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Home My WebLink AboutNCG021046_Construction SW Management Plan_20240923 ALBEMARLE" HL\TC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan—July 12, 2024 Albemarle Kings Mountain Mine Select EPCM Construction Stormwater Management Plan KM 61-CI-RP-00101 Report Prepared for Albemarle Corporation 4250 Congress St 1� Albemarle Charlotte, NC 28209 AU gw,HI �,Sri.aUhcu-Wkerry, Ka�wqK KaZi e.r, Ti4� 2024-07-12 C Permitting S.Aluguvelli K.Wherry T. Kaiser 2024-04-04 B Review S.Aluguvelli K.Wherry T. Kaiser 2024-03-29 A Review S.Aluguvelli K. Wherry T. Kaiser Date Rev. Status Prepared By I Checked By Approved By Approved B HUTCH Client H371132-4000-220-230-0001, Rev. C Page ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. .� L �� : 1I.� �: LL HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan—July 12, 2024 Table of Contents 1. Introduction...........................................................................................................................................1 1.1 Purpose......................................................................................................................................... 1 1.2 Scope............................................................................................................................................ 1 2. Project Description...............................................................................................................................1 2.1 Project Facilities and Infrastructure .............................................................................................. 1 2.2 Existing Conditions .......................................................................................................................2 2.2.1 Climate............................................................................................................................2 2.2.2 Surface Water Conditions...............................................................................................3 2.3 Floodplain .....................................................................................................................................4 3. Applicable Legislation and Guidelines ..............................................................................................5 3.1 Regulatory Requirements and Guidelines....................................................................................5 3.1.1 Federal............................................................................................................................5 3.1.2 North Carolina.................................................................................................................5 4. Construction Schedule........................................................................................................................6 5. Stormwater Runoff Calculations for Erosion and Sediment Control (ESC) Best Management Practices (BMPs)...........................................................................................................8 5.1 Design Objective...........................................................................................................................8 5.2 Design Criteria..............................................................................................................................8 5.2.1 Temporary Stormwater Controls.....................................................................................8 5.2.2 Permanent Stormwater Controls.....................................................................................8 5.3 Construction Phasing Stormwater Management Plans................................................................9 5.3.1 Stormwater Management BMPs................................................................................... 10 5.3.2 Culvert, Channel and Sewer Analysis........................................................................... 11 5.4 Design Basis and Assumptions.................................................................................................. 11 6. Construction Water Management Erosion and Sediment Control Best Management Practices..............................................................................................................................................14 6.1 Rock Construction Entrance....................................................................................................... 14 6.1.1 Design Standards - Rock Construction Entrance ......................................................... 15 6.1.2 Maintenance - Rock Construction Entrance ................................................................. 15 6.2 Diversion Berms.......................................................................................................................... 16 6.2.1 Installation -Wedge Diversion Berms........................................................................... 16 6.2.2 Maintenance -Wedge Diversion Berms ....................................................................... 16 6.3 Compost Filter Socks and Sediment Fence ............................................................................... 16 6.3.1 Design Criteria —Compost Filter Socks........................................................................ 17 6.3.2 Installation —Compost Filter Socks............................................................................... 19 6.3.3 Maintenance—Compost Filter Socks ........................................................................... 19 6.4 Rolled Erosion Control Blankets.................................................................................................20 6.4.1 Installation - Erosion Control Blankets..........................................................................20 6.4.2 Maintenance— Erosion Control Blankets......................................................................21 H371132-4000-220-230-0001, Rev. C Page ii ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan -July 12, 2024 6.5 Pumps/ Pumped Water Filter Bags ............................................................................................21 6.5.1 Installation — Pumped Water Filter Bags.......................................................................22 6.5.2 Maintenance— Pumped Water Filter Bags ...................................................................22 6.6 Sediment Ponds..........................................................................................................................22 6.6.1 Maintenance—Sediment Ponds...................................................................................23 6.7 Rip-Rap Channels.......................................................................................................................23 6.8 Dust Control................................................................................................................................23 6.9 Temporary Seeding ....................................................................................................................23 6.9.1 Topsoil Application........................................................................................................24 6.9.2 Seed Mixtures ...............................................................................................................24 6.10 Inlet Protection............................................................................................................................27 6.10.1 Installation - Inlet Filter Bags.........................................................................................28 6.10.2 Maintenance— Inlet Filter Bags.....................................................................................28 6.10.3 Installation — Stone Inlet Protection ..............................................................................28 6.10.4 Maintenance—Stone Inlet Protection...........................................................................28 7. Construction Sequence for Erosion and Sediment Control Best Management Practices.........28 8. Sediment and Erosion Control Inspection and Maintenance Procedures, Operation and MaintenancePlan ...............................................................................................................................29 8.1 Inspection Schedule ...................................................................................................................30 8.2 ESC BMP Maintenance Requirements.......................................................................................30 8.2.1 Maintenance— Inlet Filter Bags.....................................................................................30 8.2.2 Maintenance—Stone Inlet Protection...........................................................................30 8.2.3 Maintenance— Diversion Berms...................................................................................30 8.2.4 Maintenance— Rock Construction Entrance/Exit .........................................................31 8.2.5 Maintenance—Compost Filter Socks/Sediment Silt Fence..........................................31 8.2.6 Maintenance— Pumped Water Filter Bags ...................................................................32 8.2.7 Maintenance— Rolled Erosion Control Blankets...........................................................32 8.2.8 Maintenance— Rip-Rap Channels/ Rock Check Dams................................................32 8.2.9 Maintenance—Sediment Ponds...................................................................................33 8.2.10 Material Recycling and Disposal...................................................................................33 9. Water Quality Monitoring Program...................................................................................................34 10. Adaptive Management .......................................................................................................................35 11. References ..........................................................................................................................................35 List of Figures Figure2-1 — Project Layout...........................................................................................................................2 Figure 2-2— Existing Streamflow Network....................................................................................................3 Figure 2-3— FEMA Floodplain Map..............................................................................................................5 Figure 4-1 — Construction Milestones ...........................................................................................................7 List of Tables Table 5-1 —Onsite Drainage Basin Areas ..................................................................................................10 Table 5-2—Sediment Storage Volumes.....................................................................................................11 H371132-4000-220-230-0001, Rev. C Page iii ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan -July 12, 2024 List of Exhibits and Appendices Exhibit A: Phase 1 - Construction Stormwater Management Plan Exhibit B: Phase 2 - Construction Stormwater Management Plan Exhibit C: Duke Substation Pad Construction Stormwater Management Plan Exhibit D: Erosion and Sediment Control Details Appendix A : Frequency Analysis Results from AWA& NOAA Atlas 14 Precipitation Map Appendix B : Summary Peak Runoff Volume and Flowrate Calculations for Phase 1 BMPs Appendix C : Proposed (Operational) Sediment Basins Sizing Calculations Appendix D : Proposed Sewer Sizing Calculations Appendix E : Channel and Culvert Capacity Analysis Results H371132-4000-220-230-0001, Rev. C Page iv ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan—July 12, 2024 List of Acronyms AASHTO American Association of State Highway and Transportation Officials BMP Best Management Practice CSMP Construction Stormwater Management Plan ESC Erosion and Sediment Control of Degrees Fahrenheit ft Feet H Horizontal 1-85 Interstate Route 85 KMMP Kings Mountain Mine Project Ktpa Kilo tonnes per annum LHM Lithium Hydroxide Monohydrate MDC Minimum Design Criteria NC North Carolina NCAC North Carlina Administrative Code NCDEQ North Carolina Department of Environmental Quality NPDES National Pollutant Discharge Elimination System NPI Non-Process Infrastructure O&M Operation and Maintenance PPC Pollution Prevention Plan Q1 First Quarter ROM Run-Of-Mine RSF Rock Storage Facility SWMP Stormwater Management Plan SWPPP Stormwater Pollution Prevention Plan USEPA United States Environmental Protection Agency NCDEQ North Carolina Department of Environmental Quality PPC Pollution Prevention Contingency V Vertical WSB Water Storage Basin H371132-4000-220-230-0001, Rev. C Page v ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 1. Introduction The Kings Mountain Mine Project(KMMP) is located at a former mine site within the City of Kings Mountain, North Carolina (NC). Mining and concentrating operations ceased at Kings Mountain in the early 1990s, and the site infrastructure was decommissioned. The KMMP aims to restart mining activities at the Kings Mountain Site and process ore to produce sufficient spodumene concentrate to ship to offsite for further processing The project facilities will be developed both north and south of the 1-85 and include an open pit mine, rock storage facilities, run of mine (ROM) pad, crushing circuit, concentrator, north and south non-process infrastructure (NPI) areas and associated infrastructure. This document provides the construction sequencing and stormwater management controls that will be implemented through the KMMP Construction Phase. 1.1 Purpose The purpose of this document is to provide a phased approach for construction activities to meet all applicable NC stormwater regulations as well as industry stormwater standards, guidelines, and best management practices (BMPs). This plan is in alignment with the North Carolina Erosion and Sediment Control Planning and Design Manual (North Carolina Sedimentation Control Commission, May 2013). Specific erosion control measures to be installed, prior to the commencement of construction activities (clearing and grading) and following the completion of major earthwork activities, have been identified to ensure erosion and sedimentation is controlled within the Project area. It is anticipated that the erosion and sediment control (ESC)will be dynamic, changing over time as conditions in the field change. Two specific plans or phases within the 2.5-year construction phase were chosen for representation in this report. Specific plans for sediment and erosion control are provided for the rock storage facilities, access/mine roads, and process areas with a detailed sequence of installation and schedule for maintenance of the measures. Engineering designs and calculations for these measures are also included. 1.2 Scope This CSMP is applicable to the full Project site from commencement of construction through to commissioning activities, approximately Year-2.5 to Year 0 with the completion of the operational stormwater management infrastructure. 2. Project Description 2.1 Project Facilities and Infrastructure This section describes the project facilities and associated infrastructure for KMMP that will be developed during the Construction Phase. The main project facilities will include the Open Pit, the Concentrator, ROM Pad/Crushing Circuit, South NPI, North NPI, 1-85 Bridge, Rock Storage Facilities (RSF-X and RSF-A), Overburden/Stockpile Facilities (OSF), Concentrate H371132-4000-220-230-0001, Rev. C Page 1 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Loadout, and Tailings Loadout. Additional infrastructure to support the facilities will consist of haul roads, service roads, and site wide utilities. The project layout, including the mine and processing areas is shown in Figure 2-1. '... WPM— " OSf.) F •r� r � vricme I r c • L r Figure 2-1 — Project Layout 2.2 Existing Conditions 2.2.1 Climate The Project is located in southwestern North Carolina, where the climate is described as continental without a dry season. Temperatures range from between 27 degrees Fahrenheit (°F) and 65°F during the coldest months to above 720F during the warmest months. Average annual precipitation is 42 inches, with an even distribution of rainfall throughout the year, averaging between three and five inches per month. Average annual snowfall is four inches. Southwestern North Carlina is prone to thunderstorms during the summer and ice storms during the winter. The region is susceptible to extreme precipitation events, including tropical storms and hurricanes, which can bring heavy rainfall and cause flooding (SRK Consulting, 2023). H371132-4000-220-230-0001, Rev. C Page 2 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 2.2.2 Surface Water Conditions The site is in the Kings Creek watershed, part of the Broad River basin, which encompasses 1,513 square miles of western North Carolina and northwestern South Carolina. The headwaters originate in the Blue Ridge Mountains and generally flow toward the southwest. The Broad River basin has a varied landscape of forested land, pasture and row crop agricultural land, and urban land, and is made up of 17 sub-watersheds, including Kings Creek. The existing drainage network is shown on Figure 2-2 and is summarized as follows. Kings Creek enters the Project area from the northeast and is routed via a four-foot (ft) diameter corrugated metal pipe culvert under the current Albemarle Research Building. Discharging from the culvert, King Creek flows to the southwest and joins with the discharge from the South Creek Reservoir before crossing under 1-85 in three, 7-ft wide by 10-ft high concrete box culverts. Flowing south, Kings Creek joins with the discharge from Water Storage Basin-1 (WSB-1) before flowing off the Project area to the southwest. -0 r Y t V7 T .► Y: .1 i Figure 2-2— Existing Streamflow Network H371132-4000-220-230-0001, Rev. C Page 3 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 South Creek Reservoir discharges to Kings Creek via a spillway consisting of two 32-inch diameter culverts. Water Storage Basin 1 (WSB-1) is a shallow lake that collects runoff from the watershed immediately upstream and discharges into a drainage that joins with Kings Creek. The Kings Mountain Pit Lake does not discharge to the stream network, but dewatering of the pit will discharge to Kings Creek when the Project is underway. These drainage areas are currently a combination of partially cleared, grass covered and wooded areas. The site can be described as undulating. Drainage patterns for the majority of these drainage areas slope north to south and from east to west according to the contours of the survey. Currently, there are sediment basins and roadside ditches along the northside of 1-85 that convey stormwater to Kings Creek. Jurisdictional and non-jurisdictional wetlands are present at the site and are detailed in the Wetland and Waterbody Delineation Report for the Albemarle Kings Mountain Lithium Mining Project, Cleveland County, North Carolina (SWCA, 2022). 2.3 Floodplain According to Federal Emergency Management Agency(FEMA)floodplain maps, a majority of the project site is located in Zone"X" and lies outside of the 500-yr floodplain (i.e., outside of 1% and 0.2% annual probability floodplains). Flood Zone X is an area with low-to-moderate flood risk as determined by FEMA. The FEMA FIRM Map Panel Number for the project site is 3710259400J. All project facilities are located outside of the FEMA 100-yr floodplain. The FEMA floodplain's extents are shown in Figure 2-3. A copy of the FEMA National Flood Hazard Layer FIRMette for the overall site is included in Appendix I. Stormwater conveyance system management, collection, and detention facilities will be constructed to control the increase in site runoff from the proposed development. The project construction activities will disturb approximately 220 acres. The location of the site area relative to the overall catchment area is shown in Figure 2-3. H371132-4000-220-230-0001, Rev. C Page 4 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE.' H LET C H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 r `;y- Legend FIRM Pafiel - ��r`.� 51re8rrl - Zone AE- 1%Annual Chant Flood Hazard 2aneX unshaded- 0.2%Annual Chance Flood Hazard .y Map Source;FEMA National Flood Hazard Map,Panel P 37142594 Oj1 Map stale:NTS Figure 2-3—FEMA Floodplain Map 3. Applicable Legislation and Guidelines 3.1 Regulatory Requirements and Guidelines 3.1.1 Federal The Clean Water Act(40 CFR 122.44(d)(1)(vi)(B)), administered by the United States Environmental Protection Agency (EPA), is the primary federal law governing water pollution, requires the development of a Stormwater Management Plan (SWMP), and requires that measures be put in place to prevent discharges of pollutants in stormwater runoff. 3.1.2 North Carolina Applicable North Carolina regulations include: • North Carolina Department of Environmental Quality (NCDEQ) Stormwater Rules North Carolina Administrative Code Title 15A Subchapter 02H (15A NCAC 02H Stormwater Rules). • 15A NCAC Subchapter 02B - Surface Water and Wetland Standards, Section .0200 Classifications and Water Quality Standards Applicable to the Surface Waters and Wetlands of North Carolina H371132-4000-220-230-0001, Rev. C Page 5 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. .�� ALBEMARLE"' HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 • 15A NCAC 02B.020815A NCAC 02B.0208 Standards for Toxic Substances and Temperature - Specific and narrative standards for toxic substances in all North Carolina waters Applicable North Carolina guidance documents include: • North Carolina Surface Mining Manual. A Guide for Permitting, Operation, and Reclamation. State of North Carolina Department of Environmental, Health, and Natural Resources. Division of Land Resources. Land Quality Section. February 1996 • Erosion and Sediment Control Planning and Design Manual. North Carolina. May 2013. North Carolina Sedimentation Control Commission, North Carolina Department of Environmental and Natural Resources, and the North Carolina Agricultural Extension Services. • The North Carolina Stormwater Design Manual is compatible with the minimum design criteria (MDC)which are codified in the NCDEQ stormwater rules (15A NCAC 02H Stormwater Rules). 4. Construction Schedule The construction execution phase for the Project is anticipated to commence in August 2025 with an expected completion in the first quarter(Q1)of 2028, a time frame of approximately 2.5 years. Phase 1 construction commences at-2.5 years and continues to the completion of earthworks, approximately 9 months. Phase 2 will commence with the remainder of the civil works directly following completion of Phase 1. The initial construction schedule has been developed based on the main facility areas to be developed, activities within each area, and multiple work faces. The multiple work faces are assumed to include the Open Pit, Concentrator, ROM Pad/Crushing Circuit, South NPI, North NPI, 1-85 Concentrator Bridge, Kings Creek Haul Road crossing Rock Storage Facilities (RSF-X and RSF-A), OSF 1 through 3, Concentrate Loadout, and Tailings Loadout. The focus of the major construction activities will be the ROM Pad & Crushing Circuit as well as the North NPI, South NPI and Concentrator areas. A detailed construction schedule will be developed through subsequent project phases as additional information related to engineering, and contracting and procurement schedules are identified. The major construction milestones are provided in Figure 4-1 and are based on the following assumptions: • Permits required to allow work to commence in accordance with the schedule have been obtained. • Hours of Operation: 1 shift x 10 hours x 6-day work week. Additional detail related to site-wide earthwork activities (black line) is provided for specific project areas including the relevant sequencing and time frames for completion (brown lines). H371132-4000-220-230-0001, Rev. C Page 6 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE@ H AT C H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 NPI North lolil-651 Cnigslhmg Ci6to4 and ROM Pod[North of 1,95) Cancentrarar[South of 1-851nciuchngw715and NPI South) MrM1f Dey*komtrnk Sde Wide Earthhvorks Earthworks W5&1 Earthworks.North NPI Earthworks erushff1Fmrn Rad OorgyrQkn 5COSkpilf Facility$ dverlbwdleo%Kil lle Facility 2 1 dveribudlm Stockpile Facility 2 li FeSF-% Earthworks Canrerhtratur Earthworks RSF-A I Earthwmrks Mire Reads Atchdalf TSF-III Site Development "S Concentrator Bridge Duke Easements Duke Substation Start rnanth 0 5 to i5 20 25 90 35 do =5 so ■End month Mon"frgm$Kirk Figure 4-1 —Construction Milestones The sequence of activities in each of the area-specific work faces is as follows: • Implement sediment and erosion control measures. • Execute clearing and grubbing activities. Stockpile vegetation and woody debris separately in designated areas, as per Environmental Management Plan. • Develop access roads, temporary site service roads, and laydown areas. • The mining fleet will begin moving bulk waste rock filling areas on the north side of the interstate between Kings Creek and the interstate for facility locations. • Commence grading to bulk cut-and-fill requirements. • Place fill and install permanent drainage systems and erosion control structures [ROM Pad wall]. • Develop utilities infrastructure. • Develop permanent haul site service roads. • Excavate for foundations and conduct piling as required. • Construct permanent infrastructure. H371132-4000-220-230-0001, Rev. C Page 7 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Construction completion is the point where the permanent infrastructure has been constructed in accordance with the job specifications and drawings to the extent that the commissioning activities can commence. 5. Stormwater Runoff Calculations for Erosion & Sediment Control (ESC) Best Management Practices (BMPs) 5.1 Design Objective To collect, convey, and discharge clean stormwater safely into Kings Creek and South Creek during various project construction activities utilizing a number of efficient stormwater ESC BMPs such as diversion channels, riprap channels, sediment basins, culverts, outlet structures, diversion berms, etc. 5.2 Design Criteria The following standards and guidelines were utilized with respect to designing stormwater runoff controls: 1. Erosion and Sediment Control Planning and Design Manual. North Carolina. May 2013. North Carolina Sedimentation Control Commission, North Carolina Department of Environment and Natural Reserves, and the North Carolina Agricultural Extension Services 2. Surface Mining Manual. A Guide for Permitting, Operation, and Reclamation. State of North Carolina Department of Environment, Health, and Natural Resources. Division of Land Resources. Land Quality Section. February 1996 5.2.1 Temporary Stormwater Controls For the design of temporary stormwater controls, the NC Surface Mining Manual (1996) stipulates that: 1. Temporary diversions, those that function for less than a year, should be designed to carry at least the 10-year design storm for the total drainage area. 2. Temporary diversions require erosion protection. Velocities over 2.5 ft per second may require a temporary liner with supporting design calculations unless the soil is especially erosion resistant. 3. Side slopes of the diversion berm should be constructed to 2 horizontal to 1 vertical (2H:1V), or flatter. The slopes then should be immediately seeded. 5.2.2 Permanent Stormwater Controls For the design of permanent stormwater controls, the NC Surface Mining Manual (1996) stipulates that permanent stormwater controls such as ditches and channels, those constructed to function for more than a year and to carry concentrated runoff non-erosively to a predetermined destination, must be designed for the 25-year storm event for the total drainage area, furthermore: H371132-4000-220-230-0001, Rev. C Page 8 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 1. Side slopes must be 2 horizontal (H)to 1 vertical (V), or flatter. 2. Grass-lined channels are generally used for slopes less than 5%. 3. Velocities should not exceed 5 ft per second for established grass lined channels. 4. Sharp bends and turns should be avoided. 5. Velocities over the maximum allowable design velocity for grass-lined channels require a permanent structural lining such as riprap. 6. In cases where velocity allows, riprap may be installed in the bottom of the channel with grass-lined side slopes to decrease the quantity of riprap needed. Filter fabric or a 6-inch- deep sand gravel crushed stone filter must be installed under the riprap to prevent undermining. The filter should extend under the entire area of the riprap lining. 7. The receiving channel or outlet must be protected from erosion by ensuring that the outlet velocity is minimized. 8. Outlet protection should be included if necessary. 5.3 Construction Phasing Stormwater Management Plans The proposed construction activities will occur in multiple phases as discussed in Section 4 - Construction Schedule. The stormwater management controls shown in Phase-1 construction SWMP supports earth disturbance/moving activities. The Phase 1 SWMP is included as Exhibit-A in this report. The drainage area delineations and stormwater management controls are shown in Phase 1 and Phase 2 Development Plans. The Phase 2 construction stormwater management plan supports both temporary and operational stormwater management facilities. The Phase 2 SWMP is included as Exhibit-B in this report. The drainage areas labeled as Phase 1 A, Phase 1 B and Phase-1 C shown in the Phase 1 and 2 SWM plans are located on the north side of Interstate 1-85 in the ROM Pad and Crusher areas. The drainage areas labeled as Phase 2A and Phase-213 are located on the south side of Interstate 1-85 in the concentrator areas. The two (2)drainage areas depicted Phase 3A and Phase-313 are located in the north NPI area. RSF-A and RSF-X are located on the west side of crusher area. South creek bisects these RSF areas. There are three (3) Ore Storage Facilities (OSF-1 through OSF-3) located on the north side of 1-85 as shown in the construction SWM plans. OSF-1 is located to the west of the NPI area and north of RSF-A area. OSF-2 is located to the south of the NPI area. OSF-3 is located south of RSF-A area. Duke substation pad is located west of Water Storage Basin 1 (WSB-1)which abuts Galilee Church Road on the north side The approximate areas of the onsite drainage catchment areas as shown in the following Table 5-1. H371132-4000-220-230-0001, Rev. C Page 9 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Table 5-1 —Onsite Drainage Basin Areas Basin- ID Area (sq.ft.) Area (ac.$) Phase-1A 191,664 4.4 Phase-1 B 1,197,900 27.5 Phase-1 C 914,760 21.0 Phase-2A 1,677,060 38.5 Phase-213 583,704 13.4 Phase-3A 2,744,280 63.0 Phase-313 962,676 22.1 OSF-2 1,519,746 34.9 OSF-1 1,067,753 24.5 OSF-3 373,247 8.6 Duke's Pad 461,562 10.6 5.3.1 Stormwater Management BMPs In accordance with the requirements of the NCDEQ Stormwater Design manual, this project proposes several construction stormwater management best management practices (BMPs). Structural BMPs include retention basins, storm sewers, culverts, and riprap channels. The primary surface runoff conveyance features during land disturbance activities are Riprap Channels and Sediment ponds. The sediment ponds will discharge directly to Kings Creek. Temporary sediment traps will be installed, to service areas less than 5 acres, for up to one year. The storage capacity of the traps will be at least 1,800 cubic feet of storage per disturbed acre of drainage area and will safely pass the 10-year, 24-hour design storm for the total drainage area. Temporary channels will be designed to contain a minimum 10-yr storm. Additional channels may be required to convey water from closed surfaces, which will be developed during future phases of construction. Collection ponds adjacent to the two waste rock dumps will receive surface runoff from the collection channels and may act to remove sediments. Note that these collection ponds will transfer the water to the WSB-1 either directly or through a water treatment plant (WTP)which will provide the final sediment control capacity on contact water flow. The sediment storage volumes required for proposed sediment basins in construction SWMPs are shown in the following table: H371132-4000-220-230-0001, Rev. C Page 10 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan -July 12, 2024 Table 5-2-Sediment Storage Volumes Required Sediment Storage volume for Sediment Basins Basin- 1D Area(sq_ft_) Area(ac_s) Req.Sed. Req. 10-fir Runoff Prodded Storage Volume(cu.$) Volume(cu.ft) Volume(cu.ft) Phase-1A 191.664 4.4 7.920 17.236 31.703 Phase-1B 1.197.900 27.5 49.500 121.911 13 8.57 8 Phase-1C 914.760 21.0 37.800 90.324 138.578 Phase-2A 1.677.060 38.5 69.300 200.849 219.780 Phase-2B 583.704 13.4 24.120 40.274 87.030 Phase-3A 2.744.280 63.0 113.400 250.773 301.530 Phase-3B 962.676 22.1 39.780 87.969 90.000 OSF-2 1.529.746 34.9 62.799 75.747 90.655 0SF-1 1.067.753 24.5 44.122 106.581 119:655 OSF-3 373.247 8.6 15.423 26.636 91.780 Duke's Pad 461.562 10.6 19.073 32.831 63.405 It should be noted that some of the BMPs (i.e. drainage channels, Sediment/detention basins, outfall structures etc.) constructed during Phase 2 Construction as shown in Exhibit B will serve as permanent or operational features. Specifically, ponds labeled as Sediment Pond 1Awill serve as future Operational Pond M11, Sediment Pond 2A will serve as future Operational Pond M12, Sediment Pond-213 will serve as future Operational Pond C01, Sediment Pond 313 will serve as future Operational Pond M81 as shown in Appendix C. Additionally, Duke sediment pond 1 with skimmer as shown in the construction SWM plan will serve as future operational/permanent detention pond. Note that additional BMPs may be require depending upon changes to construction staging and sequencing activities. 5.3.2 Culvert, Channel and Sewer Analysis The Stormwater Calculations, Hydraulic and Hydrologic (H&H)Analysis Results for sizing various BMPS that are shown in Phase 1 and Phase 2 construction SWM plans are included in various Appendices of this report. The storm sewer analysis/culvert sizing was performed by using Manning's Equation for analyzing sewer capacities, velocities, and hydraulic gradient lines (HGL). The pipe material utilized in the hydraulic modeling is reinforced concrete pipe. The Manning's roughness coefficient assumed is (n=0.013). The sewer capacity analysis results are included in Appendix D. The pipe sizes, including sewer alignment and design parameters will be finalized during final design and are contingent upon the location of existing utilities, conflicts, and topographic field survey data. The channel and culvert capacity analysis results are included in Appendix E. 5.4 Design Basis and Assumptions In order to model both the existing and proposed site conditions, as well as to estimate the approximate amount of storage/infiltration that will be required during construction and post construction, several design methods were used: H371132-4000-220-230-0001, Rev. C Page 11 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 1. Soil Conservation Service (SCS)TR-55 computer program, as implemented by Hydraflow Hydrographs Extension from AutoCAD Civil 3D computer program (TR-55 Method), is used for determining the peak rates of runoff and their respective hydrographs; storage estimation; and storm routing. Hydraflow Hydrographs Extension is an application for urban hydro-systems engineering. It is designed primarily for hydrologic analysis of both simple and complex drainage basins for determining runoff from various historical and synthetic storms, and in planning or modeling flood control measures, such as detention ponds, inlet, and outlet structures. 2. For pipe size estimating purposes, Rational Formula method is used for the design of the storm sewer systems. 3. Hydraflow Express Extension tools from the Autodesk Civil 3D computer program is used for determining single pipe culvert and drainage channel (i.e., grass, riprap etc.) capacities. Hydraflow Express Extension is a computer program for performing hydraulics and hydrology tasks, such as designing culverts, open channels, inlets, and weirs. Hydraflow Express Extension enables you to quickly generate informative graphs, rating curves, and on-screen reports as well as formal printed reports. The computer programs listed above require input data consisting of several different constants and variables. In order to obtain all of the information required by the programs, certain assumptions were made concerning both existing and proposed site conditions. This section discusses the input data and the assumptions used. Because the rain events occurring at the project site vary significantly in both frequency and intensity during any particular year, a site-specific storm depth duration frequency analysis was developed for the Kings Mountain project site by Applied Weather Associates (AWA, 2022) and is utilized in hydrologic and hydraulic (H&H) models. It should be noted that this precipitation data used in the computer models is more conservative than the storm data obtained from Gastonia Station (31-3356) Kings Mountain NOAA Atlas 14 Point Frequency Estimates. The Frequency Analysis Results table from AWA(2022), including precipitation depths and rainfall intensities from NOAA are included in Appendix C for comparison purposes. Pre-Developed Runoff The following information was utilized to determine the pre-developed runoff for the watershed area: Topography and site grading information has been taken from online mapping sources, such as Google Earth Imagery, United States Geological Survey(USGS)topographic quadrangle maps, three-dimensional (3D) contour data for Cleveland County received from Albemarle and from specific verification surveys. The land cover for the site is modeled as if the pre-developed conditions are wooded and brush in good condition. This is a conservative approach versus what the existing or current H371132-4000-220-230-0001, Rev. C Page 12 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 conditions actually portray in order to determine the true runoff rates and volumes for the proposed stormwater conveyance systems such as detention/retention systems and storm sewer systems. Based on soils data obtained from USDA Natural Resources Conservation Service (NRCS) Web Soil Survey(WSS), the hydrologic soil classification for the vast majority of the site (up to 70% of the site) in its existing condition is Udorthents, loamy, 0 to 15 percent slopes (UdC), Uwharrie silty clay loam, 2 to 8 percent slopes, moderately eroded (UuB2). The soil type UdC has been assumed to be Hydrologic Soil Group "B" and UuB2 as Hydrologic Soil Group "B" based on the information furnished in the soil survey report. Therefore, an average for the curve number is used between the two classes (both for pre- and post-developed conditions). The Manning's Kinematic Equation as specified in TR-55 was used for estimating the overland (sheet)flow travel time. Time of Concentration (Tc): Tc's for the drainage areas were calculated based on sheet flow, shallow concentrated flow and open channel flow regimes using TR-55 guidelines. An average precipitation of 3.41 inches (2-yr storm depth) as required by TR-55 methodology is used for time of concentration computations. The average velocities for estimating the travel time for shallow concentrated flow were from the Average Velocity Chart adapted from National Engineering Handbook, Volume 4. Post-Developed Runoff During Operations The following information was utilized to determine the post-developed runoff for some of the Phase 2 operational BMPs: 1. The primary collection systems for stormwater conveyance for the site drainage areas are ditches, sewers, culverts, and sediment basins. Onsite stormwater runoff is primarily captured and routed to sediment basins using these conveyance systems. The overflow from sediment basins discharge by gravity to Kings Creek. 2. Ditches along the haul roads will collect storm runoff in small local sumps and will be pumped to WSB-1. 3. The haul road channels, emergency spillways for sediment basins will be designed for the 100-yr storm event for post construction. 4. Stormwater sediment/detention ponds are designed to accommodate 25-yr 24-hr storm event storage volumes. The sediment basins are equipped with skimmers as well as emergency spillways that are designed for a 100-yr rain event to discharge clean water into Kings Creek. Skimmer surface drain floats on the surface of the sediment basin as it fills and drains, releasing the clean water in the basin instead of draining from the bottom as conventional outlets do. The skimmer drains the basin slowly over several days and at a constant rate to maximize settling. The skimmer details are included in Exhibit-D, Erosion and Sediment Control Detail Sheet, KM61-CI-DT-00101. H371132-4000-220-230-0001, Rev. C Page 13 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 5. The sediment basin emergency overflow and outlet pipes will have proper outfall protection for energy dissipation (i.e., rip-rap protection) prior to discharging into Kings Creek. 6. The drainage areas for the proposed conditions are designated by the limits of disturbance boundary. The existing pavement from parking, roadways, roof areas, and parking areas are considered to be 100% impervious. The typical curve number value that is utilized for impervious areas is 98 regardless of the underlying hydrologic soil classification. For the post-development conditions model, we assumed a higher percentage of impervious area (approximately 80%). Please note that this is a conservative approach for this phase of the project. The percent (%) impervious areas for the post development conditions will be refined and evaluated in greater detail during the next design phase of the project. 7. The post-developed area time of concentration and travel times for each drainage area are estimated based on the flows generated by the 2-year storm. Any other assumptions used for the design of the stormwater management plan are discussed in the specific areas of the report where they apply. 6. Construction Water Management Erosion and Sediment Control Best Management Practices The proposed construction activities will occur in multiple phases as discussed in Section 4 - Construction Schedule. The stormwater management controls shown in the Phase1 construction SWMP is included as Exhibit A in this report. The construction stormwater management controls shown in the Phase 2 construction stormwater management plan supports both temporary and operational stormwater management facilities. The Phase-2 SWMP is included as Exhibit B in this report. The proposed construction activities will utilize the Erosion & Sediment Control (ESC) BMPs as shown in Exhibits A and B, and as described in this section, to control erosion and sediment laden runoff from the site before, during, and after earth disturbance activities. The proposed construction activities will utilize the following ESC BMPs outlined in the stormwater construction plans to control erosion and sediment-laden runoff from the site before, during, and after earth disturbance activities. The locations of the ESC BMPs are shown on Construction Phase 1 and Phase 2 stormwater management plans (Drawings No. KM61-CI- GA-00105 and Drawings No. KM61-CI-GA-00106). Standard construction erosion and control details are provided on Drawing No.13 - KM61-CI-DT-001100 and Drawing No.13 - KM61-CI- DT-001101. 6.1 Rock Construction Entrance 8. Several rock construction entrances (Practice 6.06 of NC ESC Planning and Design Manual) are proposed at various locations for this project. The location of the stabilized road entrance is shown Construction Stormwater Management plans. Rock construction H371132-4000-220-230-0001, Rev. C Page 14 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 entrance details are shown on shown on Erosion & Sediment Control Detail Sheets, Exhibit-D, Erosion and Sediment Control Detail Sheet, KM61-CI-DT-00100. 6.1.1 Design Standards - Rock Construction Entrance General design standards followed are those of NCDEQ Bureau of Water Quality Protection. Minimum design standards include: 1. The aggregate size for construction of the pad shall be American Association of State Highway and Transportation Officials (AASHTO)#1 rock or equivalent. Place the rock to the dimensions shown on the detail. 2. The thickness of the pad shall not be less than eight(8) inches. A geotextile fabric will be used between the rock and existing soils. 3. The width of the pad shall not be less than the full width of all points of ingress or egress and in any case shall not be less than 20 feet wide. 4. The length of the pad shall be as required, but not less than 50 feet. 5. Topsoil should be removed prior to installation of the rock construction entrance. 6. Runoff shall be diverted from the roadway to a suitable sediment removal BMP prior to entering the rock construction entrance. 7. A mountable berm should be installed wherever the optional pipe is used. The pipe should be sized according to the size of the ditch being crossed. 8. The entrance shall be maintained in a condition that will prevent tracking or flowing of sediment onto public rights-of-way. This may require periodic top dressing with additional stone as conditions demand, and repair and/or maintenance of any measures used to trap sediment. 9. All sediment spilled, dropped, washed, or tracked onto public rights-of-way shall be removed immediately. Washing the roadway or sweeping the deposits into roadway ditches, sewer, culverts, or other drainageways is not acceptable. 10. All sediment shall be prevented from entering any storm drain, ditch, or watercourse through use of sand bags, gravel, or other approved methods. 6.1.2 Maintenance - Rock Construction Entrance Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site (i.e., thickness of the rock construction entrance to be maintained at eight(8) inches by adding rock, as necessary). Replace gravel material when surface voids are visible. The thickness of the rock construction entrance shall be constantly maintained to the specified dimensions by adding rock. A stockpile shall be maintained on-site for this purpose. If the rock construction entrance becomes too clogged, it will have to be removed and replaced. H371132-4000-220-230-0001, Rev. C Page 15 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 After each rainfall, any structure used to trap sediment will be inspected and cleaned out as necessary. All objectionable materials spilled, washed, or tracked onto public roadways will be immediately removed. All sediment deposited on paved roadways within the site limit of disturbance will be removed within 24 hours. At the end of each construction day, all sediment deposited on paved roadways shall be removed and returned to the construction site. Washing the roadway or sweeping the deposits into roadway ditches, sewer, culverts or other drainageways is not acceptable. 6.2 Diversion Berms Wedge diversion berms will be utilized to direct flow away from disturbed areas and to the existing/ proposed stormwater collection systems as shown on the Construction Stormwater Management plans. The diversion berm details are shown on Erosion & Sediment Control Detail Sheets (Exhibit-D). 6.2.1 Installation - Wedge Diversion Berms The diversion berms shall be installed at the locations as shown on the Construction Stormwater Management plans. Installation will be in accordance with the wedge berm detail as shown on Erosion & Sediment Control Detail Sheets (Exhibit-D, Erosion and Sediment Control Detail Sheet, KM61-CI-DT-00100) 6.2.2 Maintenance - Wedge Diversion Berms Wedge diversion berms should be inspected on a weekly basis and after each runoff event. Damaged installations shall be repaired or replaced immediately. 6.3 Compost Filter Socks and Sediment Fence Compost filter socks (Practice 6.66) and or Sediment Fences (Practice 6.62)will be used at locations downslope of disturbed areas as shown in the construction plans. Compost filter socks will stay in full contact with the ground surface and thus function to retain sediment in these areas. The locations of the compost filter socks are shown on the Construction drawings. Details of the compost filter sock are also provided on shown on Erosion & Sediment Control Detail Sheets. Sock fabric shall meet standards of Manufacturer and NC DEQ Erosion Sediment Control Manual. Traffic shall not be permitted to cross compost filter socks. Biodegradable compost filter socks shall be replaced after 6 months; photodegradable socks after 1 year. Polypropylene socks shall be replaced according to manufacturer's recommendations. Upon stabilization of the area tributary to the sock, stakes shall be removed and the sock removed from the site. Disposal shall be disposed in a city or NC DEQ-approved landfill site. The size of the compost filter sock selected for the locations shown on the drawings is based on the manufacturer's recommendations (according to the table, shown below). Compost filter socks shown and described are manufactured by Filtrexx (or approved equal). H371132-4000-220-230-0001, Rev. C Page 16 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 6.3.1 Design Criteria - Compost Filter Socks The sedimentation removal process associated with compost filter socks involves both filtering and deposition from settling. This is different than other methods using only ponding for deposition of sediment. Ponding occurs when water flowing to the compost filter socks accumulates faster than it can flow through the sock. Typically, compost filter socks can handle more water than silt fence. Other Design Considerations are as follows: Level Contour Place compost filter socks on level contours to assist in dissipating flow into sheet flow rather than concentrated flows. Do not construct socks that concentrate runoff or channel water. Sheet flow of water should be perpendicular to the sock at impact and relatively unconcentrated. Flat Slopes When possible, place socks at a five (5)foot or greater distance away from the toe of the slopes in order for the water coming from the slopes to maximize space available for sediment deposit. When this five (5)foot distance is not available due to construction restrictions, a second row of compost filter socks may be required. Flow Around Ends In order to prevent water flowing around the ends of compost filter socks, the ends of the sock must be constructed pointing upslope at a 45-degree angle so the ends are at a higher elevation. Be sure to stake the ends of the sock to prevent movement during high flow events. Socks placed on earthen slopes should be anchored with stakes driven through the center of the sock at intervals recommended by the manufacturer. When socks are placed on paved surfaces, rebar shall be used in place of wooden stakes to help hold the sock in place. Dispersing Flow Sheet flow and runoff should not exceed height of the sock capacity in most storm events. If overflow of the sock is a possibility, larger socks should be constructed, or other possible sediment control tools may be used. Alternatively, a second set of socks may be constructed or used in combination with compost blankets to prevent sediment from moving. Slope-Slope Length /Compost Filter Sock Size: The size of the compost filter sock is dependent on the slope of the ground and the slope length above the sock. The following table provides the allowable ground slope and slope length for given sock sizes (source: Filtrexx): Slope Maximum Slope Length Above Silt Sock(Feet)* Percent 8" Sock 12" Sock 18" Sock 24" Sock 32" Sock 2 (or less) 600 750 1000 1300 1650 H371132-4000-220-230-0001, Rev. C Page 17 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Slope Maximum Slope Length Above Silt Sock(Feet)* Percent 8" Sock 12" Sock 18" Sock 24" Sock 32" Sock 5 400 500 550 650 750 10 200 250 300 400 500 15 140 170 200 325 450 20 100 125 140 260 400 25 80 100 110 200 275 30 60 75 90 130 200 35 60 75 80 115 150 40 60 75 80 100 125 45 40 50 60 80 100 50 40 50 55 65 75 " Based on a failure point of 36-inch super silt fence(wire reinforced)at 1,000 feet of slope,watershed width equivalent to receiving length of sediment control device, one(1)inch/24 hour rain event. Fabric Specifications The fabric used for the compost filter sock shall meet the following minimum specifications (unless alternate specifications are approved by the Engineer): Minimum Fabric Specifications Material Type 3 mil HDPE Material Characteristics Photo-degradable Mesh Opening 3/8 inch Ultraviolet Stability % Original Strength (ASTM G-155) 23% @ 1,000 hours Functional Longevity six (6) months Composted Products The compost used for the compost filter sock shall meet the following minimum specifications (unless alternate specifications are approved by the Engineer): H371132-4000-220-230-0001, Rev. C Page 18 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Minimum Compost Specifications Organic Matter Content 80% - 100% (dry weight basis) Organic Portion Fibrous and Elongated pH 5.5- 8.0 Moisture Content 35% - 55% Particle Size 98% pass through a one (1) inch screen Soluble Salt Concentration 5.0 dS Maximum 6.3.2 Installation— Compost Filter Socks Compost filter socks will be placed at the locations indicated on the Construction SWMP. Details of the compost filter sock are shown on Erosion & Sediment Control Detail Sheets. Compost filter socks should be installed parallel to the base of the slope or other affected area, perpendicular to sheet flow. Both ends of the compost filter sock shall be extended at least eight (8)feet up slope at 45 degrees to the main alignment. Loose compost may be backfilled / placed along the upslope side of the compost filter sock, filling the seam between the surface and the device, improving filtration and sediment retention. Traffic shall not be permitted to cross the compost filter socks. Refer to details on the plan sheet for specifics related to compost filter sock installation. 6.3.3 Maintenance— Compost Filter Socks The compost filter socks will be inspected weekly and after every stormwater runoff event. Any necessary repairs will be made immediately. At a minimum, the compost filter socks will be inspected weekly to ensure that the shape of the compost filter sock is maintained and is producing adequate flow-through. Damaged compost filter socks shall be repaired according to the manufacturer's specifications or replaced within 24 hours of inspection. If ponding upslope of the compost filter socks becomes excessive, additional compost filter socks may be required to reduce effective slope length. Accumulated sediment will be removed as required to keep the compost filter sock functional. In all cases, deposits will be removed when accumulations reach one-half the aboveground height of the sock. Alternatively, a new compost filter sock may be placed on top of, and slightly behind, the original compost filter sock creating more sediment storage capacity without soil disturbance. Sediment accumulated behind the silt socks will be removed and incorporated into the grading at the project site. All sediment removed from behind the silt socks, which will not be H371132-4000-220-230-0001, Rev. C Page 19 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 placed on-site, will be disposed of in a city or NC DEQ-approved landfill site. Manufacturer's recommendations will be adhered to for replacing silt socks due to weathering. 6.4 Rolled Erosion Control Blankets Rolled Erosion control blankets (Practice 6.06) are used to temporarily stabilize and protect disturbed soil from raindrop impact and surface erosion, to increase infiltration, decrease compaction and soil crusting, and to conserve soil moisture. Mulching with erosion control blankets will increase the germination rates for grasses and legumes and promote vegetation establishment. Erosion control blankets also protect seeds from predators, reduce desiccation and evaporation by insulating the soil and seed environment. Erosion control blankets aide the establishment of vegetation by reinforcing the soil and vegetation to resist the forces of erosion during runoff events. Stems, roots, and rhizomes of the vegetation becomes intertwined with the blanket, reinforcing the vegetation and anchoring the mat. Erosion control blankets are generally a machine produced mat of organic, biodegradable mulch such as straw, curled wood fiber(excelsior), coconut fiber or a combination thereof, evenly distributed on or between photodegradable polypropylene or biodegradable natural fiber netting. Synthetic erosion control blankets are a machine produced mat of ultraviolet stabilized synthetic fibers and filaments. The nettings and mulch material are stitched to ensure integrity and the blankets are provided in rolls for ease of handling and installation. Erosion control blankets shall be used on all constructed slopes at the subject site that are greater than 3H:1 V. The locations of the erosion control blankets are shown on the Construction Stage drawings. Installation details are shown on Erosion Control Plan - Construction Details Sheets, Exhibit-D, Erosion and Sediment Control Detail Sheet, KM61- CI-DT-00101. 6.4.1 Installation -Erosion Control Blankets Installation of erosion control blankets shall be in accordance with the manufacturer's recommendations/requirements and/or the following general installation requirements: 1. Proper site preparation is essential to ensure complete contact of the protection matting with the soil. 2. Grade and shape area of installation. Remove all rocks, clods, vegetative or other obstructions so that the installed blanket will have direct contact with the soil. 3. Prepare seedbed by loosening two (2)to three (3) inches of topsoil above final grade. 4. Incorporate amendments, such as lime and fertilizer, into soil according to soil test and the seeding plan. 5. Seed the area before blanket installation for erosion control and re-vegetation. When seeding prior to blanket installation, all check slots and other areas disturbed during installation must be reseeded. H371132-4000-220-230-0001, Rev. C Page 20 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 6. Where soil filling is specified, seed the matting and the entire disturbed area after installation and prior to filling the mat with soil. 7. U-shaped wire staples, metal geotextile stake pins, or triangular wooden stakes can be used to anchor mats to the ground surface. 8. Wire staples should be a minimum of 11 gauge. Metal stake pins should be 3/16-inch diameter steel with a 1-1/2 inch steel washer at the head of the pin. Wire staples and metal stakes should be driven flush to the soil surface. All anchors should be six (6)to eight (8) inches long and have sufficient ground penetration to resist pullout. Longer anchors may be required for loose soils. 9. Begin at the top of the slope and anchor its blanket in a six (6) inch deep x six (6) inch wide trench. Backfill trench and tamp earth firmly. Unroll blanket downslope in the direction of the water flow. 10. The edges of adjacent parallel rolls must be overlapped two (2) to three (3) inches and be stapled every three (3)feet. 11. When blankets must be spliced, place blankets end over end (shingle style)with six (6) inch overlap. Staple through overlapped area, approximately 12 inches apart. 12. Lay blankets loosely and maintain direct contact with the soil - do not stretch. 13. Blankets shall be stapled sufficiently to anchor blanket and maintain contact with the soil. Staples shall be placed down the center and staggered with the staples placed along the edges. Steep slopes, 1 H:1 V to 2H:1 V, require two (2) staples per square yard. Moderate slopes, 2H:1V to 3H:1V, require one (1)to two (2)staples per square yard (1 staple, 3 feet on center). Gentle slopes require one (1)staple per square yard. 6.4.2 Maintenance—Erosion Control Blankets All erosion control blankets shall be inspected weekly following installation and after every rainfall event. Any damaged blanket shall be repaired or replaced immediately. Inspect installation after significant rainstorms to check for erosion and undermining. Any failure should be repaired immediately. If washout or breakage occurs, re-install the material after repairing the damage to the slope or drainageway. Any damaged blankets will be disposed of in a city or NC DEQ-approved landfill site. 6.5 Pumps/ Pumped Water Filter Bags Pumped water filter bags will be utilized whenever excavated areas require dewatering. Filter bags shall be installed according to the details shown on Erosion & Sediment Control Detail Sheets. Low volume filter bags shall be made from non-woven geotextile material sewn with high strength, double stitched "J"type seams. They shall be capable of trapping particles larger H371132-4000-220-230-0001, Rev. C Page 21 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 than 150 microns. High volume filter bags shall be made from woven geotextiles that meet the following standards: Property Test Method Minimum Standard Avg. Wide Width Strength ASTM D-4884 60 lb/in Grab Tensile ASTM D-4632 205 lb Puncture ASTM D-4833 110 lb Mullen Burst ASTM D-3786 350 psi UV Resistance ASTM D-4355 70% OS % Retained ASTM D-4751 80 Sieve 6.5.1 Installation— Pumped Water Filter Bags A suitable means of accessing the bag with machinery required for disposal purposes shall be provided. Filter bags shall be replaced when they become '/z full of sediment. Spare bags shall be kept available for replacement of those that have failed or are filled. Bags shall be placed on straps to facilitate removal unless bags come with lifting straps already attached. Bags shall be located in well-vegetated (grassy) area, and discharge onto stable, erosion resistant areas. Where this is not possible, a geotextile underlayment and flow path shall be provided. Bags may be placed on filter stone to increase discharge capacity. Bags shall not be placed on slopes greater than 5%. For slopes exceeding 5%, clean rock or other non- erodible and non-polluting material may be placed under the bag to reduce slope steepness. The pump discharge hose shall be inserted into the bags in the manner specified by the manufacturer and securely clamped. A piece of PVC pipe is recommended for this purpose. The pumping rate shall be no greater than 750 gpm or'/z the maximum specified by the manufacturer, whichever is less. Pump intakes shall be floating and screened. 6.5.2 Maintenance—Pumped Water Filter Bags A suitable means of accessing the bag with machinery required for disposal purposes shall be provided. Pumped water filter bags shall be replaced when they become '/2 full of sediment. Spare bags shall be kept available for replacement of those that have failed or are filled. It is recommended that pumped water filter bags be placed on straps to facilitate removal unless bags come with lifting straps already attached. Pumped water filter bags shall be inspected daily. If any problem with the pumped water filter bag is detected, pumping shall cease immediately and not resume until the problem is corrected. All spent pumped water filter bags will be disposed in a city or NC DEQ-approved landfill site. 6.6 Sediment Ponds Sediment protection will be provided by constructing sediment control ponds (Practice 6.61) that will receive non-contact water flows from disturbed and undisturbed natural ground H371132-4000-220-230-0001, Rev. C Page 22 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 collected by the perimeter channels as shown in the construction plans. The sediment ponds will discharge directly to Kings Creek. Where appropriate, temporary sediment traps will be installed, to service areas less than 5 acres, for up to one year. The storage capacity of the traps will be at least 1,800 cubic feet(ft3) of storage per disturbed acre of drainage area and will safely pass the 10-year, 24-hour design storm for the total drainage area. Skimmers can be installed in each of the sediment ponds to discharge clear water from the ponds. 6.6.1 Maintenance— Sediment Ponds All sediment ponds, seepage ponds, check dams, and silt curtains will be checked for stability and operation in accordance with the standard practices outlined in the latest version of NC ESC design and planning manual. Any needed repairs or adjustments will be implemented immediately. Inspect installation after significant rainstorms to check for erosion and undermining. Any failure should be repaired immediately. 6.7 Rip-Rap Channels Rip-rap lined channels (Practice 6.31)will be required to provide adequate erosion resistance to convey runoff to the sediment basins and outfall structures. Some of these channels may require armoring (as shown in Exhibit E) depending on the velocities. Riprap channels will be designed to contain the peak runoff from the 10-year storm as a minimum. in accordance with the standard practices outlined in the latest version of NC ESC design and planning manual. 6.8 Dust Control Haul traffic on dirt roads during construction activities will require regular application of water for dust control (Practice 6.84). Air monitoring will be implemented at the site to evaluate the effectiveness of the dust control and adjust sprinkling application rates as necessary to meet Mine Safety and Health Administration (MSHA)guidelines. 6.9 Temporary Seeding Temporary seeding (Practice 6.1) is used to protect earthen sediment control practices and to stabilize denuded areas that will not be brought to final grade for several weeks or months. Temporary seeding can provide a nurse crop for permanent vegetation, provide residue for soil protection and seedbed preparation, and help prevent dust during construction. Temporary seeding provides protection for no more than 1 year, during which time permanent stabilization should be initiated. All disturbed areas that have not otherwise been stabilized and have significant potential for erosion shall be stabilized with vegetation in accordance with the standard practices (6.10 through 6.11)outlined in the latest version of NC ESC design and planning manual. This includes graded areas where it is anticipated that future earth disturbance will take place within the coming year. Areas that will be subject to earth disturbance within 12 months may be stabilized with temporary seed mixtures (predominantly annual grasses). All others should be stabilized with permanent seed mixtures (predominantly perennial grasses). When final grade is achieved during non-germinating months, the area should be mulched until the beginning of the next planting season. However, the area will not be considered stabilized until a minimum uniform 70 percent vegetative cover of erosion resistant perennial species H371132-4000-220-230-0001, Rev. C Page 23 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 has been achieved. Critical areas (erodible soils, within 50 feet of a surface water, etc.) should be blanketed. Temporary ESC BMPs that were installed for the earth disturbance phase of the project must remain in place and be maintained in working order until permanent stabilization is achieved. Note, areas that do not receive sufficient sunlight to support vegetation (e.g., under bridge decks) should be stabilized by some means other than vegetation. As disturbed areas within a project approach final grade, preparations should be made for seeding and mulching to begin (i.e., anticipate the completion date and schedule the seeder). In no case should an area exceeding 15,000 square feet, which is to be stabilized by vegetation, reach final grade without being seeded and mulched. Waiting until earth disturbance is completed before making preparations for seeding and mulching is not acceptable. This requirement should be clearly stated in the seeding and mulching specifications contained on the plan drawings. Before the seeding begins, topsoil should be applied, and any required soil amendments worked into the soil to a depth of six (6) inches. If compost is to be added to the topsoil, it should be worked into the soil with the other soil amendments unless it is being applied as an erosion control BMP. 6.9.1 Topsoil Application Graded areas should be scarified or otherwise loosened to a depth of three (3)to five (5) inches to permit bonding of the topsoil to the surface areas and to provide a roughened surface to prevent topsoil from sliding down slope. Topsoil should be uniformly distributed across the disturbed area to a depth of six (6) inches minimum. Spreading should be done in such a manner that sodding or seeding can proceed with a minimum of additional preparation or tillage. Irregularities in the surface resulting from topsoil placement should be corrected in order to prevent formation of depressions. Topsoil should not be placed while the topsoil or subsoil is in a frozen or muddy condition, when the subsoil is excessively wet, or in a condition that may otherwise be detrimental to proper grading and seedbed preparation. 6.9.2 Seed Mixtures Depending on the time of the year, seed mixtures for the project are outlined in Table 6.10a, Table 6.10b and Table 6.10c of the NC ESC design and planning manual. H371132-4000-220-230-0001, Rev. C Page 24 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Table 6.10a Seeding mixture Temporary Seeding Species Rate (lb/acre) Recommendations for Late Rye(grain) 120 Winter and Early Spring Annual lespedeza (Kobe in Piedmont and Coastal Plain, Korean in Mountains) 50 Omit annual lespedeza when duration of temporary cover is not to extend beyond June. Seeding dates Mountains—Above 2500 feet: Feb. 15-May 15 Below 2500 feet: Feb. 1- May 1 Piedmont—Jan. 1 -May 1 Coastal Plain—Dec. 1 -Apr. 15 Soil amendments Follow recommendations of soil tests or apply 2,000 Iblacre ground agricultural limestone and 750 Iblacre 10-10-10 fertilizer. Mulch Apply 4,000 Iblacre straw. Anchor straw by tacking with asphalt,netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately following erosion or other damage. H371132-4000-220-230-0001, Rev. C Page 25 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE' HUTCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Table 6.10b Seeding mixture Temporary Seeding Species Rate (Ibfacre) Recommendations for German millet 40 Summer In the Piedmont and Mountains, a small-stemmed Sudangrass may be substituted at a rate of 50 lb/acre. Seeding dates Mountains—May 15-Aug. 15 Piedmont—May 1 -Aug. 15 Coastal Plairw—Apr. 15 -Aug. 15 Soil amendments Fallow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone and 750 Ibfacre 10-10-10 fertilizer. Mulch Apply 4,000 Ibfacre straw. Anchor straw bytacking with asphalt, netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool, Maintenance Refertilize if growth is not fully adequate. Reseed, refertilize and mulch immediately following erosion or other damage. H371132-4000-220-230-0001, Rev. C Page 26 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Table 6.10c Seeding mixture Temporary Seeding Species Rate(lb/acre) Recommendations for Fall Rye(grain) 120 Seeding dates Mountains—Aug. 15- Dec. 15 Coastal Plain and Piedmont—Aug. 15-Dec.30 Soil amendments Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1,000 Nacre 10-10-10 fertilizer. Mulch Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,netting, or a mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch anchoring tool. Maintenance Repair and refertilize damaged areas immediately. Topdress with 50 Iblacre of nitrogen in March. If it is necessary to extent temporary cover beyond June 15, overseed with 50 Nacre Kobe (Piedmont and Coastal Plain) or Korean (Mountains) lespedeza in late February or early March. Seeding rate shall be in accordance with the supplier's recommended application rate. Utilize erosion control blankets for all seeded areas on slopes steeper than 3H:1 V. Soil testing may be done prior to seeding and mulching to determine the proper soil amendments and application rates for the proposed seed mixture(s). In the absence of a soil test, soil amendments will be added at the rates specified by the selected seeding reference (see below). 6.10 Inlet Protection Inlet protection (Practices 6.50 through 6.55)will be provided at all inlets/catch basins on existing (Holiday Inn Dr.)and proposed road that are downgradient of disturbed areas. The locations of inlet protection are shown on the Construction Phase drawings. Inlet protection details are shown on Erosion Control Plan - Construction Details Sheets. Due to the variations in inlet/catch basin types across the project site, several types of inlet protection are proposed for the project. The contractor shall be responsible for determining the specific inlet protection detail required at each inlet/catch-basin. The following is a general discussion for inlet protection: H371132-4000-220-230-0001, Rev. C Page 27 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 6.10.1 Installation -Inlet Filter Bags Wherever filter bags are used they should be installed according to the manufacturer's specifications and the standard practices (6.50 through 6.55)outlined in the latest version of NC ESC design and planning manual. NOTE: Filter bags designed to fit over the inlet grate are not recommended for most storm sewer inlets. Use of such filter bags could result in a severe reduction of the inlet capacity resulting in flooding or runoff bypassing the inlet. Wherever such bags are used, they should be located at topographic low points and limited to '/4 acre maximum drainage areas. Inlet filter bags are not acceptable as the primary BMP to remove sediment from site runoff water. 6.10.2 Maintenance—Inlet Filter Bags Inlet filter bags should be inspected on a weekly basis and after each runoff event. Filter bags should be cleaned and/or replaced when the bag is half full or when flow capacity has been reduced so as to cause flooding or bypassing of the inlet. All sediment removed from inlet filter bags, which will not be placed on-site, will be disposed of in a city or NC DEQ-approved landfill site.. Inlet filter bags shall not be re-used. Damaged filter bags should be replaced. Needed repairs should be initiated immediately after the inspection. 6.10.3 Installation— Stone Inlet Protection Wherever stone and/or stone and concrete block inlet protection is proposed, it should be installed according to the standard practices (6.50 through 6.55) outlined in the latest version of NC ESC design and planning manual. This type of inlet protection should not be used where ponding of water would cause a traffic hazard. 6.10.4 Maintenance— Stone Inlet Protection Stone inlet protection should be inspected on a weekly basis and after each runoff event. Sediment shall be removed when it reaches half the height of the stone. Damaged or clogged installations shall be repaired or replaced immediately. All stone and sediment removed from inlet, which will not be placed on-site, will be disposed of at a city or NC DEQ-approved landfill site. 7. Construction Sequence for Erosion and Sediment Control Best Management Practices For work related to earth disturbance, the primary consideration for preventing sediment release is the sequence and timing of operations. All BMPs shall be installed in accordance with the standard details provided in this plan, including latest version of the North Carolina ESC planning and design manual. The proposed construction activities will utilize various ESC BMPs outlined in the stormwater construction plans to control erosion and sediment- laden runoff from the site before, during, and after earth disturbance activities. The locations of the ESC BMPs are shown on Construction Phase 1 and Phase 2 stormwater management plans (Drawings No. KM61-CI-GA-00105 and Drawings No. KM61-CI-GA-00106). Standard H371132-4000-220-230-0001, Rev. C Page 28 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 construction erosion and control details are provided on Drawing No.13 - KM61-CI-DT- 001100 and Drawing No.13 - KM61-CI-DT-001101. A general sequence of construction activities is listed below: 1. Set up construction staging/laydown areas and use existing roads as identified on the plans to access project areas. Install temporary construction fence around the access roads as shown in the plans. 2. Field mark limits of disturbance areas. 3. Install wedge diversion berms as shown on the plan. 4. Install compost filter socks or silt fence as shown on the plan. 5. Install rock construction entrances as indicated on the plans. 6. Install erosion control blankets on slopes greater than three units horizontal for each one unit vertical (31-1:1 V). 7. As disturbed areas reach final line and grade immediately place topsoil, revegetate with approved seed mixture, and mulch. 8. Dewater work areas as necessary, utilizing sediment ponds, skimmers, pumps, or other approved devices as shown in the plans. As construction activities commence/continue through the life of the project, existing ESC features will be evaluated for effectiveness. All damaged ESC features will be repaired or replaced, as necessary. Under no circumstances shall ESC BMPs be used for temporary storage of demolition materials or construction wastes. 8. Sediment and Erosion Control Inspection and Maintenance Procedures, Operation and Maintenance Plan The &SC BMPs shown on the plans are designed to manage stormwater runoff during construction activities by collecting and filtering sediment-laden runoff from the disturbed areas and/or reducing runoff by the revegetation of disturbed areas. This section details the anticipated inspection, operation, and maintenance (O&M) of activities for the temporary ESC measures and BMPs implemented at the project site. The program provides completion of a written report documenting each inspection and all BMP repair or replacement activities. Regular maintenance practices are critical to prevent any adverse negative impacts to the environment. Routine inspections of all ESC facilities will be conducted at least once a week and after every rainfall event that results in observable runoff on a regular basis and after each stormwater event, including the repair or replacement of BMPs to ensure effective and efficient operation. An inspection report template will be prepared. H371132-4000-220-230-0001, Rev. C Page 29 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 8.1 Inspection Schedule All ESC BMPs at the construction sites shall be inspected on a weekly basis and after each stormwater runoff event. The contractor shall maintain an inspection log which documents the BMPs which were inspected, their condition, and any needed repairs/replacements. The inspection log shall also note any corrective actions taken as a result of the inspection. The inspection log shall be kept on site and available at any time for review by the City of Kings Mountain (city) and/or NCDEQ representative. All sediment removed from any ESC BMP, which will not be placed on-site, will be disposed in a NC DEQ-approved landfill or a city approved soil/rock disposal area. The log shall contain the following items: • Maximum sediment storage elevation/level in BMP's. • The maximum sediment storage elevation/level in each ESC BMP is listed in the maintenance section below. • Disposal directions for sediment removed from BMPs. 8.2 ESC BMP Maintenance Requirements 8.2.1 Maintenance—Inlet Filter Bags Inlet filter bags should be inspected on a weekly basis and after each runoff event. Filter bags should be cleaned and/or replaced when the bag is half full or when flow capacity has been reduced so as to cause flooding or bypassing of the inlet. • All sediment removed from inlet filter bags, which will not be placed on-site, will be disposed of in a NCDEQ-approved landfill or a city approved soil/rock disposal area. • Inlet filter bags shall not be re-used. • Damaged filter bags should be replaced. • Needed repairs should be initiated immediately after the inspection. 8.2.2 Maintenance— Stone Inlet Protection Stone inlet protection should be inspected on a weekly basis and after each runoff event. Sediment shall be removed when it reaches half the height of the stone. Damaged or clogged installations shall be repaired or replaced immediately. All stone and sediment removed from inlet, which will not be placed on-site, will be disposed in a NCDEQ-approved landfill or a city approved soil/rock disposal area. 8.2.3 Maintenance—Diversion Berms Diversion berms should be inspected on a weekly basis and after each runoff event. Damaged installations shall be repaired or replaced immediately. H371132-4000-220-230-0001, Rev. C Page 30 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 8.2.4 Maintenance—Rock Construction Entrance/Exit Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site (i.e., thickness of the rock construction entrance to be maintained at eight(8) inches by adding rock, as necessary). • Replace gravel material when surface voids are visible. The thickness of the rock construction entrance shall be constantly maintained to the specified dimensions by adding rock. A stockpile shall be maintained on-site for this purpose. If the rock construction entrance becomes too clogged, it will have to be removed and replaced immediately. • After each rainfall, any structure used to trap sediment will be inspected and cleaned out, as necessary. • All objectionable materials spilled, washed, or tracked onto public roadways will be immediately removed. All sediment deposited on paved roadways within the site limit of disturbance will be removed within 24 hours. • At the end of each construction day, all sediment deposited on paved roadways shall be removed and returned to the construction site. Washing the roadway or sweeping the deposits into roadway ditches, sewer, culverts or other drainageways and or waterways is not acceptable. 8.2.5 Maintenance— Compost Filter Socks/Sediment Silt Fence The compost filter socks/sediment fence will be inspected weekly and after every stormwater runoff event. Any necessary repairs will be made immediately. At a minimum, the compost filter socks/sediment fence will be inspected weekly to ensure that the shape of the compost filter sock is maintained and is producing adequate flow-through. Damaged compost filter socks/sediment fence shall be repaired according to the manufacturer's specifications or replaced within 24 hours of inspection. • If ponding upslope of the compost filter socks/sediment fence becomes excessive, additional compost filter socks/sediment fence may be required to reduce effective slope length. • Accumulated sediment will be removed as required to keep the compost filter sock and fence functional. In all cases, deposits will be removed when accumulations reach one- half the aboveground height of the sock. Alternatively, a new compost filter sock/fence may be placed on top of, and slightly behind, the original compost filter sock creating more sediment storage capacity without soil disturbance. • Sediment accumulated behind the silt socks will be removed and incorporated into the grading at the project site. • All sediment removed from behind the silt socks, which will not be placed on-site, will be disposed in a NCDEQ-approved landfill or a city approved soil/rock disposal area. H371132-4000-220-230-0001, Rev. C Page 31 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 • Manufacturer's recommendations will be adhered to for replacing silt socks due to weathering. 8.2.6 Maintenance—Pumped Water Filter Bags A suitable means of accessing the bag with machinery required for disposal purposes shall be provided. • Pumped water filter bags shall be replaced when they become half full of sediment. • Spare bags shall be kept available for replacement of those that have failed or are filled. • It is recommended that pumped water filter bags be placed on straps to facilitate removal unless bags come with lifting straps already attached. • Pumped water filter bags shall be inspected daily. • If any problem with the pumped water filter bag is detected, pumping shall cease immediately and not resume until the problem is corrected. • All spent pumped water filter bags will be disposed in a city or NCDEQ-approved landfill facility. 8.2.7 Maintenance— Rolled Erosion Control Blankets All erosion control blankets shall be inspected weekly following installation and after every rainfall event. Any damaged blanket shall be repaired or replaced immediately. • Inspect installation after significant rainstorms to check for erosion and undermining. Any failure should be repaired immediately. • If washout or breakage occurs, re-install the material after repairing the damage to the slope or drainageway. • Any damaged blankets will be disposed in a NCDEQ-approved landfill or a city-approved landfill. 8.2.8 Maintenance—Rip-Rap Channels/Rock Check Dams Riprap channels and check dams will be inspected after every major storm event for displaced stones, slumping, and erosion at edges, particularly in steeper segments. Woody vegetation will be removed from the riprap regularly to avoid potential impacts associated with the roots, such as dislodgement of the rocks. • Repair ditch/channel areas where excessive downcutting or side scour have occurred. • Remove sediment adjacent to and accumulated behind rock check dams before it reaches halfway to the top of the dam. • Make note of whether the selected configuration is preventing channel erosion. If not, make necessary changes to the design, considering other materials or closer spacing in areas experiencing the most problems. H371132-4000-220-230-0001, Rev. C Page 32 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 • Restore dislodged or washed-out check dams to their original configuration. Fill in or otherwise repair areas where check dam undercutting or bypasses have occurred. • Add stones to dams as needed to maintain design height and cross section. Use larger stone, if necessary, to counter higher-than-expected flow velocities. • If significant erosion is observed between dams, install a protective turf reinforcement mat or section of riprap liner in that portion of the channel. • Replace rock weirs when filtering capacity is reduced by one-half. 8.2.9 Maintenance— Sediment Ponds All sediment ponds, seepage ponds, check dams, and silt curtains will be checked for stability and operation. Any needed repairs or adjustments will be implemented immediately. Inspect installation after significant rainstorms to check for erosion and undermining. Any failure should be repaired immediately. • Ponds will be cleaned out when the sediment accumulation reaches 50% of the available storage. • If the sediment accumulation in the sediment basin exceeds 75% of capacity before they are scheduled for removal, ponds will be cleaned out. For each facility the cleanout level will be pre-determined in the inspection report. • Floating trash and debris will be removed. • Unwanted vegetation at the top and faces of the embankment will be removed. • All outlet structures from the sediment ponds will be inspected for clogging and/or structural damage. Debris will be removed, and any repairs needed will be done immediately. • Outflow locations will be inspected to make sure tailwater conditions are not impeding discharge from the pond. 8.2.10 Material Recycling and Disposal Recycling and disposal of materials procedures ensure that the proper measures for the recycling or disposal of materials associated with or from the project site will be undertaken, as follows: • Waste management— building materials and other construction site wastes shall be properly managed and disposed of to reduce potential for pollution to surface and ground waters. Proper trash disposal, recycling of materials, proper materials handling, and spill prevention and clean-up reduce the potential for construction site wastes to be mobilized by stormwater runoff and conveyed to surface waters. • Recyclable materials which may be generated by construction activities include concrete and asphalt, piping, inlet grates, manhole covers, and aggregates. Recyclable materials will be stockpiled on site upslope of ESC BMP's. Vehicles removing the recyclable H371132-4000-220-230-0001, Rev. C Page 33 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE' HATCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 materials shall utilize the site's rock construction entrance if access is through a disturbed area. Recyclable materials shall be stockpiled on paved areas where there is no potential for soil/mud to be tracked across the site or onto public roads and may be removed from the site via existing driveways. • Under no circumstances shall erosion control BMPs be used for temporary storage of demolition materials or construction wastes. • Wherever heavy equipment will be used during construction of the cuts and fills or proposed buildings, a pollution prevention contingency (PPC) plan shall be available on site. • All applicable federal, state, and local laws and regulations shall be followed in the use, handling, and disposal of potentially hazardous materials. • Soil materials will be removed from the site as part of the general construction activities. The contractor shall be responsible for obtaining all appropriate permit approvals including a National Pollutant Discharge Elimination System (NPDES) Permit for Stormwater Discharges Associated with Construction Activities for the selected soil/rock disposal locations. Proof of such approvals shall be provided to the NCDEQ or the city representative prior to the start of construction activities at the project site. 9. Water Quality Monitoring Program Although there are not specific quantitative monitoring requirements, regular visual assessment shall be conducted to ensure that the BMPs are effective. To complete a visual assessment, a collect a sample in a clean, colorless glass or plastic container. Visually inspect the sample for the following water quality characteristics, which may be evidence that BMPs are not working effectively: • Color, • Odor, • Diminished clarity, • Floating, settled, or suspended solids, • Oil sheen, • Foam, and • Other obvious indicators of stormwater pollution. Record the visual observations and take photographs of the discharges at the time of observation to help determine the effectiveness of the BMPs. For anything but colorless and odorless stormwater in the discharge, investigate the area contributing to the discharge to determine the source of the pollutant. H371132-4000-220-230-0001, Rev. C Page 34 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Clean up any potential sources of potential contamination. Evaluate and modify BMPs to prevent a recurrence. 10. Adaptive Management Adaptive stormwater management promotes flexible decision making that can be adjusted in the face of changing conditions or unexpected events, which could include extreme weather conditions and spills. These sorts of issues and concerns will be addressed on a case-by- case basis. Appropriate personnel will be consulted to determine the best course of action. This CSMP will be updated as needed based on these events. 11. References Hatch, December 2023, Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas, Kings Mountain Mine Facility, Cleveland County, NC. Hatch, January 2024, Civil Design Criteria. North Carolina Sedimentation Control Committee, North Carolina Department of Environmental and Natural Resources, and the North Carolina Agricultural Extension Service, May 2013. Erosion and Sediment Control Planning and Design Manual. SRK Consulting, Inc., September 2023. Surface Water Management Report— Kings Mountain. Soils Data from Web Soil Survey (WSS), USDA Natural Resources Conservation Service (NRCS) State of North Carolina, Department of Environment, Health and Natural Resources, February 1996, Surface MINING Manual. SWCA, 2022. Wetland and Waterbody Delineation Report for the Albemarle Kings Mountain Lithium Mining Project, Cleveland County, North Carolina. Trinity Consultants, May 2021. Stormwater Pollution Prevention Plan (SWPPP). H371132-4000-220-230-0001, Rev. C Page 35 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. ALBEMARLE" HUTCH Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Exhibit A: Phase 1 - Construction Stormwater Management Plan H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 TCF LEGEND: (TYP.) S. BATTLEGROUND AVE. PERIMETER RIP-RAP , i� PROPOSED TOE OF FILL SLOPE A CHANNEL (TYP.) �% i� � �� _ PROPOSED TOP OF CUT SLOPE I FLOW PATH POND OUTLET PIPE � DEVELOPMENT PHASE BOUNDAR DISCHARGE TO PHASE 3B /�� EXISTING GROUND — — — t LIMITS OF DISTURBANCE OVERBURDEN POND OUTLET PIPE �� I /�� (LOD) STOCKPILE \\ DISCHARGE TO FACILITY EXISTING CULVERT PHASE-3A f �� --- C) (AREA=63 AC.) STOCKPILE I GROWTH MEDIA ---- J � ROCK CONSTRUCTION (OSF-1) / t ENTRANCE & EXIT SEDIMENT I I t (PRACTICE 6.06) POND 3A I I t EROSION CONTROL BLANKET PRACTICE 6.17 SUPER SILT FENCE/COMPOST TCF ��- �� ` / t - FILTER SOCK CFS � , ? `r — ®t �/ SEDIMENT ( ) (TYP.) i PROPOSED 18" > PROPOSED 18 I_ �' POND 3B (PRACTICE 6.66.6.62) / CULVERT,` - �/ CULVERT 11 \ \\ / SEDIMENT BASIN WITH SKIMMER CFS ;�_ - __ ��'/ \ POND OUTLET PIPE 1 �\ i OSF SEDIMENT (TYP.) �� _� PRACTICE 6.61 POND 1 / , - _ DISCHARGE TO ( ) / �__ r _ , ___- EXISTING GROUND D / - - NOTE: STORMWATER ENTERING THE -- RIPRAP LINED CHANNEL PROPOSED 18" OPEN PIT IS DISCHARGED VIA (PRACTICE 6.21) / -_- - / - I /j CULVERT PUMPS AS PER NPDES PERMIT OVERBURDEN tt t1 PERIMETER RIP-RAP ��"�� OUTLET PROTECTION LEVEL SPREADER (PRACTICE 6.4) STOCKPILE tt t CHANNEL (TY. ------ DIVERSION BERM SOUTH j �� ( FACILITY (OSF-2) t / CREEK / ,' / i�� V�� I 1 �'� (TYPFS ) DRAINAGE AREA PIT PUMP AND PIPING E � CONTRIBUTING TO CULVERT 24-INCH CULVERT TEMPORARY CONSTRUCTION DISCHARGE (5.7 ACRES) FENCE (TCF) CULVERT DRAIN / I p RSF-A �. I INSTALL 24" SRK ROAD _ STORMWATER l r /// / \�\��\ I CULVERT „ F COLLECTION CHANNEL \ / / �� T-] \ DITCH , RSF-X SOUTH CREEK i / �, STORMWATER �� , SEDIMENT COLLECTION �� i POND n DITCH TIN MINE ROADo G �� j� �� / RSF-X POND OUTLET PIPE DISCHARGE TO ; KINGS CREEK 1 l EXISTING STORM DRAINAGE FEATURE CFS(TYP n TECH CENTER SEDIMENT POND WRC-61 �.�\ �� / � � �, �' - ___ PROPOSED 24" / _1t� �� — ----- ____________ _ -------- RECB _ ---- -- __-- _RECB \ s RECB CULVERT \ �� .�_ \ ��_---- --- ---______________ _ - -- ^SOUTH CREEK PHASE-1A I SEDIMENT - \� t POND Al �� I SEDIMENT �� HOLIDAY INN DRIVE RESERVOIR ap I PERIMETER RIP--RAP � � — / SEDIMENT POND A5 V 1 _ POND w 1 SEDIMENT CHANNEL (TYP.) ��- -__ __- -l� WRC-51 11 POND A2 �_ PHASE-1 B SEDIMENT (AREA S21 1AC.) --_ POND OUTLET PIPE DISCHARGE SEDIMPONDENT I A3 4■ ------------- (AREA=27.5 AC.) 1 OSF SEDIMENT TO SOUTH CREEK POND A4 OVERBURDEN STOCKPILE POND 3 POND OUTLET PIPE DISCHARGE _ __ __ __ _ _- --_-__------ 1� --- ------------ FACILITY OSF-3 TO SOUTH CREEK POND OUTLET PIPE POND-- 1 - RECB =_- - RECB __________________ ___ __ __________________---------------- DISCHARGE TO KINGS CREEK EC,P ) ��,P ) 1-85 --- -------1 --- _ _ K KINGS CREEK ' I ,j INDUSTRIAL DRIVE PHASE-2A 1 1 POND OUTLET PIPE ,� SEDIMENT PHASE-2B � (AREA=38.5 AC.) DISCHARGE TO 1 POND 131 (AREA=13.4 AC.) \ \\\ 1 Z_ KINGS CREEK �� 1 L SEDIMENT SEDIMENT/r' 1 1 MISC. WASTE ��_ \ ��\ POND B2 POND B3 l STORAGE - TOE OF -- INN- ----- I j POND OUTLET PIPE 1 SLOPE �- DISCHARGE TO �---- 1 -_----------------- — - -t KINGS CREEK KINGS CREEK - � POND-CO2 �- �� - - ( / POND OUTLET PIPE -_ i POND OUTLET PIPE - - ,�- _ 11 DISCHARGE TO _J_ J� EXISTING GROUND DISCHARGE TO '� � WATER STORAGE _ J EXISTING GROUND � ( � - BASIN WSB-1 � - i r ---------------------------- ----------------- SEE ENLARGED DRAWING NUMBER t N (H371132-5200-222-270-0002) FOR - - I _ ------ CONSTRUCTION STORMWATER MANAGEMENT L� -- PLAN FOR DUKE'S SUBSTATION PAD GALILEE CHURCH ROAD OVERALL SITE DRAINAGE PLAN SCALE: 1"=400'-O" �YORK ROAD P HL\TCH ___ -- ALBEMARLETM KINGS MOUNTAIN DRAFTSPERSON E. MOPENO NR 03 18 24 -- ___ C 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER E. MOPENO NR 03 1 8 24 --- --- KINGS MOUNTAIN, NC 28286 CHECKER S. ALUGUVELU This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it DESIGN COORD. T. KAISER --- is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. ISSUED F 0 R PERMITTING RESP. ENG. S ALUGUVE2u --- ___ MINING AND CONCENTRATOR FACILITY LEAD DISC. ENG. S. ALUG_V-2u MINE SELECT PHASE ENG. MANAGER PHASE 1 CONSTRUCTION NOT FOR CONSTRUCTION PROD. MANAGER K HUNG C ISSUED FOR PERMITTING ELM SRA TPK 07/11/24 STORMWATER PLAN ROLE NAME SIGNATURE DATE B ISSUED FOR PERMITTING ELM SRA TPK 04/03/24 JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R INTERNAL&CLIENT REVIEW KM22040 E. MORENO A ELM SRA TPK 03/29/24 KM61 —Cl-GA-00105 C HATCH DRAWING NUMBER: H371132-4000-222-270-0003 --- SCALE DATE REV# DESCRIPTION CADD CHK'D APPR'D DATE AS NOTED 03/18/24 ALBEMARLE' HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Exhibit B: Phase 2 - Construction Stormwater Management Plan H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ♦% �� TCF S. BATTLEGROUND AVE. LEGEND. PERIMETER RIP-RAP ♦ / `��'�� PROPOSED TOE OF FILL SLOPE A CHANNEL (TYP.) - PROPOSED TOP OF CUT SLOPE FLOW PATH _ POND OUTLET PIPE PHASE 3B / DISCHARGE TO — — — DEVELOPMENT PHASE BOUNDAR EXISTING GROUND \ B 1 \ OVERBURDEN \ \ 1 �i LIMITS OF DISTURBANCE \ \ \ POND OUTLET PIPE 1 �/� (LOD) SFAOCILITYCK E DISCHARGE TO \ \ EXISTING CULVERT PHASE-3A �� GROWTH MEDIA i �'_ (OSF-1) \ \�\\ --- Q (AREA=63 AC.) 1 STOCKPILE -- ROCK CONSTRUCTION V 1 ) 1 - ENTRANCE & EXIT SEDIMENT I I j 1 (PRACTICE 6.06) 1 POND 3A EROSION CONTROL C 1 I 1 O BLANKET (PRACTICE 6.17) 1 ' OSF SEDIMENT �1% �— \ \`\ SUPER SILT FENCE/COMPOST POND 1A 1 TCF �� ♦ I� 1 — � FILTER SOCK CFS � � � ♦ I � SEDIMENT (CFS) (TYP.) j PROPOSED 18 � � ® i� PROPOSED 18 I .01 POND 36 (PRACTICE 6.66.6.62) CULVERT CULVERT — i � If CFS �� ♦ / POND OUTLET PIPE SEDIMENT BASIN WITH SKIMMER OSF PONDS SEDIMENT (TYP ); `��===♦ \ PRACTICE 6.61 / e \/ �_ �� \ DISCHARGE TO ., ( ) D EXISTING GROUND - NOTE: STORMWATER ENTERING THE -- RIPRAP LINED CHANNEL 1 OPEN PIT PROPOSED 18" (PRACTICE 6.21) CULVERT �` PUMPS AS IS DISCHARGED NPDESG PDERMIT OVERBURDEN PERIMETER RIP-RAP !ii� OUTLET PROTECTION LEVEL / / I SPREADER (PRACTICE 6.4) 1 STOCKPILE CHANNEL (TYP.) 1 - --------- DIVERSION BERM SOUTH FACILITY (OSF-2) N 1 CFS DRAINAGE AREA PIT PUMP AND PIPING CREEK /�N��/�/ \ (TYP CONTRIBUTING TO E I CULVERT /� /� ` 1 I r- 24-INCH CULVERT TEMPORARY CONSTRUCTION 1 DISCHARGE (5.7 ACRES) FENCE (TCF) 1 % !SF-A' '��i/ // \ �`� _ 0 CULVERT DRAIN . , /o of J / /♦ /f j / RS�F-X�/� � FRENCH DRAIN RSF-A G I INSTALL 24" STORMWATER CULVERT CHANNEL SRK ROAD COLLECTION DITCH STORM SEWER/OUTLET /i o \ SOUTH CREEK - / � ♦ ♦ STRUCTURE // STORMWATER \ %N �__-♦ ♦ ♦ SEDIMENTSz \ COLLECTION �� POND DITCH .� ♦ �� V A� TIN MINE ROAD � 1 G �� OSF SEDIMENT � RSF-X � POND 2 POND OUTLET PIPE �\ ��` '� ✓ 1 ! I DISCHARGE TO �� / ♦I�� KINGS SEEK EXISTING STORM DRAINAGE FEATURE �` —„ �` i/ CFS 1 TECH CENTER H SEDIMENT POND WRC-61 � / / _� (TYP.)o wavg 1 PROPOSED 24" �` � / / I ' _ _ __ -------- % RECB _ --_____- = RECB .� ,�� RECB CULVERT \ \ ------------ �w -- ------------------ - F �� _ II♦ \�� 1 SOUTH CREEK PHASE-1A I — ___ FRENCH DRAIN \�� SEDIMENT RESERVOIR m SEDIMENT POND HOLIDAY INN DRIVE I PERIMETER RIP-RAP �� ` —► / POND w 2A (FUTURE CHANNEL (TYP.) �-� ` _ =�� WRC-51 SEDIMENT POND 1A m I PHASE-1 B j I L=::::::: PHASE-1C \\ POND OUTLET PIPE DISCHARGE I OPERATIONAL I (AREA=27.5 AC.) I (AREA=21 AC.) OSF SEDIMENT TO SOUTH CREEK (FUTURE OPERATIONAL \I I POND M-12 I -___-_- OVERBURDEN STOCKPILE POND 3 POND M-1 1) I —� �_ I �---------- POND OUTLET PIPE DISCHARGE — __ __ __ _ ______ ______-- ----1- ------------------ POND OUTLET(OSF-3) TO SOUTH CREEK -___ _ RECB ______—__ ____ ______ POND OUTLET PIPE RECB -_-- - DISCHARGE TO POND-M 1 1 ECB I I CFS LOD DIVERSION BERM KINGS CREEK (TYP.) j� (TYP.) (TYP.) 1-85 ------------ ----_-----I --- _ _ K KINGS CREEK i I INDUSTRIAL DRIVE CFS now- I �, (TYP.) — -— — PHASE-2A I I I POND OUTLET PIPE TEMP SEDIMENT \` (AREA=38.5 AC.) TOP OF DISCHARGE TO I POND B1 \ \ I CUT CLOPE KINGS CREEK - PHASE-2B ��\ I I � - �� (AREA=13.4 AC.) I L --- � ` TEMP SEDIMENT TEMP SEDIMENT/00 � l MISC. WASTE I �� X �� POND B2 POND B3 I I STORAGE ---- 1 `� i I own I TOE OF - v _ --------------- ----- 1 POND OUTLET PIPE SLOPE DISCHARGE TO ---- I TOP OF KINGS CREEK KINGS CREEK ---J CUT CLOPE __ I TOE OF SLOPE POND-CO2 ,� ^ _ / - - _ _ M -POND OUTLET PIPE i POND OUTLET PIPE WATER STORAGE - _.�-DISCHARGE TO DISCHARGE TO BASIN (WSB-1) EXISTING GROUND EXISTING GROUND SEE ENLARGED DRAWING NUMBER (H371132-5200-222-270-0002) FOR - N CONSTRUCTION STORMWATER MANAGEMENT 1' PLAN FOR DUKE'S SUBSTATION PAD GALILEE CHURCH I ROAD OVERALL SITE DRAINAGE PLAN � �YORK ROAD P -------------- SCALE: 1"=400'-0" HATCH ___ -- ___ ALBEMARLETM KINGS MOUNTAIN DRAFTSPERSON E. MOPENO NR 03 28 24 -- C 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER E. MOPENO NR 03 28 24 ___ --- KINGS MOUNTAIN, NC 28286 CHECKER S. ALUGUVELU This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it DESIGN COORD. T. KAISER --- is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. ISSUED F 0 R PERMITTING RESP. ENG. S ALUGUVE2u --- ___ MINING AND CONCENTRATOR FACILITY LEAD DISC. ENG. S. ALUG_V-2u MINE SELECT PHASE ENG. MANAGER PHASE 2 CONSTRUCTION NOT FOR CONSTRUCTION PROD. MANAGER K. YOUNG C ISSUED FOR PERMITTING ELM SRA TPK 07/11/24 STORMWATER PLAN ROLE NAME SIGNATURE DATE B ISSUED FOR PERMITTING ELM SRA TPK 04/03/24 JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R SCALE DATE INTERNAL&CLIENT REVIEW KM22040 E. MORENO A ELM SRA TPK 03/29/24 KM61 —Cl-GA-00106 C HATCH DRAWING NUMBER: H371132-4000-222-270-0004 REV# r DESCRIPTION CADD CHK'D APPR'D DATE AS NOTED 03/28/24 ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Exhibit C: Duke Substation Pad Construction Stormwater Management Plan H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 / LEGEND: FEMA 100-YR 60' PROPOSED TOE OF FILL SLOPE A I FLOODPLAIN BOUNDARY WETLAND WETLAND PROPOSED TOP OF CUT SLOPE 50' BUFFER / 50' BUFFER FLOW PATH / WETLAND BOUNDARY — — — DEVELOPMENT PHASE BOUNDAR / RIP-RAP DETENTION POND OUTLET i B / PIPE DISCHARGE LOCATION LIMITS OF DISTURBANCE (LOD) / ROCK CONSTRUCTION ENTRANCE & EXIT / I (PRACTICE 6.06) 1 / EROSION CONTROL 0 0 i RECB BLANKET (PRACTICE 6.17) C LO Lu r!. SUPER SILT FENCE/COMPOST " OUTLET PIPE FILTER SOCK (CFS) two WEPPM 24 (PRACTICE 6.66.6.62) 18" OUTLET PIPE TEMPORARY SEDIMENT CDDROP CONNECTION MANHOLE POND-3 SEDIMENT BASIN WITH SKIMMER -��•'�` (SEE DRAWING KM60-CI-PN-001 00 (PRACTICE 6.61) FOR DROP CONNECTION DETAIL) _- '^---___--- _ --------- RIPRAP LINED CHANNEL D (PRACTICE 6.21) 18" OUTLET PIPE----- 810, __________ OUTLET PROTECTION LEVEL �� ` SPREADER (PRACTICE 6.4) TOP OF POND . RECB EL. 830.00'-I RECB �20 ` M DUKE SUBSTATION 2 ��I\ ------ DIVERSION BERM DUKE SUBSTATION / ��\ �� SEDIMENT POND — 1 80' SEDIMENT POND - 2 PIT PUMP AND PIPING E f - , g0` \ \ /♦ ti6 i w SKIMMER �� POND LINER REQUIRED ON w/ SKIMMER 1 '1 \ // r 830 �� 1 , , \ /� RECB �\ FILL SLOPE TO PREVENT 1 RECB / '� \ \ �,; 830' 830, \� TEMPORARY CONSTRUCTION _ \� SLOPE DETERIORATION. FENCE (TCF) �6' RISER 1 �• o ' �5gs�� -� �\`\ q, 6 1\ CULVERT DRAIN 1 RECB \\ \\ j INLET RECB STRUCTURE BOTTOM OF POND i 60' FRENCH DRAIN EL. 824.00' 1 F 840 RECB RECB STORM SEWER/OUTLET RECB STRUCTURE 850' 850' PAD CONSTRUCTION BY OTHERS G RECB ' �CID 0 M o H RECB rA LAYDOWN AREA oho o FG EL. 850.00 RECB RECB �0 J PROPOSED 24" HDPE `840' DRIVEWAY CULVERT K 850' 850' 850' 0 rn PROPOSED 24" HDPE _4% L DRIVEWAY CULVERT PROPOSED GRAVEL ROAD PROPERTY LINE 860' I GALfLEE CHURCH ROgp I ROCK CONSTRUCTION ENTRI M 1 PROPOSED 24" HDPE DRIVEWAY CULVERT OUTLET PROTECTION -\� �' �\ idi LEVEL SPREADER j N PLAN - DUKE SUBSTATION PAD SCALE: 1 "= 60' P HL\TCH ___ ___ __ ALBEMARLETM KINGS MOUNTAIN DRAFTSPERSON E. MORENO NR 06 18 24 -- C 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER E. MORENO NR 06 1 8 24 -- -- KINGS MOUNTAIN, NC 28286 ^ CHECKER S. ALUGUVELD This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it (� DESIGN COORD. T. KAISER is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. ISSUED F 0 R PERMITTING RESP. ENG. S. ALUGuvELu =-_ ___ MINING AND CONCENTRATOR FACILITY LEAD DISC. ENG. S. ALUGUVELu MINE SELECT PHASE ENG. MANAGER --- DUKE SUBSTATION ENLARGED NOT FOR CONSTRUCTION PROJ. MANAGERK. YOUNG =__ CONSTRUCTION STORM WATER PLAN B ELM SRA TPK 07/11/24 ROLE NAME SIGNATURE DATE ISSUED FOR PERMITTING JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R KM22040 E. MORENO INTERNAL REVIEW HATCH DRAWING NUMBER: A ELM SRA TPK 07/10/24 SCALE- DATE KM60-CI-GA-00101 B REV# DESCRIPTION CADD CHK'D APPR'D DATE AS NOTED 06/18/24 ALBEMARLE' HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Exhibit D: Erosion and Sediment Control Details H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 A 3 FT. MOUNTABLE o BERM (6 IN. MIN.)* L-2 COMPOST FILTER SOCK 2 IN. x 2 IN. WOODEN STAKES The maximum slope length above a compost filter sock should not exceed those shown in Figure 4.2. NOTE: 50' MIN. PLACED 10 FT ON CENTER Slope length is not addressed by use of multiple rows of compost socks. The anticipated functional life of a biodegradable filter 12 IN. DIA. SOCK BLOWN/PLACED sock should be 6 months; for photodegradable socks it is 1 year. Some other types may last longer. EXISTING ROADWA Y FILTER MEDIA Projects with disturbances anticipated to last longer then the functional life of a sock should plan to replace 18 IN. DIA. SOCK the socks periodically or use another type of BMP. UNDISTURBED AREA DISTURBED AREA Upon stabilization of the tributary area, the filter sock may be left in place and vegetated or removed. In GEOTEXTILE O EARTH FILL 24 IN. DIA. SOCK \�� the latter case, the mesh is typically cut open and the mulch spread as a soil supplement. In either case, VAiiA�AA�2zVA VA v \ ��v�, the stakes should be removed. EXISTING MIN 8" AASHTO #1 PIPE AS NECESSARY PLAN VIEW GROUND Filter socks using other fillers may be approved on a case—by—case basis if sufficient supporting (2)-2 IN. X 2 IN. X 48 IN. HARDWOOD STAKES, in formation(including manufacturers specs and independent test data) is provided. However, they might not 12 IN. WRAPPED TOGETHER WITH 16 GA. WIRE, 10 FT. O.C. \ SECTION qualify as ABACts. Whereever compost socks are used, Table 4.1 should be placed on a detail sheet. PROFILE ABOVE SOCK 2 IN. X 2 IN. X 36 IN. HARDWOOD STAKE, 10 FT O.C. TABLE 4.1 STARTING 5 FT. FROM ANGLED STAKES \ i / \ BLOWN/PLACED FILTER MEDIA ® �o� EI Compost Stock Fabric Minimum Specifications REMOVE BRUSH AND WOODY DEBRIS DISTURBED AREA i o ? �o� '— �o �o�� Multi-Filament Heavy Duty C 3 mil HDPE 5 mil HDPE 5 mil HDPE Multi-Filament Type Polypropylene Polypropylene Material T e o ro ene MFPP MFPP XISTING O ao CONTOURS Material Photo— Photo— Bio— Photo— Photo— Characteristics degradable degradable degradable degradable degradable R N (3 UNDISTURBED GROUND STAKING DETAIL 1 " 1 „ 1 „ 12„ 1 „ FILTER MSOCK UNDISTURBED AREA WOODEN STAKES Diameters POST IN. x 2 IN. Sock 188" 188 188 18 188 24" 24" 24" 24" L4 DESIGN NOTES: PLACED 10 FT ON 32" 32" 32" 32" PLAN VIEW — 1. COMPOST SOCK SEDIMENT TRAP SHALL BE SIZED TO PROVIDE 2000 CUBIC FEET OF STORAGE CAPACITY PLAN VIEW CENTER FOR EACH ACRE TRIBUTARY TO THE TRAP. Mesh Opening 3/8" 3/8" 3/8" 3/8" 3/8" 2. MINIMUM BASE WIDTH IS EQUAL TO THE HEIGHT. 3. SEDIMENT ACCUMULATION SHALL NOT EXCEED 1/3 THE TOTAL HEIGHT OF THE TRAP. Tensile 4. SOCKS SHALL BE OF LARGER DIAMETER AT THE BASE OF THE TRAP AND DECREASE IN DIAMETER FOR NOES: Strength 26 psi 26 psi 44 psi 202 psi SUCCESSIVE LAYERS AS SHOWN ON THE PLAN VIEW. 5. ENDS OF THE TRAP SHALL BE A MINIMUM OF 1 FOOT HIGHER IN ELEVATION THAN THE MID—SECTION, SOCK FABRIC AND COMPOST SHALL MEET STANDARDS OF NCDEQ STORMWATER BMP MANUAL Ultraviolet * MOUNTABLE BERM USED TO PROVIDE PROPER COVER FOR PIPE WHICH SHALL BE LOCATED AT THE POINT OF DISCHARGE. COMPOST FILTER SOCK SHALL BE PLACED AT EXISTING LEVEL GRADE. BOTH ENDS OF THE Stability% 23% at 23% at 100% at 100% at NOTES: NOTES: BARRIER SHALL BE EXTENDED AT LEAST 8 FEET UP SLOPE AT 45 DEGREES TO THE MAIN Origianl Strength 1000 hr. 1000 hr. 1000 hr. 1000 hr. E BARRIER ALIGNMENT. MAXIMUM SLOPE LENGTH ABOVE ANY BARRIER SHALL NOT EXCEED THAT (ASTM G-155) REMOVE TOPSOIL PRIOR TO INSTALLATION OF ROCK CONSTRUCTION ENTRANCE. EXTEND ROCK SOCK FABRIC AND COMPOST SHALL MEET STANDARDS OF NCDEQ STORMWATER BMP MANUAL SPECIFIED FOR THE SIZE OF THE SOCK AND THE SLOPE OF ITS TRIBUTARY AREA. OVER FULL WIDTH OF ENTRANCE. Minimum COMPOST SOCK SEDIMENT TRAPS SHALL NOT EXCEED THREE SOCKS IN HEIGHT AND SHALL BE STACKED IN TRAFFIC SHALL NOT BE PERMITTED TO CROSS COMPOST FILTER SOCKS. Functional 6 months 9 months 6 months 1 year 2 years PYRAMIDAL FORM AS SHOWN ABOVE. MINIMUM TRAP HEIGHT IS ONE 24" DIAMETER SOCK. ADDITIONAL STORAGE ACCUMULATED SEDIMENT SHALL BE REMOVED WHEN IT REACHES 1/2 THE ABOVE GROUND RUNOFF SHALL BE DIVERTED FROM ROADWAY TO A SUITABLE SEDIMENT REMOVAL BMP PRIOR MAY BE PROVIDED BY MEANS OF AN EXCAVATED SUMP 12" DEEP EXTENDING 1 TO 3 FEET UPSLOPE OF THE HEIGHT OF THE BARRIER AND DISPOSED IN THE MANNER DESCRIBED ELSEWHERE IN THE PLAN. Longevity TO ENTERING ROCK CONSTRUCTION ENTRANCE. SOCKS ALONG THE LOWER SIDE OF THE TRAP. COMPOST FILTER SOCKS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT. Two-ply systems DAMAGED SOCKS SHALL BE REPAIRED ACCORDING TO MANUFACTURER'S SPECIFICATIONS OR MOUNTABLE BERM SHALL BE INSTALLED WHEREVER OPTIONAL CULVERT PIPE IS USED AND COMPOST SOCK SEDIMENT TRAPS SHALL PROVIDE 2,000 CUBIC FEET STORAGE CAPACITY WITH 12" FREEBOARD REPLACED WITHIN 24 HOURS OF INSPECTION. HDPE biaxial net PROPER PIPE COVER AS SPECIFIED BY MANUFACTURER IS NOT OTHERWISE PROVIDED. PIPE FOR EACH TRIBUTARY DRAINAGE ACRE. (SEE MANUFACTURER FOR ANTICIPATED SETTLEMENT.) Inner Containment Netting Continuously wound SHALL BE SIZED APPROPRIATELY FOR SIZE OF DITCH BEING CROSSED. BIODEGRADABLE COMPOST FILTER SOCKS SHALL BE REPLACED AFTER 6 MONTHS; Fuson-welded junctures THE MAXIMUM TRIBUTARY DRAINAGE AREA IS 5.0 ACRES. SINCE COMPOST SOCKS ARE "FLOW—THROUGH," NO PHOTODEGRADABLE SOCKS AFTER 1 YEAR. POLYPROPYLENE SOCKS SHALL BE REPLACED SPILLWAY IS REQUIRED. ACCORDING TO MANUFACTURERS RECOMMENDATIONS. 3/4"x3/4" Max.aperture size F MAINTENANCE: ROCK CONSTRUCTION ENTRANCE THICKNESS SHALL BE CONSTANTLY MAINTAINED Composite Polypropylene Fabric TO THE SPECIFIED DIMENSIONS BY ADDING ROCK. A STOCKPILE SHALL BE MAINTAINED ON SITE COMPOST SOCK SEDIMENT TRAPS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT. SEDIMENT UPON STABILIZATION OF THE AREA TRIBUTARY TO THE SOCK, STAKES SHALL BE REMOVED. THE (Woven layer and non-woven fleece FOR THIS PURPOSE. ALL SEDIMENT DEPOSITED ON PAVED ROADWAYS SHALL BE REMOVED AND SHALL BE REMOVED WHEN IT REACHES 1/3 THE HEIGHT OF THE SOCKS. SOCK MAY BE LEFT IN PLACE AND VEGETATED OR REMOVED. IN THE LATTER CASE, THE MESH Outer Filtration Mesh mechanical) fused via needle punch) RETURNED TO THE CONSTRUCTION SITE IMMEDIATELY. IF EXCESSIVE AMOUNTS OF SEDIMENT SHALL BE CUT OPEN AND THE MULCH SPREAD AS A SOIL SUPPLEMENT. y p ) ARE BEING DEPOSITED ON ROADWAY, EXTEND LENGTH OF ROCK CONSTRUCTION ENTRANCE BY PHOTODEGRADABLE AND BIODEGRADABLE SOCKS SHALL NOT BE USED FOR MORE THAN 1 YEAR. 3/16"Max.aperture size 50 FOOT INCREMENTS UNTIL CONDITION IS ALLEVIATED OR INSTALL WASH RACK. WASHING THE Sock fabrics composed of burlap may be used on projects lasting 6 months or less. ROADWAY OR IN SWEEPING THE DEPOSITS INTO ROADWAY DITCHES, SEWERS, CULVERTS, OR TEMPORARY COMPOST SOCK SEDIMENT TRAP p p g g p OTHER DRAINAGE COURSES IS NOT ACCEPTABLE. COMPOST FILTER SOCK Compost should be a well decomposed, weed free organic matter derived from agriculture, food, stump (PRACTICE 666A) grindings, and yard or wood/bark organic matter sources. The compost should be aerobically composted. The (PRACTICE 6.60) . compost should possess no objectionable odors and shall be reasonable free TEMPORARY ROCK CONSTRUCTION ENTRANCE/EXIT NOT TO SCALE NOT TO SCALE NOTE: G (PRACTICE 6.6) INSTALLATION AND SPECIFICATIONS IN ACCORDANCE WITH NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. NOT TO SCALE INLET GRATE Compost Sack - Co st Sack m� 1 IN. REBAR FOR 31N. 31N, .�,� XPANSION RESTRAINT AREfITQBE L,. PROTECTED BAG REMOVAL FROM cat-�Vf PROTECTED _I[j6+L+� I (1/4 IN. NYLON ROPE) STAKE --. PK�PECTEi] INLET 12 IN MIN. 'j 12 IN N IN. r 2 IN X 26IN. X 3/4 IN. + FinxZin —zInK24n 're>, Qp�i�_ TAPLES STAKES STAKES 2 IN. X 2 IN. X 36 IN. J (t3/8 IN) WOOD STAKES * SECTION SECTION INSTALLATION DETAIL JOINING FENCE SECTIONS .cr SUPPORT STAKE OMPACTEDh $ �ABRIC FENCE III BACKFILL FILL 2:1 MAX. BALE BIND IN � ...J \ T BERM K �� III � SLOPE OMPACED FILL _ • BACKFILL SLOPE UNDISTURBED UNDISTURBED ��\ ISOMETRIC VIEW FLOW GROUND - i TRENCH INTO L �T�� GROUND * 2 STAKES PER BALE 6ROUND EARTHEN BERM TO BE STABILIZED WI 4 IN.IV11N_ TEMPORARY OR PERMANENT VEGETATION 2:1 MAX %3:1 TOE ANCHOR TRENCHWOCD Iw1UIGNUR Ca7MIPDT FLOW (TYP.) 6 IN. * STAKES SPACED AT 8 FT. MAX. TO 1/7 HEIGHTOP LOG 6 IN. USE 2 IN X 2 IN (t3/8 IN.) WOOD OR V STORM MIN. EQUIVALENT STEEL (U OR T) STAKES UNTRIENCHE'D INSTALLATION ENTRENCHED INSTALLATION* INLET HEIGHT SECTION VIEW *TH S APPLICATION MAY NOT'8e USED WITH C€}tAFC6T SACKS SMALLER TkAN 13 IN. L SECTION VIEW NOTES: SECTION VIEW PLAN VIEW ISOMETRIC VI'E11V' STRAW BALE BARRIERS SHALL NOT BE USED FOR PROJECTS EXTENDING MORE THAN 3 MONTHS. NOTES: NOTES: STRAW BALE BARRIERS SHALL BE PLACED AT EXISTING LEVEL GRADE WITH ENDS TIGHTLY ABUTTING MAXIMUM DRAINAGE AREA = 1/2 ACRE. FABRIC SHALL HAVE THE MINIMUM PROPERTIES AS SHOWN IN TABLE 4.3 OF THE PA DEP EROSION THE ADJACENT BALES. FIRST STAKE OF EACH BALE SHALL BE ANGLED TOWARD ADJACENT BALE TO CONTROL MANUAL. DRAW BALES TOGETHER. STAKES SHALL BE DRIVEN FLUSH WITH THE TOP OF THE BALE. BOTH ENDS INLET PROTECTION SHALL NOT BE REQUIRED FOR INLET TRIBUTARY TO SEDIMENT BASIN OR OF THE BARRIER SHALL BE EXTENDED AT LEAST 8 FEET UP SLOPE AT 45 DEGREES TO THE MAIN 11Auhdi or Compost TRAP. BERMS SHALL BE REQUIRED FOR ALL INSTALLATIONS. FABRIC WIDTH SHALL BE 30 IN. MINIMUM. STAKES SHALL BE HARDWOOD OR EQUIVALENT STEEL (U BARRIER ALIGNMENT. for Untrenched Sacks OR T) STAKES. ROLLED EARTHEN BERM IN ROADWAY SHALL BE MAINTAINED UNTIL ROADWAY IS STONED. ROAD COMPACTED BACKFILL SHALL EXTEND APPROXIMATELY 4 IN. ABOVE GROUND LEVEL. AREATORE SUBBASE BERM ON ROADWAY SHALL BE MAINTAINED UNTIL ROADWAY IS PAVED. EARTHEN M SILT FENCE SHALL BE PLACED AT LEVEL EXISTING GRADE. BOTH ENDS OF THE FENCE SHALL BE PROTECTED BERM IN CHANNEL SHALL BE MAINTAINED UNTIL PERMANENT STABILIZATION IS COMPLETED OR EXTENDED AT LEAST 8 FEET UP SLOPE AT 45 DEGREES TO THE MAIN FENCE ALIGNMENT. SEDIMENT SHALL BE REMOVED WHEN ACCUMULATIONS REACH 1/3 THE ABOVE GROUND HEIGHT OF REMAIN PERMANENTLY. THE BARRIER. DAMAGED OR DETERIORATED BALES SHALL BE REPLACED IMMEDIATELY UPON Shrrt FIcjW SEDIMENT SHALL BE REMOVED WHEN ACCUMULATIONS REACH HALF THE ABOVE GROUND HEIGHT OF INSPECTION. Compost sack AT A MINIMUM, THE FABRIC SHALL HAVE A MINIMUM GRAB TENSILE STRENGTH OF 120 LBS., A THE FENCE. MINIMUM BURST STRENGTH OF 200 PSI, AND A MINIMUM TRAPEZOIDAL TEAR STRENGTH OF 50 ANY SECTION OF STRAW BALE BARRIER WHICH HAS BEEN UNDERMINED OR TOPPED SHALL BE LES. FILTER BAGS SHALL BE CAPABLE OF TRAPPING ALL PARTICLES NOT PASSING A NO. 40 ANY SECTION OF SILT FENCE WHICH HAS BEEN UNDERMINED OR TOPPED SHALL BE IMMEDIATELY IMMEDIATELY REPLACED WITH A ROCK FILTER OUTLET (STANDARD CONSTRUCTION DETAIL #4-6). SIEVE. REPLACED WITH A ROCK FILTER OUTLET. Work Area BALES SHALL BE REMOVED WHEN THE TRIBUTARY AREA HAS BEEN PERMANENTLY STABILIZED. INLET FILTER BAGS SHALL BE INSPECTED ON A WEEKLY BASIS AND AFTER EACH RUNOFF FENCE SHALL BE REMOVED AND PROPERLY DISPOSED OF WHEN TRIBUTARY AREA IS PERMANENTLY EVENT. BAGS SHALL BE EMPTIED AND RINSED OR REPLACED WHEN HALF FULL OR WHEN FLOW STABILIZED. CAPACITY HAS BEEN REDUCED SO AS TO CAUSE FLOODING OR BYPASSING OF THE INLET. OR CLOGGE BAGS SHALL BEMAINTAINED ON SILT FENCE NOTE: FOR EPLACEMENT OD BAGS. ALL NEEDEDE T REPAIRS SHALL BE INATEDA SUPPLY SHALLEIMMEDIATELY AFTERTE STANDARD CONSTRUCTION DETAIL #4-13 N PRACTICE 6.62 THE INSPECTION. DISPOSE ACCUMULATED SEDIMENT AS WELL AS ALL USED BAGS ACCORDING ( ) STRAW BALE BARRIER TO THE PLAN NOTES. NOT TO SCALE PLAN INSTALLATION AND NOT TO SCALE SPECIFICATIONS IN ACCORDANCE DO NOT USE ON MAJOR PAVED ROADWAYS WHERE PONDING MAY CAUSE TRAFFIC HAZARDS. FILTER SOCK INSTALLATION WITH NORTH CAROLINA EROSION AND SEDIMENT CONTROL FILTER BAG INLET PROTECTION PLANNING AND DESIGN MANUAL. NOT TO SCALE NOT TO SCALE P HL\TCH ___- J\ALBEMA LET. KINGS MOUNTAIN DRAFTSPERSON D. EAMECH NR 083023 -- C 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER D. EAMECH NR 08-30-23 --- --- KINGS MOUNTAIN, NC 28286 CHECKER S. AFUGUVFLU This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it Q DESIGN COORD. T. KAISER __ --- is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. RESP. ENG, S. AFUGUVFLU --- MINING AND CONCENTRATOR FACILITY ISSUED F 0 R PERMITTING LEAD DISC' ENG' S AEUGUVELU E ISSUED FOR PERMITTING JT SA CC 04-03-24 MINE SELECT PHASE ENG. MANAGER D ISSUED FOR SELECT JT SA cc 12-15-23 EROSION AND SEDIMENT CONTROL PROJ. MANAGER K. YOUNG FOR CLIENT REVIEW NOT FOR CONSTRUCTION C DL SA GC 11-30-23 TYPICAL DETAILS _RGE NAME SIGNATURE DATE B DL SA CC 10-06-23 FOR INTERNAL REVIEW JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R L F KM22040 D. LAMECH ORINTERNAL REVIEW A DL SA CC 8-30-23 SCALE: DATE KM61 -CI-DT-001 00 E HATCH DRAWING NUMBER: H371132-4100-222-292-0001 REV# DESCRIPTION CADD CHK'D APPR'D DATE NTS 08-30-23 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 WELL VEGETATED, GRASSY AREA DISCHARGE HOSE L = The distance such ,hat ooin:s MAXIMUM DEPTH OF CONTAMINATED WATER IS50%OF LAMPS BLANKET EDGES and2fP. O P.C�Ilcil P.It3v�11 (Ill A STACKED FILTER RING-"HEIGHT INSTALL BEGINNING OF ROLL 2'x 2"x 36'WOODEN UMP STAPLED AND IN 6 IN. x 6 IN. ANCHOR STACKED 18"DIAMETER O.G. �FILTREXX@SOXX- NTAKE HOSE OVERLAPPED STAKES PLACED 5' TRENCH, STAPLE, BACKFILL (ALSO AVAILABLE INS^, FILTER BAG (4 IN. MIN.) AND COMPACT SOIL A B 12"AND 24"DIAMETERS) } STARTING AT TOP SLOPE, ROLL BLANKETS IN ��.. -- 7-. H DIRECTION OF WATER FLOW 1• SECTION drs . _ _ . . . 11 i . . W W . EAVY DUTY LIFTING STRAPS �� \� ��i NOTES: (RECOMMENDED) \ \i 1 V min 1. INSTALL ON FLAT GRADEFOR PLAN VIEW OPTIMUM PERFORMANCE 2.FILTER SOXX-MAY BE DIRECT PUMP CONTAMINATED ISCHARGE HOSE Tin / SEEDED AT THE TIME OF WATER INTO CONCRETE LAMPS PREPARE SEED BED _______ __ ________ __ ____ _ sJ INSTALLATION =- — WASHOUT (INCLUDING APPLICATION OF LIME, FERTILIZER AND SEED) PRIOR TO BLANKET INSTALLATION >r ' —_��_ r FILTER BAG rr ,tvi t C 18-DIAMETE R FILTREXx&SOxx"' WELL VEGETATED, GRASSY AREA R - (ALSO AVAILABLE IN \ 8",12"AND24" IIIII DIAMETERS) PUM INTAKE HOSE Filter Cloth ELEVATION VIEW NOTES: Plain View THE BLANKET SHOULD OVERLAP BLANKET ENDS 6 IN. MIN. REFER TO MANUF. RECOMMENDED LOW VOLUME FILTER BAGS SHALL BE MADE FROM NON-WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH NOT BE STRETCHED; WITH THE UPSLOPE BLANKED STAPLING PATTERN FOR STRENGTH, DOUBLE STITCHED "J" TYPE SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER IT MUST MAINTAIN OVERLYING THE DOWNSLOPE BLANKET STEEPNESS AND LENGTH OF 12'of NCDOT#5 or#57 THAN 150 MICRONS. HIGH VOLUME FILTER BAGS SHALL BE MADE FROM WOVEN GEOTEXTILES THAT MEET THE GOOD SOIL CONTACT (SHINGLE STYLE). STAPLE SECURELY. SLOPE BEING BLANKETED washed stone 15, D FOLLOWING STANDARDS: {' PROPERTY TEST METHOD MINIMUM STANDARD y AVG. WIDE WIDTH STRENGTH ASTM D-4884 60 LB/IN NOTES: Class B Riprap GRAB TENSILE ASTM D-4632 205 LB SEED AND SOIL AMENDMENTS SHALL BE APPLIED ACCORDING TO THE RATES IN THE PLAN DRAWINGS PRIOR TO s 2' max PUNCTURE ASTM D-4833 110 LB INSTALLING THE BLANKET. t cente MULLEN BURST ASTM D-3786 350 PSI `L PROVIDE ANCHOR TRENCH AT TOE OF SLOPE IN SIMILAR FASHION AS AT TOP OF SLOPE. UV RESISTANCE ASTM D-4355 70% Filter Cloth � � / ,• 2'X 2*X 3W WOODEN AOS % RETAINED ASTM D-4751 80 SIEVE SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS, AND GRASS. PLAN , STAKES PLACED5'O _iG. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES SHALL BE r -1 ' E PROVIDED. FILTER BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL OF SEDIMENT. SPARE BAGS SHALL BLANKET SHALL HAVE GOOD CONTINUOUS CONTACT WITH UNDERLYING SOIL THROUGHOUT ENTIRE LENGTH. LAY rr BE KEPT AVAILABLE FOR REPLACEMENT OF THOSE THAT HAVE FAILED OR ARE FILLED. BAGS SHALL BE PLACED BLANKET LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT CONTACT WITH SOIL. DO NOT STRETCH ON STRAPS TO FACILITATE REMOVAL UNLESS BAGS COME WITH LIFTING STRAPS ALREADY ATTACHED. BLANKET. -0 6 FILTREXX4 CONCRETE WASHOUT BAGS SHALL BE LOCATED IN WELL-VEGETATED (GRASSY) AREA, AND DISCHARGE ONTO STABLE, EROSION THE BLANKET SHALL BE STAPLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. Cf osS-5CC11on View RESISTANT AREAS. WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE UNDERLAYMENT AND FLOW PATH SHALL BE NTS PROVIDED. BAGS MAY BE PLACED ON FILTER STONE TO INCREASE DISCHARGE CAPACITY. BAGS SHALL NOT BE BLANKETED AREAS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT UNTIL PERENNIAL PLACED ON SLOPES GREATER THAN 5%. FOR SLOPES EXCEEDING 5%, CLEAN ROCK OR OTHER NON-ERODIBLE VEGETATION IS ESTABLISHED A MINIMUM UNIFORM 70% COVERAGE THROUGHOUT THE BLANKETED AREA. AND NON-POLLUTING MATERIAL MAY BE PLACED UNDER THE BAG TO REDUCE SLOPE STEEPNESS. DAMAGED OR DISPLACED BLANKETS ETS SHALL BE RESTORED OR REPLACED WITHIN 4 CALENDAR DAYS. ROCK CHECK DAM NO DOWNSLOPE SEDIMENT BARRIER IS REQUIRED FOR MOST INSTALLATIONS. COMPOST BERM OR COMPOST ROLLED EROSION CONTROL BLANKET INSTALLATION (PRACTICE 6.83) F FILTER SOCK SHALL BE INSTALLED BELOW BAGS LOCATED IN HQ OR EV WATERSHEDS, WITHIN 50 FEET OF ANY RECEIVING SURFACE WATER OR WHERE GRASSY AREA IS NOT AVAILABLE. (PRACTICE 6.17) NOT TO SCALE THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE NOT TO SCALE MANUFACTURER AND SECURELY CLAMPED. A PIECE OF PVC PIPE IS RECOMMENDED FOR THIS PURPOSE. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER, WHICHEVER IS LESS. PUMP INTAKES SHALL BE FLOATING AND SCREENED. FILTER BAGS SHALL BE INSPECTED DAILY. IF ANY PROBLEM IS DETECTED, PUMPING SHALL CEASE IMMEDIATELY Trapezoidal Riprap Channel AND NOT RESUME UNTIL THE PROBLEM IS CORRECTED. L)E" G SI�I'l C0� rnrldlh ' ` I' 40 =1 TOE of yp. (MIN.) PUMPED WATER FILTER BAG Ly,, Design depth SLOPE NOT TO SCALE STANDARD SILT FENCE s I I ;� - RISER Sl;�UCt URL ( °(STD. CONST. DETAIL #4-7), STRAW BALE BARRIER STEEL POSTS(QUANTITY VAR.) SKIMMER(SIZE VAR.) (STD. CONST. DETAIL 4-13) Filter layer,, gravel OR COMPOST FILTER SOCK fak}n k , H EMBANKMENT (STD. CONST. DETAIL #4-15) STONE ENERGY 40 ZSOIL INSTALL BARRIER WATER ENTRY UNIT PES STANDARD DRAIN PIPE STOCKPILE DOWNSLOPE OF RIP-RAP LINED CHANNEL (PRACTICACTICESNOARQ6.321 D1551PATOR STOCKPILE OR WITH TRASH SCREEN . . OR-\ FOLLOW CONTOUR (PRACTICE 621 AND 631) GEOTEXTILE LINING NOT TO SCALE AROUND PILE IF ON LEVEL GRADE ------ Pipe Outlet to Flat Area- R J 0 0 0 0 0 0 0 o No Well-defined Channel 00000000o TEMPORARYOR , 0 0 0F7 71 El F1__ o o a PERMANENT DITCH BORE -- -4 .� EMERGENCY SPI_LlVAY 00 3dO A- _ A do _ COIR FIBER BAFFLES ORIFICE OPENING INSIDE THE r � VIEW 1 PRACTICE STANDARD 6.65 T NE PAD NOTES: PLAN YIE�Y (below skimmer)HORIZONTAL TUBE WITH A WOOD STAKEK Plan OR METAL POST 1. COVER SOIL STOCKPILE WITH MULCH OR CONSTANT HYDRAULIC HEAD EROSION CONTROL FABRIC. TOP OF EMBANKMENT 2. IF STOCKPILE IS TO BE IN PLACE FOR r awl AN EXCESS OF 20 DAYS, TEMPORARY a �'ar ,i RISER STRUCTURE SEEDING MUST BE INSTALLED. 1'MIN- ►F Iter EMERGENCY SPILLWAY Section AA Notes TRASH RACK _ a 3. AFTER COMPLETE UTILIZATION, RETURN bla 1k@: FREEBOARD- (A� I��►AIII✓��►A� 1.'Mlhl, I�IIiI�Rq�RR�RR��IIR� 1. La is the length of the nprap tt,PT �. � � � STOCKPILE AREA TO NATURAL PRECONSTRUCTION apron. SKIMMER —!► a q� ��lfli kp�lfll IV -kN�Rk�NA-,{fN�11 '�s�oA I�ua�Ill� u�l I�-uiI�Illllu Pipe Outlet to nell•deiined �,* �`J11f 11 t STATE, INCLUDING ALL NECESSARY GRADING SCHEDULE 40 PVC PIPE Channel 2 d=1.5 times the maximum �•� R!{�kp�ll�flt�Nlf�1"1J��1f.��ff��f.�Jrff�Np�Ulr�� AND REVEGETATION. stone diameter but not less(BARREL OR ARM) IIil�uu�ullrullIll��uuuu uuull �Wu�uu�ll�=uu= than 6". I i a H BARREL 4. WHERE POSSIBLE LOCATE STOCKPILE AREAS 3. In a well-defined channel ex- r r ON UPSLOPE SIDE OF EXCAVATION, AWAY FROM tend the apron up the channel PIPE NEARBY STREAMS, DRAINAGE DITCHES, OR banks to an elevation of 6' WATER COURSES. - - A A above the maximum tailwater depth or to the top of the bank, ' whichever is less. CLASS BSTONE PAD 5. STOCKPILE HEIGHT MUST NOT EXCEED 35 FEET. -- }4'X4'X V MIN.) CUT-OFF ANTI-SEEP 4. A filter blanket or filter fabric ANTIFLOTATION 81_0_K SECTIONAL VlEV11 TRENCH COLLAR STABILIZED M should be installed betvreen STORAGE OF STOCKPILE SOIL Plan the riprap and soil foundation T pEEp OUTLET NOT TO SCALE FLOAT L, NOTES 1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES. 2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65, l 1a90'9S 3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT 1 FT. FROM BOTTOM OF BASIN, A' 4.THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING. NOT TO SCALE I V k1 Section AA Filter TOP VIEW OlOnnet Figure 6.41t Rip•:p aY.lnl p,aocten imrJdwa hor+vz tiWi':': SEDIMENT BASIN SKIMMER AND RISER DETAIL SEDIMENT BASIN SKIMMER DETAIL PIPE OUTLET STABILIZATION STRUCTURE (PRACTICE 6.64) (PRACTICE 6.41) NOT TO SCALE NOT TO SCALE P H LET C H ___ __ •�\\AL I� IE�M[I A IIRL IETM KINGS MOUNTAIN DRAFTSPERSON D. LAMECH NR 8-30-23 --- C 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER D. LAMECH NR 8-30-23 --- KINGS MOUNTAIN, NC 28286 CHECKER S. ALUGUVELD This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it Q __ --- is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. RESP. ENNO.G. ISSUED FOR PERMITTING DESIGN T. KAISER S. ALUGuvELu MINING AND CONCENTRATOR FACILITY LEAD DISC. EN .S. ALUGUVELD E ISSUED FOR PERMITTING JT SA CC 04-03-24 MINE SELECT PHASE ENG. MANAGER D ISSUED FOR SELECT JT SA CC 12-15-23 EROSION AND SEDIMENT CONTROL PROD. MANAGER K. YOUNG C DL SA CC 11-30-23 FOR CLIENT REVIEW TYPICAL DETAILS NOT FOR CONSTRUCTION ROLE NAME SIGNATURE DATE B FOR DL SA CC 10-06-23 INTERNAL REVIEW JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R F KM22040 D. LAMECH ORINTERNAL REVIEW A DL SA CC 8-30-23 SCALE: DATE K M 61 —C I—D T-0 0101 E HATCH DRAWING NUMBER: H371132-4100-222-292-0002 REV# DESCRIPTION CADD CHK'D APPR'D DATE NTS 8-30-23 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 A FACE VIEW OF CONCRETE OUTFALL ANCHOR SLOPE ABOVE THE ANCHOR B � CONCRETE BLOCK REVETMENT SYSTEMS B C Q� REFE ENCE Q� POIN D SECTION VIEW E OF CONCRETE B � NORMAL POOL PERMANENT CONCRETE OUTFALL ANCHOR F ROLLED EROSION CONTROL PRODUCT , 18' NOTES: PLAN VIEW 1 . CLASS 1 EXCAVATION , CLASS A CONCRETE , TRIMMING OUTFALL PIPE , GEOTEXTILE CLASS 4 TYPE A AND 12 „ G COMPACTED SUBGRAGE ARE INCIDENTAL TO THE DRAINAGE OUTFALL WITH CONCRETE BLOCK REVETMENT SYSTEMS. OUTFALL PIPE 2. PERMANENT EROSION CONTROL AND SEEDING IS INCIDENTAL TO THE OUTFALL CONSTRUCTION. EXPOSED CONCRETE FACE CONCRETE OUTFALL ANCHOR VARIES ( MATCH CONCRETE OUTFALL ANCHOR H EXISTING) CLASS A CONCRETE ON B �I TOP OF REVETMENT CONCRETE BLOCK REVETMENT SYSTEMS TRIM OUTFALL PIPE FLUSH WITH SLOPE GEOTEXTILE AS SPECIFIED \ REFERENCE BY MANUFACTURER SECTION B-B \ POINT ( AT ALL GROUND CONTACT) OUTFALL PIPE \ K \ /o, 18 CLASS A CONCRETE �ij EXISTING GRADE CONCRETE BLOCK ( INCIDENTAL TO CONCRETE OUTFALL ANCHOR) 4; REVETMENT SYSTEM D .• . D .• . D .• . D .• . D .• . D .• . D .• o D o D .• . D .• . D .• . D .• O D 1�" D.• . .• - CONCRETE BLOCK - - - D \ REVETMENT SYSTEMS =�II�I� II�I-ICI-I 18 " I�. I I� , \ VARIES � D D D D D D e \ ( MATCH ,,;IIII I-II -II I I III L �X 1ST 1 NG) D D D • D D D ' III- - - - - -III I �J \ BACKFILL OPEN AREA WITH bill iil-Ill—��I—lit-, - • 1 ' D ' D ' D ' Do B TOPSOIL SEED AND MULCH J1 2, ( AT ILE 9 CLASS 4 9 T) PE A • D � D BACKFILL OPEN AREA WITH 1 SECTION A-A TOPSOIL , SEED AND MULCH GEOTEXT I LE , CLASS 4 , TYPE A M ( AT ALL GROUND CONTACT) COMPACTED SUBGRADE NORMAL POOL PROFILE \ (DRAINAGE OUTFALL) MATCH EXISTING INCONCRETE BLOCK REVETMENT SYSTEMS ,q� (OR EQUIVALENT) TYPICAL DETAIL NOT TO SCALE P HL\TCH ___ ___ ALBEMARLETM KINGS MOUNTAIN DRAFTSPERSON E. 1MOREK0 NR 02 14 24 -- ___ I AC 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER E. MORERO NR C2 14 24 --- KINGS MOUNTAIN, NC 28286 Q CHECKER S. 4,_000\,/-LU This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it DESIGN COORD. T. KAISER is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. ISSUED F 0 R PERMITTING RESP. ENG. S. A_u0u��-Eu -_- ___ MINING AND CONCENTRATOR FACILITY LEAD DISC. ENG. S. ALUGUVLLU MINE SELECT PHASE ENG. MANAGER --- EROSION AND SEDIMENT CONTROL NOT FOR CONSTRUCTION PROD. MANAGER K. C YOUNG ISSUED FOR PERMITTING ELM SRA TPK 04/03/24 TYPICAL DETAILS ROLE NAME SIGNATURE DATE B ELM SRA TPK 04/02/24 INTERNAL&CLIENT REVIEW JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R INTERNAL&CLIENT REVIEW KM22040 E. MORENO A ELM SRA TPK 02/23/24 KM61 —CI-DT-00104 C HATCH DRAWING NUMBER: H371132-4100-222-292-0004 --- SCALE: DATE REV# DESCRIPTION CADD CHK'D APPR'D DATE AS NOTED 02/14/24 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 L A A NOTES: 1. USE FOR APRONS SERVING CULVERTS WITH SLOPES OF LESS THAN 10%. PROTECTIVE APRON DIMENSIONS AND ESTIMATED QUANTITIES 2. FOR ARCH OR ELLIPTICAL PIPES, USE EQUIVALENT DIAMETER FOR (D) DIMENSION. OUTLET WITHOUT 3. SEE TABLE BELOW FOR DIMENSIONS AND ESTIMATED DITCH OUTLET WITH DITCH QUANTITIES. HEADWALL AND LENGTH OF DEPTH OF ESTIMATED ESTIMATED ESTIMATED ESTIMATED CULVERT RIPRAP APRON L RIPRAP GEOTEXTILE RIPRAP GEOTEXTILE WINGWALL - SIZE (D) O APRON (H) INCHES CLASS LNFT LNFT QUANTITY QUANTITY QUANTITY QUANTITY CUYD SQYD CUYD SQYD C 12 2 4 1.5 1.6 6 1.1 6.3 _ 18 2 6 1.5 3 10 2.5 11.1 WITH HEADWALL 24 2 8 1.5 5.3 16 4.5 17 AND WINGWALL 30 3 12.5 2 15 32 11.6 32 B 36 3 15 2 21.7 43 16.7 42.6 D o M o 42 4 21 2.5 47.6 73 34.1 68.4 N 48 4 24 2.5 62.2 91 44.5 84.9 - o -- E RADIUS = D (TYP.) F G A PLAN VIEW H SCALE: NTS EXISTING GROUND VARIES J 4D (MIN.) �qR EXISTING 4 GROUND SLOP`Op£ L 1 H V•E .2 OR FLATTER VARIABLE SLOPE D/2 (min.) L H (min.) GEOTEXTILE, CLASS 1, TYPE C FLOWLINE HEADWALL AND GEOTEXTILE, CLASS 1 , TYP C M WINGWALL SECTION B - B SECTION A-A SCALE: NITS SCALE: NITS N CULVERT WITH HEADWALL AND WINGWALL PROTECTIVE APRON AT CULVERT OUTLET WITH DITCH P H LET C H ___ -- --- --- --- KINGS MOUNTAIN DRAFTSPERSON D. LAMECH NR 1 1 —1 —202 J)1C 0 R P 0 R A T 1 0 N ALBEMARLE 348 HOLIDAY INN DRIVE ISSUED FOR P E RM I TT I N DESIGNER D. LAMECH NR 1 1 —1 —202 --- KINGS MOUNTAIN, NC 28286 --- --- --- -- Q CHECKER S. ALUGUVELLI ___ This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it - --- --- --- --- is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. DESIGN COORD. T. KAISER --- RESP. ENG. S. ALUGUVELLI -- MINE AND CONCENTRATOR FACILITY LEAD DISC. ENG. S. ALUGUVELLI MINE SELECT PHASE ENG. MANAGER C. CLARKE D DL SRA TPK 07-05-24 CLIENT REVIEW PROTECTIVE APRON AT CULVERT &PERMITTING NOT FOR CONSTRUCTION PROD. MANAGER K.YOUNG OUTLET WITH DITCH C ISSUED FOR SELECT JT SA CC 12-15-23 ROLE NAME SIGNATURE DATE B FOR CLIENT REVIEW DL SA CC 11-30-23 JOB NO. DRAFTER: DRAWING NO. SHT. 1 of 1 REVISION R KM22040 D. LAMECH HATCH DRAWING NUMBER: H37113241002222920003 A FOR INTERNAL REVIEW DL SA CC 11-01-23 SCALE: DATE KM61 -CI-DT-00103 D REV# DESCRIPTION CADD CHK'D APPR'D DATE NTS 11-1-2023 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 A B C TRENCH WIDTH AS LANE D DEFINED BY �RovN STD. NO. - 1 PROVIDE SUITABLE PROTECTION UNDISTURBED I BEING WASHED TO PREVENT OUT LBYFROM EARTH I - N SURFACE WATER SUBDRA/N. EXTEND E 12 < 12" ABOVE FINISH GRADE. v (MIN) MIN. MIN. w z CONCRETE ANCHOR „ BASIN RISER 18 PLANTING MIX (TYPICAL) — 3N 1 IF - TOP OF BASIN OUTLET STRUCTURE (MIN. 60 ) A I PIPE , I I I I < STORM WA TER CONCRETE I - —— `3y'�l� EARTHEN BERM z INLET PIPE ANCHOR L _ BELL OR III-III _ �j�j SUBDRAIN DISCHARGE F N z WELDED SLEEVE 1-III-III-III-= �� —ITI=ITI=1 i I=1I�_— L o cA TioN � ------ ---- _ _ RIP—RAP �I I MI UNDISTURBED -III-III-III-I I I-I I MI I I 6" ----- --------- EARTH 6" MIN. 12" FOR PIPES 12" IN DIA. OR LESS �-III-III-III-III-III-III ADDITIONAL -III-III-III-III-III-III _ _ CONCRETE EXCAVATION 18" FOR PIPES 15" TO 21 " IN DIA. _ _ ANCHOR -1 I I-1 I I-I 11-I I I-I 11-1 I I (PONDIBASIN BOTTOMS " -1 I I— I I=1I TBRENNCH 24" FOR PIPES 24" TO 30" IN DIA.ELOW �,I III=III=III=III=III �8 I1-_III G -III-III-III-III-III CLASS 3 GEOTEXTILE FABRIC TRENCH WALLT11.1-III-III-III-III - ,_2 -I =1I1=III=1I1=1II=111 - - - - 12" _ - - _- - j- SECTION A-A III=1 11=1 11=1 11=1 11=1 11=1 I I=1 11=1 11=1 I MI 11-1 I I-I I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I I I III=1 I I III=1 I I , ,I I 1=1 11=1 11=1 11=1 I I I I I MIN. =1 I=1 I I=1 I I=1 I I=1 "I I I-I 11-1 II ' 9 2" AGGREGATE STORAGE LAYER: 1=1 11=1 11=1 11=1 11=1 11=1 I I-1 I I-1 I I-1 I I-1 1511 I-1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 11=1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I I I-1 I I III I I 1=1 I I I I 1=1 I I-I I-III III III III,; 9 CLASS 2 PERMEABLE WITH 3 ,III, ,III ,III;III;III;III-1 I I-1 I I-1 I I-1 11-1 11-1 11-1 11-1 11-1 I I-III-III-I I I_I I I_I I I_I I I_I I I III-1 I I-III„ I I„I I I I-,III„ I I;,I 11, I I I I I I I I I i i I I I I I I I I I I I I I- PEA GRAVEL FILTER COURSE H CONCRETE ANCHORS FOR PIPES ON STEEP GRADES _III—III L30 MIL PVC LINER LAYER AT THE TOP. CLASS 3 OUTFLOW PIPE (IMPERMEABLE). PERMEABLE �c PEA GRAVEL SHALL (CONCRETE ANCHORS TO BE SET AT JOINTS AS SHOWN): (TO KINGS CREEK) BE WASHED AND FREE OF FINES PROVIDE NO ANCHORS ON GRADES LESS THAN 20% UNLESS NOTED BOTTOM MIN. 3" AGGREGATE PROVIDE ANCHORS AT MAX. 36' C TO C ON GRADES BETWEEN 20% AND UP TO 35% BELOW SUBDRAIN J PROVIDE ANCHORS AT MAX. 24' C TO C ON GRADES BETWEEN 35% AND UP TO 50% PROVIDE ANCHORS AT MAX. 16' C TO C ON GRADES BETWEEN 50% AND 70% STORMWATER DETENTION BASIN DET141L SEC TI ON A - A 1 . FOR CONDITIONS OTHER THAN SHOWN HEREIN ANCHORS SHALL BE PROVIDED AS REQUIRED BY THE CONTRACT PLANS OR ORDERED NOT TO SCALE IN THE FIELD BY THE OWNER'S REPRESENTATIVE 2. FULL LENGTHS OF PIPE SHALL BE USED. PIPE SHALL BE CUT TO K MEET THE C/C ANCHOR PLACEMENT REQUIREMENTS. MINIMUM LENGTH OF CUT PIPE SHALL BE 6'. 3. EXCAVATE BEYOND TRENCH WIDTH AND DEPTH AS SHOWN ABOVE AND POUR CONCRETE AGAINST UNDISTURBED EARTH 4. 4000 PSI AIR-ENTRAINED CONCRETE L M N P HATCH ___ ___ ALBEMARLETM KINGS MOUNTAIN DRAFTSPERSON E. MORENO NR 02 14 24 -- C 0 R P 0 R A T 1 0 N 348 HOLIDAY INN DRIVE DESIGNER E. MORENO NR 02 1 4 24 --- --- KINGS MOUNTAIN, NC 28286 CHECKER S. ALUGUVELD This drawing is the confidential property of Albemarle Corporation and is issued with the express understanding and agreement that it Q DESIGN COORD. T. KAISER --- --- is not to be copied or reproduced,or used in any way detrimental to the interest of Albemarle Corporation and is to be returned on request. RESP. ENG. S. ALUGUVELD --- MINING AND CONCENTRATOR FACILITY ISSUED F 0 R PERMITTING LEAD DISC. ENG. S. ALUGUVELD --- --- SITE WIDE ENG. MANAGER --- STORMWATER DETENTION POND NOT FOR CONSTRUCTION PROD. MANAGER K. YOUNG ISSUED FOR PERMITTING C ELM SRA TPK 04/03/24 TYPICAL DETAILS B ELM SRA TPK 04/02/24 ROLE NAME SIGNATURE DATE INTERNAL&CLIENT REVIEW JOB NO. DRAFTER: DRAWING NO. SHT. 1of1 REVISION R INTERNAL&CLIENT REVIEW KM22040 E. MORENO A ELM SRA TPK 02/23/24 SCALE: DATE KM61 —CI—DT-00105 C HATCH DRAWING NUMBER: H371132-4100-222-292-0005 REV# DESCRIPTION CADD CHK'D APPR'D DATE AS NOTED 02/14/24 ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Appendix A: Frequency Analysis Results from AWA & NOAA Atlas 14 Precipitation Map H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. FREQUENCY ANALYSIS RESULTS FROM AWA (2022) Table 10.5: Kings Mountain basin overall frequencN anaiN sis for 6-,24-,and 72-hour Kings Mnt Frequency Analysis 6-hour 24-hour 72-hour ARI & AEF AEP 50% 5% 95% 50% S% 95% 50% 5% 95% 1.01 0.913010 9.9- 1.0 0.9 1.1 2.o 1.8 2.2 2.4 2.2 2.6 2 0.50ma 5.0- 2.3 2.1 2.5 3.6 3.4 3.9 4.3 4.0 4.6 S 0.20000 2.0- 3.2 2.9 3.4 4.8 4.4 S.1 5.7 5.2 6.1 10 0.1-0000 1.0- 3.8 3.S 4.1 5.5 5.1 &0 6.6 6.1 7.1 25 0.04000 4.0"' 4.7 4.3 5.0 6.6 6.1 7.2 7.9 7.3 8.5 50 0.02000 2.0-' 5.3 4.9 5.8 7.5 6.9 8.2 8.9 9.2 9.7 100 0.01000 1.0-, &0 S.S 6.7 8.4 7.7 9.2 9.9 9.1 10.9 200 0.005o0 5.0'' 6.9 6.2 7.6 9.3 85 10.4 11.0 10.1 12.3 500 0.00200 2.0"' 7.9 7.1 8.9 10.6 9.6 12.1 12.6 11.4 14.3 1,000 0.00100 1.0" 9.7 7.8 10.1 11.7 10.4 13.5 13.9 12.4 16.0 5,000 0.00020 2.0-1 10.9 9.5 13.1 14.4 12.S 17.2 17.1 14.9 20.4 10,000 0.3H]010 1.0-` 11.9 10.3 14.5 15.7 13.S 19.1 18.6 16.0 22.6 100,000 0.00001 1.0" 15.9 13.1 20.5 20.4 16.9 26.5 24.2 20.0 31.3 1,000,000 0,000001 1.0"E 20.S 16.3 28.3 26.2 20.7 36.1 31.0 24.5 42.7 10,000,000 0.0000001 1.0" 26.2 19.9 38.7 33.1 25.0 48.8 39.1 29.7 57.8 100,000,000 0.00000001 1.0-` 33.1 24.0 52.5 41.3 29.9 65.5 48.9 35.4 77.6 1,000,000,000 0.000000001 1.0-' 41A 28.6 70.7 51.2 35.3 87.4 60.6 41.9 103.5 10,000,000,000 0.00001 1.0-" S1.4 339 94.7 63.1 41.S 116.1 74.7 49.2 137.5 www.nws.noaa.gov * aA's Naboo a I Weather Service A EAr, f Will A.,/ Hydrometeorological Design Studies Cenli-ir Precipitation Frequency Data Server (PFDS) Home Site Map Organizatior NWS O All NOAA Go General Information NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: NC Homepage Progress Reports Data description FAQ Glossary Data type: Precipitation depth v Units: English v Time series type: Partial duration V Precipitation Select location Frequency Data Server 1)Manually: GIS Grids a)By location(decimal degrees,use'="for S and W): Latitude: Longitude: Submit Maps Time Series b)By station(list of NC stations): GASTONIA(31-3356) Temporals Documents c)By address Search Q Probable Maximum Precipitation 2)Use map: Documents virglma S ch mo Miscellaneous Map r Lynchburg a)Select location Publications Terrain --- Blacksburg ;Roanoke a Move crosshair or double click Storm Analysis '' — Record Precipitation I} � b)Click on station icon 0 Show stations on map Kin9spgrt contact us I�70 — Location information: Inquiries i Johnzon{:I7'� 0 0 0 0 ■ ■ Name:Gastonia,North Carolina, ■ � USA' L*.r 0 l 5 C1 [� 0p.1--�iora ++riill`I�0 �■ ■ ■ Station name:GASTONIA KnaxWjEl � L'� 0.Rce Mount -9 .. El 0 �,leit h b ■■ Site ID:31-3356 0�0 it• 00 ED% �� 0 El J 0 ■ Latitude:35.2625' � 0 0 0 0 �en"' Longitude:-81.1219° 0 0 l� '� 0 t] El 0 ■El Elevation:700 ft El �, El 0 �.t.h a rl�tt=Cr ID 0 - m Lo 1�J::11 0.0 0 1.1' 0,$1}'ette':II�Ir. ■. - Z*1 Grecri le ■ �+ 0 LI a 0 0 0 0 Jackson 0 0 ■ Wilmington mbis Athens � a � ■ 11 is outh Ca�lina __,,Aucgucta ti `Source:ESRI Maps I100km .. .ii North I - "Source:USGS Charreston �J 60 m' Mt Pl easan t POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14,Volume 2,Version 3 PF tabular PF graphical Supplementary intormati 8 Print page PDS-based precipitation frequency estimates with 90%confidence intervals(in inches)' Average recurrence interval(years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.394 0.466 0.544 0.601 0.669 0.717 0.761 0.802 0.850 0.885 (0.364-0.427) 1 (0.429-0.507) (0.500-0.591) 1 (0.552-0.652) (0.611-0.725) (0.651-0.776) (0.687-0.825) (0.719-0.871) (0.753-0.926) (0.777-0.967) 10-min 0.629 7F 0.744 7F 0.871 7F 0.962 7F 1.27 1.34 1.39 (0.581-0.682) (0.687-0.810) (0.801-0.947) (0.882-1.04) (0.973-1.16) (1.04-1.24) (1.09-1.31) (1.14-1.38) (1.19-1.46) (1.22-1.52) 5-min 0.787 0.936 1 1.10 1.22 1.35 1.44 1.53 1.60 1.69 1.75 (0.727-0.853) (0.863-1.02) (1.01-1.20) (1.12-1.32) (1.23-1.46) (1.31-1.57) (1.38-1.66) (1.44-1.74) (1.50-1.84) 30-min 1.08 1.29 1.56 1.76 2.00 2.18 2.34 2.50 2.69 2.83 (0.996-1.17) (1.19-1.41) (1.44-1.70) (1.62-1.91) (1.83-2.17) (1.98-2.36) (2.12-2.54) (2.24-2.71) (2.39-2.93) (2.49-3.10) Ed1.34 1.62 2.01 2.30 2.66 2.95 3.23 3.50 3.86 4.14(1.24-1.46) (1.50-1.76) (1.84-2.18) (2.11-2.49) (2.43-2.89) (2.68-3.20) (2.91-3.50) (3.14-3.80) (3.42-4.21) (3.63-4.52) 2-hr 1.57 1.90 2.36 2.72 3.19 3.55 3.92 4.29 4.79 5.18 (1.44-1.72) (1.73-2.08) 3-hr 1 1.67 2.01 2.52 2.92 3.46 3.90 4.34 4.80 5.44 5.96(1.84-2.22) (2.30-2.77) (2.65-3.20) (3.13-3.80) (3.50-4.27) (3.87-4.76) (4.24-5.28) (4.74-6.00) (5.12-6.59) 6-hr 2.04 2.45 3.06 3.55 4.22 4.76 5.31 5.89 6.71 7.36 (1.87-2.23) (2.25-2.69) (2.81-3.36) (3.24-3.88) (3.83-4.60) (4.29-5.19) (4.75-5.80) (5.22-6.44) (5.85-7.34) (6.33-8.07) 12-hr 2.44 2.94 3.68 4.28 5.11 5.78 6.48 7.22 8.25 9.09 (2.25-2.66) (2.71-3.22) (3.38-4.02) (3.91-4.67) (4.64-5.56) (5.21-6.28) (5.79-7.03) (6.37-7.83) (7.17-8.95) (7.80-9.88) 24-hr 2.81F 3.39 4.26 4.94 5.87F 6.62 7.38 8.16 9.23 10.1 (2.62-3.02) (3.17-3.65) (3.97-4.57) (4.60-5.30) (5.45-6.30) (6.13-7.09) (6.81-7.90) (7.51-8.74) (8.46-9.89) . 2-day 3.31 3.98 4.97 5.74 6.80 7.64 8.49 9.36 10.6 115 (3.09-3.55) (3.72-4.28) (4.63-5.33) (5.34-6.16) (6.31-7.29) (7.07-8.18) (7.84-9.10) (8.63-10.0) (9.69-11.3) (10.5-12.4) 3-day 3.51F 4.22 F 6.03 F 7.99 F 9.78 (3.28-3.76) (3.95-4.52) (4.89-5.60) (5.62-6.46) (6.62-7.62) (7.41-8.55) (8.21-9.49) (9.02-10.5) 10.1-11.8 11.0-12.8 4-day 3.72 4.46 5.50 6.32 7.45F 8.34 9.25F 10.2 11.5 12.5 (3.48-3.97) (4.18-4.77) 1 (5.14-5.87) (5.90-6.75) (6.93-7.95) (7.74-8.91) (8.57-9.89) (9.42-10.9) 7-day 4 4.28 5.10 6.21 7.09 8.30 9.27 10.2 ) ( 11.3 ) ( 12.6 ) ( 13.7. ) (4.79-5.42) (5.83-6.59) (6.65-7.52) (7.76-8.81) (8.64-9.84) (9.54-10.9 10.4-12.0 11.7-13.4 12.6-146 10-day 4.90 5.82 7.00 7.92 9.16 10.1 11.1F 12.1 13.5 14.5 (4.62-5.21) (5.49-6.19) 1 (6.60-7.44) (7.46-8.41) (8.61-9.72) (9.50-10.8) (10.4-11.8) (11.3-12.9) 20-day 6.56 7.74 9.14 10.2 F 16.8 18.1 (6.21-6.94) (7.33-8.19) (8.64-9.66) (9.68-10.8) (11.0-12.4) (12.1-13.6) (13.2-14.9) (14.3-16.1) (15.7-17.9) 30-day 8.08 9.51 17.1 12.3 73.8 75.0 16.2 17.4F 19.0 20.2 (7.688.51) (9.02-10.0) (10.5-11.6) (11.6-12.9) (13.1-14.6) (14.2-15.8) (15.3-17.1) (16.4-18.4) (17.8-20.1) (18.9-21.4) 45-day 10.2 11.9 13.6 14.9 16.6 17.9 19.1 20.3 21.9 23.1 (9.71-10.6) (11.4-12.4) 11 (13.0-14.2) (14.2-15.6) 1 (15.8-17.3) 60-day 12.1 14.1 15.9 17.3 19.1 20.5 21.8 23.1 24.7 26.0 (116-12.6) (1314.1 7) (15.2-16.6) (16.6-18.1) (18.3-20.0) (19.6-21.4) t Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). I100km .. .ii North I - "Source:USGS Charreston �J 60 m' Mt Pl easan t POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14,Volume 2,Version 3 PF tabular PF graphical Supplementary information 8 Print page PDS-based precipitation frequency estimates with 90%confidence intervals(in inches/hour) Average recurrence interval(years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.73 5.59 6.53 7.21 8.03 8.60 9.13 9.62 10.2 10.6 (4.37-5.12) (5.15-6.08) (6.00-7.09) (6.62-7.82) (7.33-8.70) (7.81-9.31) (8.24-9.90) (8.63-10.5) (9.04-11.1) (9.32-11.6) 10-min 3.77 4.46 7 F 6.40 6.85 F 8.07 7F 8.36 (3.49 4.09) (4.12-4.86) (4.81-5.68) (5.29-6.26) (5.84-6.93) (6.22-7.42) (6.55-7.87) (6.83-8.29) (7.15-8.79) 1 (7.34-9.14) 15-min 3.15 3.74 4.40 4.86 5.40 5.78 6.12 6.41 6.77F 7.00 (2.91-3.41) (3.454.07) (4.05-4.79) (4.46-5.28) (4.94-5.86) (5.25-6.26) (5.52-6.63) (5.75-6.97) (6.00-7.38) (6.14-7.65) 30-min 2.16 2.59 3.13 3.53 4.00 4.35 4.68 4.99 5.39 5.66 (1.99-2.34) (2.38-2.81) (2.88-3.40) (3.23-3.82) (3.65-4.34) (3.95-4.72) (4.23-5.08) (4.47-5.42) (4.77-5.87) (4.97-6.19) 60-min 1.34 1.62 2.01 2.30 2.66 F 3.50 3.86 (1.24-1.46) (1.50-1.76) (1.84-2.18) (2.11-2.49) 11 (2.43-2.89) (2.68-3.20) (2.91-3.50) (3.14-3.80) (3.42-4.21) (3.63-4.52 2-hr 0.783 0.948 1.18 1.36 1.59 1.78 1.96 2.15 2.40 2.59 (0.717-0.858) (0.867-1.04) (1.08-1.29) (1.24-1.48) (1.44-1.74) (1.60-1.94) (1.76-2.14) (1.91-2.35) (2.10-2.64) (2.25-2.86) 3-hr 0.556 0.670 0.838 0.970 1.15 1.30 F 1.60 F 1.98 (0.508-0.612) (0.613-0.737) (0.765-0.922) (0.883-1.06) (1.04-1.26) (1.16-1.42) (1.29-1.58) (1.41-1.76) (1.58-2.00) (1.70-2.19) 6-hr 0.340 0.408 0.511 0.592 0.704 0.794 0.887 0.984 1.12 1.23 (0.312-0.372) (0.375-0.448) (0.468-0.561) (0.541-0.648) (0.639-0.768) (0.716-0.866) (0.793-0.968) (0.871-1.08) (---1- (1.0.754 ) 12-hr 0.202 0.243 0.305 0.355 0.423 0.479 0.537 0.598 0.684 0.754 (0.186-0.220) (0.224-0.267) (0.280-0.334) (0.324-0.387) (0.385-0.461) (0.432-0.521) (0.480-0.583) (0.528-0.649) (0.595-0.742) (0.647-0.819) 24-hr 0.117 0.141 0.177 0.206 0.244 0.275 0.307 0.340 0.384 0.419 (0.109-0.125) (0.132-0.151) (0.165-0.190) (0.191-0.220) (0.227-0.262) (0.255-0.295) (0.283-0.329) (0.312-0.364) (0.352-0.412) (0.383-0.449) 2-day 0.068 0.082 0.103 0.119 0.141 0.159 0.176 0.195 0.220 0.239 (0.064-0.073) (0.077-0.089) (0.096-0.111) (0.111-0.128) (0.131-0.151) (0.147-0.170) (0.163-0.189) (0.179-0.209) (0.201-0.236) (0.219-0.257) 3-day 0.048 0.058 0.072 0.083 0.098 0.110 0.123 0.135 0.152 0.166(0.045-0.052) (0.054-0.062) (0.067-0.077) (0.078-0.089) (0.091-0.105) (0.102-0.118) (0.113-0.131) (0.125-0.145) (0.140-0.163) (0.152-0.178) 4-day 0.038 0.046 0.057 0.065 0.077 0.086 0.096 0.106 0.119 0.129 (0.036-0.041) (0.043-0.049) (0.053-0.061) (0.061-0.070) (0.072-0.082) (0.080-0.092) (0.089-0.102) (0.098-0.113) (0.110-0.127) (0.119-0.138) 7-day 0.025 0.030 0.036 0.042 0.049 0.055 0.061 0.067 0.075 0.081(0.023-0.027) (0.028-0.032) (0.034-0.039) (0.039-0.044) (0.046-0.052) (0.051-0.058) (0.056-0.064) (0.062-0.071) (0.069-0.079) (0.075-0.086) 10-day 0.020 0.024 0.029 0.033 0.038 0.042 0.046 0.050 0.056 0.060 (0.019-0.021) (0.022-0.025) (0.027-0.030) (0.031-0.035) (0.035-0.040) (0.039-0.044) (0.043-0.049) (0.047-0.053) (0.052-0.059) (0.056-0.064) 20-day 0.013 0.016 0.019 0.021 0.024 0.026 0.029 0.031 0.035 0.037 (0.012-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.025) (0.025-0.028) (0.027-0.030) (0.029-0.033) (0.032-0.037) (0.034-0.039) 30-day 0.071 0.013 0.015 0.017 0.019 0.020 0.022 0.024 0.026 0.028 (0.010 0.011) (0.012-0.013) (0.014-0.016) (0.016-0.017) (0.018-0.020) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.029) 5-day 0.009 0.011 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021 4 (0.008-0.009) (0.010-0.011) (0.011-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.020-0.022) 60-day 0.008 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018 ) (0.008-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.018 t Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Appendix B: Summary Peak Runoff Volume and Flowrate Calculations for Phase 1 BMPs H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 C5 C � 4 E5 ffx:5 Legend Hyd• Origin Description 1 SCS Runoff Existing-Phase 1A 2 SCS Runoff Existing-Phase 1 B 3 SCS Runoff Existing-Phase 1C 4 Combine Existing Areas Combined 5 SCS Runoff Existing-Phase 2B 6 SCS Runoff Existing-Phase 2A 7 Reach DP at Basin 1 8 SCS Runoff Existing-Phase 2B1 9 9 Combine DA-4A and B 10 SCS Runoff Existing-3A(NPI) 11 SCS Runoff Existing-3B(NPI) 12 SCS Runoff OSF-1 13 SCS Runoff OSF-2 14 SCS Runoff OSF-3 15 SCS Runoff OSF-3 Project: Construction SWM-R1.gpw Wednesday, 07/ 10/2024 Hydraflow Table of Contents ConstructionSWM-R1.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Existing-Phase 1A................................................................. 4 TR-55 Tc Worksheet........................................................................................................... 5 Hydrograph No. 2, SCS Runoff, Existing-Phase 1 B................................................................. 6 TR-55 Tc Worksheet........................................................................................................... 7 Hydrograph No. 3, SCS Runoff, Existing-Phase 1 C................................................................ 8 TR-55 Tc Worksheet........................................................................................................... 9 Hydrograph No. 4, Combine, Existing Areas Combined........................................................ 10 Hydrograph No. 5, SCS Runoff, Existing-Phase 2B............................................................... 11 TR-55 Tc Worksheet......................................................................................................... 12 Hydrograph No. 6, SCS Runoff, Existing-Phase 2A............................................................... 13 TR-55 Tc Worksheet......................................................................................................... 14 Hydrograph No. 7, Reach, DP at Basin 1............................................................................... 15 Hydrograph No. 8, SCS Runoff, Existing-Phase 2B1............................................................. 16 TR-55 Tc Worksheet......................................................................................................... 17 Hydrograph No. 9, Combine, DA-4A and B............................................................................ 18 Hydrograph No. 10, SCS Runoff, Existing-3A (NPI)............................................................... 19 TR-55 Tc Worksheet......................................................................................................... 20 Hydrograph No. 11, SCS Runoff, Existing-3B(NPI)................................................................ 21 TR-55 Tc Worksheet......................................................................................................... 22 Hydrograph No. 12, SCS Runoff, OSF-1............................................................................... 23 TR-55 Tc Worksheet......................................................................................................... 24 Hydrograph No. 13, SCS Runoff, OSF-2............................................................................... 25 TR-55 Tc Worksheet......................................................................................................... 26 Hydrograph No. 14, SCS Runoff, OSF-3............................................................................... 27 TR-55 Tc Worksheet......................................................................................................... 28 Hydrograph No. 15, SCS Runoff, OSF-3............................................................................... 29 TR-55 Tc Worksheet......................................................................................................... 30 10 - Year SummaryReport....................................................................................................................... 31 HydrographReports................................................................................................................. 32 Hydrograph No. 1, SCS Runoff, Existing-Phase 1A............................................................... 32 Hydrograph No. 2, SCS Runoff, Existing-Phase 1 B............................................................... 33 Hydrograph No. 3, SCS Runoff, Existing-Phase 1 C.............................................................. 34 Hydrograph No. 4, Combine, Existing Areas Combined........................................................ 35 Hydrograph No. 5, SCS Runoff, Existing-Phase 2B............................................................... 36 Hydrograph No. 6, SCS Runoff, Existing-Phase 2A............................................................... 37 Hydrograph No. 7, Reach, DP at Basin 1............................................................................... 38 Hydrograph No. 8, SCS Runoff, Existing-Phase 2B1............................................................. 39 Hydrograph No. 9, Combine, DA-4A and B............................................................................ 40 Hydrograph No. 10, SCS Runoff, Existing-3A (NPI)............................................................... 41 Contents Continued... ConstructionSWM-R1.gpw Hydrograph No. 11, SCS Runoff, Existing-3B(NPI)................................................................ 42 Hydrograph No. 12, SCS Runoff, OSF-1............................................................................... 43 Hydrograph No. 13, SCS Runoff, OSF-2............................................................................... 44 Hydrograph No. 14, SCS Runoff, OSF-3............................................................................... 45 Hydrograph No. 15, SCS Runoff, OSF-3............................................................................... 46 25 - Year SummaryReport....................................................................................................................... 47 HydrographReports................................................................................................................. 48 Hydrograph No. 1, SCS Runoff, Existing-Phase 1A............................................................... 48 Hydrograph No. 2, SCS Runoff, Existing-Phase 1 B............................................................... 49 Hydrograph No. 3, SCS Runoff, Existing-Phase 1 C.............................................................. 50 Hydrograph No. 4, Combine, Existing Areas Combined........................................................ 51 Hydrograph No. 5, SCS Runoff, Existing-Phase 2B............................................................... 52 Hydrograph No. 6, SCS Runoff, Existing-Phase 2A............................................................... 53 Hydrograph No. 7, Reach, DP at Basin 1............................................................................... 54 Hydrograph No. 8, SCS Runoff, Existing-Phase 2B1............................................................. 55 Hydrograph No. 9, Combine, DA-4A and B............................................................................ 56 Hydrograph No. 10, SCS Runoff, Existing-3A (NPI)............................................................... 57 Hydrograph No. 11, SCS Runoff, Existing-3B(NPI)................................................................ 58 Hydrograph No. 12, SCS Runoff, OSF-1............................................................................... 59 Hydrograph No. 13, SCS Runoff, OSF-2............................................................................... 60 Hydrograph No. 14, SCS Runoff, OSF-3............................................................................... 61 Hydrograph No. 15, SCS Runoff, OSF-3............................................................................... 62 100 - Year SummaryReport....................................................................................................................... 63 HydrographReports................................................................................................................. 64 Hydrograph No. 1, SCS Runoff, Existing-Phase 1A............................................................... 64 Hydrograph No. 2, SCS Runoff, Existing-Phase 1 B............................................................... 65 Hydrograph No. 3, SCS Runoff, Existing-Phase 1 C.............................................................. 66 Hydrograph No. 4, Combine, Existing Areas Combined............................................. Hydrograph No. 5, SCS Runoff, Existing-Phase 2B............................................................... 68 Hydrograph No. 6, SCS Runoff, Existing-Phase 2A............................................................... 69 Hydrograph No. 7, Reach, DP at Basin 1............................................................................... 70 Hydrograph No. 8, SCS Runoff, Existing-Phase 2B1............................................................. 71 Hydrograph No. 9, Combine, DA-4A and B............................................................................ 72 Hydrograph No. 10, SCS Runoff, Existing-3A (NPI)............................................................... 73 Hydrograph No. 11, SCS Runoff, Existing-3B(NPI)................................................................ 74 Hydrograph No. 12, SCS Runoff, OSF-1............................................................................... 75 Hydrograph No. 13, SCS Runoff, OSF-2............................................................................... 76 Hydrograph No. 14, SCS Runoff, OSF-3............................................................................... 77 Hydrograph No. 15, SCS Runoff, OSF-3............................................................................... 78 2 Hydrograph Return Period Recce draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 0.003 0.634 ------- ------- 5.052 8.674 ------- 15.46 Existing-Phase 1A 2 SCS Runoff ------ 0.050 4.763 ------- ------- 25.36 41.77 ------- 72.20 Existing-Phase 1B 3 SCS Runoff ------ 0.031 2.881 ------- ------- 16.80 28.30 ------- 49.96 Existing-Phase 1C 4 Combine 2, 3 0.525 6.746 ------- ------- 37.12 61.84 ------- 109.24 Existing Areas Combined 5 SCS Runoff ------ 0.000 0.558 ------- ------- 6.097 11.60 ------- 22.95 Existing-Phase 2B 6 SCS Runoff ------ 0.156 9.382 ------- ------- 38.89 60.85 ------- 100.88 Existing-Phase 2A 7 Reach 6 2.728 7.554 ------- ------- 30.12 47.93 ------- 80.89 DP at Basin 1 8 SCS Runoff ------ 0.000 0.153 ------- ------- 1.473 2.721 ------- 5.253 Existing-Phase 2131 9 Combine 5,8 0.088 0.448 ------- ------- 4.861 9.714 ------- 20.02 DA-4A and B 10 SCS Runoff ------ 0.065 4.466 ------- ------- 24.92 42.59 ------- 77.27 Existing-3A(NPI) 11 SCS Runoff ------ 0.023 1.567 ------- ------- 8.741 14.94 ------- 27.11 Existing-3B(NPI) 12 SCS Runoff ------ 0.000 1.252 ------- ------- 11.57 21.84 ------- 43.19 OSF-1 13 SCS Runoff ------ 0.000 0.902 ------- ------- 8.476 16.03 ------- 31.71 OSF-2 14 SCS Runoff ------ 0.000 0.340 ------- ------- 3.449 6.563 ------- 12.99 OSF-3 15 SCS Runoff ------ 0.000 0.419 ------- ------- 4.251 8.089 ------- 16.01 OSF-3 Proj. file: Construction SWM-R1.gpw Wednesday, 07/ 10/2024 3 Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.634 2 728 4,658 ------ ------ ------ Existing-Phase 1A 2 SCS Runoff 4.763 2 736 37,355 ------ ------ ------ Existing-Phase 1B 3 SCS Runoff 2.881 2 740 26,647 ------ ------ ------ Existing-Phase 1C 4 Combine 6.746 2 738 59,203 2, 3 ------ ------ Existing Areas Combined 5 SCS Runoff 0.558 2 758 9,366 ------ ------ ------ Existing-Phase 2B 6 SCS Runoff 9.382 2 738 68,102 ------ ------ ------ Existing-Phase 2A 7 Reach 7.554 1 741 60,289 6 ------ ------ DP at Basin 1 8 SCS Runoff 0.153 2 752 2,196 ------ ------ ------ Existing-Phase 2131 9 Combine 0.448 2 764 8,978 5,8 ------ ------ DA-4A and B 10 SCS Runoff 4.466 2 784 70,784 ------ ------ ------ Existing-3A(NPI) 11 SCS Runoff 1.567 2 784 24,831 ------ ------ ------ Existing-3B(NPI) 12 SCS Runoff 1.252 2 780 24,362 ------ ------ ------ OSF-1 13 SCS Runoff 0.902 2 778 17,314 ------ ------ ------ OSF-2 14 SCS Runoff 0.340 2 766 6,088 ------ ------ ------ OSF-3 15 SCS Runoff 0.419 2 766 7,504 ------ ------ ------ OSF-3 Construction SWM-R1.gpw Return Period: 2 Year Wednesday, 07/ 10/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 1 Existing-Phase 1A Hydrograph type = SCS Runoff Peak discharge = 0.634 cfs Storm frequency = 2 yrs Time to peak = 12.13 hrs Time interval = 2 min Hyd. volume = 4,658 cuft Drainage area = 4.700 ac Curve number = 52* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.40 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.350 x 55)+(2.350 x 48)]/4.700 Existing-Phase 1A Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 1 Existing-Phase 1A Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 5.00 0.00 0.00 Travel Time (min) = 14.42 + 0.00 + 0.00 = 14.42 Shallow Concentrated Flow Flow length (ft) = 150.00 120.00 0.00 Watercourse slope (%) = 7.30 11.00 0.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =4.36 5.35 0.00 Travel Time (min) = 0.57 + 0.37 + 0.00 = 0.95 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 15.40 min 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 2 Existing-Phase 1 B Hydrograph type = SCS Runoff Peak discharge = 4.763 cfs Storm frequency = 2 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 37,355 cuft Drainage area = 27.100 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.10 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.300 x 55)+(8.270 x 56)]/27.100 Existing-Phase 1 B Q (cfs) Hyd. No. 2 --2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 lit 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 7 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 2 Existing-Phase 1 B Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 15.77 + 0.00 + 0.00 = 15.77 Shallow Concentrated Flow Flow length (ft) = 750.00 800.00 200.00 Watercourse slope (%) = 1.30 2.70 2.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.84 2.65 2.28 Travel Time (min) = 6.79 + 5.03 + 1.46 = 13.28 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 29.10 min 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 3 Existing-Phase 1 C Hydrograph type = SCS Runoff Peak discharge = 2.881 cfs Storm frequency = 2 yrs Time to peak = 12.33 hrs Time interval = 2 min Hyd. volume = 26,647 cuft Drainage area = 21.000 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(15.100 x 55)+(3.600 x 48)]/21.000 Existing-Phase 1 C Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time (hrs) 9 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 3 Existing-Phase 1 C Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.14 0.00 0.00 Land slope (%) = 4.00 0.00 0.00 Travel Time (min) = 28.60 + 0.00 + 0.00 = 28.60 Shallow Concentrated Flow Flow length (ft) = 350.00 350.00 300.00 Watercourse slope (%) = 7.70 6.90 1.60 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =4.48 4.24 2.04 Travel Time (min) = 1.30 + 1.38 + 2.45 = 5.13 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 33.70 min 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 4 Existing Areas Combined Hydrograph type = Combine Peak discharge = 6.746 cfs Storm frequency = 2 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 59,203 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 48.100 ac Existing Areas Combined Q (cfs) Hyd. No. 4 --2 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 5 Existing-Phase 2B Hydrograph type = SCS Runoff Peak discharge = 0.558 cfs Storm frequency = 2 yrs Time to peak = 12.63 hrs Time interval = 2 min Hyd. volume = 9,366 cuft Drainage area = 13.510 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(11.300 x 48)+(2.210 x 56)]/13.510 Existing-Phase 2113 Q (cfs) Hyd. No. 5 --2 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 12 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 5 Existing-Phase 2B Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 3.50 0.00 0.00 Travel Time (min) = 28.95 + 0.00 + 0.00 = 28.95 Shallow Concentrated Flow Flow length (ft) = 400.00 500.00 375.00 Watercourse slope (%) = 6.50 9.00 1.10 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =4.11 4.84 1.69 Travel Time (min) = 1.62 + 1.72 + 3.69 = 7.04 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 36.00 min 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 6 Existing-Phase 2A Hydrograph type = SCS Runoff Peak discharge = 9.382 cfs Storm frequency = 2 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 68,102 cuft Drainage area = 38.500 ac Curve number = 58* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.750 x 48)+(8.780 x 56)+(5.610 x 69)+(2.000 x 98)+(2.360 x 85)]/38.500 Existing-Phase 2A Q (cfs) Hyd. No. 6 --2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time (hrs) 14 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 6 Existing-Phase 2A Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 3.50 0.00 0.00 Travel Time (min) = 28.95 + 0.00 + 0.00 = 28.95 Shallow Concentrated Flow Flow length (ft) = 400.00 500.00 375.00 Watercourse slope (%) = 6.50 9.00 1.10 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =4.11 4.84 1.69 Travel Time (min) = 1.62 + 1.72 + 3.69 = 7.04 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 36.00 min 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 7 DP at Basin 1 Hydrograph type = Reach Peak discharge = 7.554 cfs Storm frequency = 2 yrs Time to peak = 12.35 hrs Time interval = 1 min Hyd. volume = 60,289 cuft Inflow hyd. No. = 6 - Existing-Phase 2A Section type = Trapezoidal Reach length = 400.0 ft Channel slope = 5.0 % Manning's n = 0.015 Bottom width = 5.0 ft Side slope = 4.0:1 Max. depth = 1.0 ft Rating curve x = 7.592 Rating curve m = 1.135 Ave. velocity = 0.00 ft/s Routing coeff. = 0.7849 Modified Att-Kin routing method used. DP at Basin 1 Q (cfs) Q (cfs) Hyd. No. 7 --2 Year 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 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 Hyd No. 6 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 8 Existing-Phase 2B1 Hydrograph type = SCS Runoff Peak discharge = 0.153 cfs Storm frequency = 2 yrs Time to peak = 12.53 hrs Time interval = 2 min Hyd. volume = 2,196 cuft Drainage area = 2.710 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.60 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.000 x 48)+(0.710 x 56)]/2.710 Existing-Phase 21131 Q (cfs) Hyd. No. 8 --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 Irk 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time (hrs) 17 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 8 Existing-Phase 2131 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 3.50 0.00 0.00 Travel Time (min) = 28.95 + 0.00 + 0.00 = 28.95 Shallow Concentrated Flow Flow length (ft) = 400.00 0.00 0.00 Watercourse slope (%) = 6.50 0.00 0.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =4.11 0.00 0.00 Travel Time (min) = 1.62 + 0.00 + 0.00 = 1.62 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 30.60 min 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 9 DA-4A and B Hydrograph type = Combine Peak discharge = 0.448 cfs Storm frequency = 2 yrs Time to peak = 12.73 hrs Time interval = 2 min Hyd. volume = 8,978 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 16.220 ac DA-4 and B Q (cfs) Hyd. N It --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 It 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 9 Hyd No. 5 Hyd No. 8 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 10 Existing-3A (NPI) Hydrograph type = SCS Runoff Peak discharge = 4.466 cfs Storm frequency = 2 yrs Time to peak = 13.07 hrs Time interval = 2 min Hyd. volume = 70,784 cuft Drainage area = 63.000 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/63.000 Existing-3A (NPI) Q (cfs) Hyd. No. 10 --2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 10 Time (hrs) 20 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 10 Existing-3A (NPI) Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 66.10 + 0.00 + 0.00 = 66.10 Shallow Concentrated Flow Flow length (ft) = 490.00 750.00 475.00 Watercourse slope (%) = 2.20 6.70 2.30 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =2.39 4.18 2.45 Travel Time (min) = 3.41 + 2.99 + 3.24 = 9.64 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 75.70 min 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 11 Existing-3B(NPI) Hydrograph type = SCS Runoff Peak discharge = 1.567 cfs Storm frequency = 2 yrs Time to peak = 13.07 hrs Time interval = 2 min Hyd. volume = 24,831 cuft Drainage area = 22.100 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/22.100 Existing-3113(NPI) Q (cfs) Hyd. No. 11 --2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 11 Time (hrs) 22 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 11 Existing-3B(NPI) Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 66.10 + 0.00 + 0.00 = 66.10 Shallow Concentrated Flow Flow length (ft) = 490.00 750.00 475.00 Watercourse slope (%) = 2.20 6.70 2.30 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =2.39 4.18 2.45 Travel Time (min) = 3.41 + 2.99 + 3.24 = 9.64 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 75.70 min 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 12 OSF-1 Hydrograph type = SCS Runoff Peak discharge = 1.252 cfs Storm frequency = 2 yrs Time to peak = 13.00 hrs Time interval = 2 min Hyd. volume = 24,362 cuft Drainage area = 35.000 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 56.00 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.500 x 55)+(2.400 x 56)+(30.100 x 48)]/35.000 OSF-1 Q (cfs) Hyd. No. 12 --2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 12 24 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 12 OSF-1 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 47.79 + 0.00 + 0.00 = 47.79 Shallow Concentrated Flow Flow length (ft) = 250.00 300.00 350.00 Watercourse slope (%) = 1.50 1.00 1.50 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.98 1.61 1.98 Travel Time (min) = 2.11 + 3.10 + 2.95 = 8.16 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 56.00 min 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 13 OSF-2 Hydrograph type = SCS Runoff Peak discharge = 0.902 cfs Storm frequency = 2 yrs Time to peak = 12.97 hrs Time interval = 2 min Hyd. volume = 17,314 cuft Drainage area = 24.500 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 53.20 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.500 x 55)+(2.500 x 56)+(20.500 x 48)]/24.500 OSF-2 Q (cfs) Hyd. No. 13 --2 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 V0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 13 26 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 13 OSF-2 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 200.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 47.79 + 0.00 + 0.00 = 47.79 Shallow Concentrated Flow Flow length (ft) = 250.00 200.00 150.00 Watercourse slope (%) = 1.50 1.00 1.50 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.98 1.61 1.98 Travel Time (min) = 2.11 + 2.07 + 1.27 = 5.44 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 53.20 min 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 14 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 0.340 cfs Storm frequency = 2 yrs Time to peak = 12.77 hrs Time interval = 2 min Hyd. volume = 6,088 cuft Drainage area = 8.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(7.500 x 48)]/8.600 OSF-3 Q (cfs) Hyd. No. 14 --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 14 28 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 14 OSF-3 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 37.97 + 0.00 + 0.00 = 37.97 Shallow Concentrated Flow Flow length (ft) = 150.00 250.00 0.00 Watercourse slope (%) = 1.00 1.50 0.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.61 1.98 0.00 Travel Time (min) = 1.55 + 2.11 + 0.00 = 3.66 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 41.60 min 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 15 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 0.419 cfs Storm frequency = 2 yrs Time to peak = 12.77 hrs Time interval = 2 min Hyd. volume = 7,504 cuft Drainage area = 10.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(9.500 x 48)]/10.600 OSF-3 Q (cfs) Hyd. No. 15 --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 15 30 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 15 OSF-3 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 150.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 37.97 + 0.00 + 0.00 = 37.97 Shallow Concentrated Flow Flow length (ft) = 150.00 250.00 0.00 Watercourse slope (%) = 1.00 1.50 0.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.61 1.98 0.00 Travel Time (min) = 1.55 + 2.11 + 0.00 = 3.66 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc .............................................................................. 41.60 min 31 Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 5.052 2 724 17,236 ------ ------ ------ Existing-Phase 1A 2 SCS Runoff 25.36 2 732 121,911 ------ ------ ------ Existing-Phase 1B 3 SCS Runoff 16.80 2 736 90,324 ------ ------ ------ Existing-Phase 1C 4 Combine 37.12 2 734 191,441 2, 3 ------ ------ Existing Areas Combined 5 SCS Runoff 6.097 2 738 40,974 ------ ------ ------ Existing-Phase 2B 6 SCS Runoff 38.89 2 736 200,849 ------ ------ ------ Existing-Phase 2A 7 Reach 30.12 1 739 166,163 6 ------ ------ DP at Basin 1 8 SCS Runoff 1.473 2 736 9,035 ------ ------ ------ Existing-Phase 2131 9 Combine 4.861 2 740 37,018 5,8 ------ ------ DA-4A and B 10 SCS Runoff 24.92 2 764 250,773 ------ ------ ------ Existing-3A(NPI) 11 SCS Runoff 8.741 2 764 87,969 ------ ------ ------ Existing-3B(NPI) 12 SCS Runoff 11.57 2 752 106,581 ------ ------ ------ OSF-1 13 SCS Runoff 8.476 2 750 75,747 ------ ------ ------ OSF-2 14 SCS Runoff 3.449 2 744 26,636 ------ ------ ------ OSF-3 15 SCS Runoff 4.251 2 744 32,831 ------ ------ ------ OSF-3 Construction SWM-R1.gpw Return Period: 10 Year Wednesday, 07/ 10/2024 32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 1 Existing-Phase 1A Hydrograph type = SCS Runoff Peak discharge = 5.052 cfs Storm frequency = 10 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 17,236 cuft Drainage area = 4.700 ac Curve number = 52* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.40 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.350 x 55)+(2.350 x 48)]/4.700 Existing-Phase 1A Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 2 Existing-Phase 1 B Hydrograph type = SCS Runoff Peak discharge = 25.36 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 121,911 cuft Drainage area = 27.100 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.10 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.300 x 55)+(8.270 x 56)]/27.100 Existing-Phase 1 B Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 3 Existing-Phase 1 C Hydrograph type = SCS Runoff Peak discharge = 16.80 cfs Storm frequency = 10 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 90,324 cuft Drainage area = 21.000 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(15.100 x 55)+(3.600 x 48)]/21.000 Existing-Phase 1 C Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time (hrs) 35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 4 Existing Areas Combined Hydrograph type = Combine Peak discharge = 37.12 cfs Storm frequency = 10 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 191,441 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 48.100 ac Existing Areas Combined Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 5 Existing-Phase 2B Hydrograph type = SCS Runoff Peak discharge = 6.097 cfs Storm frequency = 10 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 40,974 cuft Drainage area = 13.510 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(11.300 x 48)+(2.210 x 56)]/13.510 Existing-Phase 2113 Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 7.00 7.00 6.00 A 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 6 Existing-Phase 2A Hydrograph type = SCS Runoff Peak discharge = 38.89 cfs Storm frequency = 10 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 200,849 cuft Drainage area = 38.500 ac Curve number = 58* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.750 x 48)+(8.780 x 56)+(5.610 x 69)+(2.000 x 98)+(2.360 x 85)]/38.500 Existing-Phase 2A Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 77t77�� 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time (hrs) 38 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 7 DP at Basin 1 Hydrograph type = Reach Peak discharge = 30.12 cfs Storm frequency = 10 yrs Time to peak = 12.32 hrs Time interval = 1 min Hyd. volume = 166,163 cuft Inflow hyd. No. = 6 - Existing-Phase 2A Section type = Trapezoidal Reach length = 400.0 ft Channel slope = 5.0 % Manning's n = 0.015 Bottom width = 5.0 ft Side slope = 4.0:1 Max. depth = 1.0 ft Rating curve x = 7.592 Rating curve m = 1.135 Ave. velocity = 0.00 ft/s Routing coeff. = 0.8644 Modified Att-Kin routing method used. DP at Basin 1 Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 — Hyd No. 6 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 8 Existing-Phase 2B1 Hydrograph type = SCS Runoff Peak discharge = 1.473 cfs Storm frequency = 10 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 9,035 cuft Drainage area = 2.710 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.60 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.000 x 48)+(0.710 x 56)]/2.710 Existing-Phase 21131 Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time (hrs) 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 9 DA-4A and B Hydrograph type = Combine Peak discharge = 4.861 cfs Storm frequency = 10 yrs Time to peak = 12.33 hrs Time interval = 2 min Hyd. volume = 37,018 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 16.220 ac DA- and B Q (cfs) Hyd. N 9 -- 10 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 9 Hyd No. 5 Hyd No. 8 41 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 10 Existing-3A (NPI) Hydrograph type = SCS Runoff Peak discharge = 24.92 cfs Storm frequency = 10 yrs Time to peak = 12.73 hrs Time interval = 2 min Hyd. volume = 250,773 cuft Drainage area = 63.000 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/63.000 Existing-3A (NPI) Q (cfs) Hyd. No. 10-- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 10 Time (hrs) 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 11 Existing-3B(NPI) Hydrograph type = SCS Runoff Peak discharge = 8.741 cfs Storm frequency = 10 yrs Time to peak = 12.73 hrs Time interval = 2 min Hyd. volume = 87,969 cuft Drainage area = 22.100 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/22.100 Existing-3113(NPI) Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 11 Time (hrs) 43 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 12 OSF-1 Hydrograph type = SCS Runoff Peak discharge = 11.57 cfs Storm frequency = 10 yrs Time to peak = 12.53 hrs Time interval = 2 min Hyd. volume = 106,581 cuft Drainage area = 35.000 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 56.00 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.500 x 55)+(2.400 x 56)+(30.100 x 48)]/35.000 OSF-1 Q (cfs) Hyd. No. 12-- 10 Year 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 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 12 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 13 OSF-2 Hydrograph type = SCS Runoff Peak discharge = 8.476 cfs Storm frequency = 10 yrs Time to peak = 12.50 hrs Time interval = 2 min Hyd. volume = 75,747 cuft Drainage area = 24.500 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 53.20 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.500 x 55)+(2.500 x 56)+(20.500 x 48)]/24.500 OSF-2 Q (cfs) Hyd. No. 13-- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 13 45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 14 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 3.449 cfs Storm frequency = 10 yrs Time to peak = 12.40 hrs Time interval = 2 min Hyd. volume = 26,636 cuft Drainage area = 8.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(7.500 x 48)]/8.600 OSF-3 Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 — Hyd No. 14 Time (hrs) 46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 15 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 4.251 cfs Storm frequency = 10 yrs Time to peak = 12.40 hrs Time interval = 2 min Hyd. volume = 32,831 cuft Drainage area = 10.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(9.500 x 48)]/10.600 OSF-3 Q (cfs) Hyd. No. 15-- 10 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 15 47 Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 8.674 2 724 26,881 ------ ------ ------ Existing-Phase 1A 2 SCS Runoff 41.77 2 732 184,374 ------ ------ ------ Existing-Phase 1B 3 SCS Runoff 28.30 2 734 137,934 ------ ------ ------ Existing-Phase 1C 4 Combine 61.84 2 732 290,757 2, 3 ------ ------ Existing Areas Combined 5 SCS Runoff 11.60 2 738 66,309 ------ ------ ------ Existing-Phase 2B 6 SCS Runoff 60.85 2 736 295,889 ------ ------ ------ Existing-Phase 2A 7 Reach 47.93 1 738 244,393 6 ------ ------ DP at Basin 1 8 SCS Runoff 2.721 2 736 14,435 ------ ------ ------ Existing-Phase 2131 9 Combine 9.714 2 738 60,330 5,8 ------ ------ DA-4A and B 10 SCS Runoff 42.59 2 762 386,890 ------ ------ ------ Existing-3A(NPI) 11 SCS Runoff 14.94 2 762 135,719 ------ ------ ------ Existing-3B(NPI) 12 SCS Runoff 21.84 2 750 172,483 ------ ------ ------ OSF-1 13 SCS Runoff 16.03 2 748 122,582 ------ ------ ------ OSF-2 14 SCS Runoff 6.563 2 742 43,106 ------ ------ ------ OSF-3 15 SCS Runoff 8.089 2 742 53,131 ------ ------ ------ OSF-3 Construction SWM-R1.gpw Return Period: 25 Year Wednesday, 07/ 10/2024 48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 1 Existing-Phase 1A Hydrograph type = SCS Runoff Peak discharge = 8.674 cfs Storm frequency = 25 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 26,881 cuft Drainage area = 4.700 ac Curve number = 52* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.40 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.350 x 55)+(2.350 x 48)]/4.700 Existing-Phase 1A Q (cfs) Hyd. No. 1 --25 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 2 Existing-Phase 1 B Hydrograph type = SCS Runoff Peak discharge = 41.77 cfs Storm frequency = 25 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 184,374 cuft Drainage area = 27.100 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.10 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.300 x 55)+(8.270 x 56)]/27.100 Existing-Phase 1 B Q (cfs) Hyd. No. 2 --25 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 50 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 3 Existing-Phase 1 C Hydrograph type = SCS Runoff Peak discharge = 28.30 cfs Storm frequency = 25 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 137,934 cuft Drainage area = 21.000 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(15.100 x 55)+(3.600 x 48)]/21.000 Existing-Phase 1 C Q (cfs) Hyd. No. 3 --25 Year Q (cfs) 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time (hrs) 51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 4 Existing Areas Combined Hydrograph type = Combine Peak discharge = 61.84 cfs Storm frequency = 25 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 290,757 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 48.100 ac Existing Areas Combined Q (cfs) Hyd. No. 4 --25 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 5 Existing-Phase 2B Hydrograph type = SCS Runoff Peak discharge = 11.60 cfs Storm frequency = 25 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 66,309 cuft Drainage area = 13.510 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(11.300 x 48)+(2.210 x 56)]/13.510 Existing-Phase 2113 Q (cfs) Hyd. No. 5 --25 Year 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 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 6 Existing-Phase 2A Hydrograph type = SCS Runoff Peak discharge = 60.85 cfs Storm frequency = 25 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 295,889 cuft Drainage area = 38.500 ac Curve number = 58* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.750 x 48)+(8.780 x 56)+(5.610 x 69)+(2.000 x 98)+(2.360 x 85)]/38.500 Existing-Phase 2A Q (cfs) Hyd. No. 6 --25 Year Q (cfs) 70.00 70.00 60.00 A 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time (hrs) 54 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 7 DP at Basin 1 Hydrograph type = Reach Peak discharge = 47.93 cfs Storm frequency = 25 yrs Time to peak = 12.30 hrs Time interval = 1 min Hyd. volume = 244,393 cuft Inflow hyd. No. = 6 - Existing-Phase 2A Section type = Trapezoidal Reach length = 400.0 ft Channel slope = 5.0 % Manning's n = 0.015 Bottom width = 5.0 ft Side slope = 4.0:1 Max. depth = 1.0 ft Rating curve x = 7.592 Rating curve m = 1.135 Ave. velocity = 0.00 ft/s Routing coeff. = 0.8916 Modified Att-Kin routing method used. DP at Basin 1 Q (cfs) Hyd. No. 7 --25 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 Hyd No. 6 55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 8 Existing-Phase 2B1 Hydrograph type = SCS Runoff Peak discharge = 2.721 cfs Storm frequency = 25 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 14,435 cuft Drainage area = 2.710 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.60 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.000 x 48)+(0.710 x 56)]/2.710 Existing-Phase 21131 Q (cfs) Hyd. No. 8 --25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time (hrs) 56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 9 DA-4A and B Hydrograph type = Combine Peak discharge = 9.714 cfs Storm frequency = 25 yrs Time to peak = 12.30 hrs Time interval = 2 min Hyd. volume = 60,330 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 16.220 ac DA- A and B Q (cfs) Hyd. N 9 --25 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 9 Hyd No. 5 Hyd No. 8 57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 10 Existing-3A (NPI) Hydrograph type = SCS Runoff Peak discharge = 42.59 cfs Storm frequency = 25 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 386,890 cuft Drainage area = 63.000 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/63.000 Existing-3A (NPI) Q (cfs) Hyd. No. 10--25 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 10 Time (hrs) 58 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 11 Existing-3B(NPI) Hydrograph type = SCS Runoff Peak discharge = 14.94 cfs Storm frequency = 25 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 135,719 cuft Drainage area = 22.100 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/22.100 Existing-3113(NPI) Q (cfs) Hyd. No. 11 --25 Year Q (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 11 Time (hrs) 59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 12 OSF-1 Hydrograph type = SCS Runoff Peak discharge = 21.84 cfs Storm frequency = 25 yrs Time to peak = 12.50 hrs Time interval = 2 min Hyd. volume = 172,483 cuft Drainage area = 35.000 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 56.00 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.500 x 55)+(2.400 x 56)+(30.100 x 48)]/35.000 OSF-1 Q (cfs) Hyd. No. 12--25 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 12 60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 13 OSF-2 Hydrograph type = SCS Runoff Peak discharge = 16.03 cfs Storm frequency = 25 yrs Time to peak = 12.47 hrs Time interval = 2 min Hyd. volume = 122,582 cuft Drainage area = 24.500 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 53.20 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.500 x 55)+(2.500 x 56)+(20.500 x 48)]/24.500 OSF-2 Q (cfs) Hyd. No. 13--25 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 13 61 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 14 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 6.563 cfs Storm frequency = 25 yrs Time to peak = 12.37 hrs Time interval = 2 min Hyd. volume = 43,106 cuft Drainage area = 8.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(7.500 x 48)]/8.600 OSF-3 Q (cfs) Hyd. No. 14--25 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 14 62 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 15 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 8.089 cfs Storm frequency = 25 yrs Time to peak = 12.37 hrs Time interval = 2 min Hyd. volume = 53,131 cuft Drainage area = 10.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(9.500 x 48)]/10.600 OSF-3 Q (cfs) Hyd. No. 15--25 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 15 63 Hydrograph Summary Report Hydraf low Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 15.46 2 724 45,265 ------ ------ ------ Existing-Phase 1A 2 SCS Runoff 72.20 2 732 301,111 ------ ------ ------ Existing-Phase 1B 3 SCS Runoff 49.96 2 734 227,470 ------ ------ ------ Existing-Phase 1C 4 Combine 109.24 2 732 477,441 2, 3 ------ ------ Existing Areas Combined 5 SCS Runoff 22.95 2 736 115,718 ------ ------ ------ Existing-Phase 2B 6 SCS Runoff 100.88 2 736 470,448 ------ ------ ------ Existing-Phase 2A 7 Reach 80.89 1 737 389,187 6 ------ ------ DP at Basin 1 8 SCS Runoff 5.253 2 734 24,876 ------ ------ ------ Existing-Phase 2131 9 Combine 20.02 2 736 106,274 5,8 ------ ------ DA-4A and B 10 SCS Runoff 77.27 2 762 644,561 ------ ------ ------ Existing-3A(NPI) 11 SCS Runoff 27.11 2 762 226,108 ------ ------ ------ Existing-3B(NPI) 12 SCS Runoff 43.19 2 750 301,005 ------ ------ ------ OSF-1 13 SCS Runoff 31.71 2 748 213,922 ------ ------ ------ OSF-2 14 SCS Runoff 12.99 2 740 75,225 ------ ------ ------ OSF-3 15 SCS Runoff 16.01 2 740 92,720 ------ ------ ------ OSF-3 Construction SWM-R1.gpw Return Period: 100 Year Wednesday, 07/ 10/2024 64 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 1 Existing-Phase 1A Hydrograph type = SCS Runoff Peak discharge = 15.46 cfs Storm frequency = 100 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 45,265 cuft Drainage area = 4.700 ac Curve number = 52* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.40 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.350 x 55)+(2.350 x 48)]/4.700 Existing-Phase 1A Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 65 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 2 Existing-Phase 1 B Hydrograph type = SCS Runoff Peak discharge = 72.20 cfs Storm frequency = 100 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 301,111 cuft Drainage area = 27.100 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 29.10 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.300 x 55)+(8.270 x 56)]/27.100 Existing-Phase 1 B Q (cfs) Hyd. No. 2-- 100 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 66 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 3 Existing-Phase 1 C Hydrograph type = SCS Runoff Peak discharge = 49.96 cfs Storm frequency = 100 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 227,470 cuft Drainage area = 21.000 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 33.70 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(15.100 x 55)+(3.600 x 48)]/21.000 Existing-Phase 1 C Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time (hrs) 67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 4 Existing Areas Combined Hydrograph type = Combine Peak discharge = 109.24 cfs Storm frequency = 100 yrs Time to peak = 12.20 hrs Time interval = 2 min Hyd. volume = 477,441 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 48.100 ac Existing Areas Combined Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 68 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 5 Existing-Phase 2B Hydrograph type = SCS Runoff Peak discharge = 22.95 cfs Storm frequency = 100 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 115,718 cuft Drainage area = 13.510 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(11.300 x 48)+(2.210 x 56)]/13.510 Existing-Phase 2113 Q (cfs) Hyd. No. 5-- 100 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 69 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 6 Existing-Phase 2A Hydrograph type = SCS Runoff Peak discharge = 100.88 cfs Storm frequency = 100 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 470,448 cuft Drainage area = 38.500 ac Curve number = 58* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 36.00 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(19.750 x 48)+(8.780 x 56)+(5.610 x 69)+(2.000 x 98)+(2.360 x 85)]/38.500 Existing-Phase 2A Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time (hrs) 70 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 7 DP at Basin 1 Hydrograph type = Reach Peak discharge = 80.89 cfs Storm frequency = 100 yrs Time to peak = 12.28 hrs Time interval = 1 min Hyd. volume = 389,187 cuft Inflow hyd. No. = 6 - Existing-Phase 2A Section type = Trapezoidal Reach length = 400.0 ft Channel slope = 5.0 % Manning's n = 0.015 Bottom width = 5.0 ft Side slope = 4.0:1 Max. depth = 1.0 ft Rating curve x = 7.592 Rating curve m = 1.135 Ave. velocity = 0.00 ft/s Routing coeff. = 0.9224 Modified Att-Kin routing method used. DP at Basin 1 Q (cfs) Hyd. No. 7-- 100 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 1 40.00 20.00 20.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 Hyd No. 6 71 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 8 Existing-Phase 2B1 Hydrograph type = SCS Runoff Peak discharge = 5.253 cfs Storm frequency = 100 yrs Time to peak = 12.23 hrs Time interval = 2 min Hyd. volume = 24,876 cuft Drainage area = 2.710 ac Curve number = 50* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 30.60 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.000 x 48)+(0.710 x 56)]/2.710 Existing-Phase 21131 Q (cfs) Hyd. No. 8-- 100 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 8 Time (hrs) 72 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 9 DA-4A and B Hydrograph type = Combine Peak discharge = 20.02 cfs Storm frequency = 100 yrs Time to peak = 12.27 hrs Time interval = 2 min Hyd. volume = 106,274 cuft Inflow hyds. = 5, 8 Contrib. drain. area = 16.220 ac DA- A and B Q (cfs) Hyd. N 9-- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 9 Hyd No. 5 Hyd No. 8 73 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 10 Existing-3A (NPI) Hydrograph type = SCS Runoff Peak discharge = 77.27 cfs Storm frequency = 100 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 644,561 cuft Drainage area = 63.000 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/63.000 Existing-3A (NPI) Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 10 Time (hrs) 74 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 11 Existing-3B(NPI) Hydrograph type = SCS Runoff Peak discharge = 27.11 cfs Storm frequency = 100 yrs Time to peak = 12.70 hrs Time interval = 2 min Hyd. volume = 226,108 cuft Drainage area = 22.100 ac Curve number = 53* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 75.70 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(28.000 x 55)+(22.500 x 56)+(51.000 x 48)+(3.500 x 98)]/22.100 Existing-3113(NPI) Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 11 Time (hrs) 75 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 12 OSF-1 Hydrograph type = SCS Runoff Peak discharge = 43.19 cfs Storm frequency = 100 yrs Time to peak = 12.50 hrs Time interval = 2 min Hyd. volume = 301,005 cuft Drainage area = 35.000 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 56.00 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.500 x 55)+(2.400 x 56)+(30.100 x 48)]/35.000 OSF-1 Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 12 76 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 13 OSF-2 Hydrograph type = SCS Runoff Peak discharge = 31.71 cfs Storm frequency = 100 yrs Time to peak = 12.47 hrs Time interval = 2 min Hyd. volume = 213,922 cuft Drainage area = 24.500 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 53.20 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.500 x 55)+(2.500 x 56)+(20.500 x 48)]/24.500 OSF-2 Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 13 77 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 14 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 12.99 cfs Storm frequency = 100 yrs Time to peak = 12.33 hrs Time interval = 2 min Hyd. volume = 75,225 cuft Drainage area = 8.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(7.500 x 48)]/8.600 OSF-3 Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 14 78 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/10/2024 Hyd. No. 15 OSF-3 Hydrograph type = SCS Runoff Peak discharge = 16.01 cfs Storm frequency = 100 yrs Time to peak = 12.33 hrs Time interval = 2 min Hyd. volume = 92,720 cuft Drainage area = 10.600 ac Curve number = 49* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 41.60 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.600 x 55)+(0.500 x 56)+(9.500 x 48)]/10.600 OSF-3 Q (cfs) Hyd. No. 15 -- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 15 ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Appendix C: Proposed (Operational) Sediment Basins Sizing Calculations H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. Proposed Sed. Basin (POND-M11)for Post M10-1 Required Sediment Storage Vol. (cu.ft) = 79,400 ft Proposed Grade 845 ac- = 1.82 Proposed Bottom 839 Pond Embankment slo e: 3H:1 V POND ELEV. AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Stage/El. Length ft Width ft FT. (sq.-ft.) cu.ft.) (ac.-ft.) (ac.-ft.) (cu.ft. 0 125 75 1 131 81 839 9375 0 2 137 87 840 10611 9993.00 0.23 0.23 9,993 3 143 93 841 11919 11265.00 0.26 0.49 21,258 4 149 1 99 842 13299 12609.00 0.29 0.78 33,867 5 155 1 105 843 14751 14025.00 0.32 1.10 47,892 6 161 111 844 16275 15513.00 0.36 1.46 63,405 845 17871 17073.00 0.39 1.85 80,478 ILength ft Width ft Area sft Area(ac) 161 1 111 1 17,871 0.41 Add 8 ft berm for maintenance @ top of pond (845 ft) Pond Excavation (cy) 107,226 SEDIMENT BASIN VOLUME REQUIREMENT-SUMMARY Pond Excavation (cf) 3,971 BASIN-ID AREA(AC.) SEDIMENT BASIN SEDIMENT VOL. POND AREA POND FOOTPRINT ID READ.. CF) (SQ.FT.) (LXWxD FT M10-1 4.7 POND-M11 17,024 17,871 (161 L, 111 W, 6D) M10-2 27.6 94,875 POND-M12 70,596 (636 L, 111 W,6D) M00-2 20.9 76,146 C00-1 13.4 POND-001 48,969 25,536 (106 L, 56W,6D) C00-2 2.7 POND-CO2 9,837 5,936 (336 L, 76W,6D) C00-3 38.5 POND-CO3 140,054 58,176 (606 L, 96W,6D) M80-1 72.8 SRK-POND#1 264,264 71,796 (386 L, 186 W,6D) M71-1 22.2 POND-M81 80586 18786 (186 L, 101 W,6D) Proposed Sediment Basin(POND-M11)for Post M10-2&M00-2 Required Sediment Storage Vol.(cu.ft) =1 264,083 ac-ft 6.06 Proposed Grade Elev.= 870 Proposed Bottom El.= 864 Pond Embankment slope:3H:1V POND ELEVATION AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Stage/Elev. Length ft Width ft (FT.) (sq.-ft.) 0 (cu.ft.) I (ac.-ft.) (ac.-ft.) (cu.ft.) 0 600 75 1 606 81 864 45,000 0 2 612 87 865 49,086 47,043 1.08 1.08 47,043 3 618 93 866 53,244 51,165 1.17 2.25 98,208 4 624 99 867 57,474 55,359 1.27 3.53 153,567 5 630 105 868 61,776 59,625 1.37 4.89 213,192 6 636 111 869 66,150 63,963 1.47 6.36 277,155 870 70,596 68,373 1.57 7.93 345,528 Length(ft) lWidth(ft) Area(sft) Area(ac) 636 1 111 70,596 1 1.62 Add 8 ft berm for maintenance @ top of pond(870 ft) Proposed Sediment Basin(POND-001)for Post COO-1 Required Sediment Storage Vol. (cu.ft)=1 72,963 Proposed Grade Elev.= 860 ac-ft=1 1.68 Proposed Bottom El.= 854 Pond Embankment slo e:3H:1V POND ELEV. AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Sta a/Elev. Len th ft Width ft (sq.-ft.) cu.ft.) (ac.-ft.) (ac.-ft.) (cu.ft. 0 300 40 1 306 46 854 12000 0 2 312 52 855 14076 13038.00 0.30 0.30 13,038 3 318 58 856 16224 15150.00 0.35 0.65 28,188 4 324 64 857 18444 17334.00 0.40 1.05 45,522 5 330 70 858 20736 19590.00 0.45 1.49 65,112 6 336 1 76 859 23100 21918.00 0.50 2.00 87,030 860 25536 24318.00 0.56 2.56 111,348 1 Length ft Width ft Area(sft) IArea ac 336 1 76 1 25,536 1 0.59 Add 8 ft berm for maintenance @ top of pond(845 ft) Proposed Sediment Basin(POND-M81)for Post M71-1 Required Sediment Storage Vol.(cu.ft) =1 264,264 (ac-ft)l 6.07 Proposed Grade Elev.= 960 Proposed Bottom EI.= 954 Pond Embankment slope:3H:1V POND ELEVATION AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Stage/Elev. ILength(ft) Width(ft) FT. (sq.-ft-) cu.ft. ac.-ft.) (ac.-ft.) (cu.ft. 0 350 150 1 356 156 960 52,500 0 2 362 162 961 55,536 54,018 1.24 1.24 54,018 3 368 168 962 58,644 57,090 1.31 2.55 111,108 4 374 174 963 61,824 60,234 1.38 3.93 171,342 5 1 380 180 964 65,076 63,450 1.46 5.39 234,792 6 386 186 965 68,400 66,738 1.53 6.92 301,530 966 71,796 70,098 1.61 8.53 371,628 Length(ft) lWidth(ft) Area(sft) jArea(ac) 386 1 186 1 71,796 1 1.65 Add 8 ft berm for maintenance @ top of pond(870 ft) Proposed Sediment Basin OSF-1 Required Sediment Storage Vol.(cu.ft) =1 62,799 Proposed Grade Elev.= 925(Estimated) (ac-ft)= 1.44 Proposed Bottom El.= 914 Pond Embankment slope:3H:1V POND ELEV. AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Sta a/EI. Len th ft Width ft (FT.) (sq.-ft.) (cu.ft.) (ac.-ft.) (ac.-ft.) (cu.ft.) 0 250 75 1 256 81 914 18750 0 2 262 87 915 20736 19743.00 0.45 0.45 19,743 3 268 93 916 22794 21765.00 0.50 0.95 41,508 4 274 99 917 24924 23859.00 0.55 1.50 65,367 5 280 105 918 27126 26025.00 0.60 2.10 91,392 6 286 111 919 29400 28263.00 0.65 2.75 119,655 920 31746 30573.00 0.70 3.45 150,228 ILength(ft)lWidth(ft) jArea(sft) jArea(ac) 286 111 31,746 0.73 Total Disturbed Area(LOD)=24.5 acres 19"OUTLET PIPE(Inv._) 914 WSE POND DEPTH (ft.) b ORIFICE FLOW WEIR FLOW (cfs) (cfs) 914 914.5 0.5 915 1 2.00 2.35 915.5 1.5 2.00 13.99 6.66 916 2 2.00 19.78 12.24 916.5 2.5 2.00 24.23 18.84 917 3 2.00 27.98 26.33 917.5 3.5 2.00 31.28 34.61 918 4 2.00 34.26 43.61 918.5 4.5 2.00 37.01 53.28 919 5 2.00 39.57 63.58 919.5 5.5 2.00 41.97 74.46 920 6 2.00 44.24 85.90 Proposed Sediment Basin OSF-2 Required Sediment Storage Vol.(cu.ft) =1 44,122 Proposed Grade Elev.= 925(Estimated) (ac-ft)= 1.01 Proposed Bottom El.= 914 Pond Embankment slope: 3H:1V POND ELEV. AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Stage/El. Length ft Width ft FT. sq.-ft. cu.ft.) (ac.-ft.) (ac.-ft.) (cu.ft. 0 175 80 1 181 86 914 14000 0 2 187 92 915 15566 14783.00 0.34 0.34 14,783 3 193 98 916 17204 16385.00 0.38 0.72 31,168 4 199 104 917 18914 18059.00 0.41 1.13 49,227 5 205 110 918 20696 19805.00 0.45 1.58 69,032 6 211 116 919 22550 21623.00 0.50 2.08 90,655 920 24476 23513.00 0.54 2.62 114,168 1 Length ft Width ft Area sft Area ac 211 116 24,476 0.56 Total Disturbed Area(LOD)=34.9 acres 19"OUTLET PIPE(Inv. _) 914 WSE POND DEPTH (ft.) b ORIFICE FLOW WEIR FLOW (cfs) (cfs) 914 914.5 0.5 915 1 2.00 2.35 915.5 1.5 2.00 13.99 6.66 916 2 2.00 19.78 12.24 916.5 2.5 2.00 24.23 18.84 917 3 2.00 27.98 26.33 917.5 3.5 2.00 31.28 34.61 918 4 2.00 34.26 43.61 918.5 4.5 2.00 37.01 53.28 919 5 2.00 39.57 63.58 919.5 5.5 2.00 41.97 74.46 920 6 2.00 44.24 85.90 Proposed Sediment Basin OSF-3 Required Sediment Storage Vol.(cu.ft) =1 44,122 Proposed Grade Elev.= 900(Estimated) (ac-ft)= 1.01 Proposed Bottom El.= 875 Pond Embankment slope:31H:1V POND ELEV. AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Sta a/Elev.Len th ft Width ft (FT.) (sq.-ft.) (cu.ft.) (ac.-ft.) (ac.-ft.) (cu.ft.) 0 200 70 1 206 76 875 14000 0 2 212 82 876 15656 14828.00 0.34 0.34 14,828 3 218 88 877 17384 16520.00 0.38 0.72 31,348 4 224 94 878 19184 18284.00 0.42 1.14 49,632 5 230 100 879 21056 20120.00 0.46 1.60 69,752 6 236 106 880 23000 22028.00 0.51 2.11 91,780 881 25016 24008.00 0.55 2.66 115,788 IlLength(ft)lWidth(ft) jArea(sft) jArea(ac) 236 1 106 1 25,016 1 0.57 Total Disturbed Area(LOD)=8.6 acres Proposed Detention Basin Duke Pad(500 ftx500 ft) Required Sediment Storage Vol.(cu.ft) = 66,892 Proposed Grade Elev.= 830(Estimated) ac-ft= 1.54 Proposed Bottom El.= 825 Pond Embankment slope:3H:1V POND ELEV. AREA VOLUME VOLUME CUMM VOLUME CUMM VOLUME Sta a/Elev Length(ft)Width ft FT. sq.-ft. cu.ft.) (ac.-ft.) (ac.-ft.) (cu.ft. 0 125 75 1 131 81 825 9375 0 2 137 87 826 10611 9993.00 0.23 0.23 9,993 3 143 93 827 11919 11265.00 0.26 0.49 21,258 4 149 99 828 13299 12609.00 0.29 0.78 33,867 5 155 105 829 14751 14025.00 0.32 1.10 47,892 6 161 111 830 16275 15513.00 0.36 1.46 63,405 831 17871 17073.00 0.39 1.85 80.478 ILength ft Width ft Area sft Area ac 161 1 111 17,871 1 0.41 Add 8 ft berm for maintenance on the top of pond @831 ft Total Disturbed Area(LOD)=12.9 acres Disturbed Area excluding accessroad and Laydown area=9.28 acres ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Appendix D: Proposed Sewer Sizing Calculations H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 18 in 1.50 ft Pipe Radius 9 in 0.75 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.02 ft/ft 2.00% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 (R-h) (R-h/RCos-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2 A.5 Sq ft ft ft ft Cfs 9pm gpd fps 0.00 0.00 0.0000 0.7500 0.5625 0.7500 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.9518 0.7500 0.5625 0.6667 0.8889 0.4759 0.1250 0.0069 0.1181 0.3436 0.0386 0.71 0.05 0.69 0.09 40 57,722 2.31 3.00 0.25 1.6821 0.7500 0.5625 0.5000 0.6667 0.8411 0.3750 0.0625 0.3125 0.5590 0.1936 1.26 0.15 1.12 0.90 403 579,703 4.63 6.00 0.50 2.4619 0.7500 0.5625 0.2500 0.3333 1.2310 0.7500 0.2500 0.5000 0.7071 0.5156 1.85 0.28 1.41 3.56 1,598 2,301,569 6.91 8.00 0.67 1 2.91891 0.75001 0.56251 0.08331 0.1111 1 1.4595 1.0000 0.4444 0.5556 0.7454 0.7588 2.19 0.35 1.49 6.05 2,717 3,911,943 7.98 9.00 0.75 3.1416 0.7500 0.56251 0.00001 0.0000 1 1.5708 1.1250 0.5625 0.5625 0.7500 0.8836 2.36 0.38 1.50 7.43 3,334 4,800,307 8.41 12.00 1.00 3.8213 0.7500 0.5625 -0.2500 -0.3333 1.9106 1.5000 1.0000 0.5000 0.7071 1.2515 2.87 0.44 1.41 11.64 5,226 7,525,743 9.30 15.00 1.25 4.6010 0.7500 0.5625 -0.5000 -0.6667 2.3005 1.8750 1.5625 0.3125 0.5590 1.5736 3.45 0.46 1.12 15.07 6,763 9,739,340 9.58 18.00 1.50 6.2832 0.7500 0.5625 -0.7500 -1.0000 1 3.1416 2.2500 2.2500 0.0000 0.0000 1.7671 4.71 0.38 0.00 14.86 6,667 9,600,615 8.41 Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 24 in 2.00 ft Pipe Radius 12 in 1.00 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.02 ft/ft 2.00% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 (R-h) (R-h/RCos-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2 A.5 Sq ft ft ft ft Cfs gpm gpd fps 0.00 0.00 0.0000 1.0000 1.0000 1.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.8223 1.0000 1.0000 0.9167 0.9167 0.4111 0.1667 0.0069 0.1597 0.3997 0.0448 0.82 0.05 0.80 0.10 47 67,239 2.32 3.00 0.25 1.4455 1.0000 1.0000 0.7500 0.7500 0.7227 0.5000 0.0625 0.4375 0.6614 0.2267 1.45 0.16 1.32 1.07 478 688,565 4.70 6.00 0.50 2.0944 1.0000 1.0000 0.5000 0.5000 1.0472 1.0000 0.2500 0.7500 0.8660 0.6142 2.09 0.29 1.73 4.38 1,967 2,832,252 7.14 8.00 0.67 2.4619 1.0000 1.0000 0.33331 0.3333 1.2310 1.3333 0.44441 0.8889 0.9428 0.9167 2.46 0.37 1.89 7.67 3,442 4,956,715 8.37 9.00 0.75 2.6362 1.0000 1.0000 0.2500 0.2500 1.3181 1.5000 0.5625 0.9375 0.9682 1.0761 2.64 0.41 1.94 9.57 4,296 6,185,962 8.90 12.00 1.00 3.1416 1.0000 1.0000 0.0000 0.0000 1.5708 2.0000 1.0000 1.0000 1.0000 1.5708 3.14 0.50 2.00 16.00 7,179 10,338,059 10.18 15.00 1.25 3.6470 1.0000 1.0000 -0.2500 -0.2500 1.8235 2.5000 1.5625 0.9375 0.9682 2.0655 3.65 0.57 1.94 22.86 10,258 14,772,058 11.07 18.00 1.50 4.1888 1.0000 1.0000 -0.5000 -0.5000 2.0944 3.0000 2.2500 0.7500 0.8660 2.5274 4.19 0.60 1.73 29.17 13,093 18,854,091 11.54 21.00 1.75 4.8377 1.0000 1.0000 -0.7500 -0.7500 2.4189 3.5000 3.0625 0.4375 0.6614 2.9149 4.84 0.60 1.32 33.62 15,087 21,725,047 11.53 24.00 2.00 6.2832 1.0000 1.0000 -1.0000 -1.0000 3.1416 1 4.0000 4.0000 0.0000 0.0000 3.1416 6.28 0.50 0.00 31.99 14,358 20,676,118 10.18 Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 30 in 2.50 ft Pipe Radius 15 in 1.25 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.02 ft/ft 2.00% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 (R-h) (R-h/RCos-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2 A.5 Sq ft ft ft ft Cfs gpm gpd fps 0.00 0.00 0.0000 1.2500 1.5625 1.2500 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.7344 1.2500 1.5625 1.1667 0.9333 0.3672 0.2083 0.0069 0.2014 0.4488 0.0502 0.92 0.05 0.90 0.12 52 75,570 2.33 3.00 0.25 1.2870 1.2500 1.5625 1.0000 0.8000 0.6435 0.6250 0.0625 0.5625 0.7500 0.2555 1.61 0.16 1.50 1.21 544 782,674 4.74 6.00 0.50 1.8546 1.2500 1.5625 0.7500 0.6000 0.9273 1.2500 0.2500 1.0000 1.0000 0.6989 2.32 0.30 2.00 5.08 2,280 3,282,899 7.27 8.00 0.67 2.1706 1.2500 1.5625 0.5833 0.4667 1.0853 1.66671 0.44441 1.2222 1.1055 1.0508 2.71 0.39 2.21 9.03 4,051 5,833,352 8.59 9.00 0.75 2.3186 1.2500 1.5625 0.5000 0.4000 1.1593 1.8750 0.5625 1.3125 1.1456 1.2386 2.90 0.43 2.29 11.36 5,098 7,341,378 9.17 12.00 1.00 2.7389 1.2500 1.5625 0.2500 0.2000 1.3694 2.5000 1.0000 1.5000 1.2247 1.8336 3.42 0.54 2.45 19.55 8,773 12,633,097 10.66 15.00 1.25 3.1416 1.2500 1.5625 0.0000 0.0000 1.5708 3.1250 1.5625 1.5625 1.2506 2.4544 3.93 0.63 2.50 29.00 13,017 18,744,148 11.82 18.00 1.50 3.5443 1.2500 1.5625 -0.2500 -0.2000 1.7722 3.7500 2.2500 1.5000 1.2247 3.0752 4.43 0.69 2.45 38.97 17,490 25,186,145 12.67 21.00 1.75 3.9646 1.2500 1.5625 -0.5000 -0.4000 1.9823 4.3750 3.0625 1.3125 1.1456 3.6702 4.96 0.74 2.29 48.57 21,796 31,386,614 13.23 24.00 2.00 4.4286 1.2500 1.5625 -0.7500 -0.6000 2.2143 5.0000 4.0000 1.0000 1.0000 4.2098 5.54 0.76 2.00 56.70 25,447 36,643,568 13.47 27.00 2.25 4.9962 1.2500 1.5625 -1.0000 -0.8000 2.4981 5.6250 5.0625 0.5625 0.7500 4.6533 6.25 0.75 1.50 61.82 27,746 39,954,927 13.29 30.00 2.50 6.2832 1.2500 1.5625 -1.2500 -1.0000 3.1416 6.2500 6.2500 0.0000 0.0000 4.9087 7.85 0.63 0.00 58.01 26,034 37,488,296 11.82 Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 36 in 3.00 ft Pipe Radius 18 in 1.50 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.0125 ft/ft 1.25% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 (R-h) (R-h/RCos-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2 A.5 Sq ft ft ft ft Cfs qpm gpd fps 0.00 0.00 0.0000 1.5000 2.2500 1.5000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.6698 1.5000 2.2500 1.4167 0.9444 0.3349 0.2500 0.0069 0.2431 0.4930 0.0551 1.00 0.05 0.99 0.10 46 65,672 1.84 3.00 0.25 1.1714 1.5000 2.2500 1.2500 0.8333 0.5857 0.7500 0.0625 0.6875 0.8292 0.2813 1.76 0.16 1.66 1.06 476 685,214 3.77 6.00 0.50 1.6821 1.5000 2.2500 1.0000 0.6667 0.8411 1.5000 0.2500 1.2500 1.1180 0.7744 2.52 0.31 2.24 4.50 2,021 2,909,993 5.81 8.00 0.67 1.9635 1.5000 2.2500 0.83331 0.5556 0.9818 2.0000 0.44441 1.5556 1.2472 1.1696 2.95 0.40 2.49 8.08 3,624 5,219,187 6.90 9.00 0.75 2.0944 1.5000 2.2500 0.7500 0.5000 1.0472 2.2500 0.5625 1.6875 1.2990 1.3819 3.14 0.44 2.60 10.21 4,584 6,601,591 7.39 12.00 1.00 2.4619 1.5000 2.2500 0.5000 0.3333 1.2310 3.0000 1.0000 2.0000 1.4142 2.0626 3.69 0.56 2.83 17.88 8,023 11,553,422 8.67 15.00 1.25 2.8067 1.5000 2.2500 0.2500 0.1667 1.4033 3.7500 1.5625 2.1875 1.4790 2.7878 4.21 0.66 2.96 27.07 12,148 17,492,496 9.71 18.00 1.50 3.1416 1.5000 2.2500 0.0000 0.0000 1.5708 4.5000 2.2500 2.2500 1.5000 3.5343 4.71 0.75 3.00 37.29 16,734 24,096,597 10.55 21.00 1.75 3.4765 1.5000 2.2500 -0.2500 -0.1667 1.7382 5.2500 3.0625 2.1875 1.4790 4.2808 5.21 0.82 2.96 47.96 21,526 30,997,985 11.20 24.00 2.00 3.8213 1.5000 2.2500 -0.5000 -0.3333 1.9106 6.0000 4.0000 2.0000 1.4142 5.0060 5.73 0.87 2.83 58.45 26,235 37,777,747 11.68 27.00 2.25 4.1888 1.5000 2.2500 -0.7500 -0.5000 2.0944 6.7500 5.0625 1.6875 1.2990 5.6867 6.28 0.91 2.60 68.00 30,518 43,946,298 11.96 30.00 2.50 4.6010 1.5000 2.2500 -1.0000 -0.6667 2.3005 7.5000 6.2500 1.2500 1.1180 6.2942 6.90 0.91 2.24 75.65 33,951 48,889,566 12.02 33.00 2.75 5.1118 1.5000 2.2500 -1.2500 -0.8333 2.5559 8.2500 7.5625 0.6875 0.8292 6.7872 7.67 0.89 1.66 79.97 35,889 51,680,083 1 11.78 36.00 1 3.00 1 6.2832 1.50001 2.2500 -1.5000 -1.0000 1 3.1416 9.0000 1 9.00001 0.0000 0.0000 7.0686 1 9.42 0.75 0.00 1 74.57 33,467 48,193,193 1 10.55 Albemarle,Kings Mountain Drainage Study,INC Pipe Flow Computation,Manning's Equation Pipe Diameter 42 in 3.50 ft Pipe Radius 21 in 1.75 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.01 ft/ft 1.00% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in F h,ft radians ft ft2 (R-h) (R-h/R os-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2^.5 Sq ft ft ft ft cfs gpm gpd fps 0.00 0.00 0.0000 1.7500 3.0625 1.7500 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.6197 1.7500 3.0625 1.6667 0.9524 0.3098 0.2917 0.0069 0.2847 0.5336 0.0596 1.08 0.05 1.07 0.10 44 63,602 1.65 3.00 0.25 1.0822 1.7500 3.0625 1.5000 0.8571 0.5411 0.8750 0.0625 0.8125 0.9014 0.3050 1.89 0.16 1.80 1.03 463 667,080 3.38 6.00 0.50 1.5504 1.7500 3.0625 1.2500 0.7143 0.7752 1.7500 0.2500 1.5000 1.2247 0.8431 2.71 0.31 2.45 4.42 1,984 2,857,389 5.24 8.00 0.67 1 1.8065 1.75001 3.0625 1.08331 0.6190 0.9033 1 2.3333 0.4444 1.8889 1 1.3744 1.2774 1 3.16 0.40 2.75 1 7.98 3,581 5,157,284 6.25 9.00 0.75 1.9251 1.7500 3.0625 1.0000 0.5714 0.9626 2.6250 0.5625 2.0625 1.4361 1.5117 3.37 0.45 2.87 10.13 4,545 6,545,234 6.70 12.00 1.00 2.2558 1.7500 3.0625 0.7500 0.4286 1.1279 3.5000 1.0000 2.5000 1.5811 2.2683 3.95 0.57 3.16 17.92 8043 11,581582 7.90 15.00 1.25 2.5621 1.7500 3.0625 0.5000 0.2857 1.2810 4.3750 1.5625 2.8125 1.6771 3.0847 4.48 0.69 3.35 27.48 12,333 17,758,978 8.91 18.00 1.50 2.8549 1.7500 3.0625 0.2500 0.1429 1.4274 5.2500 2.2500 3.0000 1.7321 3.9385 5.00 0.79 3.46 38.42 17,243, 24,829 360 9.75 21.00 1.75 3.1416 1.7500 3.0625 0.0000 0.0000 1.5708 6.1250 3.0625 3.0625 1.7500 4.8106 5.50 0.88 3.50 50.30 22,5771 32,510,637 10.46 24.00 2.00 3.4283 1.7500 3.0625 -0.2500 -0.1429 1.7141 7.0000 4.0000 3.0000 1.7321 5.6826 6.00 0.95 3.46 62.65 28,1161 40,487 688 11.02 27.00 2.25 3.7211 1.7500 3.0625 -0.5000 -0.2857 1.8605 7.8750 5.0625 2.8125 1.6771 6.5365 6.51 1.00 3.35 74.90 33,617 48,408,524 11.46 30.00 2.50 4.0274 1.7500 3.0625 -0.7500 -0.4286 2.0137 8.7500 6.2500 2.5000 1.5811 7.3528 7.05 1.04 3.16 86.46 38,801 55,873 476 11.76 33.00 2.75 4.3581 1.7500 3.0625 -1.0000 -0.5714 2.1790 9.6250 7.5625 2.0625 1.4361 8.1095 7.63 1.06 2.87 96.57 43,340 62,410,064 11.91 36.00 3.00 4.7328 1.7500 3.0625 -1.2500 -0.7143 2.3664 10.5000 9.0000 1.5000 1.2247 8.7780 8.28 1.06 2.45 104.30 46,812 67,408 567 11.88 39.00 3.25 5.2010 1.7500 3.0625 -1.5000 -0.8571 2.6005 11.3750 10.5625 0.8125 0.9014 9.3161 9.10 1.02 1.80 108.16 48,540 69,897,971 11.61 42.00 3.50 6.2832 1.7500 3.0625 -1.7500 -1.0000 3.1416 12.2500 12.2500 0.0000 0.0000 9.6211 11.00 0.88 0.00 100.61 45154 65,091273 10.46 Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 54 in 4.50 ft Pipe Radius 27 in 2.25 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.0125 ft/ft 1.25% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 R-h R-h/R os-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2^.5 s ft ft ft ft m d fps 0.00 0.00 0.0000 2.2500 5.0625 2.2500 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.5460 2.2500 5.0625 2.1667 0.9630 0.2730 0.3750 0.0069 0.3681 0.6067 0.0677 1.23 0.06 1.21 0.13 56 80,896 1.85 3.00 0.25 0.9518 2.2500 5.0625 2.0000 0.8889 0.4759 1.1250 0.0625 1.0625 1.0308 0.3476 2.14 0.16 2.06 1.32 593 854,292 3.80 6.00 0.50 1.3593 2.2500 5.0625 1.7500 0.7778 0.6797 2.2500 0.2500 2.0000 1.4142 0.9660 3.06 0.32 2.83 5.73 2,570 3,700,101 5.93 8.00 0.67 1 1.5804 2.25001 5.0625 1.58331 0.7037 1 0.7902 3.0000 0.4444 2.5556 1 1.5986 1.4693 3.56 0.41 3.20 10.42 4,675 6,731,930 7.09 9.00 0.75 1.6821 2.2500 5.0625 1.5000 0.6667 0.8411 3.3750 0.5625 2.8125 1.6771 1.7423 3.78 0.46 3.35 13.28 5,958 8,579,633 7.62 12.00 1.00 1.9635 2.2500 5.0625 1.2500 0.5556 0.9818 4.5000 1.0000 3.5000 1.8708 2.6317 4.42 0.60 3.74 23.81 10,686 15,387 907 9.05 15.00 1.25 2.2205 2.2500 5.0625 1.0000 0.4444 1.1102 5.6250 1.5625 4.0625 2.0156 3.6050 5.00 0.72 4.03 37.06 16,635 23,953,845 10.28 18.00 1.50 2.4619 2.2500 5.0625 0.7500 0.3333 1.2310 6.7500 2.2500 4.5000 2.1213 4.6407 5.54 0.84 4.24 52.71 23,655 34,063 347 11.36 21.00 1.75 2.6934 2.2500 5.0625 0.5000 0.2222 1.3467 7.8750 3.0625 4.8125 2.1937 5.7208 6.06 0.94 4.39 70.36 31,576 45,469,409 12.30 24.00 2.00 2.9189 2.2500 5.0625 0.2500 0.1111 1.4595 9.0000 4.0000 5.0000 2.2361 6.8295 6.57 1.04 4.47 89.59 40,206 57,896 972 13.12 27.00 2.25 3.1416 2.2500 5.0625 0.0000 0.0000 1.5708 10.1250 5.0625 5.0625 2.2500 7.9522 7.07 1.13 4.50 109.93 49,337 71,044,817 13.82 30.00 2.50 3.3643 2.2500 5.0625 -0.2500 -0.1111 1.6821 11.2500 6.2500 5.0000 2.2361 9.0748 7.57 1.20 4.47 130.88 58,740 84,585 237 14.42 33.00 2.75 3.5898 2.2500 5.0625 -0.5000 -0.2222 1.7949 12.3750 7.5625 4.8125 2.1937 10.1835 8.08 1.26 4.39 151.89 68,168 98,161,379 14.92 36.00 3.00 3.8213 2.2500 5.0625 -0.7500 -0.3333 1.9106 13.5000 9.0000 4.5000 2.1213 11.2636 8.60 1.31 4.24 1 172.34 77,348 111 381,419 15.30 39.00 3.25 4.0627 2.2500 5.0625 -1.0000 -0.4444 2.0314 14.6250 10.5625 4.0625 2.0156 12.2993 9.14 1.35 4.03 191.57 85,977 123,807,453 15.58 42.00 3.50 4.3197 2.2500 5.0625 -1.2500 -0.5556 2.1598 15.7500 12.2500 3.5000 1.8708 13.2727 9.72 1.37 3.74 208.79 93,704 134 934,026 15.73 45.00 3.75 4.6010 2.2500 5.0625 -1.5000 -0.6667 2.3005 16.8750 14.0625 2.8125 1.6771 14.1620 10.35 1.37 3.35 223.04 100,099 144,142,772 15.75 48.00 4.00 4.9238 2.2500 5.0625 -1.7500 -0.7778 2.4619 18.0000 16.0000 2.0000 1.4142 14.9383 11.08 1.35 2.83 233.01 104,575 150 588,602 15.60 51.00 4.25 5.3314 2.2500 5.0625 -2.0000 -0.8889 2.6657 19.1250 18.0625 1.0625 1.0308 15.5567 12.00 1.30 2.06 236.43 106,112 152,800,634 15.20 54.00 4.50 6.2832 2.2500 5.0625 -2.2500 -1.0000 1 3.1416 1 20.2500 1 20.2500 0.0000 0.0000 15.9043 14.14 1.13 0.00 219.86 1 98,673 142 089,634 13.82 Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 60 in 5.00 ft Pipe Radius 30 in 2.50 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.0125 ft/ft 1.25% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 R-h R-h/R os-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2^.5 s ft ft ft ft m d fps 0.00 0.00 0.0000 2.5000 6.2500 2.5000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.5178 2.5000 6.2500 2.4167 0.9667 0.2589 0.4167 0.0069 0.4097 0.6401 0.0714 1.29 0.06 1.28 0.13 59 85,369 1.85 3.00 0.25 0.9021 2.5000 6.2500 2.2500 0.9000 0.4510 1.2500 0.0625 1.1875 1.0897 0.3670 2.26 0.16 2.18 1.40 628 903,678 3.81 6.00 0.50 1.2870 2.5000 6.2500 2.0000 0.8000 0.6435 2.5000 0.2500 2.2500 1.5000 1.0219 3.22 0.32 3.00 6.08 2,728 3,928,868 5.95 8.00 0.67 1.4952 2.5000 6.2500 1.8333 0.7333 0.7476 3.3333 0.4444 2.8889 1.6997 1.5563 3.74 0.42 3.40 11.09 4,977 7167,439 7.13 9.00 0.75 1.5908 2.5000 6.2500 1.7500 0.7000 0.7954 3.7500 0.5625 3.1875 1.7854 1.8469 3.98 0.46 3.57 14.15 6,352 9,147,495 7.66 12.00 1.00 1.8546 2.5000 6.2500 1.5000 0.6000 0.9273 5.0000 1.0000 4.0000 2.0000 2.7956 4.64 0.60 4.00 25.50 11,444 1 16,479 508 9.12 15.00 1.25 2.0944 2.5000 6.2500 1.2500 0.5000 1.0472 6.2500 1.5625 4.6875 2.1651 3.8387 5.24 0.73 4.33 39.89 17,901 25,777,764 10.39 18.00 1.50 2.3186 2.5000 6.2500 1.0000 0.4000 1.1593 7.5000 2.2500 5.2500 2.2913 4.9542 5.80 0.85 4.58 57.02 25,592 36,852 269 11.51 21.00 1.75 2.5322 2.5000 6.2500 0.7500 0.3000 1.2661 8.7500 3.0625 5.6875 2.3848 6.1245 6.33 0.97 4.77 76.56 34,362 49,481,034 12.50 24.00 2.00 2.7389 2.5000 6.2500 0.5000 0.2000 1.3694 10.0000 4.0000 6.0000 2.4495 7.3342 6.85 1.07 4.90 98.13 44,039 63,415 658 13.38 27.00 2.25 2.9413 2.5000 6.2500 0.2500 0.1000 1.4706 11.2500 5.0625 6.1875 2.4875 8.5696 7.35 1.17 4.97 121.29 54,433 78,384,147 14.15 30.00 2.50 3.1416 2.5000 6.2500 0.0000 0.0000 1.5708 12.5000 6.2500 6.2500 2.5000 9.8175 7.85 1.25 5.00 145.59 65,342 94,091 929 14.83 33.00 2.75 3.3419 2.5000 6.2500 -0.2500 -0.1000 1.6710 13.7500 7.5625 6.1875 2.4875 11.0654 8.35 1.32 4.97 170.55 76,543 110,221,342 15.41 36.00 3.00 1 3.5443 2.50001 6.2500 -0.5000 -0.2000 1.7722 15.0000 9.0000 6.0000 2.4495 12.3007 1 8.86 1.39 4.90 1 195.63 87,798 1126,429,482 15.90 39.00 3.25 3.7510 2.5000 6.2500 -0.7500 -0.3000 1.8755 16.2500 10.5625 5.6875 2.3848 13.5104 9.38 1.44 4.77 220.25 98,850 142,343,856 16.30 42.00 3.50 3.9646 2.5000 6.2500 -1.0000 -0.4000 1.9823 17.5000 12.2500 5.2500 2.2913 14.6807 9.91 1.48 4.58 243.79 109,413 157 554,613 16.61 45.00 3.75 4.1888 2.5000 6.2500 -1.2500 -0.5000 2.0944 18.7500 14.0625 4.6875 2.1651 15.7963 10.47 1.51 4.33 265.52 119,167 171,600,662 16.81 48.00 4.00 4.4286 2.5000 6.2500 -1.5000 -0.6000 2.2143 20.0000 16.0000 4.0000 2.0000 16.8394 11.07 1.52 4.00 284.62 127,739 183 943,490 16.90 51.00 4.25 4.6924 2.5000 6.2500 -1.7500 -0.7000 2.3462 21.2500 18.0625 3.1875 1.7854 17.7881 11.73 1.52 3.57 300.05 134,661 193,912,255 16.87 54.00 4.50 4.9962 2.5000 6.2500 -2.0000 -0.8000 2.4981 22.5000 20.2500 2.2500 1.5000 18.6131 12.49 1.49 3.00 310.34 139,282 200 565,857 16.67 57.00 4.75 5.3811 2.5000 6.2500 -2.2500 -0.9000 2.6906 23.7500 22.5625 1.1875 1.0897 19.2679 13.45 1.43 2.18 312.88 140,421 202,206,294 16.24 60.00 5.00 1 6.2832 2.5000 6.2500 -2.5000 -1.0000 3.1416 1 25.0000 1 25.0000 0.0000 0.0000 19.6350 15.71 1.25 0.00 1 291.18 1 130,683 188183,859 14.83 Albemarle,Kings Mountain Drainage Study,NC Pipe Flow Computation,Manning's Equation Pipe Diameter 72 in 6.00 ft Pipe Radius 36 in 3.00 ft/ft Manning's"n" Reinforced Concrete Pipe 0.013 Pipe Slope 0.01 ft/ft 1.00% Depth of Flow Wetted Hydraulic Top Water theta Radius R2 Area Perimeter Radius Width Flow Velocity h,in h,ft radians ft ft2 R-h R-h/R os-1 R-h/R 2Rh h2 2Rh-h2 2Rh-h2^.5 s ft ft ft ft m d fps 0.00 0.00 0.0000 3.0000 9.0000 3.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 0.00 0.00 0 0 0.00 1.00 0.08 0.4725 3.0000 9.0000 2.9167 0.9722 0.2363 0.5000 0.0069 0.4931 0.7022 0.0782 1.42 0.06 1.40 0.13 58 83,788 1.66 3.00 0.25 0.8223 3.0000 9.0000 2.7500 0.9167 0.4111 1.5000 0.0625 1.4375 1.1990 0.4031 2.47 0.16 2.40 1.38 618 890,085 3.42 6.00 0.50 1.1714 3.0000 9.0000 2.5000 0.8333 0.5857 3.0000 0.2500 2.7500 1.6583 1.1254 3.51 0.32 3.32 6.02 2,702 3,891,509 5.35 8.00 0.67 1.3593 3.0000 9.0000 2.3333 0.7778 0.6797 4.0000 0.4444 3.5556 1.8856 1.7173 4.08 0.42 3.77 11.03 4,950 7,127,357 6.42 9.00 0.75 1.4455 3.0000 9.0000 2.2500 0.7500 0.7227 4.5000 0.5625 3.9375 1.9843 2.0399 4.34 0.47 3.97 14.10 6,330 9,114,931 6.91 12.00 1.00 1.6821 3.0000 9.0000 2.0000 0.6667 0.8411 6.0000 1.0000 5.0000 2.2361 3.0975 5.05 0.61 4.47 25.57 1 11,477 16,526 606 8.26 15.00 1.25 1.8959 3.0000 9.0000 1.7500 0.5833 0.9480 7.5000 1.5625 5.9375 2.4367 4.2675 5.69 0.75 4.87 40.28 18,077 26,030,573 9.44 18.00 1.50 2.0944 3.0000 9.0000 1.5000 0.5000 1.0472 9.0000 2.2500 6.7500 2.5981 5.5277 6.28 0.88 5.20 58.01 26,036 37,492 140 10.50 21.00 1.75 2.2820 3.0000 9.0000 1.2500 0.4167 1.1410 10.5000 3.0625 7.4375 2.7272 6.8602 6.85 1.00 5.45 78.53 35,242 50,748,573 11.45 24.00 2.00 2.4619 3.0000 9.0000 1.0000 0.3333 1.2310 12.0000 4.0000 8.0000 2.8284 8.2502 7.39 1.12 5.66 101.53 45,566 65,614 870 12.31 27.00 2.25 2.6362 3.0000 9.0000 0.7500 0.2500 1.3181 13.5000 5.0625 8.4375 2.9047 9.6845 7.91 1.22 5.81 126.71 56,866 81,887,114 13.08 30.00 2.50 2.8067 3.0000 9.0000 0.5000 0.1667 1.4033 15.0000 6.2500 8.7500 2.9580 11.1511 8.42 1.32 5.92 153.72 68,989 99,344 411 13.79 33.00 2.75 2.9747 3.0000 9.0000 0.2500 0.0833 1.4874 16.5000 7.5625 8.9375 2.9896 12.6389 8.92 1.42 5.98 182.20 81,771 117,749,867 14.42 36.00 3.00 3.1416 3.0000 9.0000 0.00001 0.0000 1.5708 18.0000 9.0000 9.0000 3.0000 14.1372 9.42 1.50 6.00 211.75 95,035 1136,850,805 14.98 39.00 3.25 3.3085 3.0000 9.0000 -0.2500 -0.0833 1.6542 19.5000 10.5625 8.9375 2.9896 15.6354 9.93 1.58 5.98 241.97 108,596 156,378,245 15.48 42.00 3.50 3.4765 3.0000 9.0000 -0.5000 -0.1667 1.7382 21.0000 12.2500 8.7500 2.9580 17.1232 10.43 1.64 5.92 272.40 122,254 176 045,575 15.91 45.00 3.75 3.6470 3.0000 9.0000 -0.7500 -0.2500 1.8235 22.5000 14.0625 8.4375 2.9047 18.5898 10.94 1.70 5.81 302.58 135,796 195,546,186 16.28 48.00 4.00 3.8213 3.0000 9.0000 -1.0000 -0.3333 1.9106 24.0000 16.0000 8.0000 2.8284 20.0241 11.46 1.75 5.66 331.98 148,993 214 549,597 16.58 51.00 4.25 4.0011 3.0000 9.0000 -1.2500 -0.4167 2.0006 25.5000 18.0625 7.4375 2.7272 21.4141 12.00 1.78 5.45 360.06 161,594 232,695,261 16.81 54.00 4.50 4.1888 3.0000 9.0000 -1.5000 -0.5000 2.0944 27.0000 20.2500 6.7500 2.5981 22.7467 12.57 1.81 5.20 386.19 173,321 249 582,391 16.98 57.00 4.75 4.3872 3.0000 9.0000 -1.7500 -0.5833 2.1936 28.5000 22.5625 5.9375 2.4367 24.0068 13.16 1.82 4.87 409.66 183,856 264,752,440 17.06 60.00 5.00 4.6010 3.0000 9.0000 -2.0000 -0.6667 2.3005 30.0000 25.0000 5.0000 2.2361 1 25.1769 13.80 1.82 4.47 429.63 192,817 277 656,488 17.06 63.00 5.25 4.8377 3.0000 9.0000 -2.2500 -0.7500 2.4189 31.5000 27.5625 3.9375 1.9843 26.2344 14.51 1.81 3.97 444.99 199,713 287,586,888 16.96 66.00 5.50 5.1118 3.0000 9.0000 -2.5000 -0.8333 2.5559 33.0000 30.2500 2.7500 1.6583 27.1489 15.34 1.77 3.32 454.15 203,823 293 504,557 16.73 69.00 5.75 5.4609 3.0000 9.0000 -2.7500 -0.9167 2.7305 34.5000 33.0625 1.4375 1.1996 27.8712 16.38 1.70 2.40 454.02 203,766 293,422,531 16.29 72.00 6.00 6.2832 3.0000 9.0000 -3.0000 -1.0000 3.1416 36.0000 36.0000 0.0000 0.0000 28.2743 18.85 1.50 0.00 423.51 190,071 273 701,610 14.98 ALBEMARLE" HATC H Albemarle- Kings Mountain Mine Select EPCM Construction Stormwater Management Plan —July 12, 2024 Appendix E: Channel and Culvert Capacity Analysis Results H371132-4000-220-230-0001, Rev. C ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Oct 9 2023 Grass Swale @ 1 % slope, 2.5 ft depth Trapezoidal Highlighted Bottom Width (ft) = 6.00 Depth (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 108.96 Total Depth (ft) = 3.00 Area (sqft) = 24.00 Invert Elev (ft) = 850.00 Velocity (ft/s) = 4.54 Slope (%) = 0.60 Wetted Perim (ft) = 18.65 N-Value = 0.030 Crit Depth, Yc (ft) = 1.65 Top Width (ft) = 18.00 Calculations EGL (ft) = 2.32 Compute by: Q vs Depth No. Increments = 3 Elev (ft) Section Depth (ft) 854.00 4.00 853.00 3.00 852.00 2.00 851.00 1.00 850.00 0.00 849.00 -1.00 0 5 10 15 20 25 30 35 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Oct 9 2023 Grass Swale @ 1 % slope, 2.5 ft depth Trapezoidal Highlighted Bottom Width (ft) = 6.00 Depth (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 108.96 Total Depth (ft) = 3.00 Area (sqft) = 24.00 Invert Elev (ft) = 850.00 Velocity (ft/s) = 4.54 Slope (%) = 0.60 Wetted Perim (ft) = 18.65 N-Value = 0.030 Crit Depth, Yc (ft) = 1.65 Top Width (ft) = 18.00 Calculations EGL (ft) = 2.32 Compute by: Q vs Depth No. Increments = 3 Depth (ft) Performance Curve Elev (ft) 4.00 854.00 3.00 853.00 2.00 852.00 0000/ 1.00 851.00 0.0 25 50 75 100 125 150 175 200 225 250 275 Normal Depth Q (cfs) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Oct 9 2023 Rip-Rap Channel @ 1.4% Slope, 3 ft depth Trapezoidal Highlighted Bottom Width (ft) = 5.00 Depth (ft) = 2.40 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 188.55 Total Depth (ft) = 3.00 Area (sqft) = 29.28 Invert Elev (ft) = 850.00 Velocity (ft/s) = 6.44 Slope (%) = 1.40 Wetted Perim (ft) = 20.18 N-Value = 0.035 Crit Depth, Yc (ft) = 2.31 Top Width (ft) = 19.40 Calculations EGL (ft) = 3.04 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section Depth (ft) 854.00 4.00 853.00 3.00 v 852.00 2.00 851.00 1.00 850.00 0.00 849.00 -1.00 0 5 10 15 20 25 30 35 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Oct 9 2023 Rip-Rap Channel @ 1.4% Slope, 3 ft depth Trapezoidal Highlighted Bottom Width (ft) = 5.00 Depth (ft) = 2.40 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 188.55 Total Depth (ft) = 3.00 Area (sqft) = 29.28 Invert Elev (ft) = 850.00 Velocity (ft/s) = 6.44 Slope (%) = 1.40 Wetted Perim (ft) = 20.18 N-Value = 0.035 Crit Depth, Yc (ft) = 2.31 Top Width (ft) = 19.40 Calculations EGL (ft) = 3.04 Compute by: Q vs Depth No. Increments = 10 Depth (ft) Performance Curve Elev (ft) 3.00 853.00 2.00 852.00 1.00 851.00 0.00 850.00 0.0 25 50 75 100 125 150 175 200 225 250 275 300 325 Normal Depth Q (cfs)