- TEMPORARY DIVERSION g g 4. . � �f. �H�•+-�•�-•�� -0� BRING TEMPORARY DMERSION DITCH TOGRADE AS•=w= -W- -1_- � "�••�•• 1 DATE: 6/14/2022 Clean Cut Depth:-0,75' Clean Out Depth:-1.00' /r L _!-'�� - 1\ - __- -_ NECESSARY BETWEEN PHASES WHILE MAINTAINING -- - II }--} " - _.�-W-- � �D- W- - -- - -CONTINUOUSLY POSITIVE 1.0%MIN.SLOPE / 1 I I INLET PROTECTION SHEET TITLE: • Top of Berm Elev: 664.00 Top of Berm Elev: 660.00 -'-' .-_-"-"- -_ -.._ - -- / _ NCNWI'73 _ _ - - ' - I� El Emer.Spillway Elev:-662.50 Emer.Spillway Elev: 658.50 \\1- ........ __I _ _ - -\- \ '" �_ _� ,,W N�,i SURFACE FLOW DIRECTION11111 • Emer.Spillway Width:-20' Emer.Spillway Width:-30' - - - - \ - -m- -+r-w -- -- EROSION- --±- _"__ i •Skimmer Pipe Dia: 4.0" SkimmerPipeDia: 3.0" __„`„_�,v�_ �- �'_ -__ �3 - - \ _ -------- -w-. ---, - • _-'IF -�-%� --- �• __ __ce__ _�e - . - . - STREAM TOP OF BANK 0 Skimmer Orifice Dia: 1.5" Skimmer Orifice Dia:-2.5" -•--•- --•---- 1- n-_ -- __ _ - _ y _ _ 2_ 0E__0E___ `DEf,�=-0r- --�r-- PROFILE LEGEND SEDIMENT -F.i w' \ er- a= jlz= -"1=-°v-r - r- /1F Riser TopElev: 657.50 - _._- -•- �lT°�-0E� I I EROSION CONTROL MATTING GRAPHIC SCALE Riser Dim.: 48"x36" �I"••' "'Ki1i ° _ \`~ I \ CONTROL PLAN a zs sD \/Jj1 r �- \ \ \ 1 \ 1 \ \ I tl PROPOSED FINALGRADE MAIORCONTOUR (SINGLE NETEXCELSIOR) so 10o Culver Dia: 24"RCP \ \ Culvert Length: 44' I / ` _ -+� \ \ I \ \ \ I / %ry PlOP/P 3:1 SLOPE STABILIZATION PH.2 Inv Up: 653.99 eReeuna[fRra t NSJZPYP rv// \\ 0B. PROPOSED FINAL GRADE MINOR CONTOUR I N. r.ncNs 4F1/ %X c�� \\ V 11 A%"'sssv ob; d' A �, >q3m 1 ue rvRry VON PG:12. ary 11 z�z i N. a�4q 1 I ur rorvi lx l I SHEET NO.: (IN FEET) Inv Down: 653.68 xra auf \I %0 SIX�4 I N,�"RcycpOyryjyµyyc.�p 1 I usaaa/rsrairvrvAJo05/ \ xR I B 25'INTERMITTENT STREAM BUFFER l inch=50 ft. � � )I uaaa I/R31 PrzaM W 1 \ \ \ ( \ I 1 / I C7.2 / CONSTRUCTION SEQUENCE 1 1 I \ \ ` \ / 1 / RaNca,R 1 /\ \ ' \ ^' I \ 1 �� \ usurue� < 1 EROSION AND SEDIMENT CONTROL NOTES: Z C�A a a 1. OBTAIN ALL REQUIRED PERMITS. l \\ rm'1�8o"' \ I / / \ \ \ \ I _ N \ \ \ \ \ \\ \\ \ \ / "' '� \ / // \ \ \ I \ \ )/ I\ \/)� I I I I 1. IF NECESSARY,SLOPES WHICH EXCEED EIGHT(8)FEET SHOULD BE STABILIZED WITH SYNTHETIC OR .. 2. SET DP AN ON-SITE PRE CONSTRUCTION CONFERENCE WITH THE EROSION ( / N CONTROL INSPECTOR DISCUSS EROSION CONTROL FAILURE TO \ \ \ \ \ \ I I `F / / I \ / \ \ \ \ \ /I l`� I^'I I / VEGETATIVE MAT,IN ADDmON TO HYDROSEEDING.IT MAY BE NECESSARY TO INSTALL TEMPORARY N M CONTRLESUCHCOR TODICSS HOURS PRIOR MEASURES.FAILURE \ \ \ \ \ \ \ `\ \ \ ,, / k�- --� I 1 1 \ / \\ \ $ / / I C SLOPE DRAINS DURING CONSTRUCTION.TEMPORARY BERMS MAY BENEEDED DAILY UNTIL THE SLOPE ACHEDULESUCHCONFERENE48HO TOWN PRIOROIANY LAND DISTURBINGTO FINE. \ \ I - / \ \ 1 I \ \I IS BROUGHT TO GRADE. "Oa \ \ \ ( \ \ \ / / I \v J U p-o afifo P . /^I'' 3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ I W PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS 1 \\ \ \ \ �\ \ N I \ \\ \ pFF a 9 \ / \ N. \ \ \ I \ \ \ g I y \� Z. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE ^1y \ 1.� I \ A` yi / I \ 1 I --.\--/" WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE W N SHALLBE DOCUMENTED ON THEON-SITE APPROVED PLANS. I I \ 1 \ \ \ \ \ \ \ \ \ \ \ \ \ "�I I ~11\-' // MORE THAN FOURTEEN(14)DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: Ce ES) 4. INSTALL GRAVEL CONSTRURION ENTRANCE ON GREEN ACRES CIRCLE. 1 \ \ \ \ \ \ ♦1. - 1 G/ \ \ \ \ \ B'l� r I m \\ \ \ � 690 \ 1 \ 5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, \ ti I \ \ \ \ \ / /��- - ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 W.� N> 7 \ \ �� \ \ \ ` -.. LuyIM�ITSOF DISTURBANCE� \ I \ \ \ --Y i \ f ---/ HORIZONTALTOIVERTICAL 3I SHALL BE PROVIDEDTEMPORARVOR PERMANENT TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE C \ \ /�\` \ \ \ \ \ IP / \ \ \ - / (:) p PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. _ �// \ \ //'�� \ \ \ < 1'•r 1 �' J \ \ \ \- __ J�^\ I / STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 C \dFJa 6. CALL FOR ON-SITE INSPECTION BATHE EROSION CONTROL INSPECTOR.WHEN I /\ \ \ \ / I\�\\\\ \ \ \ \\ ; \ \ TEMP.}enn WATE0. /- careasscafaxSTwaTfLx n AREA afs�azro \\ \ \ ` \ - /! '-Y CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.ALL OTHER DISTURBED AREAS e c.p-•R, APPROVED,THE INSPECTOR ISSDES THE GRADING PERMIT ANDCLEARINGANO \7( \ \ \� / 11\ \ � //^� GIVER N411T[141 \ � UABA RMirvanF FAA \ \ \ \`__ I t ��/ -_��i' SHALL BE PROVIDEDTEMPORARY OR PERMANENT STABILIZATION WITH GROUND 'ryN GRUBBING MAY BEGIN. / \ \ \ / / / ( \ \ \ 1.0°HFAIN.SLO�ETIYP\) - SHEET \ 1 \ SOON A$ IN EVENT WITHIN I4 CALENDAR DAYS THE LAST LU CUB \ / I \ \ �.� \ ® \ \ Bfi LAND-DISTURBING PRACTICABLE BUT T I 4)N 7. LIMIT CLEARING AND GRUBBING OFTHESITE TO AREAS THAT WILL BE MASS / \ \ \ \ �/ / / I \ �� \ \ m - \/ \ N. \\ �I ` -� p.�U GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO I \ \ \ \ // I I I \ \ \ \ \ • \ \ \ I I y,\ PREVEMEROSION OF THE SITE. \ \ \ \/ ( \ \ \ / = \ \ \ \ - ��\ \ 3. ALL CUT AND FILL SLOPES AND CHANNEL SIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED W aZ \ \ / I \ \ 6• \ \ I + I UNTIL A GOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON ai 8. BEGIN MASS GRADING ACTIVITIES.AS SITE IS GRADED AND PADS BUILT UP, �\ \ \\ \\ \ pFRFRW WRRDRN \ - \ \ I \.i// / pF CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORMWATER FLOWING OVER \ �.� I I�A 1 \_ i\g. I SHEET C7.S.ALL SEEDING WILL BE MULCHED. �U p \ \ \\ \\ I \ \%NASA 3AAAL \ / � - \ ` --- \ \ FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND \ \ \ 15P1, B9 \ iti \ .......... \ -�/ I �� \ I mo \ \ -- / --� - \_- \ \ I \I 4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED EVERY SEVEN(7)DAYS AND E8. SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND \ \ \ /\ \u R ��'�\ \ \ - '/0'C //ti h' I I \ / Q W U I `\ I WITHIN 24 HOURS AFTER EACH RAINFALL OCCURRENCE THAT EXCEEDS ONE INCH.IF SITE SLOPE DRAINS AT FINAL PAD GRADE.ADDITIONAL MEASURES MAY BE NEEDED AS \ • \ \ v \ \ \ I \ I �-am \ \ \ \ \ \ \ \ -• i1 \. -^ \\ a43s4'Mal �- /)\ I \I INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELY,MAINTENANCE PROGRESSES.CONTRACTOR SHALL MT DRAINAGE AREAS FLOWING TO EACH OF \ N \\ . \ 1 "a \ \ \ \ \ ^' �_ \ GNAWS COUNNION/‹.flt �\ b Y \ I -� --3--/ MUST BE PERFORMED AS SOON AS PRACTICABLE OR AS REASONABLY POSSIBLE AND BEFORE THE �NOe THE PROPOSED BASINS TO THE MAXIMUM AREA THAT IS DESIGNATED FOR EACH �- \ \ \ \ �• m `.r=�. -�tliii \ \- �\� ---_ I NEMSTORM EVENT WHENEVER PRACTICABLE t• +I BASIN.THIS SHALL BE ACCOMPLISHED BY ADJUSTING THE PROPOSED DIVERSION ' - "- �N 1 \ \ \ \\ \\ ‘..."A'''.:-'---- %�� \ 13\ �\ ` \ -� I 1-- -'J `:x�;`N 1CF{/O�i, DITCHES AS THE SM IS GRADED. 7 ( / \ I \ \ \ l \ ` _ \�� \� E%EISIOR FUSION CONTROL \ I I- MAMA;M*01,A- 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY `d Q,°°°oo°o°oo°°e(/4 9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE PITO D7 BRINGING \ \ \ \ \_ \ \ \ / - , j//� 4� \` a MATTING,SEE DETAIL PRA) `-\ \ I\ Cq p/EABAA-7 I SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND : 0o �L�' \ V A \ y y [[[ " \ �' ,�/ v '"� a 2g AMERICAN"ov i GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \ > \ \ I WATERS OF THE STATE(WOS)OR WATERS OF THE UNITED STATES(WOU.S.(. TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM \ ! \I -, / \ \ � \- \ \\ - \ I , �- \ i "� vENG NEERINGg str ''� STRUCTURES. \�^ �- �7 \ • -� �`�I I�-,� II \ r - 6. ALL EROSION COMROLDEVICE55HALL BE PROPERLY MAINTAINED DURING ALL PHASESOF =r. X ASSOCIATESIO.INSTALL CLEAN WATER DIVERSION DITCHESIAND2TO DIVERTTO BYPASS STORM IC{� �r,,,„ \ \ - l __ CONSTRUCTION UNTILTHECOMPLETIONOFALLONSTRUCTIONACTIVITIESANDALLDISTURBED ▪ %SOUTHEASTBFROM STRUCTUREDITO D]. \ iµTFENCE(FP) • 1 I �'V�' _- j= - AREASXAVE BEENSTABILI2ED.ADDITIONAL CONTROLDEVICES MAVBE REQUIRED DURING �nCoeC 3881°�DO.CONT ACTOR SHALL MEET WITH THE EROSION CONTROLINSPECTOR PRIOR TO \\ \ I I _ / - _ \ CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION.ALLTEMPORARY COMMENCING WITH PHASE2 EROSION CONTROL MEASURES.INSTALL REMAINING R• \ - " I Ste• �O<' / CONTROLDEVICESSHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE ANDTHESITEIS wEOF 4 STABILIZED.LA ,CYSNECESOINSLLHES N ' �-I 2 \ RB NCE f ' '12.TE PORARY DRIAINAGEDTCHES SHALL EMAIN INSERVI EASSHOWN IN EACH \\ ; A ) ' IOi4i � -JFETE 7. THECONTRACTOR MUSTTAKE NECESSARYACTIONTO MINIMIZE THETRACKINGOF MUD ONTO \ • '.- I PAVED ROADWAY FROM[ONSTRUCTION AREASANDTHE GENERATION OF DDSTTHE CONTRACTOR PHASEANOSHALLBESTABILIZEDANOMAINTAINEDWITHAPPROPRIATESILT \ \ ) I111111= _ --FENCE PROTECTION AS REQUIREDAS EACH PHASE IS BROUGHT TO FINAL GRADE. TRO ✓ 0 ..ITEMP.¢ERN Wfli!_R _ / ,t _ _13.CONDNUE MASSGRADIN6 ACTIVITIES INCLUDING RETAINING WALL I \ - m' _ D+' f •T[H-2 \ ' ' f' /x• - 8. ALLCONUCTIONTRAFFICSHALLERAND EXITTHESITE VIATHECONSTRURION ENTRANCE.CONSTRUCTIONTMpy \ 1/O%MIN.SLOPE P. ( _ Ir I // _ t,, 5t - 14.CONSTRURION OF THE STREETS,THE ASSOCIATED UTILITIES,INCLUDING ) \ - 9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PLACED ON THE UPGRADE SIDE OF THE TRENCH TO LATERALS,TO BE COMPLETEDAND INSPECTED. -.- _ � -.-t - ALLOW MATERIAL TO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOV OF 15.RECONFIGURE SILTFENCEAS NECESSARY KIM -� qN 5651m1e6 / ALL EROSIONCONTROL DEVICESARE THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS 4utTIVIN OTHERWISE NOTED. S• . �112122 jPLANSASTHEPROPOSEDSTORMSEWERSYSTEMISINSTALLED. • i f °17.ALL AREAS THAT GO UNWORKED FOR I4 DAYS OR MORE MUST BE STABILIZED \ fWF/Z IMMEDIATELY.STABILIZATION STANDARDSSHOULD BE MAINTAINED \ � 6j - _ \ ACTUAL MEASURE NECESSARY FORCONTAINMENT OF RUN-OFFSHALL BE THERESPONSIBILITY OF THETHROUGHOUTTHE CONSTRUCTION PROCESS. y � - ��1 I--` / CONTRACTOR ANDBEFIELD VERIFIED. 18.STRIPPED TOPSOIL SHALL BE STOCKPILED IN THE DESIGNATED AREAS WITH SILT \ \\ " J ® `/ ,1y�'��w�'.'G-:i1T @ �� y- _,� ., �, -� I �I� '�/ �11 \�/ FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE '�\ \ --/ -�: ® • a.�/ T;� 11. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA 19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS \ 1 y- +` IE►� \ 55 / ss -=� ■r�® ,1�+ ./�/ REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT. ..---- GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL �� ,�� I4f _ - /�` . •07ERIOt:km. ---ss \ �$._ ®JB� j I 12 A GRADING PLAN MUST SUBMITTED FOR ANY LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT DEVICES AND STRUCTURES. w - .s - �•�'C - - - /A / Y \\ `t T ,``` /�:a��•��r®�®N�� \ \ �i �1 '� / PREVIOUSLY APPROVED. BE 20.UPON INSTALLATION OF INITIAL STORM INFRASTRUCTURE AND INITIAL ASPHALT • Z(\ . �^' 3 r -_�® �-T I \- -J, if • I ...../ // LIFT OF ROADWAY,INSTALL AND MAINTAIN WITH EACH ADDIONAL LIFT, \ ® \ r��_ ��'�'��- �'� ♦ �74a 1• • / RIGHT-OF-WAY DIVERSIONS(WATER BARS)AS DENOTED PER NCDEQ 6.23a �� -i�� `��- 13. ON-SITE BURIAL PITS ARE NOT ALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE \\ / � �� _ � --��V� ��• -ff x3 I �- OWNER AND AN ON-SITE DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING 21.THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN PROPER \ \ ?\�F\7\,, \ L�- �_ r®®•�_ - ='\ ��fn -`��LD L,.�� 'LJ R EROSION AND SEDIMENT CONTROL \ ma. a \\';-` \ \ ��• - Mi -- 1----''""""----"'"':'l••••a"Q"-t--il.f4rxfiauw..,._:_ �- - _ 'w♦E�^ ' '4 /I -- / ADMINISTRATOR. SILT FenCE-_ - - - - -��;i _ 22.INSPECT BMP'S ONCE PER EVERY CALENDAR WEEK,PER THE NCDEQ -Q1TI \\\I. T,•, ',� 3 'I�/5� / TEM'.DI ION DIT .==_ -�� I _- 14. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION -- / Y.I'+M 'OPE REQUIREMENTS.ALL INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE I .I � i OF THE TOWN/COUNTY EROSION CONTROL ORDINANCE AND ISSUBJECT TOA FINE. WITH GENERALETPERMITEROSION CONTROL EDITION. U \ IN ,,� ) •\\' _ jj Art �� ` __ �� I / I --p' . 15 DRIVEWAY PERMT FOR CONSTRDCTION ENTRANCES IN NCDOT RIGHT OF WAY MOST BE PRESENTED 23.CONTRACTOR SHALL MEET WITH THE EROSION CONTROLINSPEROR PRIOR TO _ \b6 \ \,�\\ /�• I �I , ® ^l' � _ - =;,� • I -�/ AT PRE-CONSTRUCTION MEETING. COMMENCING WITH PHASE 3 EROSION CONTROL MEASURES. \ \ ♦ At,/1'�- I)) \L _ ali Dr W, 16. APREWORK MEETING SHALL BE SCHEDULED WITH THE TOWNINSPECTOR PRIOR TO CONSTRUCTION. 24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL I \ \ /��. I•• -- , r r I \ ' �\% ? `'. l�• �./�®: i , /1. p .I ® \- - l I' 1� l "� ram3lx�ro MEASURES A5 SHOWN ON THE PHASE 3 PLANS,CLEARING ONLY AS NECESSARY TO \ \ ��rl�� 7�� INSTALL THESE DEVICES. I� I \ \`�� T-'� ® , Al I / y q mw,vc\m� •17. LITTER,PACT(S CH AS DEBRIS,OILS,FUELS AND BUILDINGPBER)AN WITH SIGNIFICANT POTENTIAL .. 25.HOUSE CONSTRUCTION SHALL COMMENCE.CONTRACTOR TO INSTALL \\\ •T `,/�• \ i, ` I -' /I /v FOR THAT[ACT(SUCHKSSTOCKPILES OF FRESHLY TREATED LUMBER)AND CONSTRUCTION CHEMICALS ZO El / .`V�,',405KIMMER `;. L-- v THATCOULDBEEXPOSED TO STOR,0 WATER MUST BE PREVENTEDFROMBECOMINGAPOLLUTANT ADDmONAL EROSION CONTROL MEASURES FOR THE INDIVIDUAL HOUSE \ :\C w \ /� CONSTRUCTION.SEDIMENT BASIN TO REMAIN INTACT AND FUNCTIONING DURING ` ` �` \ (�WITX 1.5"ORIFICE - ' .- JT' SOURCE IN STORM WATER DISCHARGES. HOUSE CONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT II\\ 2p EMERGENCY SPILLWAY `! "fro \ \SKIMMER ELEV:660.50 En - - -I � si, 'M Q \ BASINS. I\\ \ ELEV.662.50 T \\ 1 \ ` 34 tett!1 II II \ 18. SHOW BMP MEASURES FOR CONCRETE TRUCK WASHOUT AREA,OR ADD THE FOLLOWING NOTES. DC 26.FINALIZE GRADING ACTIVITIES. \ \\ \` \\ �� vo I2].COORDINATE WITH THE EROSION[ONTROLINSPECTORPRIOR TO REMOVAL OF j14" )KS:.4 �` �\\\\\� 3\\ \` \ \ �,• ul Q CONCRETE TRUCK55HALL NOT TYPICALLY BE WASHEDOM ON SITE.IFCONCRETE TRDCK �+� WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMPS WITH SM INSPECTOR. EROSION CONTROL MEASURES.UPON INSPECTOR'S APPROVAL,CONTRACTOR IS INIM1JE @ 1.0% �� I� - �� \\ I, - TOREMOVEALLEROSIONCONTROLMEASURES,INCLUDING ANY APPROVEDMINIMUMSLOPE. \ V\` .�� ____ I ,/ I / �\ y DO NOT DISPOSE OF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTO A SANITARY 0 SEDIMENT BASINS. SEWER,STORM DRAIN OR ONTO SOIL OR PAVEMENTTHAT CARRIES STORM WATER RUNOFF28.LOTS 2-5 LOCATED IN AREAS WTH SEDIMENT BASIN SE-2 SHALL BE GRADED USING \INDIVIDUAL LOT GRADING EROSIONCONTROL MEASURES,INCLUDING SILT FENCE, \ / O DIVERSIONS ANDCONSTRUCTION ENTRANCES UPON REMOVAL OF THE BASINS BAFF(FSltlAI __-__ CONCRETE TRUCK WASHOUT SHALL BE DISPOSEDAR IN ACCORDANCE WITH THE FOLLOWING: Z AND FULL STABILIZATION OF REMAINING SITE \ • PACG(TYP() R/OENy0URROAD25' 29.WHEN VEGETATION IS ESTABLISHED,CALL FOR FINAL SITE INSPECTION AND FILER \\\ RIPRAP N\ ��/// EMPdRARY �, /\ t \ jilt ,NOTICE OF TERMINATION WITH NCDEQ. / \ STOCKPILE1Np -.29 el' T -DESIGNATEDAREAWHEREONCRETEWASH CAN HA BE DISPOSEDOFA SOLID raa �a11 i WASTE. Y8�'At B•® _ f • JI � � / / -LOCATION THAT IS NOT SUBJECT TO WATER RUNOFF,AND MORE THAN 50 FEET AWAY FROM A \\ r•3 Days Carolina D \\ , . -\ e \��1NS'�� '� ri III - - STORM DRAIN,OPENDITCH,OR RECEIVING WATERWAY. Y 811xg""I.ALLRENT NALS,CONSTRUCTION,AND PLANS ARE TO COMPLY WITH µ�Y \ 4� \ ` �y � -PUMPEXCESSCONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK. North Carolina 811 CURRENTNLDEQSTANDARO SPECIFICATIONS ANDDETAILS g,. \\ _ \a� \N \ C� \� //� 1( \, �j�� 1 /I/� -� -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTOCONCRETESll or l-800632-4949 _%� � \ " .� ` 1 L........................)< �� I PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ticket Entry 2.COMACTNORTH CAROLINAONECALL SERVICE@8110R �A'44�^'".'° \ �I `� \� �,n \2 `�� ,`` I _ \ ''�' \ L , I \ DISPOSED OF OFFSITE http//ne811.org/remoteheketentry.htm 800-6324949 A MINIMUM OF 72 HOURS BEFORE DIGGING. _ T \\\\\- 1 ♦ `( � SVS,�� \ M \ �- �l\\ 11 \ ��!v 4x3'RISER I 3f ��' \ \ ial pII� , �ranoR,r4 PO00N 19. ALL CHEMICAL SPILLS,OIL SPILLS,OR FISH KILLS MUST BE REPORTED TONCDEQ-CALL THE 24-HOUR STIPULATION FOR REUSE 3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL TE +MDITCH, .t ! F s6nB0il taYJ EMERGENCY RESPONSE LINE AT3800.858-0368. DEVELOPMENT GRADING AND DRAINAGE PLANS. '✓ SLOPE(TY. \\ \ 4'•t•• ,\ -TOPELEV.657.50 / --_, /illi /1/ N. THIS DRAWING WAS PREPARED FOR AVE T' BLOCK ALL WEIR / • �✓ ON THE SPECIFIC SITE,NAMED HEREON, \\\\ i ^ '� ICY \, 20 TEMPORARY TOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE �\ e \\� \\I OPENINGS FOR �r \ ' \ CONTEMPORANEOUSLY WITH ITS ISSUE 4.THE CONTRACTOR SHALL VERIFY ALL EXISTING STRUCTURES PRIOR XI \.. ®\, pSC pxASg �� _- _ / I /- VISITORS IN ACCORDANCE WITH 2006 INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS, C •JQ 1 /I SECTION 311.PORTABLE FACILITIES SHALL BE PLACED ON LEVEL GROUND AND AWAY FROM STORM DATE AS LISTED,HEREON,AND IT IS NOT TO CONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTED TO THE \\�\ .�C`' ,\\__� \ \ . \ \ w� �) '� 1 / \ SUITABLE FOR USE ON A DIFFERENT ENGINEER. \\s�) ��\�O -� i� !`♦♦ - _ il III lI/ - �� DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,ETC).DISPOSAL AND HANDLING OFSANITARVWPSTE\ \ I PROJECT SITE OR AT A LATER TIME. \'J�\ �� \ \ __ \ I / \ MDSTCOMPLY WITH STATE AND LOCAL REQUIREMENTS USE OF THIS DRAWING FOR REFERENCE OR 5.THE NCDEQ EROSION CONTROL MANUAL SHALL BE USED ASA \\\ \\ �� S��- I�•� \ \ /� _ ; \ 5131P' A YI y�F1l--- �- - EXAMPLE ON ANOTHER PROJECT REQUIRES GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMP'S. /-'.�" 1�\\\\\ � �\ \a (E \ 2j (+' I /! �� \ \ 21. FINAL GRADES FOR GRASSED AND LANDSCAPED AREAS SHALL REQUIRE A MINIMUM OF 4-6"OF CLEAN THE SERVICES OF PROPERLY LICENSED THE FOLLOWING BMP'S: \>\\\\\\\ � � \ \\ -� /\I /� ! �- �t� �� MI � �\ +'��I�r 0// /-u- TOPSOIL,FREE OF DEBRIS AND CONTAMINANTS,AND PREFERABLY OF NATIVE ORIGIN. ARCHITECTS AND ENGINEERS.REPRODUCTION i h •SURFACEROUGHENING �� \ \` �� WI SKIMMER �� jJ l� ry -" tt I I / OF THIS DRAWING FOR REUSE ON \\\� /�� 'WITX 2.5 ORIFICE \\ ` 'I � - ® 'Ire/ 'd�'I /I LIMITS OF DISTURBANCE(�YRL 22. SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FORCWRIFICATION PURPOSES. ANOTHER PROJECT IS NOT AUTHORIZED .STABILIZED CONSTRUCTION ENTRANCE I �\ \ ��i ♦ \ /\\ ` - w/`' 0� SKIMMER ELEV:656.00 a, " \._- �'' AND MAY BE CONTRARY TO THE LAW. •SILTFENCE 4 ` xae.t> \/ J '� i I \I'3tl(ERGEAY � 1 �- / / 23 CONCRETE WASHOUTSTATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN SO FEET OF ANY•HARDWAREFABRICANDSTONEINLET PROTECTION J !BAFFLES IO MIN. \ 1 '� \ T ✓•CHECK DAMS •\\ �.. ��. -SPADING(TYP.) pis \\�/ / ,1 \\� [ON ENTEA CE MPORARY NPE� �'�jJ /� ) STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE. .. j•TEMPORARY SEEDINGs \\\\\ v \ I - Bro\ ti i• ` , �`�� or�, \ „ 1� \\LgRE"� 24. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS UNDERT MUST COME FROM ASITE WITH AN 'Z •PERMANENT SEEDING S 4 G� •MULCHING \ ® ' - \ _ M- , \ a� --��, I / APPROVED EROSION CONTROL PLAN,A SITE REGULATED UNDER THE MINING ACT OF 1971,OR O •SOD \\\\��\ �, ` ® sS "+ R .LD ��_�8I, lI / DEMOLITIONLANDFILL REGULATED BY THE GENERATED FB ANYOUD WASTEMANN SITE MU TRASH/DEBRIS FROM \ ,r;. ` Ain __ `,k-i�;<� / /ur ARUPPLnEs,RC DEMOLITION IBY GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF I-' F E„) .SEDIMENT TRAP \ ` - ` _` -` \��- \ �ie.♦�� (I f /\ nsbs[�191Kpm • _5_-/'' \ ' ``` ` I I-�'• �I ��=� ,01/ I J u �yrw�tt FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID �-i \\\ \ '�- �_ -_ .., .-.. r�•^.,._=�,.�� =�,.�-�♦S .��. r:/ lI ?/'s V,L•n \. WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. Z •SKIMMER \ a SITE INFO SEDIMENT BASIN \\ RIM*AP\..„ \ \ V ,,��4IES �� II : /I25 PERSECTION 6200E THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND L�CONSTRUCTION START DATE: DECEMBER,2022 ltel DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGERTHAN 30 WORKING DAYS SHOULD L•+1 NCn\ \ ECTIO \ I � /I BE SEEDED AND MULCHEDASSOON ASTHEY ARECONSTRUCTED TO PRESERVE DIKE HEIGHTANDDISTURBED AREA: 14.33 ACRES 24"RC DYRI I REDUCE MAINTENANCE. o F/ WASHOUT \ 1 I I- I ® m / 4 ��p a,� � z O Dv A\ i� �� W� / /^E \ V ,,, v v avuQ�V l30 A. -- - 1 1�� / LEGEND f�11 fx- Bd51n NUmheT: 2 Basin NDmher: 1 \\\\ \ \\ \.J� \� TEMP.DIVERSION DITCH,TO-1 EXCELSIOR BUNION[ONIILOL V W / Wo \ 'i 1 \ I \ MATTING,SEEDETAIL P // W� -SF-0p Sf-0-0- HIGH HAZARD SILT FENCE zBasin Type: Skimmer Basin Type: Sediment \'\� f- `�-1\�=1.0%MIN.SLOPE(TVP.) fry•1 I 'I ' I�S / -\ \ 3-\ x \ �� r\sm Phase 1 Drn Area:-5.41 ac Phase 1 Drn Area:-7.03 ac 1 'v v \�\,A��\ a �•f�4,V4�� / I / -sr-sr-sr-sr- SILT FENCE O o Phase2Drn Area:-5.41 ac Phase2Drn Area:-7.09 ac ( \ \VA VA ...1.L... ,,;7f �®' ��-�� ( I I W Phase 3 Drn Area:-5.11 ac Phase 3 Drn Area:-7.36 ac \ - \ 1 \\\ I •�' _ ��_�:~ � -sf�sf- SILT FENCE OUTLET �WW3 Q10(Max): 19.02 cfs Q30(MaXI: 2$.87 cfs V /I\��AvAV ....7.. ��ir 1��-� �� • �� I I / 8 q• A qA \ �, ! �_ Sys 74�g- I�� )V �J H Re d Surface Area: 6,180sf Re d Surface Area: 11,254sf \ \ \\ >� „�.,� \_ .\\ \ -ram T -� y 7Ark! {\\ / LIMITS OF DISTURBANCERegdSStrforage Vol.-9,738cfRegdSStrforage Vrol:-13,248cf \\ / \\\�\\\\\\ ��- J R.I VjSY s.�� - • •Y SEE F 00SE4KrT01. -[ '\\�- Ra B/ „+�, sK'��♦� ��SILT FENCE TO REMAININ PUI[E r \ _____ - TRIBUTARY AREAJOB NUMBER: O220003 PrIV.Stora eVol:-9,840cfProv.Stora eVol: 22,288cf \ I \ ` RI ® „ ,f s, -. --------- g B VJ / I{ I Y\ _' `!_'_ Y;-�r�y � A v v �TxnouGx nu Pxasa 0YP.1 - te A�-��-- JT x �` •��- ' `CDESIGN BY: BMF 0 Bottom Elev: 659.00 Bottom Elev: 6$4.00 I � � C ��ss �� tiT�EN_,��uL�TITYCA =� = / L • � o�.- -�, _�_ Storage Elev: 660.50 Storage Elev: 656.00 `�/ 4 _ I ...+-��w-�c �'�\ BRING TEMPORARY DIVERSION DITCH TO GRADE AS w= a -w _ ��-�5� .. • ---11 �'TO-��- TEMPORARY DIVERSION DATE:Clean DUt Depth:-D.7$' clean Out Depth:-1.00' /r��-! '��y� 1\ - �1 _ NECESSARY BETWEEN PHASES WHILE MAINTAINING �s� - �W--a--W--ou }--} 6/14/2022 ;�'-",-- _.�-^ -v--- ---CONTINUOUSLY POSITIVE I.O%MIN.SLOE ® / 3 I I I INLET PROTECTION SHEET TITLE: V ___ _ __ ii�---_Top of Berm Elev: 664.00 Top of Berm Elev: 660.00 -w}\-dam--_-"-"- --_ _ _ NC/IWR'73 _ _ - Emer.Spillway Elev:-662.50 Emer.Spillway Elev: 658.50 I\I \ - I - - - - - �' \ _B \ _ -Jr-w SURFACE FLOW DIRECTION EROSION & Emer.Spillway Width:-20' Emer.Spillway Width:-30' \x i - - - - - 1- - - ��- - - \ \ - \-- -_ -=�.I -=�._ -m-�- _wr-w=i -- __�-_�--� - N`� • rn n w I - ..-- -w_T-w--"_ -- w��- _ --��- -- Skimmer Pipe Dia: 4.0 Skimmer Pipe Dia: 3.0 __„`„_�,v� -,�- - _ w w \ __ o Skimmer Orifice Dia:-1.5" Skimmer Orifice Dia:-2.5" -w -w--w--y=_-==T ll-_ -- �� __ - - =_.r__ oE��=-�r- - =�r=- PROFILE LEGEND STREAM CONTROL M _ SEDIMENT ss I -F _ - -, \ jam= h= ", r Riser To Elev: 657.50 _._ "mow- �ETw�-0E� q5 EROSION MATTING 2. GRAPHIC SCALE Riser Dim.: 48°X36" ^K�� 1/ �I ' -- - ~ II \\ \\ ; 'ICJ/ / \ PROPOSED FINAL GRADE MA OR CONTOUR (SINGLE NET EXCELSIOR) CONTROL PLAN Culver Dia: 24"RCP \so - - �s s- Culvert Length: 44' ( / ` _ -4�\ \ I I \ \ x I / .rv�elvA[[ 3:1 SLOPE STABILIZATION PH•3 C(R t 44' ., e8EWAARPP8ra t XFYFflef R// \\ I K qe'. PROPOSED FINAL GRADE MINOR CONTOUR 65 e0��'z \ q•P. 7R 1,O oR:40, 1g \ I Ias> ArN/ \ ,ufl.ORl GURUS MAD ca 25'INTERMITTENT STREAM BUFFER VON PG: (IN FEET) Inv Down: 653.68 I I pBAROk Rascov \I 08.SIX P6d 1 "l \ \ \ ` 1 SHEET NO.: R� N Ie �� ERR C7.3 1 inch=50 ft. %Y v )I p4aaaarrvuxPrzaMRe \ \ \ ( I I / I I / I V I \ t 1 L / I I V A F' CONSTRUCTION SEQUENCE I I \ \\ rl \ I -- " O YM� CI r' \ /', \ I 1 \ I/ EROSION AND SEDIMENT CONTROL NOTES: 1. OBTAIN ALL REQUIRED PERMITS. \ \ -- �� \\ �:t�8�"' \ I / / \ \ II I �` Z d cv R \ \ \ \ \ \\ \ \ \ \ "' '� / // \ \ \ l \ \ ) I \/) I I I / 1. IF NECESSARY,SLOPES WHICH EXCEED EIGM(8)FEETSHOULO BESTABILIZED WITH SYNTHETIC OR .. 2. SET OP AN ON-SITE PEE CONSTRUCTION CONFERENCE WITH THE EROSION \ \ \ , \ \ N CONTROL INSPECTOR TO DISCUSS EROSION CONTROL MEASURES.FAILURE TO \ \ \ \ \ I I / N. \ \ \ / /� / I / / VEGETATIVE MAT,IN ADDITION TO HYDROSEEDING.IT MAY BE NECESSARY TO INSTALL TEMPORARY Q•C N M SCHEDULE SUCH CONFERENCE 48 HOURS PRIOR TO ANY LAND DISTURBING \ \ \ \ \ \ \ \ `\ \ 1 \ �- - - --_ \ / \\ \ \ $ / / \2I ` SLOPE DRAINS DURING[ONSTRUCTION.TEMPORARY BERMS MAV BE NEEDED DAILY ONTILTHE SLOPE ACTIVITY ISAVIOLATION OF THE TOWN CODE AND IS SUBJECT TO FINE. \ \ \ \ \ \ \ / \ \ \ 1 �\ \ I \I`\1 I IS BROUGHT TO GRADE. \ \ \ l \ / / 1 I \v \ J 'o , 3. MAKE ANY REQUIRED MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL \ \ \ \ \ \\ \ \\ 1 1\ \ - \ \\/ \\ \ \ \ \ I \ \ I \ y 2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE PLANS.ALL MODIFICATIONS TO THE EROSION AND SEDIMENT CONTROL PLANS 1 \ \ \ \ �\ \ t^ \ \\a \ / \-- 1\ \ \ \ \ \ \ \` $ I / i WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,BUT IN NO CASE �.� SHALL BE DOCUMENTED ON THE ON-SITE APPROVED PLANS. 1 I \ 1 \ \ \ \ 6 \ \ \ \\ \ \\ %-, \-'r/ I \ MORE THAN FOURTEEN DAYS AFTER WORK HAS CEASED,EXCEPT AS STATED BELOW: Tr: 4. INSTALL GRAVEL CONSTRUCTION ENTRANCE ON GREEN ACRES CIRCLE. I L 1 \ \ \ \ ��-Z�-=�� c I 'flS/ 1 \ \ / y 5. INSTALL PERIMETER SILT FENCE,INLET PROTECTION,SKIMMER SEDIMENT BASIN, \ �ti7 \ \ \ i -- , �/\ \ / ALL PERIMETER DIKES,SWALES,DITCHES,PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 W•� N•> TEMPORARY DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE \ \ /\`\\ ~ \ �� `�` MPTSOF DISTURBANCE� \\\ 1\ \\ \\ \\ --�, I\ -f/ ----� (�/ HORIZONTAL TOI VERTICAL(3:I)SHALL BE PROVIDED TEMPORARY ORPERMANENT E�/� PLANS CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. _ \// \ \ �/// - \ \ \ �\ ((PPyY$ /"'' v \ \ \ \-_- -�^\ ' I / STABILZATION WITH GROUNDCOVER AS SOON AS PRACTICABLE BUT IN ANV EVENT WITHIN] C MI�� 6. CALL FOR ON-SITE INSPECTION BY THE EROSIONCONTROLINSPECTOR.WHEN I /\ \ \ \ /� \\\�\\\\ \ \ \\ • �` TEMP.}enNWATE0. / \ \\ \\ \ \ ` // �.\ Y IL' CALENDAR DAYS THE LAST LAND-DISTURBING ACTIVITY.ALL OTHERDISNRBEDAREAS a e � APPROVED,THE INSPECTOR ISSUES THEGRADINGPERMIT ANDCLEARINGAND \7/ \ \� j11\ \ \ I GIVER N411T[141 \ \ \ ` \\`--- -r \ I--�-�� SHALLBEPROVIDEDTEMPORARY OR PERMANENT STABILIZATION WITHGROUNDCOVERAS ryN GRUBBING MAY BEGIN. / \ \ \ \ /// ( \ \ \ \ 1.00//IHIN.SLO�ETTYP\, \ \ \ \ \ \ \ SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN I4 CALENDAR DAYS FROM THE LAST W 4rU. 7. LIMIT CLEARING AND GRUBBING OF THE SITE TO AREAS THAT WILL BE MASS / \ \ \ \\ /I /III__ \ �� \ \ \\ �.� / 11 /® � \ \ \\ \ �\\ \ / fi LAND-DISTURBING ACTIVITY. .��U GRADED.WHENEVER POSSIBLE,EXISTING VEGETATION SHALL REMAIN IN PLACE TO I \ \ \ \ // I I \ \ \ N /\ \ \ \\ W pZ PREVENT EROSION OF THE SITE. \ \ N \ \�/ I � \ \ \\ , �\ _ \6 •�• \ \ \ \ \ - --I\ 4\ I�\ 3. ALL CUT AND FILL SLOPES AND CHANNEL SIDE SLOPES WHICH ARE NOT TO BE PAVED SHALL BE SEEDED ` Cp. 8. BEGINTEROSI MASS ADING ACTIVITIES.AS SITE ISGRADEDANDPADS BUILT UP, \ \ \ \ I I \ \ \ `I 1 , \-- SO - \ \ \ \�--- ..--*// �/1 UNTIL A GOOD STAND OF GRASS IS OBTAINED IN ACCORDANCE WITH THE SEEDING SCHEDULE ON �� Loy \ \ IN, \ �`/ I \ \OFFFRW Kt: \ --\ 1� \ / \ N. \ \ l'�\ I �� II // SHEET C7.S.ALL SEEDING WILL BE MULCHED. �U p CONTRACTOR SHALL MINIMIZE THE AMOUNT OF STORMWATER FLOWING OVER \\ \\ NN 565! .RO1AW / \ �� FILL SLOPES BY USING DIVERSION DITCHES AND SLOPE DRAINS.DITCHES AND \ \ _ \ \ \ �_ \ 15P4 \ �i \• \- \_ \ \\\ \ ��``I \ 4. ALL SEDIMENTANDEROSIONCONTROLDEVICESSHALLBEINSPELTED EVERY SEVEN7DAYS AND Est SLOPE DRAINS SHOWN ON PLANS DEPICT THE REQUIRED DIVERSION DITCHES AND \ \ `'\ \ 1 % - I f \ / WITHIN 24 HOURS AFTER EACH RAINFALL OCCURRENCETHAT EXCEEDSONE INCH.IFSITE QroU SLOPE DRAINS AT FINAL PAD GRADE.ADDITIONAL MEASURES MAY BE NEEDED AS \ \\ \\ �� \ I\ \\ \ \ \ �i1� ' \\ Ma �----___________\ -__--�'\ I \ I ` 11 INSPECTIONS IDENTIFY BMPS THAT ARE DAMAGED OR NOT OPERATING EFFECTIVELYMAINTENANCE PROGRESSES.CONTRACTOR SHALL LIMB DRAINAGE AREAS FLOWING TO EACH OF \ \ \ \ �\ \ l \ \ \ \ \ \ �\ ��-�� \ \ - ueaeR coUNNmvrn \ -\\ �/Y \�-I�- ---,--/ I MUST BE PERFORMED AS SOON AS PRACTICABLEORAS REASONABLY POSSIBLE AND BEFORE THE THE PROPOSED BASINS TO THE MAXIMUM AREA THAT IS DESIGNATED FOR EACH \� \ \ \ \ \ \ \ �• 10 �- \ ---__ NEXT STORM EVENT WHENEVER PRACTICABLE. Ir tllrr BASIN.THIS SHALL BE ACCOMPLISHED BY ADJUSTING THE PROPOSED DIVERSION _ - - �� 1 \ \ \ \ \ \\ 13 "Y`_ �\ \ I \ �- xo�Em�tew�-�J ,s rrC, A•i DITCHES AS THE SITEI5 GRADED. C 1 1 \ \ \ l /� �\ ❑ \ E%CFL510R EOSION CONTROL \ \ I I I- oieesss+�nmav `�sJ�,'(N RO E4i \ \ \ \ / �•"`�\ _ \ \ - oa.xniE t^oret-- 5. IF WATER IS ENCOUNTERED WHILE TRENCHING,THE WATER SHOULD BE FILTERED TO REMOVE ANY �s.000000e. �/.� 9. INSTALL BYPASS STORM INFRASTRUCTURE FROM STRUCTURE DI TO D7 BRINGING \ \ \ \ \ \ . �� MATTING,SEE DETAIL(TYp.) \ I Cy px,IR,4.tq�7 SEDIMENTS BEFORE BEING PUMPED BACK INTO ANY STORMWATER SYSTEMS,WATER COURSES AND O 0 �L% \ \ \ S/ i p ` \` \�! -,,,_ - ` �l4• 'ti{ �" C_' I a 2g^AMERICAN"ov I. GRADE TO RIM AS NECESSARY AS NOTED IN STORM DRAIN PROFILES AND STORM \\ , \, ./ ,h� / \ �• '1-"- WATEP60FTHESTAID(WITS)OR WATERS OF THE UNITED STATES(WOU.S.). TABLE.INSTALL NECESSARY INLET PROTECTION FOR INSTALLED STORM \ _ 1 =�� ,� _ .�.u-.iii \---� 1 • `®\\ \� \ I I / \ _ vENG NEERINVT %- ��I-� �� • 1 I -= 6. ALLEROSION COMROLDEVICES SHALL BE PROPERLY MAINTAINEDDURING ALL PHASESOF = XASSOCIATES=0_ STRUCTURES. i �7 _-R}YF �'\ \ � _. r ` ` \ ` -1 �/ �__ CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED �ASO SOUTHEASTaBP` 00.INSTALL CLEAN WATER DIVERSION DITCHESIAND 2T0 DIVERT TO BYPASS STORM r - ) \ f / -� �� ` FROM STRUCTURE DI TO D7. \ \ SILT FENCEP.) v / 7=� AID-YD-�,,`�` ,�j WitM/.- 1 \ �� !`= I _ AREAS HAVE BEEN STABILI2ED.ADDITIONALCONTROL DEVICES MAY BE REQUIRED DURING S. C 3881 e 1, MEET / \ / - - �� CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITB SEDIMENTATION.ALLTEMPORARY • 0.0 0 OP•� 11.CONTRACTORWITH PHASE2WITH THE ROSIONEROSIONCONTROL MEASURES. ES. RIORTO \ \ ✓ ��aaa_ I - -_ • _ ��C9T �.`,�� COMMENCING WITHPHASE2EROSION INSTALLCOMROLMEASURES. REMAINING \\\ \ �\ 1 % ��_`-'\ _ �/ � CONTROLDEVICESSHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE ANDTHESITEIS ', E,xfpF'pJVx`, SILT FENCE,DIVERSION DITCHES AND OTHER MEASURES AS SHOWN ON THE PHASE RB NCE•,••.) \ \ / / \ 1\ I mP'1 \ \ `' �-f.• ` � �+�F -- �-I STABILIZED. Et•/trrl ltrrrT•\ LLaIIT50F\ /.�/1 \ INLET PROTECTION\ -_ _ _ zmi . 2 PLANS,CLEARING ONLY AS NECESSARY TO INSTALL THESE DEVICES. \ A 1r ` \ Z'_ 1 �_ cwi' ® --- T FET \y�T\ \ / / \ ' . ,I/". �! 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 \ • \ \ \ \ ) I \ `® I, 80 \ LA \ \ l� -�I;:��I��S 1i/ o I PAVED ROADWAY FROM CONSTRUCTION AREAS AND THE GENERATION OF DUST.THE CONTRACTOR PHASE AND SHALL BE STABILIZED AND MAINTAINED WITH APPROPRIATE SILT \ \ ) /I�TTT \ �• III \ �� i� � -- SHALL DAILY REMOVE MUD/SOIL FROM PAVEMENT,AS MAY BE REQUIRED. ••t+l rl yyFENCE PROTECTION AS REQUIRED AS EACH PHASE IS BROUGHT TO FINAL GRADE. \ \ fl I I // �� - �) I� �"�_ A ppp --/�__ r•NrI)III13.CONTINUE MASS GRADING ACTIVITIES INCLUDING RETAINING WALL I \\ i� -� --- I \ I14 15 S6 II � pl •�� \� . '/'�� -' �__ 8. ALL CONSIRUCTIONTRAFFICSHALLEMER ANDEXITTHESITE VIATHECONSTRURION ENTRANCE. ••., I�ACONSTRUCTION. \ \ \ \ \ \ \ �LJ I \ \ \ \` 17 ` ir0%MIN.SLOP LP I / _ t ,,t ' S 14.CONSTRUCTION OF THE STREETS,THE ASSOCIATED UTILITIES,INCLUDING \ \ \ /� - I� '- ' I I/ i 9. EXCAVATED MATERIAL FROM TRENCHES SHALL BE PLACED ON THE UPGRADE SIDE OF THE TRENCH TO • - LATERALS,TO BE COMPLETED AND INSPECTED. , \ \ `\ I �� I-- \� \\- \ I I \ \ _ 18 - �B _\ - \ /.- --S / ALLOW MATERIAL TO ERODE INTO THE TRENCH.CONSTRUCTION MAINTENANCE AND REMOVAL OF15.RECONFIGURE SILT FENCE AS NECESSARY. \ ,/' \\ \ 1 004,0,114 ® �\ - \ _ ' -� _ I / ALL EROSION CONTROL DEVICES ARE THE RESPONSIBILITY OF GRADING CONTRACTOR UNLESS _ (3'•04E t 16.INSTALL INLET PROTECTION AND OTHER MEASURES AS SHOWN ON THE PHASE 2 \ \ {, �� - �� 1S ' '/� ,CPPVIFLEYOLY 5 OTHERWISE NOTED. \ t1-21-22 ,• 6-- r \\PLANS ASTHE PROPOSED STORM SEWER SYSTEM IS INSTALLED. \ \ II ` \� -\ `" I FolN tu1w1e6 r-�17.ALL AREAS THAT GOUNWORKEDFORI4DAYSORMOREMUSTBESTABILIZED \\ \ � ; \'-t \ �� /j � `��1 ` -- �� .,/ I \'�,J7°j"` B. .y\ " I• I E)S -� - ' I I ��1 \ / 30 ACTUAL MEAURE NECESSARY FOR SOOWNONNT OF RUNOFF AHELLBEMMENSPOgTp MINIMUM. p,`IMMEDIATELY.STABILI ATION STANDARDS SHOULD BE MAINTAINED \ 6j ` �� `- �� _ _ _ - - -__ •. / ACTUAL MEASURE NECESSARY FOR CONTAINMENT OF RUN-OFF SHALL BE THE RESPONSIBILITY OF THE •YM THROUGHOUT THE CONSTRUCTIONNSTA ARDSSS. \\ A \0" OO ®I R� ��-JOB ��I��,��T�-�� \`- I {III I_-` CONTRACTOR AND BE FIELD VERIFIED. I1;Nllr 18.STRIPPED TOPSOIL SHALL STOCKPILED LESS. DESIGNATED AREAS WITH SILT \ \ \ �� -+ - \�U -�+L-� �� ,�I I / FENCE PROVIDED AROUND THE PERIMETER OF THE STOCKPILE. sj0 �10 © �� ►` ��-��___ '1�II I ll �� / 11. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BYA 19.MAINTAIN AND ADJUST EROSION AND SEDIMENT CONTROL MEASURES AS MASS '\ \ - ` \`'�® .. / ® �,� REPRESENTATIVE OF THE TOWN ENGINEERING DEPARTMENT. GRADING PROGRESSES TO MAINTAIN PROPER EROSION AND SEDIMENT CONTROL 'fir 8_ \ ® - ® ��® ®p � ��.- -�_ ` �Lw`.' I / DEVICES AND STRUCTURES �\ r \C ;� ��F®�=®Ir ��T yam- �,I IT�I y 12 PREVIOUSLY AP RO ED,BE SUBMITTED FORANV LOT GRADING EXCEEDING ONE ACRE THAT WAS NOT 2O UPON INSTALLATION OF INITIAL STORM INFRASTRUCTURE AND INITIAL ASPHALT ®� •� 0 ` �/ -� LIFTOFROADWAV,INSTALL ANDMAINTAINWITFI EACH ADDITIONAL LIFT, \\ \\ \ �vRIGHT-0FWAY DIVERSIONS)WATER BARS)AS DENOTED PER NCDEQ6.23a. \ 13. ON-SITE BURIAL PITS ARE NOTALLOWED,UNLESS WRITTEN APPROVAL IS RECEIVED FROM THE I. ROWNER AND AN ON-SITE DEMOLITION LANDFILL PERMIT IS RECEIVED FROM THE ZONING 21.TXECONTRACTOR SHALL DILIGENTLY ANDCOMINUOUSLV MAINTAINPROPEfl \ III , irf "N -- INLET PROTECTION TO REMAIN �� /I / ADMINISTRATOR. EROSION ANDSEDIMENT CONTROL. \SILT FEilCE_ IN PLACE UNELSITE XAS BEEN22.INSPECT BMP'S ONCE PER EVERY CALENDAR WEEK,PERTHE NCDEQ \ TLY) FULLY STABIUZED(TYP.) �\\ \ + 14. GRADING MORE THAN ONE ACRE WITHOUTAN APPROVED EROSION CONTROL PLAN ISAVIOLATION REQUIREMENTS.ALL INSPECTIONS AND REPORTING SHALL BE IN COMPLIANCE \\ OF THE TOWNCOUNTY EROSIONCONTROL ORDINANCE AND IS SUBJECT TOA FINE. WITH THE NCDEQGENERAL PERMIT NCG010000,LATEST EDITION. kligli 33 \23.CONTRACTOR SHALL MEET WITH THE EROSION CONTROL INSPECTOR PRIOR TO �\ \ \ -� qT PRE{ONSTRUCTION MEETING. COMMENCING WITH PHASES EROSION CONTROL MEASURES Ali24.INSTALL SILT FENCE,INLET PROTECTION,AND OTHER EROSION CONTROL � 6 �� -=® • 16. APREWORK MEETINGSHALLBESCHEDULED WITH THETOWNINSPECTOR PRIOR TO CONSTRUCTION. MEASURESASSHOWN ON THE PHASE 3 PLANS,CLEARING ONLYAS NECESSARY TO `- I '' I mm,V�INSTALLTHESE DEVICES. • -� Mq [R� 17. LITTER,CONSTRUCTION DEBRIS,OILS,FUELS AND BUILDING PRODUCTS WITH SIGNIFICANT POTENTIAL25.HOUSE CONSTRUCTION SHALLCOMMENCE.CONTRACTOR TO INSTALL �� A• ` *'� IFOR IMPACT(SUCH AS STOCKPILES OF FRESHLY TREATED LUMBER)AND CONSTRUCTION CHEMICALS 0 ADDITIONAL EROSION CONTROL MEASURES FORTHE INDIVIDUAL HOUSE \\,,�1I, I "r THATSOURCEONLDBEEXP STORM SED TOSTORM SATER MUST BE PREVENTED FROM BECOMING A POLLUTANTCONSTRUCTION.SEDIMENT BASIN TO REMAIN INTACT AND FUNCTIONING DURING _ \ � - ®/ \HOUSECONSTRUCTION ON LOTS LOCATED OUTSIDE OF PROPOSED SEDIMENT ❑4 34�' � ccBASINS. \\ \ \\ \ `` ` S` \ �0� -- "I , _ 18. SHOW BMP MEASURES FORCONCRETE TRUCK WASHOUT AREA,ORADDTHE FOLLOWING NOTES:26.FINALIZE GRADING ACTIVITIES. \\ \ _ •p \ 11�'� • RCONCRETE TRUCKS SHALL NOT TYPICALLY BE WASHED OM ON SITE.IF CONCRETE TRUCK PLACEUNTILSITEHASBEEN `Y ® ` �� .\ WASHOUT IS PERMITTED ON SITE,COORDINATE LOCATION AND BMPS WITHSITE INSPECTOR.EROSION CONTROL MEASURES.UPON INSPECTORS APPROVAL,CONTRACTOR IS L -- p TO REMOVE ALL EROSION CONTROL MEASURES,INCLUDING ANY APPROVED \ FULLY STABILIZED � DO NOTDISPOSEOF CONCRETE TRUCK WASHOUT WASTE BY DUMPING INTOASANITARY 0 tlithk SEDIMENT BASINS \ •�\� r,\ \ SEWER,STORM DRAIN ORONTOSOIL OR PAVEMENTTHAT CARRIES STORM WATER RUNOFF28.LOTS25 LOCATED IN AREAS WITH SEDIMENT BASIN SE-2 SHALL BE GRADED USING \INDIVIDUALLOTGRADINGEROSIONCONTROL MEASURES,INCLUDING SILT FENCE, \ _- O DIVERSIONS AND CONSTRUCTION ENTRANCES UPON REMOVAL OF THE BASINS � I CONCRETE TRUCK WASHOUT SHALL BE DISPOSED OF IN ACCORDANCE WITH THE FOLLOWING: AND FULL STABILIZATION OF REMAINING SITE \ \\ \ rV,Z. \� \ •IO \ -_II�,�7��;' 1 1 �- R/OENHOSIRROAD25' Z 29,WHEN VEGETATION IS ESTABLISHED,CALL FOR FINAL SITE INSPECTION AND FILE A 6S \ \ /\ 3S\ Y 1 1 I INOTCONSIRUCTED/ -DESIGNATEDAREATHATWILLLATERBEBACKFILLED(SLURRYPIT) North F NOTICE OF TERMINATION WITH NCDEQ. \ , �`, \ f A III - - - ------ -DESIIGGNNAEDAREAWHERECONCRETEWASH CAN HARDENAND BE DISPOSEDOFASSOLID PGENERAL NOTES � CarO�loa\•, clI -LOCATION THAT IS NOT SUBJECT TO WATER RUNOFF,AND MORE THAN 50 FEET AWAY FROMA AII4 STORM DRAIN,OPEN DITCH,OR RECEIVING WATER WAY. '3 Days Befoe Dggng.TI.ALL MATERIALS,CONSTRUCTION,AND PUNS ARE TO COMPLY WITH 3 I -PUMP EXCESS CONCRETE IN CONCRETE PUMP BIN BACK INTO CONCRETE MIXER TRUCK, North Carolina 811 CURRENTNCDEQSTANDARO SPECIFICATIONS AND DETAILS. qqNlos I / -�\ -CONCRETE WASHOUT FROM CONCRETE PUMPER BINS CAN BE WASHED INTOCONCRETE Sll or l-800632-4949 % }• PUMPER TRUCKS AND DISCHARGED INTO DESIGNATED WASHOUT AREA OR PROPERLY Remote Ttcket Evlry2,CONTACT NORTH CAROLINA ONE CALL SERVICE@811 oR / ',, I DISPOSED OFOFFSITE. http://ne8ll.org/mmoleheketentry.htm 800-fi32-4949A MINIMUM OF 72 HOUNS BEFORE DIGGING. � �I 19. ALLCHEMICALSPILLS,OILSPILLS,ORFISHKILLSMUSTBEREPORTEDTONCDEQ-CALLTHE24HOUR STIPULATION FOR REUSE III .... 4x3'RISERIII /LRY[0. ERA3.ANY SITE GRADING SHALL COMPLY WITH INTENT OF ORIGINAL TOPELEV.657,50 _ ' 1BOit tawEMERGENCY RESPONSE LINE AT1-800-858-0368. DEVELOPMENT GRADING AND DRAINAGE PUNS. V BLOCKALLWEIRI / �' ✓ THIS DRAWING WAS PREPARED FOR USE OPENINGS FOR ' 20 TEMPORARYTOILET FACILITIES SHALL BE PROVIDED FOR ALL CONSTRUCTION WORKERS AND SITE CCONTEMPORANEOUSLY WTHON THE SPECIFIC SITE, M TS SSUEED N4.THE COMPACTOR SHALL VERIFYALL EXISTING STRUCTURES PRIOR _ - VISITORS IN ACCORDANCE WITH 2006 INTERNATIONAL PLUMBING CODE GENERAL REGULATIONS,A16- -BLDCRASES DATE AS LISTED,HEREON,AND IT IS NOT TOCONSTRUCTION.ALL DISCREPANCIES SHALL BE REPORTEDTOTHE \'I SECTION 311.PORTABLE FACILITIES SHALL REPLACED ON LEVEL GROUND AND AWAY FROM STORM SUITABLE FOR USE ON A DIFFERENT ENGINEER. SI (NCE � I / \.- DRAINAGE SYSTEMS(DITCHES,CATCH BASINS,ETC).DISPOSAL AND HANDLING OF SANITARY WASTE pROJECT SITE OR AT A LATER TIMETLET .- USE OF THIS DRAWING FOR REFERENCE OR S.THENCDEQEROSION CONTROL MANUAL SHALL REUSED ASA " �� EXAMPLE ON ANOTHER PROJECT REQUIRESi 21. FINALGRADESFORGRASSEDANDLANDSCAPEDAREASSHALLREQUIREAMINIMUMOF4-6OFCLEAN THE SERVICES OF PROPERLY LICENSED GUIDELINE FOR IMPLEMENTATION AND MAINTENANCE OF BMPS. /-\ ^ \ u\ / - \ /�' �_ 0 _ TOPSOIL,FREEOFDEBRISANDCONTAMINANTS,ANDPREFERABLYOFNATIVEORIGIN, ARCHITECTS AND ENGINEERS.REPRODUCTION THE FOLLOWING BMP'S: ` / / -- ill I III .SURFACE ROUGHENING 30SKIMMER j] - __)I 11 . II�\ ' /� / \ OF THIS DRAWING FOR REUSE ON .. .: �`�� WITH2.5"ORIFICE\ - \ i. I��. �` l • II LIMITS OF DISTURBANCE I�YW- 22 SILT FENCE SHOWN OFFSET FROM LIMITS OF DISTURBANCE FORCURIFICATION PURPOSES ANOTHER PROJECT IS NOT AUTHORIZED •STABILIZED CONSTRUCTION ENTRANCE \ • /SKIMMER ELEV:656.DD ® - �If AND MAY BE CONTRARY TO THE LAW. •SILT FENCE �, \� ` \\ /\30'EMERGE SP LWAV \ \ L 1\ I f 1 d I / \ 23. CONCRETE WASHOUT STATION AND STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY •HARDWARE FABRIC AND STONE INLET PROTECTION TT J \� ' \ n ' oa �/ _- •/� 1 /r I /T STORM DRAINS,BASINS,OR STREAMS UNLESS NO ALTERNATIVE IS FEASIBLE. •CHECK DAMS `..\ EL•EV.:.B. ``�\ \\� \,i \\/\ / _ ® -� / �.1 ,f •/I /--\ G J •TEMPORARY SEEDING \/ - --- I / / \L LG 24. ANY OFF SITE BORROW AND WASTE •PERMANENT SEEDING V ` - - �\ REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN /\ \. •�� NINFI \ `` '�' ®I ��i� ��- -_-_-_- =� I If + lI / _ APPROVED EROSION[ONTROLPLAN,ASITE REGULATED UNDER THE MINING ACT OF 1971,ORA O •MULCHING t� ' r ,,� / UNDFILLREGUUTED BYTHE DIVISION OFSOUD WASTE MANAGEMENT.TRASH/DEBRIS FROM ~•SOD l \ \ \, '•I. �`, �� • �• .I•�► ��_�S ,Y y / ,.ur GHoaERnE., DEMOLITIONACTIVITIES ORGENISION FSOU WASTEMANAEMENT.TRASH/EBRI OF AT I-• 1 1 F` 1{ij' '. I •SEDIMENT TRAP I � � r\ ;;. \`" .�/ © \ � ��AIN� •TM LI I\/ u ,6 \J FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID 12Iy �-� •SKIMMER SEDIMENT BASIN `- \ 1 ` ``,,�� ' s.►� ---� �3 ®��-1 jlI q 'tV,yryp WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. 2 �-� SITE INFO RIPRA�AP ON • ,` � - _ Cn 25. PER SECTION 6.20 OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND F-I I-I C�l � ,\\sit/ft � �l�i�� _ �� I• �`� lI DESIGN MANUAL,DIVERSIONS THAT WILL STAY IN PLACE LONGER THAN 30 WORKING DAYS SHOULD 'Z CO W� CONSTRUCTION START DATE: DECEMBER,2022 \ \ �� E. INLET PROTECTION I �� I /I / BE SEEDED AND MULCHED AS SOON AS THEY ARE CONSTRUCTED TO PRESERVE DIKE HEIGHT ANDac: r_, .Z - DISTURBED AREA: 14.33 ACRES 24"RCP TF LPL V ` W (IYP. \ I I REDUCE MAINTENANCE. in., nolv- BAFFLESTO REMAIN INI / / / S) PLACE UNTIL SI\\BEEN` _ ////////JJ \ \ / I / 1 I drum I ' Y�ti \/ [i� �y'IC'FULLY STABILIZED TVA. _ \ / Ib �II'`+••� ® 27 \ 26 I / 24 r1 W l R' U I�� - I I I - 1 .,,ga� LEGEND Z O t. iiiil 7 E � A x �� v r �� d x \ fil -SF sFr-0sf HIGH HAZARD SILT FENCE 7-� 1 \\I�\ \ �/�•��` I`� \I� Ah.........il Mil \ 1 ,I' ��) l /l _ _ _ _ _ SILT FENCE ~ r^, O\ ` ` -`l'1� ••1� /i/1'411i'\\1 /��/ i, -OP�sf- SILT FENCE OUTLET WH r�w] F a \ ,Ij„�= �Z -Y,�r�nrf�Tf �I/'�� 14 -// LIMITS OF DISTURBANCE 1.: \ y r»RI �•` - y � \SILT-EEN[ REMTINUNHI SNE ® O/j �� I \`-\ / \ � ��:kb:v: �Ty-•• - � __ JOB NUMBER: C220003 P � / / \ � - TRIBUTARY AREA�D7-TES .rs ,r ,r -a5 �"-Tim v aS BEDaF7_____ABMun{Tve.l_�-. ._A\'Cc �� •• \ to -- i� ��-_-__-__) P N pENC DT1ET \_ -_ - DESIGN BY: BMF / - / ' �^ p 5 �� ti? -- _ / 1S2 -m-•� m-•�- TEMPORARY DIVERSION o /'`�� ..�.•-T.--- -T - - �- DATE: 6/14/2022 \ rC1II _----__-__ __ / G-1 \ l - r- -- ALLINLET AININ PLACEUON ASURES_-- -��•� -s -- / / /- =__ - _ SHALLREMAIN IN PUCE UNTILSIIE - I �-y_ - -_ - -- / / I IINLET PROTECTION SHEET TITLE: m \\\C-------_ -- --- - /HAS BEEN FULLY STABILIZED(TYP.) NCNWY73 / _ /- - - I fl El\\I I / / w \ - SURFACE FLOW DIRECTION u _ _ �7 -� EROSION & - ` ------ --` )--_ -- 'P -�� _�_---_�-- � ---_ \ 7 - • - • - STREAM TOP OF BANK E-c____ -- = y-'-F==�'- -- � ---_,---- r' 1 I /1. `/T - CONTROLPLAN I SEDIMENT (SING ) GRAPHIC SCALE _ ----__ __ - _ - �1 fi--I - - �\\� \ \ \ I \ \ 1 ( �J / \ / J EROSION N CONTROL MATTING ATTING so I zs so WO I .1: ` \ I \ \ \ 1 I x nl_� \ 1 \ \ 1 / EtvA[E I 3:I SLOPE STABILIZATION PH•4 �R,FAEEN,1 I 1 eo�es.z -I-. \ VUI,RI:,c os:BB��e¢nt ze \ \ 1 e ssv vv rnrv�m r�exxur�pt� zaviuc..m usamxurroavrvzavitrG ca SHEET NO.: (IN FEET) I xatn'mI 1 / FOR 9M�L�4 I Rin2WNrve}4wNG1['a \ ° W4'^"A \ 1 \ 25'INTERMITTENT STREAM BUFFER , 1 inch=50 ft. )�^ i'° ` 1 psaaausmuy»zaNRe �. \ V A \ \ ( Nz I / I I V 1 \ I I 1 A , / \ V A J I 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.1.610.488.8494 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