The URL can be used to link to this page

Home My WebLink AboutNCG021046_Preliminary Drainage Analysis Report_20240923 A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Albemarle Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas-Operations Report Prepared for Albemarle Corporation 4250 Congress St Albemarle Charlotte, NC 28209 2024-07-05 D Preliminary S. Aluguvelli T. Kaiser K. Young N/A 2023-12-14 C Preliminary S. Aluguvelli T. Kaiser C. Clarke N/A 2023-10-06 B Permitting S. Aluguvelli T. Kaiser C. Clarke N/A 2023-09-13 A Draft S. Aluguvelli L. Linguist C. Clarke N/A Date Rev. Status Prepared By Checked By Approved By Approved B HUTCH Client H371132-0000-220-230-0001, Rev. D Pagei ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE HATC F Albemarle- Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Table of Contents 1. Introduction.....................................................................................................................................1 1.1 Location................................................................................................................................... 1 1.2 Project Description...................................................................................................................2 1.3 Facility Operations...................................................................................................................2 1.4 Purpose of the Report..............................................................................................................2 2. Site Conditions................................................................................................................................3 2.1 Existing Conditions ..................................................................................................................3 2.1.1 Climate.......................................................................................................................3 2.1.2 Surface Water Conditions...........................................................................................3 2.2 Proposed Site Conditions and Drainage Patterns.....................................................................4 2.3 Floodplain................................................................................................................................5 2.4 Soil Types and Descriptions.....................................................................................................6 2.5 Design Basis and Assumptions................................................................................................8 3. Stormwater Management BMP's .................................................................................................. 11 4. Description of Approach............................................................................................................... 12 4.1 Drainage Analysis Summary.................................................................................................. 12 5. Hydraulic Modelling Results......................................................................................................... 13 6. Environmental Impacts, Permitting, and Maintenance................................................................ 14 6.1 Inspection.............................................................................................................................. 14 6.2 Maintenance.......................................................................................................................... 14 7. Plan Preparers' Qualifications...................................................................................................... 15 8. References..................................................................................................................................... 15 List of Figures Figure 1-1: Project Location Map.............................................................................................................1 Figure1-2: Project Layout........................................................................................................................2 Figure 2-1: Existing Streamflow Network..................................................................................................4 Figure 2-2: FEMA Floodplain Map ...........................................................................................................6 Figure 2-3: Soils Map, Cleveland County (Kings Mountain)......................................................................7 List of Tables Table 2-1: Site Soils Information..............................................................................................................7 Table 3-1: Onsite Drainage Basin Areas................................................................................................ 12 Table 4-1: Summary of Peak Runoff Volumes and Flowrates................................................................. 13 Table 4-2: Required Sediment Storage Volume ..................................................................................... 13 H371132-0000-220-230-0001, Rev. D Page ii ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE HATC F Albemarle- Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas —July 5, 2024 List of Exhibits and Appendices Exhibit A: Overall Stormwater Management Plan Post-Development Conditions Exhibit B: Enlarged Stormwater Management Plan— North Area of 1-85 Exhibit C: Enlarged Stormwater Management Plan—South Area of 1-85 Exhibit D: Overall Stormwater Management Plan —NPI Area Exhibit E: Overall Stormwater Management Plan - Duke Substation Pad Exhibit F: Detention Pond Outlet Pipes - Plans and Profiles Exhibit G: Erosion and Sediment Control Details Exhibit H: Drainage Outfall Protection Details Appendix A : USGS Quadrangle Site Location Map Appendix B : USDA Soils Report Appendix C : Frequency Analysis Results from AWA(2022) and NOA Atlas 14 Precipitation Map Appendix D : Summary of Post Development Peak Runoff Volume and Flowrate Calculations Appendix E : Hydraflow Hydrographs Runoff Volume and Flowrate Calculations Appendix F : Proposed Sewer Sizing Calculations Appendix G : Channel and Culvert Capacity Analysis Results Appendix H : Proposed Sediment Basins Stage Storage Sizing Calculation Appendix I : FEMA Floodplain National Flood Hazard Layer FIRMette H371132-0000-220-230-0001, Rev. D Page iii ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 1. Introduction 1.1 Location The Albemarle Kings Mountain Mine Project is located at a former mine site within the City of Kings Mountain, Cleveland County, North Carolina. The site is approximately 700 acres in size and is located at 348 Holiday Inn Drive within a mixed use area. A site location map is presented in Figure 1-1. A USGS Quadrangle Site Location Map showing the receiving stream, stream class and river sub-basin is included in Appendix A of this report. Interstate I- 85 bisects the Albemarle property to the south and west of the current plant site, while a quarry and an industrial property abuts Albemarle to the north and east. 8eeaemer cuy � yanl+ne r..a `� r.ra■.0 ..... . aae I.+nv� 1 1 uaunra+n vlay. r K119e Mountain I I I Cn waln Mro�� Kings a . — Mountain uChuaale project Qirrdlr � Wr..•r�• Rxrart r,+xrr-.. h North Carolina - 6fCelRI4. 4`�a rfze South Carolina u, - J Source:ESRI Figure 1-1: Project Location Map H371132-0000-220-230-0001, Rev. D Page 1 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 1.2 Project Description Albemarle is developing plans for the above referenced facility in Kings Mountain, North Carolina. The current site consists of both a previously developed mine facility on the north side of 1-85 and partially developed and wooded property on the south side of 1-85. The new facility will consist of a Run-of-Mine (ROM) pad, primary crusher, conveyors, secondary crusher, screening buildings, final crushing, concentrator, water treatment , various support buildings, administration building, roadways, stormwater infrastructure, parking areas and rail line spur. The overall project layout, including mine and processing areas is shown in Figure 1-2. V / +' CMyPMA— ate._/'•r osr t // d/• ♦' �/ ff .�� on ennaiv .e .r Figure 1-2: Project Layout 1.3 Facility Operations Mining and concentrating operations ceased at Kings Mountain in the early 1990s, and all the site infrastructure was decommissioned. The Project aims to restart mining activities and the processing of ore to produce sufficient spodumene concentrate to support a 50ktpa (metric) Lithium Hydroxide Monohydrate (LHM) conversion plant, located at a different facility. 1.4 Purpose of the Report This report summarizes the basis of design and preliminary drainage analysis results for various stormwater conveyance systems (i.e., drainage channels, retention/detention basins, H371132-0000-220-230-0001, Rev. D Page 2 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 inlet and outlet structures, energy dissipation etc.)that are proposed for Non-Process Infrastructure and Process areas, as well as contribute to the environmental assessment of the site. 2. Site Conditions 2.1 Existing Conditions 2.1.1 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 72°F 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 Carolina 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. 2.1.2 Surface Water Conditions The site is located 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 2-1 and is summarized as follows. Kings Creek enters the Project area from the northeast and is routed via a 72" Diameter RCP 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. H371132-0000-220-230-0001, Rev. D Page 3 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Figure 2-1: Existing Streamflow Network South Creek Reservoir discharges to Kings Creek via a spillway consisting of two 32-inch diameter culverts. WSB-1 is a shallow lake that collects runoff from the watershed immediately upstream and discharges into a drainage area that joins with Kings Creek. The Kings Mountain Pit Lake does not naturally discharge to the stream network, although dewatering of the pit to resume mining activities will discharge to Kings Creek. 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). 2.2 Proposed Site Conditions and Drainage Patterns The drainage analysis for the current phase of the project is performed primarily for(4) separate catchment areas. The first area is the ore sorting and ROM area that is located north of 1-85. The drainage basins in this area are labeled as M10-1, M10-2 and MOO-1 in the drainage Exhibits A, B and C of this report. The second area is the ore processing area that is located south of 1-85. The drainage basins in this area are labeled as COO-1, COO-2 H371132-0000-220-230-0001, Rev. D Page 4 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 and COO-3. The third drainage area is the NPI area that is located to the north and north- west of the Open Pit. The drainage basins in this area are labeled as M80-1 and M71-1 in Exhibit D. The fourth drainage area is the proposed Duke substation pad that is located west of Water Storage Basin 1 (WSB-1)which abuts Galilee Church Road on the north side. Based on the stormwater pollution plan (SWPPP) report prepared by Trinity Consultants (dated May 2021), where there are industrial activities, stormwater generally flows to the south and west off the site through existing stormwater piping and through a stormwater detention basin prior to discharging to Kings Creek. There is an additional stormwater discharge to the southeast. All Project discharge locations as shown in Appendix E of Albemarle Document No. KM60-EN-RP-9052 (SRK 2024)will be permitted through the NPDES process (NCG02). Appendix E will serve as an addendum to the SWMP (SRK, 2024) and will be revised (E-1, E-2, etc.) as required to reflect any updates or changes to the main SWMP document. Refer to Appendix E-1 for the most current addendum. 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. Note that the limits of disturbance (LOD)areas within the project areas does not infringe on FEMA's 100-yr floodplain. The extent of the FEMA floodplain is shown in Figure 2-2. 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 construction of the stormwater facilities will disturb approximately 220 acres. The location of the site area relative to the overall catchment area is shown in Figure 1-1 and drainage area maps Exhibit A though D. These exhibits are provided to assist with understanding the existing and proposed drainage patterns of offsite as well as onsite areas. H371132-0000-220-230-0001, Rev. D Page 5 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 begena FIRM Panel Stream Tone AE- r 1%Annual Chance Flood Hazard ZoneX unshaded- 0.2%Annual Chance f" # Flood Hazard r• Map Source: FEMA National Flood Hazard Map(Panel#3710259400J) Map Scale NTS Figure 2-2: FEMA Floodplain Map 2.4 Soil Types and Descriptions The soils data for the project site was obtained from Web Soil Survey (WSS). WSS provides soils information produced by the National Cooperative Soil Survey which is operated by the U.S. Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS)and provides access to the largest natural resource information system in the world. The soils located on the site are shown in Figure 2-3. The soils located on the site are listed in Table 2-1. H371132-0000-220-230-0001, Rev. D Page 6 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. AALBEMARLE HATC Albemarle- Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas —July 5, 2024 Table 2-1: Site Soils Information Slope * Hydrologic Classification UdC Udorthents, loam 0% to 15% B UuB2 Uwharrie silty clay loam, moderate) eroded 2% to 8% D MbB2 Madison-Bethlehem complex, 2% to 8% B stony, moderately eroded HhB Hulett gravelly sandy loam 2%to 8% B HtC Hulett gravelly sandy loam, Stony 8%to 15% B TaB Tatum-Montonia complex 2%to 8% B TaD Tatum-Montonia complex 15% to 30% B UAM Ub _ � F �v� i~ � {` ti..� F•• 1. L r Rr l i r Figure 2-3: Soils Map, Cleveland County(Kings Mountain) H371132-0000-220-230-0001, Rev. D Page 7 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 2.5 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 by the development, several design methods were used: 2.5.1 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. 2.5.2 Detention basin outlet structure details are not designed for this study. 2.5.3 For pipe size estimating purposes, Rational Formula method is used for the design of the storm sewer systems for pipe sizes ranging between 24-inches and 72-inches. 2.5.4 Hydraflow Express Extension tools from 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, USGS topographic quadrangle maps, 3D H371132-0000-220-230-0001, Rev. D Page 8 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 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 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. • 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 (NEH4). Refer to Appendix E for the time of concentration computations for the pre-construction and post-construction conditions. • Post-Developed Runoff: The following information was utilized to determine the post- developed runoff for the watershed area: • Stormwater runoff from the crusher circuit and ROM pad area on the northside of 1-85 and the concentrator areas on the south side of 1-85 were evaluated for areas that are classified as contact water which is non-compliant flow. Typically, mine contact water refers to any runoff or process water that comes in direct contact with mine rock, tailings, or terrain where project infrastructure components are built, and where mining activity occurs. Contact water is not suitable for direct release into the environment. Contact water at the project site from various catchment areas as shown in Exhibits Athough D (i.e., M10-1, M10-2, MOO-1, COO-1, COO-3, M80-1 and M71-1)will be directed to sediment basins and controls for pre-treatment prior to discharging to Water Storage Basin 1 (WSB-1) utilizing stormwater pump stations and force mains from retention/detention basins as shown in the project layout (Figure 1-2) and drainage Exhibit A. H371132-0000-220-230-0001, Rev. D Page 9 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 • Non-contact water, i.e., runoff that has not come into direct contact with mining operations and minerals processing areas as shown in Exhibit A (i.e., catchment area COO-2)will be pre-treated using sediment controls prior to discharging to Kings Creek. • 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. The stormwater from various proposed sediment basins is pumped using force mains to WSB-1 as shown in various drainage delineation maps (Exhibits A, B, C and D). • Ditches along the haul roads will collect storm runoff in small local sumps and will be pumped to WSB-1. Under the NCG02 general permit, haul roads sprayed with mine water are not required to be treated as wastewater(contact water), however, it is a good practice to remove the first flush of rainfall. • The haul road channels and emergency spillways for sediment basins are designed for the 100-yr storm event. • 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 E. • The detention 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. The protective apron details including headwall type, riprap class, dimensions and quantities are included in Exhibit F of this report. • The emergency overflow pipes from the proposed retention/detention basins discharge into Kings Creek. • The drainage areas for the proposed conditions are designated by the limits of disturbance boundary on Exhibits A through D. 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 H371132-0000-220-230-0001, Rev. D Page 10 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 (%) impervious areas for the post development conditions will be refined and evaluated in greater detail during the next design phase of the project. • The offsite contributing drainage areas for the project areas ( i.e., M10-1, M10-2, MOO-1, COO-1, COO-2, COO-3, M80-1 and M71-1)were not included in the post development conditions H&H analysis. The offsite areas are already included in SRK's drainage analysis of overall catchment area. • 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. 3. Stormwater Management BMP's In accordance with the requirements of the NCDEQ Stormwater Design manual, this project proposes several post-construction stormwater management best practices (BMPs). Structural BMPs include retention basins, storm sewers, culverts, and channels. 1. The Rational Formula method was used for determining the peak flow rates of the drainage areas. The weighted runoff coefficients that were used in the Rational Method for both existing and proposed conditions were determined by weighting the coefficients of open spaces, roads/driveways, gravel areas, and impervious areas which include paved parking lots, roofs, and driveways. 2. Calculations for the stormwater BMPs can be found in Appendices D through H of this report. Non-structural BMPs include minimizing the total disturbed area, utilizing natural drainage features, and using vegetated swales. Stormwater management is designed for all the portions of the property which will be disturbed. 3. Approximately 80% of impervious area and 20% gravel/grass areas were assumed for computing composite curve number calculations during post-development conditions. The approximate areas of the onsite drainage catchment areas as shown Exhibits A though D are shown in Table 3-1. H371132-0000-220-230-0001, Rev. D Page 11 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Table 3-1: Onsite Drainage Basin Areas Drainage Basin ID Area Drainage Area (Sq.ft.) (acres) M10-1 204,288 4.7 M 10-2 1,202,256 27.6 M00-1 910,404 20.9 C00-1 583,704 13.4 COO-2 118,048 2.7 COO-3 1,677,060 38.5 M80-1 2,495,988 57.2 M71-1 2,495,988 44.6 Duke Substation Pad 326,700 7.5 4. Description of Approach 4.1 Drainage Analysis Summary Overall Site Plan -The drainage area map depicting the overall proposed improvements plan including the discharge point locations is shown in Exhibits A through D. The various erosion and sediment control measures required during construction (i.e., silt fence, compost filter socks, rock construction entrance, erosion control blanket on steep slopes, filter bags, etc.) are shown in Exhibit E. Sediment basin outlet structures are equipped with skimmers. A summary of peak runoff volume and flow rate computations for various rainfall events of the onsite drainage areas is included in Appendices D and E. Table 4-1 summarizes peak flowrates for the proposed improvements plan. H371132-0000-220-230-0001, Rev. D Page 12 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Table 4-1: Summary of Peak Runoff Volumes and Flowrates Drainage Drainage QPeak Qpeak Qpeak Vpeak Vpeak Vpeak Discharge Basin ID Area Area 10Yr-24 Hr 25 Yr-24 Hr 100Yr-24 Hr 10Yr-24 Hr 25 Yr-24 Hr 100Yr-24 Hr Paint-ID (sq.ft. acres) (cfs) (cf5) (cfs) (ft*3) (ft-a) ft�+3 M10-1 204,288 4.7 30 40 45 74,894 102,500 133,073 DP-1 M10-2&M00-1 2,112,660 43.5 255 312 404 761,296 941,138 1,237,021 DP-2 C00-1 588,060 13.5 94 113 122 242,832 295,711 382,364 DP-4A C00-2 118,048 1 2.7 21 26 28 1 41,060 50,955 67,256 DP-413 C00-3 1,677,060 38.5 242 295 233 676,756 933,450 1,090,938 DP-5 M80-1 2,491,632 57.2 251 304 391 981.454 1.2D4.142 1.569.680 DP1-1\-P1West M71-1 1,942,776 44.6 201 248 324 718.464 895.056 1.186.412 DP?-P.-PI East Duke 326,700 7.5 28 37 5D 88.118 114.886 160.121 DP-Duke Pad SubStation Pad A summary of required sediment storage volumes and surface areas for various sediment basins is shown in Table 4-2 which summarizes peak flowrates for the proposed improvements plan. Approximately, 1800 cu. ft of storage is provided per disturbed acre for each of the sediment ponds. These ponds shall be designed to safely discharge 10 yr-24 hr design storm. Table 4-2: Required Sediment Storage Volume SEDIMENT BASIN VOLUME REQUIREMENT-SUMMARY BASIN -ID AREA(AC-� SEDIMENT SEDIMENT VOL. POND AREA POND FOOTPRINT BASIN-ID REQD.- CF SQ-FT. LxWxD FT M10-1 4.7 POND-M11 7,597 17.871 (161 L. 111W- 6D) M10-2 27.6 POND-M12 44,712 70.596 (636 L. 111 W. GD) M00-2 20.9 33,858 C00-1 13.4 POND-001 19,296 25.536 f 106 L. 56W- 6DJ C00-2 2.7 POND-CO2 3,415 5.936 f336 L- 76W, GD) C00-3 38.5 POND-CO3 62,370 68.176 f606 L- 96W, 6D) M80-1 57.2 SRK-POND w1 82,512 100,746 f386 L. 186 W. GDJ M71-1 44.6 POND-M81 1 54,368 1 29200 086 L. 101 W GDJ Duke 7.5 Duke Pad Pond 12,150 17,871 1.116 L. 111 W. GDJ SubStation Pad 5. Hydraulic Modelling Results For this study, the storm sewer analysis 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 F. 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 H371132-0000-220-230-0001, Rev. D Page 13 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 and topographic field survey data. The channel and culvert capacity analysis results are included in Appendix G. 6. Environmental Impacts, Permitting, and Maintenance 6.1 Inspection The sediment/detention basins, including all stormwater BMPs (i.e., stormwater inlets, drainage channels, diversion earthen berms, pond inlet/ riser box structures, outlet pipes, riprap structures, check dams etc.)will be inspected at a minimum of one time per year and after major runoff events to ensure that runoff drains within 72 hours. The procedure for inspection is as follows: 1. Locate the outlet pipe of the facility. 2. Inspect the outlet pipe for sediment build up, obstructions or other problems. Obstructions should be removed at this time. 3. Inspect the slope stability in the berms. 4. Document the inspection process. The channels should be inspected at least once every 6 months to ensure free flow of runoff and integrity of the channel. Debris, sediment, and any obstructions should be removed and disposed of properly from all channels. Any erosive conditions present in the channel bottoms should be repaired with seed and mulch according to the seeding plan on the drawings. If erosive conditions persist, riprap should be placed at the channel bottoms that pose repeated erosive conditions. The debris from the inlets as well as sediment buildup within the pipe systems need to be cleaned as regularly as possible for greater efficiency. 6.2 Maintenance The sediment basins should be cleaned and maintained periodically. Inspection will be performed at a minimum of once per year for the detention basin and two times per year for the channels. Cleaning will be done at the discretion of individuals responsible to maintain proper storage and flow. The sediment basins also require maintenance to provide proper drainage through the system. These requirements should be followed at the end of each major storm event or at a minimum of once a year: 1. Remove trash and other debris from the embankments, within the basin and around the outlet structure immediately. 2. Remove sediment and restore the basin to its original dimensions. Also, immediately remove any sediment that has built up in the outlet structure that may disrupt the discharge of flow into the outlet pipes or orifices. H371132-0000-220-230-0001, Rev. D Page 14 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 3. Check the basin embankments and outlets for erosion, piping, and settlement. Make all necessary repairs immediately. 4. The vegetation within the sediment basin(s) needs to be maintained so the vegetation growth does not disrupt the flow to the outlet structure.The maintenance schedule for maintaining the vegetation should be performed at least once a month or as required to maintain proper drainage. 5. The vegetation along the surface of the infiltration basin should be maintained in good condition and any bare spots re-vegetated as soon as possible. Vehicles should not be parked or driven on the detention basins and care should be taken to avoid excessive compaction by mowers. 7. Plan Preparers' Qualifications The stormwater management plan is prepared by Mr. Sridhar Aluguvelli. He is a registered Professional Engineer(P.E.) in the Commonwealth of Pennsylvania, West Virginia, District of Columbia, North Carolina and Ohio. Mr. Aluguvelli is a Certified Professional in Erosion and Sediment Control (CPESC)and Storm Water Quality (CPSWQ). He is also a Certified Floodplain Manager(CFM)with extensive experience in the design and implementation of stormwater conveyance systems, erosion and sediment control measures in accordance with various federal and state agency requirements. 8. References The following references were utilized in preparing this report: • Surface MINING Manual (1996). State of North Carolina, Department of Environment, Health and Natural Resources, February 1996 • North Carolina Sedimentation Control Committee, North Carolina Department of Environmental and Natural Resources, and the North Carolina Agricultural Extension Service. Erosion and Sediment Control Planning and Design Manual, May 2013 • Surface Water Management Report Kings Mountain Mining Project North Carolina prepared by SRK Consulting • Stormwater Pollution Plan (SWPPP) report prepared by Trinity Consultants (dated May 2021 • Soils Data- https://websoilsurvey.nres.usda.gov/app/ • Floodplain Map - https://www.fema.gov/flood-maps • Regional Precipitation and Rainfall Intensity Data - https://hdsc.nws.noaa.gov/pfds/ H371132-0000-220-230-0001, Rev. D Page 15 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit A: Overall Stormwater Management Plan Post-Development Conditions H371132-0000-220-230-0001, Rev. D Page 1 ©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 1 14 15 16 17 1 18 19 20 21 22 1 23 1 24 LEGEND: re SYSTEM POND M z re -�s.BATTLEGROUND Ave. ___ ERA BASH eauNDArer A C=C DE°MENv°E,ENn �N s PERIMETER • C°LLECTDN DIED-P°NT .TD TAD �E DND N„ re WEL wEwP MP siHT°N D Hore T --- PA B reW TL P°Na N°, N�NA EE ExvNN DRAINAGE CHANNEL UNIT sr°reN MANN NCTDN° WELL re°AD IXNNEL II-ENT Cre°ssNN �N °uT wDs°„AresEPSNT soH P EIR WO� �_ °reCEMAN A,° FRENI�SANE D T \� LE LTA - sE o �r I� aA � � E EN P T� _ ANNEX • Ta oErA=s IN°w° °TC °°DCT� Pu ,az a,°°zzz z°z°°°3 E s N ICI norevWATEre ��=-sc1 A ° PLA NETREA cauEcroN - � - H , • Saul„ :. T.x "3' seoMENT Po � KNCs CreEEK"sE00EN EreCENCr DVErea°W °uT�ET C DCTureA caEEK �soreNwATEre pNE _ / p7 aT°N re�NE = T.A NNG,ECD�EreT — G oo a GRA _ IENTE RIA TN GO S� oosa RINGS° Ds Are E PDND Wre° wETTAND BOUNDARY GREEN E.-NGE"EATIRRE U i D ,✓`P° c HoareAN TORNWATER —E- �ENTHI � — -,`_ `°„aEN ❑..,:: \uzvERT ez °N H "N SEE ow°� - uN��., -qc7 �`7_ii�szAcl -FIR -oEre DITCH - —- -- AT VEI El co°o�v.I EN `L` - _ _ — boo-,czo.a — °reAFRENCH 3 ENE _ _ _ GIELET DWI 1 - - °°zzz zsz aaaT °P, 1-85 lINN PRIME i� w�TUNo°ouNDAre.� —_ --_—_— y ERT vruMPs N,� �` NDDETRA�Dre E K 1� E°� ExsENc 85Ev OMWATEre , 4i °u DNIIVERFUNW + CCITTI SIRDEre ° aN �o �AaN � NT,,,TU A,DD,,,zsz DDDT ( .<AaCT D,wV� � I _ I L N see Dwc - —RAGE --- - - PI-I PIN°"RFLYW ENErecENcr overeEzow DUTTEr E IDLLEPATI 385 Ere srreucruw,E DETA�s oN DITCH Dwc DITCH jFOR ENureGE° J WELL Ns,C aD,Dz ° - — �NA E oaDPu�N — _ — �EAre DTN reouNDAN, � �—� I, STIRMWATEre ID Ere= aN ITIR —I�— -- -- J— —= -- -- — —_ — — ' i —_— - — -- — — — ------_—_- M COLLECTION WATER E L=KNcs reEK °N A SPuy (WS ,� ITLET PIP — NKNENT/DAM N — — WAL LEE°NureaN �V d READ OVERALL SITE DRAINAGE PLAN — aK RGA° P SCALE ra HATCH C H ALBEMARLE KINGS M:wOUNTAIN - - - �C°rePoreArioN - - - - rmaw.kwr.«n,.io�.nnAe..w.�...��xAo�.WIWW �.w.�,.�.w.�K Q C ISSUED FOR PERMITTING T.<AISER MINING AND CONCENTRFTOR FACILITY NATURE JJ R MINE SELECT PHASE IM DA: SAME TE NOT FOR CONSTRUCTION ." AMR DE OVERALL STORMWATER PLAN(OPERATIgJS) IT—D—ING NUMBER H371132- KM61-CI-GA-00104 �o /S HOME) "�12-18-M AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit B: Enlarged Stormwater Management Plan — North Area of 1-85 H371132-0000-220-230-0001, Rev. D Page 2 ©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 1 20 1 21 22 1 23 24 LEGEND- U.N., A NEF.ENF/—UUFR.11R , -- --U.NF LOW —NOE II-F WET WE -MP TATON DRA—E o LLB, E ROAowA. F' F oRM IEN I .N..= B FOKI-N —1 JUNCTION..._EIT—11IN G 0 FTILF/—l—E I.INT =I—El F—TUFN Pl— F—E-N FRE——N D E MW 10-2(27.6 A DITCH.—A..R -3 RrJrcrsDP RceNNx DP-2 4z N 111100-1 ).9 AC ' G A. —ER -------------- N =-m FM I H 0 will. U, .II=RN.L N. PRU—CRUSI eB j SW=Eux 1-85 ENLARGED PLAN K L Basin ID Drainage Area QPeak-10 Yr 24 HIT QPeak-25 Yr 24 Hr QPeak-100Yr24Hr VPeak-30Yr24Hr VPeak-25 Yr 24 HIT VPeak-100Yr24Hr Discharge m (acres) (cfs) (cfs) (cfs) (ftA3) (ftA3) (ftA3) Point M10-1 4.7 30 40 45 74,894 102,500 133,073 DP-1 M10-2&M00-1 48.5 255 312 404 761,296 941,138 1,237,021 DP-2 C00-1 13.4 94 113 122 242,832 295,711 382,364 DP-4A N C00-2 2.7 21 26 28 41,060 50,955 67,256 DP-413 000-3 38.5 242 29.5 233 676,756 833,450 1,090,938 DP-5 p HATCH A ALBEMARLE' KINGS MOUNTAIN Im I 1 11 . -MN R P.I A I I.R NR 1 1 RASER 1,A1111-11 — — .. — MINING CONCENTRATOR FACILITY ISSUED FOR PERMITTING] MINE SELECT PHASE CRUSHER AND ROM PAD AREA tNOT FOR CONSTRUCTION 1 ENLARGED STORMWATER PLAN R —E "71-AMECH --,- DR-1 G NUMBER H371132-42OD-222-270-0001 KM61-Cl-GA-001 -0- 830-23 A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit C: Enlarged Stormwater Management Plan — South Area of 1-85 H371132-0000-220-230-0001, Rev. D Page 3 ©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 1 11 1 12 13 14 15 16 17 1 18 1 19 1 20 1 21 1 22 23 1 24 LEGEND: RD"D—MLE` —_— oRAwA�E M.sw aOI,MOARr -----�TORMWATWRRTDRDE MAIN A C=C SEEMEHVDETEHTIDH BASIN STORM MANHOLE i OM TDM PER COILECTION DISCHARGE POINT 111EPT DRDEsIND WET WELL,POMP STATION >— OOTEALL,—AROE PRINT PERT—E TIaW PATH —_—sTDRMWATER Pl— B M. TRENGH DRAIN ---TOROE MAIN lomI.I..�n".9'o" cRil�iRcaalniNc ar.,caMraM.n.,c _ 'a--..AN 1-85 D ❑ 0 o ID C00-3(38.5 AC) ao10 + E COO-1(13.4 rc aroa,A �,�� DoN — _ �� o POND-001 .� N� Da�A ac araawnn:a --ai—_—_ RawunnM wa euaallo , _ I PPURgn DING cw u. rna j-+ POND-0O2 \\°�� __ i'CPOND-0O3 H aaa M�t aEFEnERDENaa�RrDW --- '' �t 1 MCRI Waa,e.DDERa MWA,� DaDETaRDD�R DEw — DDDMDDa �oa �a�:Ra,,,as,aaz�aa aaLDRa P -- -- — � �------ —wR.NNR Da N aRaW W,A - a IN — WA,ER A�aAaN --------------------- . / ENLARGED PLAN M Basin ID DrainageArea QPeak-10 Yr 24 Hr QPeak-25 Yr 24 Hr QPeak-100Yr24Hr VPeak-10Yr24Hr VPeak-25 Yr 24 HE VPeak-300 Yr 24 HE Discharge (acres) (cfs) (cfs) (dI;) (ftA3) (fM3) (ft'3) Point M10-1 4.7 30 40 45 74,894 102,500 133,073 DIM N M10-2&M00-1 48.5 255 312 404 761,296 941,138 1,237,021 DP-2 C00-, 13.4 94 113 122 242,832 295,711 382,364 DP-4A 000-2 2.7 21 26 28 41,060 50,955 67,256 DP-48 C00-3 38.5 242 295 233 676,756 833,450 1,090,938 DP-5 P H AT C H KINGS MOUNTAIN - ALBEMARLE - - �CDPPORATION - - - - r.eti+�u.kwr.,�,µiRw.nnAc.r.n.�.e.ir.eM pli:Aw _ - ma.es��e.o•..nn.v.�eemm.m.eu.m.n.aAe.,..csm.n,.d.n:�.e��.ea,�.+. MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING MINE SELECT PHASE CONCENTRATOR AREA ""'•""'"'"' ENLARGED STORMWATER PLAN R NOT FOR CONSTRUCTION " '-:22 'D`LunEDH FOT FOR CONST��ON KM61-CI-GA-o0102 M y P 1"4087 P. 8-30-23 AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit D: Overall Stormwater Management Plan - NPI Area H371132-0000-220-230-0001, Rev. D Page 4 ©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 1 20 1 21 1 22 23 1 24 LEGEND:- Mggp„A�� CRAINACE EXON GOCNCABE STORM EEwER A 5 EGIMENT/DETENTION RASIN CHANNEL IHE ONNNGE COLLECTION D STORM MANHOLE ISC"AROE POINT /JUNCTION BOX A "per ___—_—__COLMERT GICIANO WET WELL/PUMP IN E Dw pAT"TAnDN oxTEALL/DISCHARGE POINT 9 t / —ISEN ---- GEx ER ROAowA'INLET FORCE MAIN AREA -- / /i aaAnL�aw;„GAVE -- a MA Ax°E C w„aNG� \ GEM ER aGL .;REP,A,ER ! r � , , tAN�ANGNM�� - kMEN GwB D a.GGAx - s— suRrA°E NuxGrT xTxa _MRrx MN. I III M71 1 AAS...' • r � � (44 8 AC E cuwEN, A ��'��. � ff �' N -e n S_E I E,NNA E� _-_ J IF M80-1 I (57.2 AC G TV NINE BIT H P G.AANIL I. NKa.G � MaSR�j o R°A° K • �. • ooM�/Mo pi1 M • r �{ i -- N ------- -------- """'° NiE °'i=Fwa" °`ins"" ENLARGED PLAN MATCHLINE FOR CONTINUATION SEE DWG. KMOO—ME—GA-00102 P Melt MR WFSN t]a4,taz M""N'EAMM HATCH _ _MG BEMATI oE` KINGS MOUNTAIN NII e-3a-z� - rm4�waxtiwr.N,IRS.vaAE..w .."ir.nw,nq.AM.,R®. .M.d.�,.�.Nan Q ISSUED FOR PERMITTING S,ALUOUVELLI �, _ ,w � ESS INFRA TRLIs t'EMEA bn mee yem. NORTH NON-PROCE351NFRASTRULTURE AREA MINE SELECT PHASE SITE WIDE NOT FOR CONSTRUCTION ENN,ARGED PLANNAME SIGNATURE FSATE u.u R IT—DRAWING NUMBER '"'"„"""„w mi<MazoaG 'D.IAMECH on KM61-CI-GA-00103 �F - - - - - �^aona• �eaax+ AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit E: Overall Stormwater Management Plan - Duke Substation Pad H371132-0000-220-230-0001, Rev. D Page 5 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 5 6 7 S 1 9 10 11 12 13 14 15 1g 17 1'4 19 20 21 22 23 24 v I o I i � — / RIP-RAPJ ——— ——— I--- ——— ——— --^ -- a I �vo. n � \n ov n C xv vokv A s A � I I E FdNd E I FI H IN ELI50 DO — . I -- / � K i it r oxvewnr cuiv°ear PROPERLP LINE { cauicc cxux�„" — � 11 � M � t \/ N PLAN — DUKE SUBSTATION PAD e six io °i"A jai ic�ei,a oriasi.aa aT00ai'� v"iF*vi�. v�"`o-"rvi.. F"`o-'-rv�� s°ALE.,-AR san //�� P T.som an n co sane ,A- 1°A11 "--P HATCH - KINGS MOUNTAIN ALBEMARLE - - .�°°xP°xATI°x _N30(24a - - NZ.A. �xw 024-OT-03 — — mpeev�epmeume.v�sebsyxgeemmmbbbeinbiex Jnbmsb Cvwm+o�e�ebbeeieeimaem naax MINING AND CONCENTRATOR FACILITY FOR PERMITTING MINE SELECT PHASE L _ DUKE SUBSTATION ENLARGED NOT FOR CONSTRUCTION STORM WATER PLAN - re KMY1000 �E.MORENO KM60-CI-GA-00100 AS NOTED 051301PA AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit F: Detention Pond Outlet Pipes - Plans and Profiles H371132-0000-220-230-0001, Rev. D Page 1 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 4 5 1 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 n 11 \\ \ 1 \ 1 1 I I I EN�j ,1 D E c PLAN — DETENTION POND M11 H J s I B111, INLIT smo N1 ° to zTOP DF FINISH GRADE a o— K ----- — — —INTIGN.-IN DETAL a e caaoNo NN,—m—oT—oo SHEET °o,7 U ,I,II'111 ANTI. ° I °7.0 DPP N PROFILE — DETENTION POND M I I P H AT C H EMAR KINGS MOUNTAIN �ALBLE caaeoanrioN - .�,pq...��.dw�..�n Q MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING MINE SELEC PHASE _ STORMWATER POND M11 NOT FOR CONSTRUCTION ENLARGED PLAN AND PROFILE wp R NAME MSIGNATURATE — — — — u KMM040 E.MORENO �» KM61-CI-PN-00100 �c ' A3 NOTED ��02Hd/?A 3 4 5 6 7 8 9 r 10 14 1 15 1 16 17 22 23 24 0 <1 I _ C �.. .,rP°cr°Pc / / D N / E E G H PLAN - DETENTION POND M12 d K Poo e m�a oP°T TAN°°R°°N° TI N° o ° N;I 11 ITEM ° IET K --°T-°°Eo1L ° 710 °.°° ,.°° 2— T,°° <.°° I.°° s,°° P— N PROFILE — DETENTION POND M12 �ERT�_Ira�E.,-.o p HATCH KINGS MOUNTAIN .oLALBEMARLE c°AP°A.TI°H Q T.RAISER - ms .s...n� �..M.e..�..,.�A�..c .,.d.e.�.�..�.+. ISSUED FOR PERMITTING MINING AMws ELECT PHASEFACILITY _ GTORMWATER POND MI2 NOT FOR CONSTRUCTION] ENLARGED PLAN AND PROFILE wp R •N M—TUR—ATE u KM22000 �E.MORENO �»— KM61-CI-PN-00101 �D A3 NOTED 02/1d/2d 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 13 19 20 21 22 23 24 D F G PLAN — DETENTION POND C01 H J so.00 ° K TOP Or FINISH GRADE . a _ wM. °.°° 6 6E.pc o��0 0 ° L are - - <� a E.�sT�NO N° R °,p:REh ° ° M N PROFILE — DETENTION POND C01 P H AT C H AR�°H KINGS MOUNTAIN c AP G I ALBLE .� ° .. ISSUED FOR PERMITTING S, MINING AMws EC WRALEU FRFACILITY _ SE STORMWATER POND 001 NOT FOR CONSTRUCTION ENLARGED PLAN AND PROFILE S MGNATURIDATE �p R u KMM040 E.MORENO �» KM61-CI-PN-00102 �c AS NOTED ��02N4/24 1 2 3 4 5 6 - 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 �vND 21 ooTIET PIPEB n " -z iRIP i z1DD °° e a"Cs CREEx °IPIRAXE _ F G PLAN — DETENTION POND CO2 H B6oI IT A.DD ° ER INLET smucTURE of v Bo 'I o TDP DE �ivP 1 ° EI EL=R;o°oo K ezo I m _ s I I"v.EL.i E�.eza DD ND R o f o -- DE Po D d DETENTION BASIN (SEE DETAIL SHEEP L ,BD __ za PIPE.zDD�F �---------------- ®i a.ssxaE 7 1-CI-DT-00104) ,RD ExINLET 7 Is i n"c DRDu"D RIP RAP INS EL 821.00 ° I CONCRETE ANCHORD M N PROFILE — DETENTION POND CO2 P H AT C H ALBEMARLE KINGS MOUNTAIN �ceae DanriDe . ,pq..� .dw�..�n Q T.KAISER ms ,m.s. n� ..M.e..�..,.�A�..c .,.d.e.�.�..�..+. MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING MINE SELECT PHASE 1.� A� _ STORMWATER POND 002 NOT FOR CONSTRUCTION ENLARGED PLAN AND PROFILE S MGNATUR—ATE M..p 'i<M2zowE.MORENO .» KM61-CI-PN-00103HATCH DRNMING NUMBER T371132-43OG-222-271-02 �c A3 NOTED .w 02/14/ 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 13 1 14 1 15 1 16 1 17 1 18 1 19 1 20 1 21 1 22 1 23 1 24 A B C D E UPS o) UND LINE PROVIDE ENGINEER APPROVED WATERPROOF OF VI El w�'ppNo-SHR�Nx�NOP AND ORODT F SHALL G.NSIST OF AN—IONEF a reisere TreucTure °v OF asD.D ° sL.N ou vjRAv R ENcwEER APPaovED ADAPTaR. G e 15 TOP OF POND ° GAP EL PIG ore ;R1 __ _-__ ° GOPDA ON HOLE - - SEWER ° NHD E. NO OROUND ° ETE MANLXUDER '.M.STAINLESS PROPOSED MPs H S D ° 'A° ISO — 11 LF M OF ° (°icH rn crHl E AND ON LF D�,RETE ANOHDR INv.E a DO PEE TAPE OF GONGRETE ° MAx.cENTERs L.n. D RTH s49 APE.z,S L. z,. I IF 111111ED A, Ell PROP P�PEO°. SLOPE .. IPS INLET FEE ON 'E' NOTES LEVEUNc ca-1 STONE PROFILE — DUKE SUBSTATION PAD 1. DROP CONNECTION INLET PIPE,DROP PIPE,TEE,AND BENDS SHALL DETENTION BASIN OUTLET PIPE BE PVC PIPE PIPE CONFORMING TO ASTM D 3034,SDR 35. 2. FOR FORCE MAINS INSTALL RUN OF TEE IN VERTICAL POSITION WITH vE"AL S_E. 2 FT.OF PIPE IN VERTICAL POSITION ABOVE TEE, L DROP CONNECTION INLET PIPE & MANHOLE DETAIL M N P H AT C H ALBEMARLE KINGS MOUNTAIN osaoz' - - - &CDPP°RATI°N _ a - - .� A�q..�. �xw 024-0)-03 - - mpeev�epmeume.v�sebsyxgeemmmbbbeinbieallPblsbCvwmio�e�ebbeeieeineemna'm MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING MINE SELECT PHASE L _ DUKE SUBSTATION NOT FOR CONSTRUCTION — NAME GGN�ATIRE DATE STORM WATER PROFILE HATCH DRAWING NUMBER H37113-520D-222-271-000i - m KMY1000 �E.MORENO KM60-CI-PN-00100 ' - A3 NOTEO OS1301?A AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit G : Erosion and Sediment Control Details H371132-0000-220-230-0001, Rev. D Page 2 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 1 4 1 5 6 7 8 9 10 11 12 13 14 15 1 16 17 16 19 20 21 22 23 24 A Ea"Iry Ends Ix..,I e� cD"emT Dc ,,.cm,o a rcx sxas <r �Eo,E:TI Mw a AASxro n EITE As rvIT EaEs�AreY p+Irv�alnam ensmue �5 SECTION '' eau,•••.=e.°.I°,.u.,nu.,.m.Y e."n'•°TABLE 4.1•° u PROFILE e� /// sr ca •,••�,�e°••°w•° L----_-G sEZ _ (\ovrcuss a Comxo t SWck F„�nc M m Hop r iNAIRMED AREA � - __--_, xe ryas oFsra.xoas STAKING DETAIL o crercurvD s as soc uxDlsiussm ASFA ewmn ,9 PLAN VIEW o ro asD.,DF wDrc cuslc as DF srosncF c�w.<m PUN WEw sxas FT ox wm �z �z 3i 2i D onoµ"I"x A`, ,/a. ,/,. V, VI, Tlory of ROCx coNs,RuoTlory Erv,RArvoE.ExTErvo Roox rm"FADsIc nxD m"PrcrT rxALL"Fa srAVDASDs rcF xmF srrcs".ATa D"P"AxaAL Are A TM"T non"• non nr E LF Tn ErvTErelrvn rencx cnrvsrAxcTlnry Erv,NArvcE.DE END TED NDM ROAD— ^suITAaLE sExIMErvT REMovAL fiMP PRIOR smen nLm�TMF LwrFre sDF DF TME,nAP. °"'"DFm maxDIND ro,aFT ce�mF m,xF *.",Irerexwe RNNG NOUN TA"`BERM STAFF AS LED Z ERE"R`pF CNAL C ULVERT p PE�PRo U'D.PIPE Fm.rcx,RInaTAR.oRAwAaE AmE�`(:EE:a:UFalnaEa Boa Av;l lP:;m`gm:En'TTMi„`sFmmsD saucm.TMlx,.xDaAr DF wsFrnrcx. To"AxaFAo,areEres�EaxrcAnax:are I..,.wnaw xwme =HALL DE sl,Eo APPROPRIATELY FOR sI,E of olrex REIrvD cRossEo. s,ILr...I�sF alrem_ s.INACF.reE.ls,.c Amm.sx�F m"PDST srcc"s AaF�.-asrcaa,xD ncrosmxs TD"AxaFACTmms sFm"xmDAnrcxs xE,ccxs.HALL nE reEPLAma F sxnLL eF smovFD mFN IT FEAma .,mF HEIGHT or mF srccxs_ ucx suxoa FvwT.smww. =HALL eF cur mm Axo mF"uccx msFAo As A sac suaacmwT. cn¢,mE uEsx Flnrwlw nken "v"�uirynte evlen#wae µArco) ERAA0WAY OREEP NA FILE DE-TB NTO axormmsADneLF Axo elmmsnDAscF sums=HALL xoT sF usm ms umF mAx YFAe. mppear beM1ge monu"a wrclwe� CLUER DRAINAGE CoUvE,Is ACT ACCEPTARLE AY olTcncs,sEnEres,cucvcrers,are TEMPORARY COMPOST SOCK SEDIMENT TRAP COMPOST FILTER SOCK (PRACTICE 6.60) (PRACTICE e.fieA) °.m.°.,.n�le v°.°°.. m°b�u°.°el.m°,.°°e.n°u e.,.°.°.°"I.n.° ` mm.mme.m.en°el°a°,.°e n,e... .w.°�.m.cm,.. TEMPORARY ROCK CONSTRUCTION ENTRANCE/EXIT xoT To smLL xor ro smLF xD G (PRACTICE 6.6) E IsoR ox Axo sEDIuwT mxmoL Puxxwc Avo DEslax xAxau. .�,� ��r � LaisAar FrcrcA Axel x reEs,rexx Fi („ SyIxLL`®rcre oi<ry x..ox reaPEi AowlNc FENCE sccnaNsa ie ll:("�m IXT E:":\ N TA ATDN KFTAI emc" 0 x "�a suaaceT sTA. III li "FILL ILL �FAssc Fms sACF IIIIIIII i11lIl1 mPF Z'"' Z°" Ere" K smaE il(hhih awux m LL csrcuxD z srnecs eEn enLL ISOMETRIC VIEW of AN IT treEN IT row. TEYPOP �wT VEGaPTIO hw.IAx x L'I/e IxT)11K Ds ouwnLLxT=TEE(u ore n srn"Es SECTION VIEW m r mQB xFlcxr SECTION VIEW ISOMETPIC VIEW Tm65 m SECTION VIEW PLAN VIEW xma_ F uwluuu asoaana AS sxovry w TAecF a s a TxF aA ow mrcslrcx sTMAW DALE ensslms SXALL xDT eF usD Fore asD.lmrs maxowc umF Txnx s umms. NDa.. - =A areenCse µcAL eF sD w.uwluuu.STPkm sAu sF xAaoruoo rcs muwncmT safe(u eAssla AucxuFxT. aF maxom AT aAST s Far uc scmF AT as omsFa To mF unw "u°��e mAa.emus sxnLL eF sF uwm Fas Au INSPLLPTIWs. Ar To smlumT ansx ce mIT FEN axrcm AT a,"T.aFT aP smaF AT.s DFinas m aF"Alx Fina nrcCx.mT. BE crc.PACaD sAmFILL=HALL maxD nPYsrcxl"AaL..Ix.Amw mDaxD arEc. DF " remAlx Pm"Axm,<Y. F"AwTAwm mnL PFre"AxmT srnDlrlUnDx Is crcuaaaD DA M n,F Fmm_ w mDErexwED LL,,mrEn:HALL AS I"MEDIATLLY LEL(sArvonvo"<ox:,Turc o:`20TA`w-`n>. 9 rcnrcre.HALL rcF mPArca rcF rAA°PINrc ALL PAanmFre xrcr Pn.9xrc A xrc.w srnaluzEn F sF"rcvm Axo asrc°`SILT FENCEmFx misur",r As[A Is aFsu".mn. STANDARD CONSTRUCTION DETAIL#413 ND�' N (PRACTICE S.62) STRAW BALE BARRIER INSTALUTION ANo Ama"uuaD s=T Az_Az ALL usm sAm AccmrcwC xrcr TD scuF xrcr To uALL YaN SPECIFICAPON6 IN ACCORDANCE oD xar ULl ox"Andre PAVED re——. E Poxpwc MAY cnUGE T 1C nnznreos. FILTER SOCK INSTALLATION SIGN PLANNING AND DESIGN MANUAL. FILTER BAG INLET PROTECTION NOT TS SCALE xrcr TD scuF P H AT C H KINGS MOUNTAIN �Aa BEMAR oE" I.eti+�uxku"r.,.,e.I a�w.nnAee..Ae .e KIInwcrs�..NlIANIAN.. MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING .wErcrc:EA"mrc MINE SELECT PHASE e<usoswseuw EROSION AND SEDIMENT CONTROL t SAFE NOT FOR CONSTRUCTION ce - v. TYPICAL DETAILS GGNATURER rc. R ew vlaw KM22000 D DpLAMECH w" KM61-CI-DT-00100 F LL MISSw.e 06-30-23 1 2 3 4 5 6 7 8 9 10 1 11 12 13 14 1 15 16 17 18 19 1 20 1 21 22 23 24 nnvcEGryTATE°,sre.:r areu L-The distanceuch that points ...a.s uuPs A and B are of equal Mevalon A xF °"D Ary i e x.nvs xoss 14 IN SIR Inrvo GDuanDT sG L A40 _- ' NELI IN rtcm.. B (AEcFILE oILE LIFRN "` PLAN VIEW s^^ wa�� e�r �.� scxnvcs xoss \ �w.nnMwmaen LAUPs 'Y wnwn.� � Essen am ___ ___ 1 ( we APPucATGry DF uMs �n -' „4?v MST rvs.nLLn®�.re°x C HELL wGETn,ED GrenSS.AREA ELEVATION vlEw 'U" NTAKS xoss „uN,,, Plan Virw MENDED LA—R LWE E LTEN RARARSS SHATHEYLL DE'HA—E I`—n—N 1ET 1LEs FLAT MEET THE GG.I L NNAIT iS� R STFL.LE)STAPLE SmUREL.. MENNET DE NG DLArvKETED w.,kx.. `1 D o Win.AR° cM�N 2.1 AII - 1.1S SURFAA�S.LL RE aE o`R°GK1.G 1S1.ITI—.AND RRASs mP DE SLDPE. NN.� E NE BEIT S,RAPS AL FACILITATE REM_ Try` RAMS R°MS AME AL�RRARE "D`'SHALL aL.oFD euxKET. SSLr ArvD TAME DR STAaLE T°MAINTAIry DIRmT RONTAET nTx S°�F DD NDT�RSSTrx M FILTREXX®CONCRETE WASHOUT Tm(GRAgh AREA.AND DISCxARGE DNm STARLR ERD N FLE euMKEr BALL°E sTmlE°IM A��,°aMCE WFL THE unxuFacTURER s reERMMME.°AR°Ms. [loss-y yl�y�, RE SA T WIT" Ax°x°x-.olwnxc unTERuI MAr eE.R uEER EEsTEEER[ -re°DIRLE DAMAGED ore DISPLACED BUNK—SHALL eE RES—ED w REPLACED nTHN a—ENDAR Dnrs.AREA ROCK CHECK DAM ERsxms wmry s°FET a ANY ROLLED EROSION CONTROL BLANKET INSTALLATION (PRACTICE 6.83) F REAE M SURFACE HATER GR WHERE GRnssv AREA Is N.T A.—LE. (PRACTICE 6.17) N.T TG I— T. MANUFACTURER nrvo—URELv CLAMPED.n I ECE DF PMrTLE PIgE/RErTHEouusxosD Ew I I PURPosE. TE 5HALL E NO GREATER THAN—G" MANUFAG,UREre.WHIGHErER IS LLSS.PUMP INTAKES SHALL sE°ET�UFLA.UM.S.M EHAo1 CEASE nuE°uTELr Trapezoidal Riprap Channel AND NDT RESUME UN,IL THEEPR_EM I_REG;ED°.°`E" cesyl wP MAmn G LOS OF -D'(MIN) PUMPED WATER FILTER BAG -I IWI depth L_y Loa y ('o NLya-') rvoT To SCALE ui)!;!14�JIpY//W1'J�I 1—x N�Ii,Iy M.M. plsusmucnns l VALE BARR ER oa c"co a_l,i Fill. ye!Waxer I siffl vote lnwxmv WWU ISIUVAeI L01K fM„rc / H (STDNET LIco Alp ya-(s7 WATER ENTRY UNIT RvancssonoRNnRIRf l .au o�IwTOR t� socx RIP RAP LINED CHANNEL IRpacTl¢�_o�osp (PRACTICoT To2sl_AND, LAROUNDEVEL GRAPLEDEIF n" 6.31) RERMpnExTMT. F fFxntNxWAv ORIFICE OPENING INSIDE THE I`� Iarx,itnuAwl AMl NOTES. HORIZONTAL TUBE WITH A ,,,,, PLAN VIEWD M u K FEE AN EAS Mcusr RAFTER C.MPLETEE LATALLETEMD. RARVR - RafR roRof FMMxNMfra.� H �' !�1,111NBWWAA 15--F-affle NECEs�Rv cRAUwc SCHEDULE 40 PVC PIPE N» °°TURN . xxMMFa ESETATLIN aim, amm, " ON'HE LOPE SHEE OF WATER Cn....N DRAIN E oIT HEs, OR 1.sTocMPILE HEIGHT MLI NOT E EEF as FEET. INFnx.l Axns�Tlox eut« SECTIONAL VIEW LSE c o M STORAGE OF STOCKPILE SOIL n t m•,s..a�x�Iw.maw. Ls xoT To A— — IE pgxo Fla¢MATnxo soR fwaslax caxrAaLox IxrfRloR nxo fxsFnlopnofvovfs 2.INSfALLA MINIMUM W 3 LAIR Rlafp ppfFLES IN AC[pRtMNtF WnH PRAtiI�piAN[Uas a.PS. RonnM«asslN. N sHAl.IwvfAMINIM"M LfNaveFT.pf wffNTNfsRIMMFp.W.QRHI 0 TOP VIEW SEDIMENT BASIN SKIMMER AND RISER DETAIL SEDIMENT BASIN SKIMMER DETAIL PIPE OUTLET STABILIZATION STRUCTURE PRACTICE 6`64) (PRAOTIo E 6 P .41I H AT C H KINGS MOUNTSIRAIN AAa BEMARIoE" - - - .a+M.N.f.wr.«n,.IOMR.nnAar.M ...IH .N11I.SH-RAmKs'.x.ss.�,.nN.IR Q ISSUED FOR PERMITTING 1.ALIOUVELLI MINING AND CONCENTRATOR FACILITY eeueom..enMm�w MINE SELECT PHASE NOT FOR CONSTRUCTION ou wsE EROSION AND SEDIMENT CONTROL TYPICAL DETAILS RARE SIGNATURE E R KM22000 °DpLAMECH �rypM6 KM61-CI-DT-00101 em.� pEVe. NTS a S-30-23 AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Exhibit H : Drainage Outfall Protection Details H371132-0000-220-230-0001, Rev. D Page 3 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 2 3 4 5 1 6 7 1 8 1 9 1 10 11 12 1 13 1 14 15 16 17 18 19 20 21 22 23 24 A FACE VIEW OF CONCRETE OUTFALI ANCHOR SLOPE ABOVE THE ANCHOR [GO CRETE BLOCK B—1 REVETMENT SYSTEMS B C QVQ� POIN ENCE Py NSF D SECTIDN VIEN \ E OF CONCRETE F* MN ENT CONCREBTE OUTFALL ANCHOR `NORMAL POOL F ONTROL PLAN VIEW 18• SS I EXCAVATION,CLASS A CONCRETE,TRIMMING OUTFALL PIPE,GEOTEXTILE CLASS 4 TYPE A AND 12„ G.MPACTED SUBGRAGE ARE INCIDENTAL TO THE DRAINAGE OUTFALL WITH CONCRETE BLOCK REVETMENT SYSTEMS. OUTFALL PIPE MANENT EROSION CONTROL AND SEEDING IS INCIDENTAL TO THE OUTFALL CONSTRUCTION. E%POSED CONCRETE F10E CONCRETE OUTFALL 1NCHOR NG) CONCRETE OUTFALL ANCHOR H CLASS A CONCRETE ON 2 CONCRETE BLOCK B- TOP OF REVETMENT REVETMENT SYSTEMS TRIM DU FALL PIPE FLUSH WITH SLOPE BYOMTEXTILE AS ANUF ACTLIN R CIF IED SECTION B-B \ REFERENCE I ILL GROUND CONTACT) \ POINT OUTFALL PIPE \\ XD. B• K CLA55 A CONCRETE 4 EXIST/NC GRADE CONCRETE BLOCK INCIDENTAL TO CONCRETE OUTFALL ANCHOR)H REVETMENT SYSTEM R'. CONCRETE BLOCK \REVETMENT SYSTEMS �� — IB•• E1-fil- VARIES \ I MA TC. L XISTING) - - IL BA[KF ILL OPEN AREA WITH 4 T m I B TOPSOIL SEED AND MIL CH 2'J BE TEXTILE,CLASS 4,TYPE A I IAT ALL GROUND CONTACT) BALKF ILL OPEN AREA WITH I SECTION A-A TOPSOIL,SEED AND MULCH �• IGAiTALL I CLASS 4 A q� M COMPACTED SUED RAGE NORMAL POOL PROFILE \ (DRAINAGEOUTFALLI �� MAT CH EXISTING N CONCRETE BLOCK REVETMENT SYSTEMS q� (OR EQUIVALENT) TYPICAL DETAIL NOTTORc E P H AT C H ALBEMARLE KINGS MOUNTAIN �C O RPOI A T IOH Pw.Mn Ae...ne Copvmi.e.Nue,rR�m..Nmio �.I.aW.�4eo�..WaH Q m�s�.�°".�.s..4R�,.N �..+. MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING MINE SELECT PHASE _ EROSION AND SEDIMENT CONTROL NOT FOR CONSTRUCTION _ TYPICAL DETAILS �p u MT ENO R ' AS NOWD "0211A KM61-CI-DT-00104 D 1 2 1 3 4 1 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 ASGp0UN0 uNE D BERNEST D.N0. - PROVIDE SUITABLE PROTECTION UNDISTURBED TOI PREVENT 3AOUTILBLYFROM EARTH SURFACE WATER SUBDRAIN. EXTEND E Tr' 12' + ABOVE FINISH GRADE. MIN) Mw. IN, _ CONCRETE ANCHOR BASIN RISER 18"PLANTING MIX (TYPICAL) 3H!1v - TOP OF BASIN OUTLET STRUCTURE(M/N.60 J trTTT"" A A PIPE STORMWATER CONCRFTF - 'jh'vP EARTHEN BERM INLET PIPE ANCHOR o BELL DR =III=III III /NJ SUBDRAIN DISCHARGE F N WELOEo SLEEVE LOCATION II II III=11I RIP-RAP uNDIsrORBED lll _M-1I II III= IIN_ FIR PIPES 11"11 IA EARTH EX AVA ION * 24 FOR PIPES 24 O D30 OIN DIASS ��r� � ( / 6„ 18 12� I II __ QONCRErE ADDITIONAL III III 1 —III—II E. NCH _ANCHDR IIIII III IIHII 1 POND BASIN BOTTOM III 11- G CH WALL III —III—IIHII — CLASS 3 GEOTEXTILE FABRIC S�TRE SECTION A-A =III=III=III=III=in=III=�—III=�1=T=III=III— =III=�=�=III=III= =III=III—III=III III—III III=III III=III=III— =III III I��II Mw. —H�=H� =III=III=III =�F=III=�1=T�=III-1 =��=III= = —E=III= =III=3"ICI=III=III=III= - 72"AGGREGATE STORAGE LAYER: �=11=III=I=T=III=III=III=III=III==III==111=III=III=III=III=III=III=III=III=1= �—III=1 —IIIII— �L T IIIII IIIII-III III=1EE1�III- g"CLASS 2 PERMEABLE WITH 3" in-III= �T1 „LET III TIIH� „1 = �111.IIHII=III= =III=L—IIL—IIL—IIL—IIL—III -III, Ill -III— �fi lll ,lll= PEA GRAVEL FILTER COURSE . F1 CONCRETE ANCHORS FOR PIPES ON STEEP GRADES (I M CLASS 3 PVC LINER PERMEABLE&PEA LAYER AT THE TOP GRAVEL SHALL (CONCRETE ANCHORS TO BE SET AT JOINTS AS SHOWN): OUTFLOW PIPE (IMPERMEABLE). (TO KINGS CREEK) BE WASHED AND FREE OF FINES PROVIDE NO ANCHORS ON GRADES LESS THAN 207..UNLESS NOTED BOTTOM MIN. 3„AGGREGATE PROVIDE ANCHORS AT MAX.3G'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 U PROVIDE ANCHORS AT MAX TW,G'C TO C ON GRADES REEEN 50%AND 70 T°50% % STORMWATER DETENTION BASIN DETAIL SECTION A-A FOR PROHIDEDIEIASSN BY URE E,OWN THSECONTRACT PRES NTATNESE OTHER THAN SHOWN AEREN AN HORS ORDERED E NOT TO SCALE IN 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 H AT C H KINGS MOUNTAIN &Aa BEMAR.N ...I� T..�I.�..�..—..d.L IIIER M �,.�.u.�n Q . ma.a....�e.s..eH.v.e.m..m..vel....aAe.�..c.m.b,.M..s�.M..e.�.a.+. MINING AND CONCENTRATOR FACILITY ISSUED FOR PERMITTING SITE WIDE _ - STORMWATER DETENTION POND NOT FOR CONSTRUCTION m' _ YPICAL DETAILS .nxPIC .m. .I�. R Imp - KM22040 "E.'MORENO KM61-CI-DT-00105 C - - - - —AS NOTED _'02/l— 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 A NOTES: LEss THAN,O N ERUING CULVERTS WITH SLOPES OF PROTECTIVE APRON DIMENSIONS AND ESTIMATED QUANTITIES USE EGumALENT DIAMETER FOR 0)IOIMENLSIoNEs, B OUTLET WITHOUT OUTLET WITH DITCH "'TAa Law FOR olmENSIONs ANo EST11—IF DITCH a_DUANTTES.BF A CULVERT RIPRAP LENGTH OF DEPTH OF ESTIMATED ESTIMATED ESTIMATED ESTIMATED SIZE (D) CLASS APRON (L) APRON (H RIPRAP GEOTEXTILE RIPRAP GEOTEXTILE INCHES LEFT LN FT QUANTITY QUANTITY QUANTITY QUANTITY C CUYD SQYO CUYD SQYD 12 2 4 1.5 1.6 6 1.1 6.3 18 2 6 1.5 3 SO 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 31 11.6 32 Bk F B, 36 3 15 2 21.7 43 16.7 42.6 D _ 41 4 21 2.5 47.6 73 34.1 68.4 48 4 24 2.5 62.2 91 44.5 84.9 E F G A PLAN VIEW SCALE,NTs H jElISTING GreouNO VIRAL.)aou"0 J KaR c E%ISTI NG pRE SLOPE,V:2H FLATTER -------------------------- - ----- K RIABLE SHELF — �--- oil cmI I — L H FLOwUNE HE GEOTEXTILE CUSS,,TYP C M NGWALT NGWALT SECTION B—B SECTION A—A SCALE,NTS SCALE:NTS N CULVERT WITH HEADWALL AND WINGWALL PROTECTIVE APRON AT CULVERT OUTLET WITH DITCH P HAT C H - - - KINGS MOUNTAIN °ES`"`R TTI R = AN BEMAR o N ISSUED FOR PERMIN R _ Q CHECKER S.ALUGWELLI mmaml9!emWmNa DESIGN COORD.T.KAISER -_ RESP.ENG. S.ALUGWELLI ".MINE AND CONCENTRATOR FACILITY rvc.S.ALUGWELLI - MINE SELECT PHASE PROTECTIVE APRON AT CULVERT NOT FOR CONSTRUCTIO OUTLET WITH DITCH 0 ROLE Ac rvc NAME SIGNATURE DATE - x KM22040 D.LAMECH HATCH FRAWING NUMBER - - - KM61-CI-DT-00103 D - �� Nrs ��i�-t-zozs AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix A: USGS Quadrangle Site Location Map H371132-0000-220-230-0001, Rev. D Page 4 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. Permit No.NCS000096 Location Map: -" T -t :1 OF. IF Jw i 'LfF r • � + * IV hi 4 rr * 4b. Op try — Site , 32 2. r jor `II I f Latitude: 35° 12' 02" N " -- Longitude: 81° 21' 11"W 'J�' County: Cleveland Receiving Stream: Kings Creek Facility Location Stream Class: C Sub-basin: 03-08-05 (Broad River Basin) �o�t� NCS000096 Albemarle U.S., Inc. Page 4 of 36 AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix B: USDA Soils Report H371132-0000-220-230-0001, Rev. D Page 5 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. • � � '•�° N w` f �� > � � N� � ♦Gold Bridges Ha & 0 season Creek .�Meadowbrook �mil" r„' # � k •Sao � ��- 1 r Mr.e `Oaklandy .L.. .y✓ f B MbB2 1 _ �G � � c MbB2 O° HtC " - �� UuB3 If udC \ ^. .Gr.D:� ? / \2 W _ TaD ro DAM r TaD i TaB' w r w UtB UwE.2 DAUvC _.. UvC UtB UvC ChA ^c� Uuez y 0 F - A 6 Soil Map—Cleveland County,North Carolina (Kings Mountain) MAP LEGEND MAP INFORMATION Area of Interest(AOI) $ Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Stony Spot 1:24,000. Soils Please rely on the bar scale on each map sheet for map Very Stony Spot 0 Soil Map Unit Polygons measurements. Soil Map Unit Lines Wet Spot Source of Map: Natural Resources Conservation Service Other Web Soil Survey URL: Soil Map Unit Points Coordinate System: Web Mercator(EPSG:3857) .; Special Line Features Special Point Features Maps from the Web Soil Survey are based on the Web Mercator v Blowout Water Features projection,which preserves direction and shape but distorts Streams and Canals distance and area.A projection that preserves area,such as the Borrow Pit Albers equal-area conic projection,should be used if more Transportation Clay Spot accurate calculations of distance or area are required. �-1-F Rails 0 Closed Depression This product is generated from the USDA-NRCS certified data as Interstate Highways of the version date(s)listed below. Gravel Pit US Routes Soil Survey Area: Cleveland County,North Carolina A Gravelly Spot Major Roads Survey Area Data: Version 26,Sep 8,2022 0 Landfill Local Roads Soil map units are labeled(as space allows)for map scales A. Lava Flow 1:50,000 or larger. Background Marsh or swamp Aerial Photography Date(s)aerial images were photographed: Apr 22,2022—May 10,2022 Mine or Quarry The orthophoto or other base map on which the soil lines were O Miscellaneous Water compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Perennial water shifting of map unit boundaries may be evident. V Rock Outcrop + Saline Spot ! Sandy Spot 4W Severely Eroded Spot Sinkhole 3) Slide or Slip o Sodic Spot UY Natural Resources Web Soil Survey 9/12/2023 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map-Cleveland County, North Carolina Kings Mountain Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ChA Chewacla loam,0 to 2 percent 28.7 2.6% slopes,frequently flooded DAM Dam 23.6 2.1% GrD Grover gravelly sandy loam, 15 0.1 0.0% to 30 percent slopes,rocky HhB Hulett gravelly sandy loam,2 10.1 0.9% to 8 percent slopes HtC Hulett gravelly sandy loam,8 22.1 2.0% to 15 percent slopes,stony MbB2 Madison-Bethlehem complex, 70.3 6.3% 2 to 8 percent slopes,stony, moderately eroded McC2 Madison-Bethlehem complex, 1.7 0.2% 8 to 15 percent slopes,very stony,moderately eroded MnB Madison-Bethlehem-Urban 36.7 3.3% land complex,2 to 8 percent slopes Pw Pits,quarry 85.0 7.6% TaB Tatum-Montonia complex,2 to 6.6 0.6% 8 percent slopes TaD Tatum-Montonia complex, 15 31.4 2.8% to 30 percent slopes UdC Udorthents,loamy,0 to 15 519.3 46.2% percent slopes UtB Uwharrie silt loam,2 to 8 57.7 5.1% percent slopes UuB2 Uwharrie silty clay loam,2 to 8 43.5 3.9% percent slopes,moderately eroded UvC Uwharrie-Tatum complex,8 to 74.3 6.6% 15 percent slopes UwC2 Uwharrie-Tatum complex,8 to 28.7 2.6% 15 percent slopes, moderately eroded W Water 83.1 7.4% Totals for Area of Interest 1,122.8 100.0% USDA Natural Resources Web Soil Survey 9/12/2023 Conservation Service National Cooperative Soil Survey Page 3 of 3 AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix C: Frequency Analysis Results from AWA (2022) and NOA Atlas 14 Precipitation Map H371132-0000-220-230-0001, Rev. D Page 6 ©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.+: kings Mountain ha,'in w erell frcyucnc% analysis for 6-,24-,and 72-hour Kings Mnt Frequency Analysis 6-hour 24-hour 72-hour ARI AEP AEP 50% 5% 9s% 50% 5% 95% 54% 5% 95% 1.01 0.99010 9.9- 1.0 0.9 1.1 2.0 1.8 2.2 Z.4 2.2 2.6 2 0.50000 5.0-- 23 2.1 2.5 3.6 3.4 3.9 4.3 4.0 4.6 5 0.20000 2.0-- 3.2 2.9 3.4 4.9 4.4 5.1 5.7 5.2 6.1 10 0.10000 1.0- 3.9 3S 4.1 5S 5.1 6.0 &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 9.5 50 0.02000 2.0- 53 4.9 5.8 7S 6.9 8.2 8.9 9.2 9.7 100 0.01400 1.0-7 6.0 55 6.7 9.4 7.7 9.2 9.9 9.1 10.9 200 0.00500 5.0-- 6.9 6.2 7.6 9.3 8.5 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 U.4 14.3 1,000 0.00100 1.0-1 9.7 7.9 10.1 11.7 10.4 13.5 13.9 12.4 16.0 5.000 0.00020 2.0' 10.9 9.5 13.1 14.4 12.5 17.2 17.1 14.9 20A 10,000 000910 1.0, 11.9 10.3 14.5 15.7 13.5 19.1 19.6 16.0 22.6 100,000 0.00001 1.6' 15.8 131 20.5 20.4 16.9 26.5 24.2 20.0 31.3 1,000,000 0,000001 1.v 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 57.9 100,000,000 0.00000001 1AW 33.1 24.0 52.5 41.3 29.9 65.5 48.9 35.4 77.6 1,000,000,000 0.000000001 I.e 41A 28.6 70.7 51.2 35.3 87.4 60.6 41.9 103.5 10,000,000,000 amoo 000u1 I ff1° 51-A 33.9 94.7 63.1 41.5 116.1 74.7 49.2 137.5 www.nws.noaa.gov NOAA's Nahoiial Weather Service +Sai,re WM Hydrometeorological DesignStudies i�li a a Precipitation Data • 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) v Temporals Documents c)By address Search Probable Maximum Precipitation 2)Use map: Documents t chore Miscellaneous Map v Lynchhurq a)Select location Publications 0 Terrain F,.:anoke Move crosshair or double click Storm Analysis EL:.F:I n i �f b)Click on station icon Record Precipitation } Q Show stations on map --- - King�pert Glirl"I f Contact Us 1�10 � 1 ` Location information: Inquiries <',Johnson c:p E 0 EI ZI 0 ■ Name:Gastonia,North Carolina, LU ElUSA* _ EP 0 t]�' �' i P EI 0 El ■ Station name:GASTONIA vlfl� U ! 0 El Rocky Mount Site ID:31-3356 p�0 iI� Eb% E CM El � Ej „ Latitude:35.2625' 60 El �8°" Longitude:-81.1219* 13 0EFE .� Q El El o 0 8 El ■ Elevation:700 ft El e attevllle ■■ � Ureen1111e —- ■ ■ ■ ■ Jackson l� � Wilmington Athena mbfa ■ � e to outh Cal i n a suihr *Source:ESRI Maps North - **Source:USGS 1. Charleston U Mt Pleasant 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)' Average recurrence interval(years) 1 I 2 I 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) (0.429-0.507) (0.500-0.591) (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 0.744 0.871 0.962 1.07 1.14 1.21 1.27 1.34 1.39 (0.581-0.682 1 (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) 15 min 0.787 0.936 1.10 1.22 1.35 1.44 1.53 1.60 1.69 1.75 (0.727-0.853 1 (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) 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) 1 (3.42-4.21) (3.634.52) 2-hr 1.57 "go2.36 2.72 3.19 3.55 3.92 4.29F 4.79 5.18 (1.44-1.72) (1.73-2.08) (2.15-2.59) (2.47-2.97) (2.89-3.48) (3.20-3.88) (3.51-4.29) (3.82-4.71) (4.21-5.27) (4.50-5.71) -IF 3-hr 1 1.67 2.01 2.52 2.92 3.46 3.90 4.34 4.80 5.44 5.96 ) ( .53-1.84) (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�.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 7 9.09 (2.25-2.66) (2.71-3.22) (3.38-4.02) (3.91�.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 2.81 3.39 4.26 4.94 5.87F 6.62 7.38F 8.16 9.23 10.1 (2.62-3.02) (3.17-3.65) (3.974.57) (4.60-5.30) (5.45-6.30) (6.13-7.09) (6.81-7.90) (7.51-8.74) (8.46-9.89) (9.20-10.8) 2-day 3.31 3.98 4.97 5.74 6.80 7.64 8.49 9.36 10.6 11.5 (3.09-3.55) (3.724.28) (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 3.51 4.22 5.23 6.03 7.12 7.99 8.87 9.78 11.0 12.0 (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 7.45 8.34 9.25 10.2 11.5 12.5 (3.48-3.97) (4.18-0.77) (5.14-5.87) (5.90-6.75) (6.93-7.95) (7.74-8.91) (8.57-9.89) (9.42-10.9) (10.6-12.3) (11.4-13.3) 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 12.6-14.6 10-day 4.90 5.82 7.00 7.92 9.16 10.1 11.1 12.1 13.5 14.5 (4.62-5.21) (5.49-6.19) (6.60-7.44) (7.46-8.41) (8.61-9.72) (9.50-10.8) (10.4-11.8) (11.3-12.9) (12.5-14.3) (13.4-15.4) 20-day 6.56 7.74 9.14 10.2 11.7 12.9 14.1 15.2 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) (16.8-19.2) 30-day 8.08 9.51 11.1 12.3 13.8 15.0 16.2 17.4 19.0 20.2 (7.688.51) 1 (13.1-14.6) (14.2-15.8) (15.3-17.1) (16.4-18.4) (17.8-20.1) 11 (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) (13.0-14.2) (14.2-15.6) (15.8-17.3) (17.0-18.7) (18.1-20.0) (19.2-21.3) (20.7-23.0) (21.8-24.3) 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) (13.5-14.7) (15.2-16.6) (16.6-18.1) (18.3-20.0) (19.6-21.4) (20.8-22.8) (22.0-24.2) (23.5-25.9) t Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). North - **Source:USGS 1. Charleston U Mt Pleasant 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)1 Average recurrence interval(years) Duration�4.73 IF S.2 59 I 57.2 1 10 1000 8 8.60 10.6 m (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) Ed3.77 4.46 5.23 5.77 6.40 6.85 7.26 7.63 8.07 8.36 (3.49�.09) (4.12�.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) (7.34-9.14) 15 min 3.15 3.74 4.40 4.86 5.40 5.78 6.12 6.41 6.77 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) 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) 1 (3.42-4.21) (3.634.52) 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) 0. 0.838 3-hr (0.508-0 612) (0.603-0.0737) (0.765-0 922) (0.897006) (1.04 1526) (1.63.42) (1.94458) (1.41--61076) (1.582 AO) (1.0 2819) 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 1 (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) (0.976-1.23) (1.06-1.35) 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 1 (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 1 (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) 11 (0.043-0.049) (0.053-0.061) (0.061-0.070) (0.072-0.082) (0.080-0.092) (0.089-0.102) 1 (0.098-0.113) (0.110-0.127) (0.119-0.138) 0.025 0.030 0.036 0.042 0.049 0.055 0.061 0.067 0.075 0.081 7-day (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 1 (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) 0-day 0.013 0.016 0.019 2 0.021 0.024 0.026 0.029 0.031 0.035 0.037 (0.012-0.014) 1 (0.015-0.017) 1 (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 0.011 0.013 0.015 0.017 0.019 0.020 0.022 0.024 0.026 0.028 (0.010-0.011) 1 (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) 45-day 0.009 0.011 0.012 0.013 0.015 0.016 0.017 0.018F 0.020 0.021 (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). AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix D: Summary of Post Development Peak Runoff Volume and Flowrate Calculations H371132-0000-220-230-0001, Rev. D Page 7 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. Design year Rain Event 25 yr-24 hr for sediment ponds Drainage Design Pre-Dev Peak Post-Dev Peak Difference Drainage Design Pre-Dev Peak Difference Drainage Design Pre-Dev Peak Post-Dev Peak Difference Area ID Storm (cfs) (ofs) Flowrate(cfs) Area ID Storm (cD) Post-Dev Peak(cfs) Flowrate(cfs) Area ID Storm (cfs) (ofs) Flowrate(cfs) 1-ear 0.5 73.1 72.6 1-ear 0.1 10.6 10.5 1-year 0.2 72.4 72.2 2-year 6.7 156.7 150.0 2-year 0.6 20.9 20.3 2-year 9.4 150.6 141.2 M10-2&MOO-1 10-ear 37.1 255.3 218.2 M10-1 10-ear 5.1 32.8 27.8 C00-3 10-ear 38.9 242.3 203.4 25-ear 61.8 311.7 249.9 25-ear 8.7 39.7 31.0 25-ear 60.9 294.8 233.9 100-ear 109.2 403.5 294.3 100-ear 15.5 50.9 35.4 100-ear 100.9 333.8 232.9 Pre-Dev Pre-Dev Post-a' Drainage Design Runoff Vol. Post-Dev Runoff Differeuce Drainage Design Pre-Der Runoff Post-Dev Runoff Difference Drainage Design Runoff Vol. Runoff Vol. Difference Area ID Storm (ft„3) Vol.(ft Volume Volume(ft Area ID Storm Vol.(ft^3) Vol.(D" Volume(R� Area ID Storm (R"3) (ft"3) Volume([[3) 1-year 11,611 205,685 194,074 1-year 42 25,299 25,25 1-ear 5,397 189,694 184,297 2-e 3 5,149 2-year 4,658 51,820 47,162 2-ea 6$018029 086 340,524 1 42 6 101 -e ,6 10-ear 9124 761,296 5 756 475 907M10-2&MOO-1 94 035 51r25-year 2 eaar 26 88 102500 75619 25-ear 295 889 833 450 5376 00-2-year 7 100-ea 470448 0909 090er 477 441 1 237 021 759 580 100-ear 45265 133 073 624 Runoff Vol.Match for Design year(25yr-24hr)cu.ft=682,900 IV Runoff Vol.Match for Design year(25yr-24hr)cu.ft= 79,400 ' Runoff Vol.Match(W3)for Design year(25yr-24hr) 564,439 Volume(ac-ft)=15.7 Volume(ac-ft)=1.8 AN (ac-ft)=13.0 Drainage Design Pre-Dev Peak Post-Dev Peak Difference Drainage Design Pre-Dev Peak Difference Drainage Design Pre-Dev Peak Poet-Dev Peak Difference Area ID Storm (cfs) (cfs) Flowrate(cfs) Area Storm (cfs) Post-Dev Peak(cfs) Flowrate(cfs) Area ID Storm (cfs) (cfs) Flowrate(cfs) 1-year 0.02 4.1 4.1 1-year 0.07 31.4 31.3 1-year 0.02 5.9 5.9 Duke Substation 2-ear 0.7 14.2 13.5 2-ear 0.6 60.2 59.6 2-year 0.2 12.9 12.7 Pad 10-ear 3.6 28.2 24.6 C00-1 10-ear 6.1 93.8 87.7 C00-2 10-ear 1.5 21.1 19.6 25-ear 5.9 36.6 30.7 25-ear 11.6 113.2 101.6 25-ear 3.8 25.7 21.9 100-ear 10.5 50.5 40.0 100-ear 22.9 144.7 121.8 1 00-ear 5.2 33.3 28.1 Pre-Dev Pre-Dev Post-Dev Drainage Area Design Runoff Vol. Post-Dev Runoff Difference 3 Draivage Design Pre-Dev Runoff Post-Dev Runoff Difference 3 Drainage Design Runoff Vol. Runoff Vol. Difference Storm ft„ Vol.(ft ) Volume(ft ) Area ID Storm Vol.(R ) Vol.(ft') Volume(ft ) Area ID Storm R^3 ft..3 Volume(ft�� 1-ear 423 14,224 13,801 Lar, 2,434 76,011 73,577 1-ear 634 10,692 10,058 2-ear 10,369 44,759 34,390 9,366 151,796 142,430 2-year 2,196 24,220 22,024 Duke Substation 10-year 33,840 88,118 54,278 C00-1 4Q,974 .2,832 201,858 C00-2 10-yeaz 9,035 41,060 32,025 Pad 25-ear 51,179 114,886 63,707 66,309 295,711 229,402 25-ear 14,435 50,955 36,520 ]00-ear 83,583 160,121 76,538 115,718 382,364 266,646 100-ear 24,876 67,256 42,380 Runoff Vol.Match for Design Year(25yr-24hr)cu.ft=66,892 Runoff Vol.Match for Design Year(25yr-24hr)cu.ft= 240,872 Runoff Vol.Match(ft-3)for Design year(25yr-24hr)=38,346 Volume(ac-ft)= 1.5 Volume(ac-ft)=5.5 (ac-ftk 0.9 Drainage I Design I Pre-Dev Peak Post-Dev Peak Difference Area ID Storm cfs cfs Flowrate cfs 1-year 0.2 77.0 76.8 2-year 9.8 157.0 147.2 M80 10-year 43.0 250.0 207.0 NPI-West Area 25-ear 68.5 304.0 235.5 100-ear 116 391.0 275.0 Pre-Dev Drainage Area Design Runoff Vol. Post-Dev Runoff Difference Storm Vol.(ft'a) Volume(ft^3) fty 1-year 6,236 285396 279,160 M80-1 2-ear 94,195 599:513 505,318 NPI-West Area 10-ear 286,744 981,454 694,710 25-ear 425,960 1,204,142 778,182 too-Year 683,088 1,569,680 886,592 Runoff Vol.Match for Design Year(25yr-24hr)cu.ft=817,09,IN Volume(ac-ft)= 18.8 A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix E: Hydraflow Hydrographs Runoff Volume and Flowrate Calculations H371132-0000-220-230-0001, Rev. D Page 8 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 1 Watershed Model Schematic HydraflowHydrographs Extension for Autodesk®Civil 3D®byAutodesk, Inc.v2022 5 Legend Hvd• Origin Description 1 SCS Runoff Existing-DA 1 2 SCS Runoff Existing-DA 2 3 SCS Runoff Post Developement-DA A3 DA1 Outflow 4 SCS Runoff Existing-DA 3 1 oo 5 Combine Existing Areas Combine 15 6 SCS Runoff Post-DA 1 7 Reservoir Pond1-Post DA2&3 8 Reservoir Pond2-DA1 9 SCS Runoff Existing-DA 4A 10 SCS Runoff Existing-DA 5 11 Reach DP at Basin 1 12 SCS Runoff Post Development-DA 4A 20 13 SCS Runoff Post Development-DA 5 14 SCS Runoff Existing-DA 4B 15 Combine DA-4A and B 16 SCS Runoff Post Development-DA 4B 17 SCS Runoff Existing-NPI 18 SCS Runoff Post Development M80-1 (NPI-West) 19 SCS Runoff Post Development M71-1 (NPI-East) 20 Combine <no description> 21 SCS Runoff Existing-Duke Pad 300ft x 300ft 22 SCS Runoff Proposed-Duke Pad 300ftx300ft 23 SCS Runoff Existing M80-1 (NPI-West) Project: Final W Detention3.gpw Wednesday, 07/3/2024 Hydraflow Table of Contents Final W Detention3.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 - Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Existing-DA 1........................................................................ 4 TR-55 Tc Worksheet........................................................................................................... 5 Hydrograph No. 2, SCS Runoff, Existing-DA 2........................................................................ 6 TR-55 Tc Worksheet........................................................................................................... 7 Hydrograph No. 3, SCS Runoff, Post Developement- DA2, DA3 and DA1 Outflow............... 8 TR-55 Tc Worksheet........................................................................................................... 9 Hydrograph No. 4, SCS Runoff, Existing-DA 3...................................................................... 10 TR-55 Tc Worksheet......................................................................................................... 11 Hydrograph No. 5, Combine, Existing Areas Combined........................................................ 12 Hydrograph No. 6, SCS Runoff, Post-DA 1............................................................................ 13 TR-55 Tc Worksheet......................................................................................................... 14 Hydrograph No. 7, Reservoir, Pond 1- Post DA2&3................................................................ 15 Pond Report - Detention Pond 1-Post DA2&3.................................................................... 16 Hydrograph No. 8, Reservoir, Pond2-DA1............................................................................. 17 Pond Report - Proposed Pond 2- Post DA1...................................................................... 18 Hydrograph No. 9, SCS Runoff, Existing-DA 4A................................................................... 19 TR-55 Tc Worksheet......................................................................................................... 20 Hydrograph No. 10, SCS Runoff, Existing-DA 5.................................................................... 21 TR-55 Tc Worksheet......................................................................................................... 22 Hydrograph No. 11, Reach, DP at Basin 1............................................................................. 23 Hydrograph No. 12, SCS Runoff, Post Development-DA 4A................................................ 24 TR-55 Tc Worksheet......................................................................................................... 25 Hydrograph No. 13, SCS Runoff, Post Development-DA 5.................................................... 26 TR-55 Tc Worksheet......................................................................................................... 27 Hydrograph No. 14, SCS Runoff, Existing-DA 4B.................................................................. 28 TR-55 Tc Worksheet......................................................................................................... 29 Hydrograph No. 15, Combine, DA-4A and B.......................................................................... 30 Hydrograph No. 16, SCS Runoff, Post Development-DA 4B................................................. 31 TR-55 Tc Worksheet......................................................................................................... 32 Hydrograph No. 17, SCS Runoff, Existing-NPI...................................................................... 33 TR-55 Tc Worksheet......................................................................................................... 34 Hydrograph No. 18, SCS Runoff, Post Development M80-1 (NPI-West)............................... 35 TR-55 Tc Worksheet......................................................................................................... 36 Hydrograph No. 19, SCS Runoff, Post Development M71-1 (NPI-East)................................ 37 TR-55 Tc Worksheet......................................................................................................... 38 Hydrograph No. 20, Combine, <no description>.................................................................... 39 Hydrograph No. 21, SCS Runoff, Existing-Duke Pad 300ft x 300ft........................................ 40 TR-55 Tc Worksheet......................................................................................................... 41 Hydrograph No. 22, SCS Runoff, Proposed-Duke Pad 300ftx300ft....................................... 42 TR-55 Tc Worksheet......................................................................................................... 43 Hydrograph No. 23, SCS Runoff, Existing M80-1 (NPI-West)............................................... 44 Contents continued... Final W DetentionIgpw TR-55 Tc Worksheet......................................................................................................... 45 2 - Year SummaryReport....................................................................................................................... 46 HydrographReports................................................................................................................. 47 Hydrograph No. 1, SCS Runoff, Existing-DA 1...................................................................... 47 Hydrograph No. 2, SCS Runoff, Existing-DA 2...................................................................... 48 Hydrograph No. 3, SCS Runoff, Post Developement- DA2, DA3 and DA1 Outflow............. 49 Hydrograph No. 4, SCS Runoff, Existing-DA 3...................................................................... 50 Hydrograph No. 5, Combine, Existing Areas Combined........................................................ 51 Hydrograph No. 6, SCS Runoff, Post-DA 1............................................................................ 52 Hydrograph No. 7, Reservoir, Pond 1- Post DA2&3................................................................ 53 Hydrograph No. 8, Reservoir, Pond2-DA1............................................................................. 54 Hydrograph No. 9, SCS Runoff, Existing-DA 4A................................................................... 55 Hydrograph No. 10, SCS Runoff, Existing-DA 5.................................................................... 56 Hydrograph No. 11, Reach, DP at Basin 1............................................................................. 57 Hydrograph No. 12, SCS Runoff, Post Development-DA 4A................................................ 58 Hydrograph No. 13, SCS Runoff, Post Development-DA 5.................................................... 59 Hydrograph No. 14, SCS Runoff, Existing-DA 4B.................................................................. 60 Hydrograph No. 15, Combine, DA-4A and B.......................................................................... 61 Hydrograph No. 16, SCS Runoff, Post Development-DA 4B................................................. 62 Hydrograph No. 17, SCS Runoff, Existing-NPI...................................................................... 63 Hydrograph No. 18, SCS Runoff, Post Development M80-1 (NPI-West)............................... 64 Hydrograph No. 19, SCS Runoff, Post Development M71-1 (NPI-East)................................ 65 Hydrograph No. 20, Combine, <no description>.................................................................... 66 Hydrograph No. 21, SCS Runoff, Existing-Duke Pad 300ft x 300ft........................................ 67 Hydrograph No. 22, SCS Runoff, Proposed-Duke Pad 300ftx300ft....................................... 68 Hydrograph No. 23, SCS Runoff, Existing M80-1 (NPI-West)............................................... 69 10 - Year SummaryReport....................................................................................................................... 70 HydrographReports................................................................................................................. 71 Hydrograph No. 1, SCS Runoff, Existing-DA 1...................................................................... 71 Hydrograph No. 2, SCS Runoff, Existing-DA 2...................................................................... 72 Hydrograph No. 3, SCS Runoff, Post Developement- DA2, DA3 and DA1 Outflow............. 73 Hydrograph No. 4, SCS Runoff, Existing-DA 3...................................................................... 74 Hydrograph No. 5, Combine, Existing Areas Combined........................................................ 75 Hydrograph No. 6, SCS Runoff, Post-DA 1............................................................................ 76 Hydrograph No. 7, Reservoir, Pond 1- Post DA2&3................................................................ 77 Hydrograph No. 8, Reservoir, Pond2-DA1............................................................................. 78 Hydrograph No. 9, SCS Runoff, Existing-DA 4A................................................................... 79 Hydrograph No. 10, SCS Runoff, Existing-DA 5.................................................................... 80 Hydrograph No. 11, Reach, DP at Basin 1............................................................................. 81 Hydrograph No. 12, SCS Runoff, Post Development-DA 4A................................................ 82 Hydrograph No. 13, SCS Runoff, Post Development-DA 5.................................................... 83 Hydrograph No. 14, SCS Runoff, Existing-DA 4B.................................................................. 84 Hydrograph No. 15, Combine, DA-4A and B.......................................................................... 85 Hydrograph No. 16, SCS Runoff, Post Development-DA 4B................................................. 86 Hydrograph No. 17, SCS Runoff, Existing-NPI...................................................................... 87 Hydrograph No. 18, SCS Runoff, Post Development M80-1 (NPI-West)............................... 88 Contents continued... Final W DetentionIgpw Hydrograph No. 19, SCS Runoff, Post Development M71-1 (NPI-East)................................ 89 Hydrograph No. 20, Combine, <no description>.................................................................... 90 Hydrograph No. 21, SCS Runoff, Existing-Duke Pad 300ft x 300ft........................................ 91 Hydrograph No. 22, SCS Runoff, Proposed-Duke Pad 300ftx300ft....................................... 92 Hydrograph No. 23, SCS Runoff, Existing M80-1 (NPI-West)............................................... 93 25 - Year SummaryReport....................................................................................................................... 94 HydrographReports................................................................................................................. 95 Hydrograph No. 1, SCS Runoff, Existing-DA 1...................................................................... 95 Hydrograph No. 2, SCS Runoff, Existing-DA 2............................................................. Hydrograph No. 3, SCS Runoff, Post Developement- DA2, DA3 and DA1 Outflow............. 97 Hydrograph No. 4, SCS Runoff, Existing-DA 3...................................................................... 98 Hydrograph No. 5, Combine, Existing Areas Combined........................................................ 99 Hydrograph No. 6, SCS Runoff, Post-DA 1.......................................................................... 100 Hydrograph No. 7, Reservoir, Pond 1- Post DA2&3.............................................................. 101 Hydrograph No. 8, Reservoir, Pond2-DA1........................................................................... 102 Hydrograph No. 9, SCS Runoff, Existing-DA 4A................................................................. 103 Hydrograph No. 10, SCS Runoff, Existing-DA 5.................................................................. 104 Hydrograph No. 11, Reach, DP at Basin 1........................................................................... 105 Hydrograph No. 12, SCS Runoff, Post Development-DA 4A.............................................. 106 Hydrograph No. 13, SCS Runoff, Post Development-DA 5.................................................. 107 Hydrograph No. 14, SCS Runoff, Existing-DA 4B................................................................ 108 Hydrograph No. 15, Combine, DA-4A and B........................................................................ 109 Hydrograph No. 16, SCS Runoff, Post Development-DA 4B............................................... 110 Hydrograph No. 17, SCS Runoff, Existing-NPI.................................................................... 111 Hydrograph No. 18, SCS Runoff, Post Development M80-1 (NPI-West)............................. 112 Hydrograph No. 19, SCS Runoff, Post Development M71-1 (NPI-East).............................. 113 Hydrograph No. 20, Combine, <no description>.................................................................. 114 Hydrograph No. 21, SCS Runoff, Existing-Duke Pad 300ft x 300ft...................................... 115 Hydrograph No. 22, SCS Runoff, Proposed-Duke Pad 300ftx300ft..................................... 116 Hydrograph No. 23, SCS Runoff, Existing M80-1 (NPI-West)............................................. 117 100 - Year SummaryReport..................................................................................................................... 118 HydrographReports............................................................................................................... 119 Hydrograph No. 1, SCS Runoff, Existing-DA 1.................................................................... 119 Hydrograph No. 2, SCS Runoff, Existing-DA 2.................................................................... 120 Hydrograph No. 3, SCS Runoff, Post Developement- DA2, DA3 and DA1 Outflow........... 121 Hydrograph No. 4, SCS Runoff, Existing-DA 3.................................................................... 122 Hydrograph No. 5, Combine, Existing Areas Combined...................................................... 123 Hydrograph No. 6, SCS Runoff, Post-DA 1.......................................................................... 124 Hydrograph No. 7, Reservoir, Pond 1- Post DA2&3.............................................................. 125 Hydrograph No. 8, Reservoir, Pond2-DA1........................................................................... 126 Hydrograph No. 9, SCS Runoff, Existing-DA 4A................................................................. 127 Hydrograph No. 10, SCS Runoff, Existing-DA 5.................................................................. 128 Hydrograph No. 11, Reach, DP at Basin 1........................................................................... 129 Hydrograph No. 12, SCS Runoff, Post Development-DA 4A.............................................. 130 Hydrograph No. 13, SCS Runoff, Post Development-DA 5.................................................. 131 Hydrograph No. 14, SCS Runoff, Existing-DA 4B................................................................ 132 Contents continued... Final W DetentionIgpw Hydrograph No. 15, Combine, DA-4A and B........................................................................ 133 Hydrograph No. 16, SCS Runoff, Post Development-DA 4B............................................... 134 Hydrograph No. 17, SCS Runoff, Existing-NPI.................................................................... 135 Hydrograph No. 18, SCS Runoff, Post Development M80-1 (NPI-West)............................. 136 Hydrograph No. 19, SCS Runoff, Post Development M71-1 (NPI-East).............................. 137 Hydrograph No. 20, Combine, <no description>.................................................................. 138 Hydrograph No. 21, SCS Runoff, Existing-Duke Pad 300ft x 300ft...................................... 139 Hydrograph No. 22, SCS Runoff, Proposed-Duke Pad 300ftx300ft..................................... 140 Hydrograph No. 23, SCS Runoff, Existing M80-1 (NPI-West)............................................. 141 OFReport................................................................................................................ 142 142 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 422.6569 27.7001 1.2201 -------- 3 0.0000 0.0000 0.0000 -------- 5 1524.9780 44.0999 1.3986 -------- 10 154.4606 20.9000 0.9297 -------- 25 135.3601 18.5000 0.8769 -------- 50 438.4973 31.6001 1.0857 -------- 100 81.1378 14.0000 0.7112 -------- File name:Zone 1-MS-IDF curves.IDF Intensity= B/(Tc + D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 6.00 5.04 4.33 3.78 3.35 3.00 2.71 2.47 2.26 2.09 1.93 1.80 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.58 5.74 5.08 4.53 4.08 3.70 3.38 3.10 2.86 2.65 2.46 2.30 10 7.50 6.36 5.53 4.90 4.40 4.00 3.67 3.39 3.15 2.94 2.76 2.60 25 8.49 7.17 6.22 5.51 4.95 4.50 4.13 3.82 3.55 3.32 3.13 2.95 50 8.80 7.66 6.77 6.06 5.48 5.00 4.59 4.25 3.95 3.68 3.45 3.25 100 9.99 8.46 7.40 6.61 5.99 5.50 5.09 4.75 4.46 4.21 3.99 3.80 Tc=time in minutes.Values may exceed 60. Precip.file name:\\Beavfs1\arxcad\PROJECTS\14015X LBA Larimer\04 Stormwater\PCSM\Calcs\Allegheny Co.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 2.00 3.60 0.00 4.28 5.50 6.60 7.50 8.40 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 Hydrograph Return Period ReC draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. Hydrograph Inflow Peak OutflloNw� (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-DA 1 2 SCS Runoff ------ 0.050 4.763 ------- ------- 25.36 41.77 ------- 72.20 Existing-DA 2 3 SCS Runoff ------ 73.06 156.72 ------- ------- 255.28 311.75 ------- 403.47 Post Developement-DA2, DA3 and 4 SCS Runoff ------ 0.525 2.070 ------- ------- 11.99 20.65 ------- 37.64 Existing-DA 3 5 Combine 2,4 0.525 6.746 ------- ------- 37.12 61.84 ------- 109.24 Existing Areas Combined 6 SCS Runoff ------ 10.65 20.90 ------- ------- 32.86 39.73 ------- 50.91 Post-DA 1 7 Reservoir 3 11.96 27.24 ------- ------- 75.62 97.26 ------- 120.69 Pond1-Post DA2&3 8 Reservoir 6 0.273 0.000 ------- ------- 2.596 4.486 ------- 8.591 Pond2-DA1 9 SCS Runoff ------ 0.000 0.558 ------- ------- 6.097 11.60 ------- 22.95 Existing-DA 4A 10 SCS Runoff ------ 0.156 9.382 ------- ------- 38.89 60.85 ------- 100.88 Existing-DA 5 11 Reach 10 2.728 7.554 ------- ------- 30.12 47.93 ------- 80.89 DP at Basin 1 12 SCS Runoff ------ 31.46 60.22 ------- ------- 93.85 113.18 ------- 144.71 Post Development-DA 4A 13 SCS Runoff ------ 72.39 150.62 ------- ------- 242.29 294.81 ------- 380.17 Post Development-DA 5 14 SCS Runoff ------ 0.000 0.153 ------- ------- 1.473 2.721 ------- 5.253 Existing-DA 4B 15 Combine 9, 14 0.088 0.448 ------- ------- 4.861 9.714 ------- 20.02 DA-4A and B 16 SCS Runoff ------ 4.529 9.996 ------- ------- 16.48 20.19 ------- 26.22 Post Development-DA 4B 17 SCS Runoff ------ 0.988 21.05 ------- ------- 72.07 108.83 ------- 175.35 Existing-NPI 18 SCS Runoff ------ 77.07 157.02 ------- ------- 250.56 304.18 ------- 391.40 Post Development M80-1 (NPI-West) 19 SCS Runoff ------ 52.17 119.97 ------- ------- 201.31 248.05 ------- 323.97 Post Development M71-1 (NPI-East) 20 Combine 18, 19 279.10 348.02 ------- ------- 531.70 640.20 ------- 816.40 <no description> 21 SCS Runoff ------ 0.014 0.753 ------- ------- 3.617 5.973 ------- 10.46 Existing-Duke Pad 300ft x 300ft 22 SCS Runoff ------ 4.119 14.18 ------- ------- 28.17 36.60 ------- 50.54 Proposed-Duke Pad 300ftx300ft 23 SCS Runoff ------ 0.175 9.798 ------- ------- 42.96 68.57 ------- 115.95 Existing M80-1 (NPI-West) Proj. file: Final W Detention3.gpw Wednesday, 07/3/2024 3 Hydrograph Summary Report Hydraflow 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 0.003 2 1440 42 ------ ------ ------ Existing-DA 1 2 SCS Runoff 0.050 2 1440 1,522 ------ ------ ------ Existing-DA 2 3 SCS Runoff 73.06 2 722 205,685 ------ ------ ------ Post Developement-DA2, DA3 and 4 SCS Runoff 0.525 2 760 10,089 ------ ------ ------ Existing-DA 3 5 Combine 0.525 2 760 11,611 2,4 ------ ------ Existing Areas Combined 6 SCS Runoff 10.65 2 718 25,299 ------ ------ ------ Post-DA 1 7 Reservoir 11.96 2 758 205,184 3 864.26 196,854 Pond1-Post DA2&3 8 Reservoir 0.273 2 1014 13,099 6 839.18 30,963 Pond2-DA1 9 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Existing-DA 4A 10 SCS Runoff 0.156 2 922 5,397 ------ ------ ------ Existing-DA 5 11 Reach 2.728 1 750 31,923 10 ------ ------ DP at Basin 1 12 SCS Runoff 31.46 2 718 76,011 ------ ------ ------ Post Development-DA 4A 13 SCS Runoff 72.39 2 720 189,694 ------ ------ ------ Post Development-DA 5 14 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Existing-DA 4B 15 Combine 0.088 2 926 3,052 9, 14 ------ ------ DA-4A and B 16 SCS Runoff 4.529 2 720 11,761 ------ ------ ------ Post Development-DA4B 17 SCS Runoff 0.988 2 830 26,912 ------ ------ ------ Existing-NPI 18 SCS Runoff 77.07 2 728 285,396 ------ ------ ------ Post Development M80-1 (NPI-West) 19 SCS Runoff 52.17 2 726 180,282 ------ ------ ------ Post Development M71-1 (NPI-East) 20 Combine 279.10 2 722 799,612 18, 19 ------ ------ <no description> 21 SCS Runoff 0.014 2 1440 423 ------ ------ ------ Existing-Duke Pad 300ft x 300ft 22 SCS Runoff 4.119 2 726 14,224 ------ ------ ------ Proposed-Duke Pad 300ftx300ft 23 SCS Runoff 0.175 2 954 6,236 ------ ------ ------ Existing M80-1 (NPI-West) Final W Detention3.gpw Return Period: 1 Year Wednesday, 07/3/2024 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 1 Existing-DA 1 Hydrograph type = SCS Runoff Peak discharge = 0.003 cfs Storm frequency = 1 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 42 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. = 2.00 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-DA 1 Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 1 Existing-DA 1 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 7 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 2 Existing-DA 2 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,07/3/2024 Hyd. No. 3 Post Developement- DA2, DA3 and DA1 Outflow Hydrograph type = SCS Runoff Peak discharge = 73.06 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 205,685 cuft Drainage area = 46.980 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.500 x 98)+(13.230 x 89)+(13.250 x 86)]/46.980 Post Developement- DA2, DA3 and DA1 Outflow Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 9 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 3 Post Developement- DA2, DA3 and DA1 Outflow Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 1.50 0.00 0.00 Travel Time (min) = 8.91 + 0.00 + 0.00 = 8.91 Shallow Concentrated Flow Flow length (ft) = 250.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =2.87 0.00 0.00 Travel Time (min) = 1.45 + 0.00 + 0.00 = 1.45 Channel Flow X sectional flow area (sqft) = 3.14 9.61 12.56 Wetted perimeter (ft) = 1.50 3.00 5.00 Channel slope (%) = 1.50 1 .50 1.60 Manning's n-value = 0.035 0.035 0.035 Velocity (ft/s) =8.55 11 .37 9.98 Flow length (ft) ({0})450.0 650.0 900.0 Travel Time (min) = 0.88 + 0.95 + 1.50 = 3.33 Total Travel Time, Tc .............................................................................. 13.70 min 11 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 4 Existing-DA 3 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 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 5 Existing Areas Combined Hydrograph type = Combine Peak discharge = 0.525 cfs Storm frequency = 1 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 11,611 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 48.000 ac Existing Areas Combined Q (cfs) Hyd. No. 5 -- 1 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 n0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 2 Hyd No. 4 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 6 Post-DA 1 Hydrograph type = SCS Runoff Peak discharge = 10.65 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 25,299 cuft Drainage area = 4.700 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.80 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.500 x 98)+(1.200 x 85)]/4.700 Post-DA 1 Q (cfs) Hyd. No. 6 -- 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 6 Time (min) 14 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 6 Post-DA 1 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 25.0 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) = 4.76 + 0.00 + 0.00 = 4.76 Shallow Concentrated Flow Flow length (ft) = 250.00 150.00 0.00 Watercourse slope (%) = 1.00 1.50 0.00 Surface description = Paved Paved Paved Average velocity (ft/s) =2.03 2.49 0.00 Travel Time (min) = 2.05 + 1.00 + 0.00 = 3.05 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 .............................................................................. 7.80 min 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 7 Pond 1- Post DA2&3 Hydrograph type = Reservoir Peak discharge = 11.96 cfs Storm frequency = 1 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 205,184 cuft Inflow hyd. No. = 3 - Post Developement- DA2, ca15bb\QadnOutflow = 864.26 ft Reservoir name = Detention Pond 1-Post DA2&3 Max. Storage = 196,854 cuft Storage Indication method used. Pond1- Post DA2&3 Q (cfs) Hyd. No. 7 -- 1 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 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 7 Hyd No. 3 Total storage used = 196,854 CA Pond Report 16 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Pond No. 1 - Detention Pond1-Post DA2&3 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=862.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 862.00 80,275 0 0 1.00 863.00 85,951 83,089 83,089 2.00 864.00 91,699 88,801 171,889 3.00 865.00 97,519 94,585 266,474 4.00 866.00 103,411 100,441 366,914 5.00 867.00 109,375 106,369 473,283 6.00 868.00 115,411 112,368 585,651 7.00 869.00 121,519 118,440 704,091 8.00 870.00 127,699 124,584 828,675 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 54.00 32.00 32.00 0.00 Crest Len(ft) = 72.00 125.00 0.00 0.00 Span(in) = 54.00 32.00 32.00 0.00 Crest El.(ft) = 868.00 868.50 0.00 0.00 No.Barrels = 1 3 3 0 Weir Coeff. = 3.10 2.60 3.33 3.33 Invert El.(ft) = 862.00 863.50 864.75 0.00 Weir Type = Rect Broad --- --- Length(ft) = 210.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 1.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/ Discharge Elev(ft) 8.00 870.00 6.00 868.00 4.00 866.00 2.00 864.00 0.00 862.00 0.0 80.0 160.0 240.0 320.0 400.0 480.0 560.0 640.0 720.0 800.0 Total Q Discharge(cfs) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 8 Pond2-DA1 Hydrograph type = Reservoir Peak discharge = 0.273 cfs Storm frequency = 1 yrs Time to peak = 1014 min Time interval = 2 min Hyd. volume = 13,099 cuft Inflow hyd. No. = 6 - Post-DA 1 Max. Elevation = 839.18 ft Reservoir name = Proposed Pond 2- Post DA1 Max. Storage = 30,963 cuft Storage Indication method used. Pond2-DA1 Q (cfs) Hyd. No. 8 -- 1 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 0 360 720 1080 1440 1800 2160 2520 2880 3240 Time (min) Hyd No. 8 Hyd No. 6 Total storage used = 30,963 cuft Pond Report 18 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Pond No. 2 - Proposed Pond 2- Post DA1 Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=838.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 838.00 25,000 0 0 1.00 839.00 26,686 25,836 25,836 2.00 840.00 29,044 27,854 53,690 3.00 841.00 31,174 30,100 83,789 4.00 842.00 33,376 32,266 116,055 5.00 843.00 35,650 34,503 150,558 6.00 844.00 37,996 36,813 187,371 7.00 845.00 40,414 39,195 226,566 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 24.00 18.00 18.00 0.00 Crest Len(ft) = 72.00 25.00 0.00 0.00 Span(in) = 12.00 6.00 6.00 0.00 Crest El.(ft) = 844.00 843.50 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 839.00 839.50 840.00 0.00 Weir Type = Rect Broad --- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/ Discharge Elev(ft) 8.00 846.00 6.00 844.00 4.00 842.00 2.00 840.00 0.00 838.00 0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0 Total Q Discharge(cfs) 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 9 Existing-DA 4A Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 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. = 2.00 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-DA 4A Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 20 40 60 80 100 120 Hyd No. 9 Time (min) 20 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 9 Existing-DA 4A 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 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 10 Existing-DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.156 cfs Storm frequency = 1 yrs Time to peak = 922 min Time interval = 2 min Hyd. volume = 5,397 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. = 2.00 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-DA 5 Q (cfs) Hyd. No. 10 -- 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 22 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 10 Existing-DA 5 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 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 12 Post Development-DA 4A Hydrograph type = SCS Runoff Peak discharge = 31.46 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 76,011 cuft Drainage area = 13.300 ac Curve number = 96* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.80 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(11.200 x 98)+(1.100 x 89)+(1.000 x 86)]/13.300 Post Development-DA 4A Q (cfs) Hyd. No. 12 -- 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 12 Time (min) 25 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 12 Post Development-DA 4A Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 0.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Shallow Concentrated Flow Flow length (ft) = 200.00 350.00 450.00 Watercourse slope (%) = 2.00 2.00 1.00 Surface description = Paved Paved Paved Average velocity (ft/s) =2.87 2.87 2.03 Travel Time (min) = 1.16 + 2.03 + 3.69 = 6.88 Channel Flow X sectional flow area (sqft) = 3.14 9.50 11.50 Wetted perimeter (ft) = 1.50 3.00 5.00 Channel slope (%) = 1.00 1 .50 1.75 Manning's n-value = 0.035 0.035 0.015 Velocity (ft/s) =6.98 11 .29 22.96 Flow length (ft) ({0})400.0 500.0 375.0 Travel Time (min) = 0.95 + 0.74 + 0.27 = 1.97 Total Travel Time, Tc .............................................................................. 8.80 min 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 13 Post Development-DA 5 Hydrograph type = SCS Runoff Peak discharge = 72.39 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 189,694 cuft Drainage area = 38.550 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.250 x 98)+(13.150 x 89)+(5.150 x 86)]/38.550 Post Development-DA 5 Q (cfs) Hyd. No. 13 -- 1 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Time (min) 27 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 13 Post Development-DA 5 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 7.94 + 0.00 + 0.00 = 7.94 Shallow Concentrated Flow Flow length (ft) = 200.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Paved Unpaved Unpaved Average velocity (ft/s) =2.87 0.00 0.00 Travel Time (min) = 1.16 + 0.00 + 0.00 = 1.16 Channel Flow X sectional flow area (sqft) = 3.14 9.50 11.50 Wetted perimeter(ft) = 1.50 3.00 5.00 Channel slope (%) = 1.25 1.50 2.00 Manning's n-value = 0.035 0.035 0.015 Velocity (ft/s) =7.81 11.29 24.55 Flow length (ft) ({0})550.0 675.0 450.0 Travel Time (min) = 1.17 + 1.00 + 0.31 = 2.48 Total Travel Time, Tc .............................................................................. 11.60 min 29 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 14 Existing-DA 4B 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 .............................................................................. 30.58 min 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 16 Post Development-DA 4B Hydrograph type = SCS Runoff Peak discharge = 4.529 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 11,761 cuft Drainage area = 2.700 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.80 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.200 x 98)+(1.500 x 86)]/2.700 Post Development-DA 4113 Q (cfs) Hyd. No. 16 -- 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 16 Time (min) 32 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 16 Post Development-DA 4B Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 7.94 + 0.00 + 0.00 = 7.94 Shallow Concentrated Flow Flow length (ft) = 200.00 100.00 0.00 Watercourse slope (%) = 1.00 1 .00 0.00 Surface description = Paved Paved Unpaved Average velocity (ft/s) =2.03 2.03 0.00 Travel Time (min) = 1.64 + 0.82 + 0.00 = 2.46 Channel Flow X sectional flow area (sqft) = 3.14 9.50 11.50 Wetted perimeter (ft) = 1.50 3.00 5.00 Channel slope (%) = 1.00 1 .50 1.75 Manning's n-value = 0.035 0.035 0.015 Velocity (ft/s) =6.98 11 .29 22.96 Flow length (ft) g0})100.0 100.0 0.0 Travel Time (min) = 0.24 + 0.15 + 0.00 = 0.39 Total Travel Time, Tc .............................................................................. 10.80 min 34 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 17 Existing-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 35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 18 Post Development M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 77.07 cfs Storm frequency = 1 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 285,396 cuft Drainage area = 57.200 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.80 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(28.600 x 98)+(28.600 x 89)]/57.200 Post Development M80-1 (NPI-West) Q (cfs) Hyd. No. 18 -- 1 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 36 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 18 Post Development M80-1 (NPI-West) Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 7.94 + 0.00 + 0.00 = 7.94 Shallow Concentrated Flow Flow length (ft) = 300.00 500.00 500.00 Watercourse slope (%) = 1.50 1.20 1.40 Surface description = Paved Unpaved Unpaved Average velocity (ft/s) =2.49 1.77 1.91 Travel Time (min) = 2.01 + 4.71 + 4.37 = 11.09 Channel Flow X sectional flow area (sqft) = 3.14 9.50 11.50 Wetted perimeter(ft) = 1.50 3.00 5.00 Channel slope (%) = 1.25 1.50 2.00 Manning's n-value = 0.030 0.030 0.030 Velocity (ft/s) =9.11 13.17 12.27 Flow length (ft) ({0})1250.0 1300.0 600.0 Travel Time (min) = 2.29 + 1.65 + 0.81 = 4.75 Total Travel Time, Tc .............................................................................. 23.80 min 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 19 Post Development M71-1 (NPI-East) Hydrograph type = SCS Runoff Peak discharge = 52.17 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 180,282 cuft Drainage area = 44.600 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(5.200 x 98)+(35.300 x 89)+(4.100 x 86)]/44.600 Post Development M71-1 (NPI-East) Q (cfs) Hyd. No. 19 -- 1 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 38 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 19 Post Development M71-1 (NPI-East) Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 7.94 + 0.00 + 0.00 = 7.94 Shallow Concentrated Flow Flow length (ft) = 300.00 500.00 500.00 Watercourse slope (%) = 1.00 1 .50 1.25 Surface description = Paved Unpaved Unpaved Average velocity (ft/s) =2.03 1 .98 1.80 Travel Time (min) = 2.46 + 4.22 + 4.62 = 11.30 Channel Flow X sectional flow area (sqft) = 3.14 9.50 11.50 Wetted perimeter (ft) = 1.50 3.00 5.00 Channel slope (%) = 1.25 1 .50 2.00 Manning's n-value = 0.030 0.030 0.030 Velocity (ft/s) =9.11 13.17 12.27 Flow length (ft) ({0})500.0 600.0 200.0 Travel Time (min) = 0.91 + 0.76 + 0.27 = 1.95 Total Travel Time, Tc .............................................................................. 21.20 min 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 20 <no description> Hydrograph type = Combine Peak discharge = 279.10 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 799,612 cuft Inflow hyds. = 18, 19 Contrib. drain. area = 101.800 ac <no description> Q (cfs) Hyd. No. 20 -- 1 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 20 Hyd No. 18 Hyd No. 19 41 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 21 Existing-Duke Pad 300ft x 300ft 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) = 350.00 300.00 0.00 Watercourse slope (%) = 1.25 1 .00 0.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =1.80 1 .61 0.00 Travel Time (min) = 3.23 + 3.10 + 0.00 = 6.33 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 .............................................................................. 72.40 min 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 22 Proposed-Duke Pad 300ftx300ft Hydrograph type = SCS Runoff Peak discharge = 4.119 cfs Storm frequency = 1 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 14,224 cuft Drainage area = 7.500 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.20 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.250 x 98)+(4.250 x 85)+(3.000 x 69)]/7.500 Proposed-Duke Pad 300ftx300ft Q (cfs) Hyd. No. 22 -- 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 43 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 22 Proposed-Duke Pad 300ftx300ft Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.240 0.240 Flow length (ft) = 50.0 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) = 15.77 + 0.00 + 0.00 = 15.77 Shallow Concentrated Flow Flow length (ft) = 300.00 200.00 0.00 Watercourse slope (%) = 2.50 2.00 0.00 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s) =2.55 2.28 0.00 Travel Time (min) = 1.96 + 1.46 + 0.00 = 3.42 Channel Flow X sectional flow area (sqft) = 16.00 0.00 0.00 Wetted perimeter(ft) = 6.00 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.025 0.015 0.015 Velocity (ft/s) =11.50 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 .............................................................................. 19.20 min 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 23 Existing M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 0.175 cfs Storm frequency = 1 yrs Time to peak = 954 min Time interval = 2 min Hyd. volume = 6,236 cuft Drainage area = 57.200 ac Curve number = 57* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.10 min Total precip. = 2.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(25.000 x 55)+(24.200 x 48)+(2.500 x 98)+(5.500 x 88)]/57.200 Existing M80-1 (NPI-West) Q (cfs) Hyd. No. 23 -- 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 23 Time (min) 45 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Hyd. No. 23 Existing M80-1 (NPI-West) Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.41 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 33.29 + 0.00 + 0.00 = 33.29 Shallow Concentrated Flow Flow length (ft) = 300.00 500.00 500.00 Watercourse slope (%) = 1.50 1 .20 1.40 Surface description = Paved Unpaved Unpaved Average velocity (ft/s) =2.49 1 .77 1.91 Travel Time (min) = 2.01 + 4.71 + 4.37 = 11.09 Channel Flow X sectional flow area (sqft) = 3.14 9.50 11.50 Wetted perimeter (ft) = 1.50 3.00 5.00 Channel slope (%) = 1.25 1 .50 2.00 Manning's n-value = 0.030 0.030 0.030 Velocity (ft/s) =9.11 13.17 12.27 Flow length (ft) ({0})1250.0 1300.0 600.0 Travel Time (min) = 2.29 + 1.65 + 0.81 = 4.75 Total Travel Time, Tc .............................................................................. 49.10 min 46 Hydrograph Summary Report Hydraflow 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-DA 1 2 SCS Runoff 4.763 2 736 37,355 ------ ------ ------ Existing-DA 2 3 SCS Runoff 156.72 2 722 454,352 ------ ------ ------ Post Developement-DA2, DA3 and 4 SCS Runoff 2.070 2 744 21,849 ------ ------ ------ Existing-DA 3 5 Combine 6.746 2 738 59,203 2,4 ------ ------ Existing Areas Combined 6 SCS Runoff 20.90 2 718 51,820 ------ ------ ------ Post-DA 1 7 Reservoir 27.24 2 740 296,586 3 864.69 237,497 Pond1-Post DA2&3 8 Reservoir 0.000 2 n/a 0 6 0.00 0.000 Pond2-DA1 9 SCS Runoff 0.558 2 758 9,366 ------ ------ ------ Existing-DA 4A 10 SCS Runoff 9.382 2 738 68,102 ------ ------ ------ Existing-DA 5 11 Reach 7.554 1 741 60,289 10 ------ ------ DP at Basin 1 12 SCS Runoff 60.22 2 718 151,796 ------ ------ ------ Post Development-DA 4A 13 SCS Runoff 150.62 2 720 408,626 ------ ------ ------ Post Development-DA 5 14 SCS Runoff 0.153 2 752 2,196 ------ ------ ------ Existing-DA4B 15 Combine 0.448 2 764 8,978 9, 14 ------ ------ DA-4A and B 16 SCS Runoff 9.996 2 720 26,642 ------ ------ ------ Post Development-DA 4B 17 SCS Runoff 21.05 2 766 227,694 ------ ------ ------ Existing-NPI 18 SCS Runoff 157.02 2 728 599,513 ------ ------ ------ Post Development M80-1 (NPI-West) 19 SCS Runoff 119.97 2 726 418,843 ------ ------ ------ Post Development M71-1 (NPI-East) 20 Combine 348.02 2 722 1,009,394 18, 19 ------ ------ <no description> 21 SCS Runoff 0.753 2 776 10,369 ------ ------ ------ Existing-Duke Pad 300ft x 300ft 22 SCS Runoff 14.18 2 724 44,759 ------ ------ ------ Proposed-Duke Pad 300ftx300ft 23 SCS Runoff 9.798 2 750 94,195 ------ ------ ------ Existing M80-1 (NPI-West) Final W Detention3.gpw Return Period: 2 Year Wednesday, 07/3/2024 47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 1 Existing-DA 1 Hydrograph type = SCS Runoff Peak discharge = 0.634 cfs Storm frequency = 2 yrs Time to peak = 728 min 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-DA 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 2 Existing-DA 2 Hydrograph type = SCS Runoff Peak discharge = 4.763 cfs Storm frequency = 2 yrs Time to peak = 736 min 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-DA 2 Q (cfs) Hyd. No. 2 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 3 Post Developement- DA2, DA3 and DA1 Outflow Hydrograph type = SCS Runoff Peak discharge = 156.72 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 454,352 cuft Drainage area = 46.980 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.500 x 98)+(13.230 x 89)+(13.250 x 86)]/46.980 Post Developement- DA2, DA3 and DA1 Outflow Q (cfs) Hyd. No. 3 --2 Year Q (cfs) 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 50 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 4 Existing-DA 3 Hydrograph type = SCS Runoff Peak discharge = 2.070 cfs Storm frequency = 2 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 21,849 cuft Drainage area = 20.900 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)]/20.900 Existing-DA 3 Q (cfs) Hyd. No. 4 --2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 5 Existing Areas Combined Hydrograph type = Combine Peak discharge = 6.746 cfs Storm frequency = 2 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 59,203 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 48.000 ac Existing Areas Combined Q (cfs) Hyd. No. 5 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 2 Hyd No. 4 52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 6 Post-DA 1 Hydrograph type = SCS Runoff Peak discharge = 20.90 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 51,820 cuft Drainage area = 4.700 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.80 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.500 x 98)+(1.200 x 85)]/4.700 Post-DA 1 Q (cfs) Hyd. No. 6 --2 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 6 Time (min) 53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 7 Pond 1- Post DA2&3 Hydrograph type = Reservoir Peak discharge = 27.24 cfs Storm frequency = 2 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 296,586 cuft Inflow hyd. No. = 3 - Post Developement- DA2, ca15bb\QAdnOutflow = 864.69 ft Reservoir name = Detention Pond 1-Post DA2&3 Max. Storage = 237,497 cuft Storage Indication method used. Pond1- Post DA2&3 Q (cfs) Hyd. No. 7 --2 Year Q (cfs) 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 Time (min) Hyd No. 7 Hyd No. 3 Total storage used = 237,497 CA 54 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 8 Pond2-DA1 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 6 - Post-DA 1 Max. Elevation = 0.00 ft Reservoir name = Proposed Pond 2- Post DA1 Max. Storage = 0 cuft Storage Indication method used. Pond2-DA1 Q (cfs) Hyd. No. 8 --2 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 1 115.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time (min) Hyd No. 8 Hyd No. 6 Total storage used = 0 cuft 55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 9 Existing-DA 4A Hydrograph type = SCS Runoff Peak discharge = 0.558 cfs Storm frequency = 2 yrs Time to peak = 758 min 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-DA 4A Q (cfs) Hyd. No. 9 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) 56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 10 Existing-DA 5 Hydrograph type = SCS Runoff Peak discharge = 9.382 cfs Storm frequency = 2 yrs Time to peak = 738 min 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-DA 5 Q (cfs) Hyd. No. 10 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 11 DP at Basin 1 Hydrograph type = Reach Peak discharge = 7.554 cfs Storm frequency = 2 yrs Time to peak = 741 min Time interval = 1 min Hyd. volume = 60,289 cuft Inflow hyd. No. = 10 - Existing-DA 5 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) Hyd. No. 11 --2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 77� 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hyd No. 10 58 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 12 Post Development-DA 4A Hydrograph type = SCS Runoff Peak discharge = 60.22 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 151,796 cuft Drainage area = 13.300 ac Curve number = 96* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.80 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(11.200 x 98)+(1.100 x 89)+(1.000 x 86)]/13.300 Post Development-DA 4A Q (cfs) Hyd. No. 12 --2 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 12 Time (min) 59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 13 Post Development-DA 5 Hydrograph type = SCS Runoff Peak discharge = 150.62 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 408,626 cuft Drainage area = 38.550 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.250 x 98)+(13.150 x 89)+(5.150 x 86)]/38.550 Post Development-DA 5 Q (cfs) Hyd. No. 13 --2 Year Q (cfs) 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Time (min) 60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 14 Existing-DA 4B Hydrograph type = SCS Runoff Peak discharge = 0.153 cfs Storm frequency = 2 yrs Time to peak = 752 min 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) = 30.58 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-DA 4113 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) 61 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 15 DA-4A and B Hydrograph type = Combine Peak discharge = 0.448 cfs Storm frequency = 2 yrs Time to peak = 764 min Time interval = 2 min Hyd. volume = 8,978 cuft Inflow hyds. = 9, 14 Contrib. drain. area = 16.220 ac DA-4 and B Q (cfs) Hyd. No 5 --2 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 It 0.35 ILI 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 15 Hyd No. 9 Hyd No. 14 62 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 16 Post Development-DA 4B Hydrograph type = SCS Runoff Peak discharge = 9.996 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 26,642 cuft Drainage area = 2.700 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.80 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.200 x 98)+(1.500 x 86)]/2.700 Post Development-DA 4113 Q (cfs) Hyd. No. 16 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 16 Time (min) 63 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 17 Existing-NPI Hydrograph type = SCS Runoff Peak discharge = 21.05 cfs Storm frequency = 2 yrs Time to peak = 766 min Time interval = 2 min Hyd. volume = 227,694 cuft Drainage area = 102.000 ac Curve number = 61* 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)+(20.500 x 88)+(48.000 x 48)+(5.500 x 98)]/102.000 Existing-NPI Q (cfs) Hyd. No. 17 --2 Year Q (cfs) 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 17 Time (min) 64 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 18 Post Development M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 157.02 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 599,513 cuft Drainage area = 57.200 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.80 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(28.600 x 98)+(28.600 x 89)]/57.200 Post Development M80-1 (NPI-West) Q (cfs) Hyd. No. 18 --2 Year Q (cfs) 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 65 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 19 Post Development M71-1 (NPI-East) Hydrograph type = SCS Runoff Peak discharge = 119.97 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 418,843 cuft Drainage area = 44.600 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(5.200 x 98)+(35.300 x 89)+(4.100 x 86)]/44.600 Post Development M71-1 (NPI-East) Q (cfs) Hyd. No. 19 --2 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 66 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 20 <no description> Hydrograph type = Combine Peak discharge = 348.02 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,009,394 cuft Inflow hyds. = 18, 19 Contrib. drain. area = 101.800 ac <no description> Q (cfs) Hyd. No. 20 --2 Year Q (cfs) 350.00 350.00 300.00 300.00 250.00 250.00 200.00 200.00 150.00 150.00 100.00 100.00 50.00 50.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 20 Hyd No. 18 Hyd No. 19 67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 21 Existing-Duke Pad 300ft x 300ft Hydrograph type = SCS Runoff Peak discharge = 0.753 cfs Storm frequency = 2 yrs Time to peak = 776 min Time interval = 2 min Hyd. volume = 10,369 cuft Drainage area = 7.480 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 72.40 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(7.480 x 55)]/7.480 Existing-Duke Pad 300ft x 300ft Q (cfs) Hyd. No. 21 --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 1 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) 68 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 22 Proposed-Duke Pad 300ftx300ft Hydrograph type = SCS Runoff Peak discharge = 14.18 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 44,759 cuft Drainage area = 7.500 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.20 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.250 x 98)+(4.250 x 85)+(3.000 x 69)]/7.500 Proposed-Duke Pad 300ftx300ft Q (cfs) Hyd. No. 22 --2 Year Q (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 69 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 23 Existing M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 9.798 cfs Storm frequency = 2 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 94,195 cuft Drainage area = 57.200 ac Curve number = 57* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.10 min Total precip. = 3.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(25.000 x 55)+(24.200 x 48)+(2.500 x 98)+(5.500 x 88)]/57.200 Existing M80-1 (NPI-West) Q (cfs) Hyd. No. 23 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 23 Time (min) 70 Hydrograph Summary Report Hydraflow 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-DA 1 2 SCS Runoff 25.36 2 732 121,911 ------ ------ ------ Existing-DA 2 3 SCS Runoff 255.28 2 722 761,296 ------ ------ ------ Post Developement-DA2, DA3 and 4 SCS Runoff 11.99 2 736 69,530 ------ ------ ------ Existing-DA 3 5 Combine 37.12 2 734 191,441 2,4 ------ ------ Existing Areas Combined 6 SCS Runoff 32.86 2 718 83,858 ------ ------ ------ Post-DA 1 7 Reservoir 75.62 2 736 547,541 3 865.79 345,665 Pond1-Post DA2&3 8 Reservoir 2.596 2 750 49,033 6 839.78 47,536 Pond2-DA1 9 SCS Runoff 6.097 2 738 40,974 ------ ------ ------ Existing-DA 4A 10 SCS Runoff 38.89 2 736 200,849 ------ ------ ------ Existing-DA 5 11 Reach 30.12 1 739 166,163 10 ------ ------ DP at Basin 1 12 SCS Runoff 93.85 2 718 242,832 ------ ------ ------ Post Development-DA 4A 13 SCS Runoff 242.29 2 720 676,756 ------ ------ ------ Post Development-DA 5 14 SCS Runoff 1.473 2 736 9,035 ------ ------ ------ Existing-DA 4B 15 Combine 4.861 2 740 37,018 9, 14 ------ ------ DA-4A and B 16 SCS Runoff 16.48 2 720 45,166 ------ ------ ------ Post Development-DA4B 17 SCS Runoff 72.07 2 762 618,195 ------ ------ ------ Existing-NPI 18 SCS Runoff 250.56 2 728 981,454 ------ ------ ------ Post Development M80-1 (NPI-West) 19 SCS Runoff 201.31 2 726 718,464 ------ ------ ------ Post Development M71-1 (NPI-East) 20 Combine 531.70 2 722 1,582,288 18, 19 ------ ------ <no description> 21 SCS Runoff 3.617 2 760 33,840 ------ ------ ------ Existing-Duke Pad 300ft x 300ft 22 SCS Runoff 28.17 2 724 88,118 ------ ------ ------ Proposed-Duke Pad 300ftx300ft 23 SCS Runoff 42.96 2 746 286,744 ------ ------ ------ Existing M80-1 (NPI-West) Final W Detention3.gpw Return Period: 10 Year Wednesday, 07/3/2024 71 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 1 Existing-DA 1 Hydrograph type = SCS Runoff Peak discharge = 5.052 cfs Storm frequency = 10 yrs Time to peak = 724 min 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-DA 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 72 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 2 Existing-DA 2 Hydrograph type = SCS Runoff Peak discharge = 25.36 cfs Storm frequency = 10 yrs Time to peak = 732 min 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-DA 2 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 73 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 3 Post Developement- DA2, DA3 and DA1 Outflow Hydrograph type = SCS Runoff Peak discharge = 255.28 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 761,296 cuft Drainage area = 46.980 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.500 x 98)+(13.230 x 89)+(13.250 x 86)]/46.980 Post Developement- DA2, DA3 and DA1 Outflow Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 74 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 4 Existing-DA 3 Hydrograph type = SCS Runoff Peak discharge = 11.99 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 69,530 cuft Drainage area = 20.900 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)]/20.900 Existing-DA 3 Q (cfs) Hyd. No. 4 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 75 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 5 Existing Areas Combined Hydrograph type = Combine Peak discharge = 37.12 cfs Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 191,441 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 48.000 ac Existing Areas Combined Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 2 Hyd No. 4 76 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 6 Post-DA 1 Hydrograph type = SCS Runoff Peak discharge = 32.86 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 83,858 cuft Drainage area = 4.700 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.80 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.500 x 98)+(1.200 x 85)]/4.700 Post-DA 1 Q (cfs) Hyd. No. 6 -- 10 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 6 Time (min) 77 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 7 Pond 1- Post DA2&3 Hydrograph type = Reservoir Peak discharge = 75.62 cfs Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 547,541 cuft Inflow hyd. No. = 3 - Post Developement- DA2, ca15bb\QadnOutflow = 865.79 ft Reservoir name = Detention Pond 1-Post DA2&3 Max. Storage = 345,665 cuft Storage Indication method used. Pond1- Post DA2&3 Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 7 Hyd No. 3 Total storage used = 345,665 CA 78 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 8 Pond2-DA1 Hydrograph type = Reservoir Peak discharge = 2.596 cfs Storm frequency = 10 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 49,033 cuft Inflow hyd. No. = 6 - Post-DA 1 Max. Elevation = 839.78 ft Reservoir name = Proposed Pond 2- Post DA1 Max. Storage = 47,536 cuft Storage Indication method used. Pond2-DA1 Q (cfs) Hyd. No. 8 -- 10 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 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time (min) Hyd No. 8 Hyd No. 6 Total storage used =47,536 cuft 79 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 9 Existing-DA 4A Hydrograph type = SCS Runoff Peak discharge = 6.097 cfs Storm frequency = 10 yrs Time to peak = 738 min 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-DA 4A Q (cfs) Hyd. No. 9 -- 10 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) 80 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 10 Existing-DA 5 Hydrograph type = SCS Runoff Peak discharge = 38.89 cfs Storm frequency = 10 yrs Time to peak = 736 min 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-DA 5 Q (cfs) Hyd. No. 10-- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 81 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 11 DP at Basin 1 Hydrograph type = Reach Peak discharge = 30.12 cfs Storm frequency = 10 yrs Time to peak = 739 min Time interval = 1 min Hyd. volume = 166,163 cuft Inflow hyd. No. = 10 - Existing-DA 5 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. 11 -- 10 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 It 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hyd No. 10 82 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 12 Post Development-DA 4A Hydrograph type = SCS Runoff Peak discharge = 93.85 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 242,832 cuft Drainage area = 13.300 ac Curve number = 96* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.80 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(11.200 x 98)+(1.100 x 89)+(1.000 x 86)]/13.300 Post Development-DA 4A Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 12 Time (min) 83 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 13 Post Development-DA 5 Hydrograph type = SCS Runoff Peak discharge = 242.29 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 676,756 cuft Drainage area = 38.550 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.250 x 98)+(13.150 x 89)+(5.150 x 86)]/38.550 Post Development-DA 5 Q (cfs) Hyd. No. 13-- 10 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 13 Time (min) 84 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 14 Existing-DA 4B Hydrograph type = SCS Runoff Peak discharge = 1.473 cfs Storm frequency = 10 yrs Time to peak = 736 min 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) = 30.58 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-DA 4113 Q (cfs) Hyd. No. 14-- 10 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) 85 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 15 DA-4A and B Hydrograph type = Combine Peak discharge = 4.861 cfs Storm frequency = 10 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 37,018 cuft Inflow hyds. = 9, 14 Contrib. drain. area = 16.220 ac DA- and B Q (cfs) Hyd. N 5-- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 15 Hyd No. 9 Hyd No. 14 86 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 16 Post Development-DA 4B Hydrograph type = SCS Runoff Peak discharge = 16.48 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 45,166 cuft Drainage area = 2.700 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.80 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.200 x 98)+(1.500 x 86)]/2.700 Post Development-DA 4113 Q (cfs) Hyd. No. 16-- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 16 Time (min) 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 17 Existing-NPI Hydrograph type = SCS Runoff Peak discharge = 72.07 cfs Storm frequency = 10 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 618,195 cuft Drainage area = 102.000 ac Curve number = 61* 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)+(20.500 x 88)+(48.000 x 48)+(5.500 x 98)]/102.000 Existing-NPI Q (cfs) Hyd. No. 17-- 10 Year Q (cfs) 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 17 Time (min) 88 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 18 Post Development M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 250.56 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 981,454 cuft Drainage area = 57.200 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.80 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(28.600 x 98)+(28.600 x 89)]/57.200 Post Development M80-1 (NPI-West) Q (cfs) Hyd. No. 18-- 10 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 89 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 19 Post Development M71-1 (NPI-East) Hydrograph type = SCS Runoff Peak discharge = 201.31 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 718,464 cuft Drainage area = 44.600 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(5.200 x 98)+(35.300 x 89)+(4.100 x 86)]/44.600 Post Development M71-1 (NPI-East) Q (cfs) Hyd. No. 19-- 10 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 90 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 20 <no description> Hydrograph type = Combine Peak discharge = 531.70 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,582,288 cuft Inflow hyds. = 18, 19 Contrib. drain. area = 101.800 ac <no description> Q (cfs) Hyd. No. 20-- 10 Year Q (cfs) 560.00 560.00 480.00 480.00 400.00 400.00 320.00 320.00 240.00 240.00 160.00 160.00 80.00 80.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 20 Hyd No. 18 Hyd No. 19 91 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 21 Existing-Duke Pad 300ft x 300ft Hydrograph type = SCS Runoff Peak discharge = 3.617 cfs Storm frequency = 10 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 33,840 cuft Drainage area = 7.480 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 72.40 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(7.480 x 55)]/7.480 Existing-Duke Pad 300ft x 300ft Q (cfs) Hyd. No. 21 -- 10 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) 92 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 22 Proposed-Duke Pad 300ftx300ft Hydrograph type = SCS Runoff Peak discharge = 28.17 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 88,118 cuft Drainage area = 7.500 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.20 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.250 x 98)+(4.250 x 85)+(3.000 x 69)]/7.500 Proposed-Duke Pad 300ftx300ft Q (cfs) Hyd. No. 22 -- 10 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 93 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 23 Existing M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 42.96 cfs Storm frequency = 10 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 286,744 cuft Drainage area = 57.200 ac Curve number = 57* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.10 min Total precip. = 5.50 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(25.000 x 55)+(24.200 x 48)+(2.500 x 98)+(5.500 x 88)]/57.200 Existing M80-1 (NPI-West) Q (cfs) Hyd. No. 23-- 10 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 23 Time (min) 94 Hydrograph Summary Report Hydraflow 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-DA 1 2 SCS Runoff 41.77 2 732 184,374 ------ ------ ------ Existing-DA 2 3 SCS Runoff 311.75 2 722 941,138 ------ ------ ------ Post Developement-DA2, DA3 and 4 SCS Runoff 20.65 2 734 106,382 ------ ------ ------ Existing-DA 3 5 Combine 61.84 2 732 290,757 2,4 ------ ------ Existing Areas Combined 6 SCS Runoff 39.73 2 718 102,500 ------ ------ ------ Post-DA 1 7 Reservoir 97.26 2 734 699,047 3 866.39 408,098 Pond1-Post DA2&3 8 Reservoir 4.486 2 736 64,770 6 840.06 55,573 Pond2-DA1 9 SCS Runoff 11.60 2 738 66,309 ------ ------ ------ Existing-DA 4A 10 SCS Runoff 60.85 2 736 295,889 ------ ------ ------ Existing-DA 5 11 Reach 47.93 1 738 244,393 10 ------ ------ DP at Basin 1 12 SCS Runoff 113.18 2 718 295,711 ------ ------ ------ Post Development-DA 4A 13 SCS Runoff 294.81 2 720 833,450 ------ ------ ------ Post Development-DA 5 14 SCS Runoff 2.721 2 736 14,435 ------ ------ ------ Existing-DA 4B 15 Combine 9.714 2 738 60,330 9, 14 ------ ------ DA-4A and B 16 SCS Runoff 20.19 2 720 56,050 ------ ------ ------ Post Development-DA 4B 17 SCS Runoff 108.83 2 760 890,111 ------ ------ ------ Existing-NPI 18 SCS Runoff 304.18 2 728 1,204,142 ------ ------ ------ Post Development M80-1 (NPI-West) 19 SCS Runoff 248.05 2 726 895,056 ------ ------ ------ Post Development M71-1 (NPI-East) 20 Combine 640.20 2 722 1,926,991 18, 19 ------ ------ <no description> 21 SCS Runoff 5.973 2 760 51,179 ------ ------ ------ Existing-Duke Pad 300ft x 300ft 22 SCS Runoff 36.60 2 724 114,886 ------ ------ ------ Proposed-Duke Pad 300ftx300ft 23 SCS Runoff 68.57 2 744 425,960 ------ ------ ------ Existing M80-1 (NPI-West) Final W Detention3.gpw Return Period: 25 Year Wednesday, 07/3/2024 95 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 1 Existing-DA 1 Hydrograph type = SCS Runoff Peak discharge = 8.674 cfs Storm frequency = 25 yrs Time to peak = 724 min 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-DA 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 96 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 2 Existing-DA 2 Hydrograph type = SCS Runoff Peak discharge = 41.77 cfs Storm frequency = 25 yrs Time to peak = 732 min 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-DA 2 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 97 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 3 Post Developement- DA2, DA3 and DA1 Outflow Hydrograph type = SCS Runoff Peak discharge = 311.75 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 941,138 cuft Drainage area = 46.980 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.500 x 98)+(13.230 x 89)+(13.250 x 86)]/46.980 Post Developement- DA2, DA3 and DA1 Outflow Q (cfs) Hyd. No. 3 --25 Year Q (cfs) 320.00 320.00 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 98 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 4 Existing-DA 3 Hydrograph type = SCS Runoff Peak discharge = 20.65 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 106,382 cuft Drainage area = 20.900 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)]/20.900 Existing-DA 3 Q (cfs) Hyd. No. 4 --25 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 99 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 5 Existing Areas Combined Hydrograph type = Combine Peak discharge = 61.84 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 290,757 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 48.000 ac Existing Areas Combined Q (cfs) Hyd. No. 5 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 2 Hyd No. 4 100 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 6 Post-DA 1 Hydrograph type = SCS Runoff Peak discharge = 39.73 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 102,500 cuft Drainage area = 4.700 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.80 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.500 x 98)+(1.200 x 85)]/4.700 Post-DA 1 Q (cfs) Hyd. No. 6 --25 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 6 Time (min) 101 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 7 Pond 1- Post DA2&3 Hydrograph type = Reservoir Peak discharge = 97.26 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 699,047 cuft Inflow hyd. No. = 3 - Post Developement- DA2, ca15bb\QAdnOutflow = 866.39 ft Reservoir name = Detention Pond 1-Post DA2&3 Max. Storage = 408,098 cuft Storage Indication method used. Pond1- Post DA2&3 Q (cfs) Hyd. No. 7 --25 Year Q (cfs) 320.00 320.00 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 7 Hyd No. 3 Total storage used =408,098 CA 102 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 8 Pond2-DA1 Hydrograph type = Reservoir Peak discharge = 4.486 cfs Storm frequency = 25 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 64,770 cuft Inflow hyd. No. = 6 - Post-DA 1 Max. Elevation = 840.06 ft Reservoir name = Proposed Pond 2- Post DA1 Max. Storage = 55,573 cuft Storage Indication method used. Pond2-DA1 Q (cfs) Hyd. No. 8 --25 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Time (min) Hyd No. 8 Hyd No. 6 Total storage used = 55,573 cuft 103 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 9 Existing-DA 4A Hydrograph type = SCS Runoff Peak discharge = 11.60 cfs Storm frequency = 25 yrs Time to peak = 738 min 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-DA 4A Q (cfs) Hyd. No. 9 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) 104 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 10 Existing-DA 5 Hydrograph type = SCS Runoff Peak discharge = 60.85 cfs Storm frequency = 25 yrs Time to peak = 736 min 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-DA 5 Q (cfs) Hyd. No. 10--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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 105 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 11 DP at Basin 1 Hydrograph type = Reach Peak discharge = 47.93 cfs Storm frequency = 25 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 244,393 cuft Inflow hyd. No. = 10 - Existing-DA 5 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. 11 --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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hyd No. 10 106 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 12 Post Development-DA 4A Hydrograph type = SCS Runoff Peak discharge = 113.18 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 295,711 cuft Drainage area = 13.300 ac Curve number = 96* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.80 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(11.200 x 98)+(1.100 x 89)+(1.000 x 86)]/13.300 Post Development-DA 4A Q (cfs) Hyd. No. 12 --25 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 12 Time (min) 107 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 13 Post Development-DA 5 Hydrograph type = SCS Runoff Peak discharge = 294.81 cfs Storm frequency = 25 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 833,450 cuft Drainage area = 38.550 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.250 x 98)+(13.150 x 89)+(5.150 x 86)]/38.550 Post Development-DA 5 Q (cfs) Hyd. No. 13--25 Year Q (cfs) 320.00 320.00 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 13 Time (min) 108 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 14 Existing-DA 4B Hydrograph type = SCS Runoff Peak discharge = 2.721 cfs Storm frequency = 25 yrs Time to peak = 736 min 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) = 30.58 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-DA 4113 Q (cfs) Hyd. No. 14--25 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) 109 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 15 DA-4A and B Hydrograph type = Combine Peak discharge = 9.714 cfs Storm frequency = 25 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 60,330 cuft Inflow hyds. = 9, 14 Contrib. drain. area = 16.220 ac DA- A and B Q (cfs) Hyd. N 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 15 Hyd No. 9 Hyd No. 14 110 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 16 Post Development-DA 4B Hydrograph type = SCS Runoff Peak discharge = 20.19 cfs Storm frequency = 25 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 56,050 cuft Drainage area = 2.700 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.80 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.200 x 98)+(1.500 x 86)]/2.700 Post Development-DA 4113 Q (cfs) Hyd. No. 16--25 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 16 Time (min) 111 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 17 Existing-NPI Hydrograph type = SCS Runoff Peak discharge = 108.83 cfs Storm frequency = 25 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 890,111 cuft Drainage area = 102.000 ac Curve number = 61* 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)+(20.500 x 88)+(48.000 x 48)+(5.500 x 98)]/102.000 Existing-NPI Q (cfs) Hyd. No. 17--25 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 17 Time (min) 112 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 18 Post Development M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 304.18 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 1,204,142 cuft Drainage area = 57.200 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.80 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(28.600 x 98)+(28.600 x 89)]/57.200 Post Development M80-1 (NPI-West) Q (cfs) Hyd. No. 18--25 Year Q (cfs) 320.00 320.00 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 113 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 19 Post Development M71-1 (NPI-East) Hydrograph type = SCS Runoff Peak discharge = 248.05 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 895,056 cuft Drainage area = 44.600 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(5.200 x 98)+(35.300 x 89)+(4.100 x 86)]/44.600 Post Development M71-1 (NPI-East) Q (cfs) Hyd. No. 19--25 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 114 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 20 <no description> Hydrograph type = Combine Peak discharge = 640.20 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,926,991 cuft Inflow hyds. = 18, 19 Contrib. drain. area = 101.800 ac <no description> Q (cfs) Hyd. No. 20--25 Year Q (cfs) 720.00 720.00 630.00 630.00 540.00 540.00 450.00 450.00 360.00 360.00 270.00 270.00 180.00 180.00 90.00 90.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 20 Hyd No. 18 Hyd No. 19 115 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 21 Existing-Duke Pad 300ft x 300ft Hydrograph type = SCS Runoff Peak discharge = 5.973 cfs Storm frequency = 25 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 51,179 cuft Drainage area = 7.480 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 72.40 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(7.480 x 55)]/7.480 Existing-Duke Pad 300ft x 300ft Q (cfs) Hyd. No. 21 --25 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) 116 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 22 Proposed-Duke Pad 300ftx300ft Hydrograph type = SCS Runoff Peak discharge = 36.60 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 114,886 cuft Drainage area = 7.500 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.20 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.250 x 98)+(4.250 x 85)+(3.000 x 69)]/7.500 Proposed-Duke Pad 300ftx300ft Q (cfs) Hyd. No. 22 --25 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 117 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 23 Existing M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 68.57 cfs Storm frequency = 25 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 425,960 cuft Drainage area = 57.200 ac Curve number = 57* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.10 min Total precip. = 6.60 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(25.000 x 55)+(24.200 x 48)+(2.500 x 98)+(5.500 x 88)]/57.200 Existing M80-1 (NPI-West) Q (cfs) Hyd. No. 23--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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 23 Time (min) 118 Hydrograph Summary Report Hydraflow 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-DA 1 2 SCS Runoff 72.20 2 732 301,111 ------ ------ ------ Existing-DA 2 3 SCS Runoff 403.47 2 722 1,237,021 ------ ------ ------ Post Developement-DA2, DA3 and 4 SCS Runoff 37.64 2 734 176,330 ------ ------ ------ Existing-DA 3 5 Combine 109.24 2 732 477,441 2,4 ------ ------ Existing Areas Combined 6 SCS Runoff 50.91 2 718 133,073 ------ ------ ------ Post-DA 1 7 Reservoir 120.69 2 736 948,213 3 867.30 507,198 Pond1-Post DA2&3 8 Reservoir 8.591 2 730 90,558 6 840.50 68,831 Pond2-DA1 9 SCS Runoff 22.95 2 736 115,718 ------ ------ ------ Existing-DA 4A 10 SCS Runoff 100.88 2 736 470,448 ------ ------ ------ Existing-DA 5 11 Reach 80.89 1 737 389,187 10 ------ ------ DP at Basin 1 12 SCS Runoff 144.71 2 718 382,364 ------ ------ ------ Post Development-DA 4A 13 SCS Runoff 380.17 2 720 1,090,938 ------ ------ ------ Post Development-DA 5 14 SCS Runoff 5.253 2 734 24,876 ------ ------ ------ Existing-DA 4B 15 Combine 20.02 2 736 106,274 9, 14 ------ ------ DA-4A and B 16 SCS Runoff 26.22 2 720 73,981 ------ ------ ------ Post Development-DA 4B 17 SCS Runoff 175.35 2 760 1,381,820 ------ ------ ------ Existing-NPI 18 SCS Runoff 391.40 2 728 1,569,680 ------ ------ ------ Post Development M80-1 (NPI-West) 19 SCS Runoff 323.97 2 726 1,186,412 ------ ------ ------ Post Development M71-1 (NPI-East) 20 Combine 816.40 2 722 2,492,927 18, 19 ------ ------ <no description> 21 SCS Runoff 10.46 2 758 83,583 ------ ------ ------ Existing-Duke Pad 300ft x 300ft 22 SCS Runoff 50.54 2 724 160,121 ------ ------ ------ Proposed-Duke Pad 300ftx300ft 23 SCS Runoff 115.95 2 744 683,088 ------ ------ ------ Existing M80-1 (NPI-West) Final W Detention3.gpw Return Period: 100 Year Wednesday, 07/3/2024 119 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 1 Existing-DA 1 Hydrograph type = SCS Runoff Peak discharge = 15.46 cfs Storm frequency = 100 yrs Time to peak = 724 min 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-DA 1 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 120 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 2 Existing-DA 2 Hydrograph type = SCS Runoff Peak discharge = 72.20 cfs Storm frequency = 100 yrs Time to peak = 732 min 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-DA 2 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time (min) 121 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 3 Post Developement- DA2, DA3 and DA1 Outflow Hydrograph type = SCS Runoff Peak discharge = 403.47 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 1,237,021 cuft Drainage area = 46.980 ac Curve number = 92* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.70 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.500 x 98)+(13.230 x 89)+(13.250 x 86)]/46.980 Post Developement- DA2, DA3 and DA1 Outflow Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time (min) 122 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 4 Existing-DA 3 Hydrograph type = SCS Runoff Peak discharge = 37.64 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 176,330 cuft Drainage area = 20.900 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)]/20.900 Existing-DA 3 Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time (min) 123 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 5 Existing Areas Combined Hydrograph type = Combine Peak discharge = 109.24 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 477,441 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 48.000 ac Existing Areas Combined Q (cfs) Hyd. No. 5-- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 5 Hyd No. 2 Hyd No. 4 124 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 6 Post-DA 1 Hydrograph type = SCS Runoff Peak discharge = 50.91 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 133,073 cuft Drainage area = 4.700 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 7.80 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(3.500 x 98)+(1.200 x 85)]/4.700 Post-DA 1 Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 6 Time (min) 125 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 7 Pond 1- Post DA2&3 Hydrograph type = Reservoir Peak discharge = 120.69 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 948,213 cuft Inflow hyd. No. = 3 - Post Developement- DA2, ca15bb\QadnOutflow = 867.30 ft Reservoir name = Detention Pond 1-Post DA2&3 Max. Storage = 507,198 cuft Storage Indication method used. Pond1- Post DA2&3 Q (cfs) Hyd. No. 7-- 100 Year Q (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 7 Hyd No. 3 Total storage used = 507,198 CA 126 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 8 Pond2-DA1 Hydrograph type = Reservoir Peak discharge = 8.591 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 90,558 cuft Inflow hyd. No. = 6 - Post-DA 1 Max. Elevation = 840.50 ft Reservoir name = Proposed Pond 2- Post DA1 Max. Storage = 68,831 cuft Storage Indication method used. Pond2-DA1 Q (cfs) Hyd. No. 8-- 100 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 Time (min) Hyd No. 8 Hyd No. 6 Total storage used = 68,831 cuft 127 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 9 Existing-DA 4A Hydrograph type = SCS Runoff Peak discharge = 22.95 cfs Storm frequency = 100 yrs Time to peak = 736 min 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-DA 4A Q (cfs) Hyd. No. 9-- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time (min) 128 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 10 Existing-DA 5 Hydrograph type = SCS Runoff Peak discharge = 100.88 cfs Storm frequency = 100 yrs Time to peak = 736 min 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-DA 5 Q (cfs) Hyd. No. 10 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time (min) 129 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 11 DP at Basin 1 Hydrograph type = Reach Peak discharge = 80.89 cfs Storm frequency = 100 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 389,187 cuft Inflow hyd. No. = 10 - Existing-DA 5 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. 11 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 11 Hyd No. 10 130 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 12 Post Development-DA 4A Hydrograph type = SCS Runoff Peak discharge = 144.71 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 382,364 cuft Drainage area = 13.300 ac Curve number = 96* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 8.80 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(11.200 x 98)+(1.100 x 89)+(1.000 x 86)]/13.300 Post Development-DA 4A Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs) 160.00 160.00 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 12 Time (min) 131 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 13 Post Development-DA 5 Hydrograph type = SCS Runoff Peak discharge = 380.17 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 1,090,938 cuft Drainage area = 38.550 ac Curve number = 93* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.60 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(20.250 x 98)+(13.150 x 89)+(5.150 x 86)]/38.550 Post Development-DA 5 Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 13 Time (min) 132 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 14 Existing-DA 4B Hydrograph type = SCS Runoff Peak discharge = 5.253 cfs Storm frequency = 100 yrs Time to peak = 734 min 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) = 30.58 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-DA 4113 Q (cfs) Hyd. No. 14 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time (min) 133 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 15 DA-4A and B Hydrograph type = Combine Peak discharge = 20.02 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 106,274 cuft Inflow hyds. = 9, 14 Contrib. drain. area = 16.220 ac DA- A and B Q (cfs) Hyd. No 15 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 15 Hyd No. 9 Hyd No. 14 134 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 16 Post Development-DA 4B Hydrograph type = SCS Runoff Peak discharge = 26.22 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 73,981 cuft Drainage area = 2.700 ac Curve number = 91* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 10.80 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.200 x 98)+(1.500 x 86)]/2.700 Post Development-DA 4113 Q (cfs) Hyd. No. 16 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Hyd No. 16 Time (min) 135 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 17 Existing-NPI Hydrograph type = SCS Runoff Peak discharge = 175.35 cfs Storm frequency = 100 yrs Time to peak = 760 min Time interval = 2 min Hyd. volume = 1,381,820 cuft Drainage area = 102.000 ac Curve number = 61* 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)+(20.500 x 88)+(48.000 x 48)+(5.500 x 98)]/102.000 Existing-NPI Q (cfs) Hyd. No. 17 -- 100 Year Q (cfs) 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 17 Time (min) 136 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 18 Post Development M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 391.40 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 1,569,680 cuft Drainage area = 57.200 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 23.80 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(28.600 x 98)+(28.600 x 89)]/57.200 Post Development M80-1 (NPI-West) Q (cfs) Hyd. No. 18 -- 100 Year Q (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 160.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 18 Time (min) 137 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 19 Post Development M71-1 (NPI-East) Hydrograph type = SCS Runoff Peak discharge = 323.97 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 1,186,412 cuft Drainage area = 44.600 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 21.20 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(5.200 x 98)+(35.300 x 89)+(4.100 x 86)]/44.600 Post Development M71-1 (NPI-East) Q (cfs) Hyd. No. 19 -- 100 Year Q (cfs) 350.00 350.00 300.00 300.00 250.00 250.00 200.00 200.00 150.00 150.00 100.00 100.00 50.00 50.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 19 Time (min) 138 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 20 <no description> Hydrograph type = Combine Peak discharge = 816.40 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 2,492,927 cuft Inflow hyds. = 18, 19 Contrib. drain. area = 101.800 ac <no description> Q (cfs) Hyd. No. 20 -- 100 Year Q (cfs) 819.00 819.00 702.00 702.00 585.00 585.00 468.00 468.00 351.00 351.00 234.00 234.00 117.00 117.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 20 Hyd No. 18 Hyd No. 19 139 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 21 Existing-Duke Pad 300ft x 300ft Hydrograph type = SCS Runoff Peak discharge = 10.46 cfs Storm frequency = 100 yrs Time to peak = 758 min Time interval = 2 min Hyd. volume = 83,583 cuft Drainage area = 7.480 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 72.40 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(7.480 x 55)]/7.480 Existing-Duke Pad 300ft x 300ft Q (cfs) Hyd. No. 21 -- 100 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Time (min) 140 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 22 Proposed-Duke Pad 300ftx300ft Hydrograph type = SCS Runoff Peak discharge = 50.54 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 160,121 cuft Drainage area = 7.500 ac Curve number = 79* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.20 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.250 x 98)+(4.250 x 85)+(3.000 x 69)]/7.500 Proposed-Duke Pad 300ftx300ft Q (cfs) Hyd. No. 22 -- 100 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 22 Time (min) 141 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/3/2024 Hyd. No. 23 Existing M80-1 (NPI-West) Hydrograph type = SCS Runoff Peak discharge = 115.95 cfs Storm frequency = 100 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 683,088 cuft Drainage area = 57.200 ac Curve number = 57* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 49.10 min Total precip. = 8.40 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(25.000 x 55)+(24.200 x 48)+(2.500 x 98)+(5.500 x 88)]/57.200 Existing M80-1 (NPI-West) Q (cfs) Hyd. No. 23 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 23 Time (min) A ALBEMARLE! H AT C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix F: Proposed Sewer Sizing Calculations H371132-0000-220-230-0001, Rev. D Page 9 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 'V N O M 0 O 0 O OM(0 OO V M(O V oN V(Oh o666 oO T M f M 0 A N MC070�'A N O(p W MI�M(O O^O O N M O p n O-M M 0 0 n 0 ON M. h(A(A 0I:V CO MIS E OM CAS MN co(O O O �O 0 I- M N I- (O LL N Cl)(n(O(O O(A O(O IOM�rO OOOCOO V OOOO V O O o M 0 n 0 V O•:5 O0 N lAO N O O.6 O(0 V t(O O H o o O O N 7 0OOO(O0 V COO O O .N M M V V M •6 C 3 0 0 0 0 0 0 0 0 0 T 2 2 L w y N O CO CO W CO CR IO �Of�NOO Cl d' O O N N N M'T co O W(O M N o 0 - OO OCO CO CD 0 CO 0 CO O O O N O d d O03 M(O OOM MI- ` OMO�OOOn(o LL Q N OO,CO I-MN CnI- 0 Cn o(o o�-It o�o 0 N O M M h(O O h MO t OV(OOV(00(00 O M I A f-f-.f-.f.l A 0 Q' 0 0 0 0 0 0 0 0 0 N N O 0 O Lo 0 0 O 0 ID L 00 W N0U(NOONO N O M(O(O(O(O M O p• N 0 0 0 Cl Cl Cl Cl Cl Cl 'a m ID M Lo v(O o(O o O 0 N O V N O N O U t GOON LO It MO(O LO 0N O 00 0 0 0 0--N O U ID ID000 p to(o(000(oo(oo m � O�I�(OONOI�(O i N . MIS O�OOON O O O O O N C L 0 W�OlnO01OO O CO W OOO OIL V M(O I�mO V O V 0ON V OOM� 7 0 0 0 -N M 0 O O W I �C) �O M I O O O CO CY) OM(0O t O0O(OMB Oco § OaO(o M�O 0 0 0 0 0 0 0 7 oOO(O MM o0 O0 O0 O (i(0O O On Z N00N(O OO O O O O O0 0 0 0 0 0 0 0 0 0 0 7 N N N N N N N N N N h 6 204 co co M co co co co co co N LU O O O O O O O O O OC , O O O O O O O O O O00000000 p R 2 0 0 0 0 0 0 0 0 0 y O N O 0 W W CO M O N 7 0 ry@ OCO W wO"tN0 W O ' �'O O CA(O V O OCON OO-NNMM V CO In 3 O IZ C_ E - o00 LO o LO0 O C w OON(O0n ON((7 Y U m N w ° O o 0 0 0 0 0 E ' �' c. t "' � o m 02 c10 E � o � N c3 � 000000000 yCD - 000000 a a o a a -C-—Mco Q aopi��r° 'a a a a ' N ONO V I O�r� lM� p O M 1": M m ON V Ih OO OOO� �O m U'N r-N 0 0 0 0 cl O MLq N O O O N V O O N OMlOO MIS lON r� to m 00 '.0 Co N V(0O V W O �N N I�N CO m O M r�O O E O^�N V N N O O M LL �� 0 0 1-O 1-1-0 O NM O O co co O O O O m V O Cl V f m O N N M M CL w O O N M m V O V M N O p'p O O M n O O)O O)n M O H 0 0 -N O N p O O lO O m n 0 r�0 0 0 O O N M V O O(0(0 O V N 0 0 0 0 0 0 0 0 0 C.0 T 2 2 L w y N ON IO mO V�LOm V O E�O OR 79 7 O O ORN d' OO NNN(M(M��O le O N O M N O N O O O O O O I"N I O r0 v m O N o O N O ` O V N V O N O(D N V V LL Q M OON OmOLOO LO O O O O O I I N N N M O OI--V OONONO V O N O m O N O O O O O t O m O O V 0 0 0 O O 0 � O M co ORm m O m O O 0 Q' 0 0 0 0 0 0-0 0 0 0 N N O r-O O m O O O O O O t O m h O O h O h O h 0 O r O M O M O M l m 0 N O�m r�l O O m 0 m U�O Q N 0 0 0 0 0 0 0 0 0 0 'a m omrno-It rOC rMC m Co O O N O V N O N O N O �O�Lo OOU OOON It N O O O O O O O N M I O U or--ooM000000 •O L O O O O M O 0 0 0 0 0 N d' O O O Cl M Cl Cl Cl Cl Cl Cl i N O 7 O O M O O O O O O O O O O--- N N M M V C � t O r--N 0 co I n�m m O N I- O O M V O Cl N I-Nm�V 0 0 0 N N M y O M O O O O O O O co O O M O 0 0 0 0 0 t O r 0 O M O O l O O m C> O m I�l O Cl N O N O l h Cl 0 0 0 0 0 0 0 0 0 7 010 ICI 0 000000O O M Od Mmomc>mOO m r O MN O N u�r- 0 :0 0 0 0 0 0 0 0 7 T O_ 00000000000 7 N N O O O O O O O O O O O O U 2 O O O O O O O O O O O N W m N C C m H O O O '❑� ,C 'a7 0 0 0 O O O 0000 OOOOOOOOOOO OOOO O O O O O O OO000 p 6 2 O M L O 7 m N O 0 O r•N 7 0 ry@ O N V 7t O M V V W M W OO V O V O O ON V O N 3 m Q C_ E - O O O O f�L O O L O O 10 O O N C w O O N r O O h O N O h 0 Y U N y O L 0 0 0 0 0 0 -N E ' w c. t "' � o m m ao o.R ELL o w pN 03+ c00000000000 y CD N '- O O O O O O N Q Q O_ r p Q - O-MO Q O m N N a a a 2 a OO NOCl)71-O(O�((OO aNO(Iq NOOMIT N O N V h OO 6 O N M M C) WN Wh'(O D r-W W V V (0 N 0)r r W M M 0 . . .1n 0)N cl cl O(n(qN 6 - M"t(O(OM V w I- m lf! (O O�(n M(OO 1-1 Vm MV Wwlt W N C'MNONM r- Ci E NO aD M�O(O I7�(nO V p 0Nn0V" (p OO 0 LL N V(n aO C2�: (Nn 1N-(ON N O pp M(O(0 0 1-I-O N y O N 36M(000>(O I' cq U 00 (n 0>�OO co co CD OO N M V V,(0 m O-as. 0000�M(00(O M 000 p;0� OO)(O ONN V(OV NO(00 H O Cl N N N N N N N N O N O Ol0(000)M V MO>V Co IOM V N O O O O O O O O O O O O O T 2 2 L w y N ON N ON MM(O (O(O E OWCO Mfg W7 W7 W�NOO d' C> N N N(M Cl) (O f� 5lcl o d O O 1n(n Cl_ N O M In�N 00 ON(O MaO(O(O V N N aO Cl)r� N O O N ; (a 00(O 000 00M V V)Cl O>M 00 O O OON(GOON W V O(^ON((O� LL Q y 0 Cl Cl 0---N M M V V V W 0 w OO(n 01--01--0000 N O a 0 0 0(n(n V Olt(n 0 0 0 t OV(n OOV N1nN V O(OO 011�f�0 N N N O f l-0 0 0 0 0 -0 0 N N O V l n Cl N(n O(n O(n O l n 0 t O N O N N O N O N O N O 00(C ON 0(00 00 0 N O N(O O N M(O(O(O M O(O O p- N O O O -O O 'a m OM(nO-It InO(nO(nO(nO O 0 N O V N O N O N O N O U L 0000N�(000(OON Lo OOON O o 0 0 0 0 0 N M V,9(O O U oM1110r* 00000000 p toao (no(no(no(n0 N Q' O O (O I-O N(O I-O N(n i NON (O W(O-.I�MO(ON O O ..N CO CO V V)l n(O C t o N 1n M M M OO N M M CO O I-M I-O W W O N N V W O(O V N WLpCo I��aD�O)V O M(000 M(O Il W N V 07 0 0 0 N N M � O O(M O o I-0 0 0 0 O O 0 0 O M O O(O O O O O O O O O t O M 0 0(O O O O O O O O O O O OR(O V V"O N V(O OOO 0 0 0 0 0 0 0 0 0 0 0 7 O I�O O M O O O O O O O t O(o O O M O O O O O O O O O U u>(cOM OMOLOOMOLO Z Q' N O h(O(O N O N(n h O N C 0 0 0 0 0 0 0 0 T O_ U�U�U�U�U�m O O O O O O W 04 7 N N N N N N N N N N N N N N (O 6 2 Lq Lq��Lq Lq Lq Lq Lq Lq(00 N W T ) IC - O O O O O O O O O O O O O 0000000000000 ❑ 'a +In In In In In In In In In In In In In N N N N N N N N N N N N N 0 d 2 N 0'It 0C9 C0 C0 TC_O MC9 C0N N 7 0 ry@ 00 M W J CD CD M V V N�(O O ' OIlN cq Il�(n O>V O>N �L .@. (�C OC �NNNMMM V V 0 (n 3 m Q C E - OOO InOh In Oln Oln OlnO O N C w q q"M 0 1- "MlhON(n Y U d> y O L 0 0 0 0 0 0 -N N N � o o.R ELL o � y ��+ c0000000000000 CD CD - 000000 a o a s so ri(oao0i��ao�vl�o Q O_ 0_ W2 d N N N M T O V n Om1R CO O OO(ON OOm C y OaOn W mM(On lON(Om 01�lO (D'� O-C7 Ld(Oh O0 Cn Mfg N mr�u7h 00m MM mromN a)a)007 mmw N N ui"V�mI-N 1O0 cl.O(p mm�MN COP n m MOM �00Ld�N COO Cn V C>M N.mOO COS O - �V O n C1 OO W ON((iO-�NMM V V CO7 V V M0 V CO�OO�am) o f co CD CDO C0O 0F n LqN m�W V U. a, � NM V 6 (0 OMMM N N Cl)Cl)co co 00(O OOO 0010)(O(O0 U r r y O OIOON OO ONm V 0IDM U, U C5 V 001-1-nn 000 0 V �N CO V l0 CD 7F p-as. Om(O V m0M(O 0(O MO . 0O p 6 Om(ON V(O W m0mro(ON(D O H� o o N N N N N M N N N N-0 N p 7 O O V CO CO mN r- MM 9 00�M V V lO(On W W mmrof_M •6 N o 0 0 o C,C,o 0 0 0 0 C.0 0 0 T 2 2 L w y d OOCON O�m MOOOr N �00�117m CON�NrNmCO7 d' Cj- N N M M��CO CO CO CO S m CO O 00 O M CO lO M O�l0 N N O M V 0m0 OO M OO O fo N N co p� O d Clm V m N n 11,MOCO wM wco Om W�(O W(O W MOO OOO mOO(O p LL Q y 0 0 N 1 l M O 1�C O N 0 C O N I�O Cj Cj Cj Cj--N N M V Mto 001- CO O O N O N O N O O O N O O N O N OMm a2 V mom V ma0m0 0�00 CNN77CO11 N." 0 0 0 0 0 -0 0 N N NQ t l0OOl0Ow Ol0 O O M 0 O I—O h O h 0hl0OO h O O Cn O V20W (7O(O00 (7 0a0 I'll ON(ON0N O-N O O 'a om(novMC>MC>M C>M LOo ` 0 0 N O V N O N O N O N O N O U t OOO �OO LO OOO LO 00N It ON N 0 O O OOo000 -NM�u0Or--m U O O I I O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 o(Oo(Oo(Oo(no(no(no N N O N O n CON OIL VO C? Cj Cj N N co co V CO(O(O n 00 m C � t Omf� OON OM-N O V NOmm O V CO r- MO 00O V OCO O Mao V W V MO1�M m0m V O Ci Lq qN 7 mn mOMm� 7 Cj C>Cj Cj Cj- N N NM y O =0 7 M I-O O M I-OIM O I-M O O V M CO CO O M CO O(O M O CO MO t Cl It M(O COO M CO C' Mo(O MO Om OO CO m COM O MCO(O o00 0 0 0 0 0 0 0 0 0 0 0 0 0 7 (� t' 01�110 OOOOOOOOOOo OMO O O O O O O O O O0� MLO 0LO On oO oOoZ OVhO N O NO T O_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 co O O O O O O O O O O O O O O O 3 N N CO COmmm m m m m m m m m m In 6 2 N N N N N N N N N N N N N N N N 11 J N N N N N N N N N N N N N N(N Imo N C m = O O O O O O O O O llc�llc� ' 7 O O O O O O O O O O O 'a=OOOOOOOOOOO(OCOCOCOCOCOCOCOCOCO M O O y 0007 CO7 mr�COOMOO OOON 7 0 ry @Oc 00 MCOOV oN?0 O 00 O ' �'O O(O�(Om0 V OOP V O04(Ov N ccOOP-�NNNMMM V-It10 CO y 3 O O. C E - O W IOOf�(O o(OO(OO(OO(OO O N C w O O N C(7 O h O N C(7 h O N C(7 h 0 Y U N y O L 0 0 0 0 0 0 -N N N N M 0 o v, d3 00E00y � 000_ a s so��C-�*MOMOMI � aoC\lMMd d a 2 a N M M M •j N O(0M71000 MONO M mM (O M M� d" O�MtnMMhMO)O� �O a M O�o')�N N M O n Ma Man z MM M nO M MNnmw mn N00 N U7mMMO0V OUON CD cl O M O M n M0LO , M m O n M cn m MMN-MOn�O(3)N W-MMnM(0V�M7 V MO hl 1n M�P-�V NOM(nN l.-mM NM V V 0(O(OM0 7 M M M n M n O N 0 7 3 E MMM VCm)Vn 07 LOu) O 0� co O p)N(07 MM(°)M 10� W a, M�MN nN MM 00 p)000 M N N M M V V V V NMNa M O(On 0� N O O V 0) m V V M0 mv(OM M nOnf�MON V(DMOOO L On O� ]* n M(OMOM(0 Mn moo p a oOMMMV(0V MGMI:M N M M M M M M M N N-O C/ N 7 7 om CD Ol0nmlcq im0 10(ONM R%p oo�m�710Mm00000o000000000- -o 2 a d d d OMm Mn MMOOO�0MMo0 N r OOMn -' OT7 q(0O(0OMN 3a Nmmmvuiui(o(onl--c66 N ON(0M �O a 1n Nn OO OMO 7n Mn 10M M10 M10O C6 O p O Mn�M7 MO N(O Nm M(O C 0 M10 0 V n (OMM MMl0On N LL a N O O M M N N O m M M 10 M n M M 0 0 0 0 N M M V M M n M M m m (f i O -IT N O M 7-It M n N O N n M V O t O M O N n M M n M M M n M M N 0 0 t O(0 mNM700 nn n(O u)7 NmO p' 000 -00 N N O n 10 O m 10 O 10 O 10 O 10 O M 0 M 0 t 0 7 N O M N O N O N O N O N O N 0 t O M O M M O o m o o m o O a. O N M Un Cq O 10 M O O O M 10 O 10 M O N O O O N N N M M M N N N o 0 aO' O m M 0 It M 0 M 0 M 0 M 0100 W O O M N O V N O N O N O N O N O N O N OO(O l0 V MOMlOMOMlOMOM W w L O O O N 7 10 0 10 N O O O N�OM N i 000000 N M'IT M M n O)ON d O U a d O n O O M 0 0 0 0 0 0 0 0 0 0 0 0 MO O p L O 10n WOMO(O O Oln ON On ON a' Om MN n O l0N�On(0 N ON Mn M(O u7MN OMn(OSMN = OOO�NNM7(0(On1--066 �t O M,t N M N m 0 V o o n 0 0 N M O m l0 M N n n O�O M m M 0 OO7nOMNMNn M0nMov OM(0n a mo N V(0nMO�M(O� 0 O K O V MOB(OnmOmn M V M O N n 7 m M 10 N O N 10 M 1 7 n 0 L Cc)10107�r- V MNn�(0O OmMn(O(0 V OD V co O O 0 0 0 0 0 onooM00000000OoOo U L O(O O O M 00000000 0 0 0 O l0 M O M M O o O O O M O M O M O M Z O d' I�(p�Cl O O n 10 N O N(0n0 N(0n T p 0 0 0 0 999 7777 a'a+ 3 N N N N N N N N N N N N N N N N N f0 O- N N t0(O t0(O(O(O(O(O t0(O t0(O t0(O t0(O t0 d W O O O O O O O O O O O O O O O O O @ y M M M M M M M M M M M M M M M M M m O O O O O O O O O O O O O O O O O ma C O O O O O O O O O O O O O O O O O c (0(0 l0(0 l0(0 l0(0 l0(0 l0(0 l0(0 o(0 0 a c o n N v 1n M m M M v M o m O O O_m NOM(0(0N M nMN M O. N O M(0ON 0(O ^NN N(O MMO NM @ y'p OM O10MmN10M vn OnN m 0 0 N N N M M M�7 V W M IN 0.T O E O M 10 0 n 10 0 M 0 10 0 M 0 M 0 M 0 Y O d C O O N(0(O I-O N(p I-O N(p I-O N(0 U N v1 d O L 0OOOOO----N N N N M MM o a p o a ELL o cy 41 cOO000000000O.00OO dd d _ -OoO000000OoOoOoOo o�Mco C6 oi��c6�v 1,o M(o O)(V Q d •a 'a r2 d NNNMMMMV 'V w OloOMO)N woowO�N NN OwM u)OON O Oww61OwON MM w�d)M u)1�r wN w 1 O MIS u)r 0)N h r0)O N N omm -N Ov vol,- M r a) o)OM1(MO O)w M7 O)coN m7 V O r www ON I�(h(h W(O V u7 n'tN NOo w wm w w Oo V ww cL O p N O M M o n T W O wuo r r wMwO V wo(o wMww wmv u)IO V w �� N M7 w l�wO� I u)w w w r O w w h w w M E MP,r Ln wMw r OM�wcnm I-- url�1� o O�m u)w w cO(O u1 u)NMr�MO)1� u1 LL wN V u)OwNMo c3iV uw'J(wo^��000 C6 m Nm r O)7 co ID rn O�NM V N NORM O)wwM u)1�OO7 w 00 N 0MMm NO rn O M u)I199,7F N M w I�w Q+a+ O I.N.m V M V W I�O r W V M-IT(o m w O o'O w o N ON M r o N M I:to I:M N O r M w o 0 F O NM co M 7't r r 7 7 7 7 7 M m N N o V > > Ow wN wON V V V MOw m r-I-m oM a Oo M V V(O r w O1 O MMMMM� 0----------- 2� ON Ow I��OwOwOwOw�I�MOO c 3 a O-NMmco V u)uo w(D I-r w w616�� u) u) NN N N O h(o OM m I:O I-w wN w(o(Om om r m N O Q O O r I-w O)N Io000)N�MM W NN ww7 _ Ow It w w7 MOItN N o I-ww W I�wM u)O O OMO' www(- w o)O NN N W u)W O LL Q w 0000- NM V u)w I,.OjO�N M77 u)w u) O r w N w-w w m r-o h M w w N w 0 L oO o m Owl r�N N W(`w')(Oo(`w7 W N u)r r M O t O w 0 V u?w w 0 N N N W o w w V o 0 a' 0 0 --TIN N N N N N N N N -O N N O u)o w N O N O N O N O N O N O N O N O L O w N o uo N O N O N O N O N O N O N O N O 1= OwwOu) Ow0 Ow0 Ow0 OwO a. O M O O u7 w u7 O u7 w 0 0 0 w u')O u7 w 0 0 0 a a ornwovwowowowowo(�o(no(no O w N O N O N O N O N O N O N O N O N 0 r N OOw u) twOwwwOwwwOwu)wOwu) ` L OOON u)O u)NOOON u)OoNOOON (� 00000 C, �NM-IT u)u)r OiN7wwN C o U 9 (O.1 O O O O O O O O o o 0 0 o 0 0 0 0 0 o 0 0 - o u)wO0 u)O u)O u)O 1100000000 OhNu)OhONwrOrONu)rO�u)Om�N OM wlp M u)wrw0 N OO�N mm V o6 r O) N M7 u)w 2 N L O O m r N w NOh u)w�ww V w(o O)hw O��QO1 V w;M W 2�w g F m o (N0 7 ON 7wr a1 NM7(ow h O)o v. o o o 0 o o o- N N N N N M N 0 O O M w I,-r w V co N�O N m V w I w m O O"co r('Mwuo V MN�O N mq mow wO L Oww r o w to V MN-O-N M VV(oof coo O 0)w h I- ww V MN�O�N M u)wrwO 0 o 0 o 0 0 0 0 0 o 0 0 0 0 0 0 0 997 O ID o O M O o o o o o 0 o o o o o o o o o L O w O O m O o o o o o 0 o o 0 o 0 o 0 o 0 U wwO u)wOwOwOwO(o O u)O u)O u)O u) Z N�O r w u) OIL u)NON u)roN(o rON C N N N O o o o 0 0 0 .N N T O_ w 44LOo N w N w N w N w N w N w N w N wN N N N N N N N N N N N N N N N N N N u) u)mu)m Ln m u7 m u7(fi u7(fi u7(fi u7(fi u7 m c ai to o o 0 o 0 o o o o 0 o 0 o 0 o 0 o 0 o o 0 'm ? 000000o0o0o0o0o0o0000 c LoLOLoLr)LoLr)LoLr)LoLr)LoLr)Low)Low)ww)Low)Lo ❑ C m N N N N N N N N N N N N N N N N N N N N N C N N N N N N N N N N N N N N N N N N N N N C C R C oOw(D coo W a W wM co coI�Ow7 N Ow ow w MO mm ow N O) M (M J O (a O V u)u)wwwN w0) V wwNw ONMw O' L V O u)o M u)w ON'It ID T7('M u)w O(M wOMN OoO- -N NN NMMMM V 7 V 7 u)w y 3 O C c E - o w to o l�w o w o w o w o w o w o w o w o Y O N C OONu)whONwhONwhONwhON u) di 3 ? W Q L a 0 0 0 0 0 0 N N N N M M M M 7 V 7 p O � N C Q N ELL ❑ cy °'�+ c000000000000000000000 ow d m cd G 00000 00000000000000 _a a o. n a a t o ai u) of N ui co v r o ri(o of N ui m t Q 0_ a 'a r2 1 �N NN mmcoMIt7 V u)In r _ O(N N N coo ON-M OO O nn V M G w M(N 10M N V oM(ONON(ON N N d'� O N o O�M 10n n oO W N(N V V(N(N NNNNN N tO V 1 co V o V NnoNN(O mNO(Nn V o No NONNM(NIt N V N(N (Oo ow o(N o co co m o n N O N o M V N(O N V N N N N 'O N OD V V O)M V O M N o m cL OM W 1�nonN ((7 V NN V(NO V NON uj ON N�n n(NN NON MIN(Oo�(NN m v_n NV VMO o M n o N N N m M N V N `1'O N N N o M N M N 0 m n O N M E ONNrN V OONMM V V oi0 V V�(NON V(NO p ONNnoLn o m o V Mon -w N V c'! 6V V V INN n N ON M M7 OM LL �NM V(Nw co Im o�OONN�oo IOM 10oN N iO V NN N OMONO (f)NO N(N 10NN n uA(D OMN� oc V O U uj oo IN V OON N n N N OO�N��Nmo F.oN V n oN V(ONO o Q+a+ O N N O O n O M w n O n O n O n w M O n O N O p'O w ON�O V IN O M(N n ooOmo n(N MO(N O�O F O N M Ci M V V V V V V o V V V V V V M M N O V > > ONNN NNOM(N n n n(NN o V N NN oM(N a OO�M V V NnNOO-NM(N V V(N(N(N V V N - 2� d d OoN N V N V V OM(N f0(N 10(O N n nMo(N no(ON NMNMNMNMo��^��n c w a O N M M M V(N(N N(O n nNNmO)O�� OO OO M (N N (00 M(N N N O V OOMON n N INN N(N�n V nM V oO (N N O Q O O n NN(NN ItV von OOOONm n O h NN(N V oM(N�MN NO co O MN NM m OOMO(NNnNo M 10 NON(N(O n w n NN N O LL a w 000 -NM V NnNo 7NM It(N Nn No0 N O nO n V O MN(N(N O(N(N I--o N OOoOo(NO(N�V o n o n o N M v�(N OO O�OoO L O V N O o N O N o N V N O N V N o N O N O N O L ONO(NNnO�NM V V(N V V MN-On(NO O N N N N N---o N N ol-oo oomomomo(NONONO(NO(NO L O O n O N I-o n o n o n o n o o o o o o o o o t OON(NNNON(NNON(NN O N(N co O co Lo NO O LL. V N N O N N N O N O N N N O N O N M V V o N N N N O N o o V V M N-o a a oo(Nov(no(no(no(no(n000(No(No(No O N N O V N O N O N O N O N O N O N O N O N O r N oo o(N ItNON(N NOIDo ON(N(0O(O(N(0O ` L OOON V i0O10N000N 100(f?NOOON(NO V 000000��NM V N(O n m V(ONNN N C O U 9 4, O n O O M O o o 0 o o o o o o o o o o o o 0 o O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O r(NO M IN OIN o lNO NO NO NO NO NO NO ON(NnON(NnON(NnO N O V N(NMnON(Nn y OO�N MM o �aDO�(V M nNnaDNN NN N L OoO(N(O MN m�V(ONON(Nm mN � ON�Mn�n n o(OoOO�N(NN�V(ONO O(N ON( V V oN V(N(O(OnnnnnNo 4 V oo V V.m o n n O�N m V(N n NO(OO N M V(O� o o o 0 o o o -N N N N N coN 0 �o(rNIm000000R 00IC c;, 000 O NMOo0 0 0 0 0 0 0 0 0 0 0 0 0o NM 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o O on n(O LO V MNM V((NCO n NoO OO O O O O O O O O O O O O O 997 O n O O M O o o o o o o o 0 0 0 0 0 0 0 0 o o L O N 0 0(N 0 0 0 0 0 0 0 0 U O�oo m NOIN OIN OlNO(NO(NO(NO(NO(NO Z (O V NONn(O N O n(O N O N(NnO N(NnO N(N C N N N N -o o o o 0 0 0 7 N N N T O_ O O O O O O O O 1c, O OOOOOOOOOO OOOOOO O O OOOOOOOOOO ON m N m N m N mNm NmNmN m N m N m N m W N N N N N N N N N N N N N N N N N N NN Np)w CO(O CO(O CO(O CO(O co(O co CO co CO(O N(O N N N N N R c a( to O O IN- OOOOOOOOOOOOOOOOOOoo0o0o0o00000000000oLoLo �Lo�Lo�Lo�Lo�Lo�Lo�Lo�Lo�Lo�N N N N N N N N N N N N N N N N N N N N N C C R C O co O N N N V N N o M N o M O N N N V N 7 N O n N n m O V V N N N V V N N N N M J O 1 O o N o o(N o M m V V V V N N N N o o co co O' L V OINON V INNOM lNno�M(N n o�V NOMN NN NN mMmMm V V V V(NCO y� 3 o O- c E - mowmon(N000(No(No(no(no(no(no(no Y O N C O O N N(O I-O N m n O N m n O N m n O N m n 0 di 3 ? W Q L L 000000� NN NN mMmM V-IT-ItV u7 p O N C Q N ELL o cy °'�+ c00000000000000000000000 mm d m cd G o0000000000000000000000 _a a a o. a s t o ai(ooiuico v('om(opi(�iuico vro Q d a 'a r2 1 �N NN MMMM V V V N(O NN O(ON lnN (O V Oln W mN N W W N N(OomMmO N (n7 MOr7 m7�N(n oOmOOmrN m G O(O V M V m N V d O�M o(OO W 6 NMM V V(n uO(D o(Oo r(O otD V 1 (oMOM07 r(O(n(nmr O000Or O mr o r v(r r�Imo V rOD 0)(Om V N00 u)M ap�0(OMo Ins In COS�ODNN LLO�LLON M V 70D(O NO 'O OD mo NMm 0)0 Co(n(o 0)U)NN(O(O ItN O r 1-7(O O N 00�n V 7(n r't7 vmw 0000 ON O (vj 0) NMm V I V r NMOIn(n(O(n r(D IO(n7 r W ��l(OO V r(O 00 (Om�O(n mr OOON V N0)V rr Cl)MM �Mrm�N M o 00000)�CM(nrm m V(O r 00 mmr N N N N N N N N N r r(DN o(am �(07(Om V OrM M(O N 00 mNam LqM(n N(Or 0j E OoMO m mrr M7 o0NrM�jNrm(n MODNrNrO p O��r mM�O0 m(n oom r 0 ty, ��N(Ci(O (Ci OON N W MMN Oi MMO moomONM 00mm O Om �N N� Cl INn Nr o co to0)to C, N MOO (ONOlnMN rmvnm — O(Dm 0NMOrDM 7 nON0 ( N mm VVV(1no (n OD MNON V(n nN 04 mm M V V V V V0 N O V Q.m 000Nrr rr 0 m 0 N000 wN 0(n 0r r I-NOO O'O w O V-ITm I,.m V 00 N V(O OD m M g M O O (O V N 00 V m M V O F ci NM Ki M't7(n LA(n LA(n No Lo Lo N(n Lo V)77MMN O V > _> 0(O(ON N r 0N0NN NN 000-It 0MWZN Nz r00 a OO CO V V O r N 000� M V(n r r r 4n(0 OR CR .r r 4O 2� O.d d d oN r N7 Mm W 0M NN NM MMOO r(00 cl-IT 1n t+' E 07 In oMo(ONOOMm�m'tm V 70((O co M(nMN d 0 NM V V(n(n(O(Or r CO 00mm00�� N O M O M O r O MO 00 ON 7 Mmin(nrN N ln�mN V N00 rCOm V mN M Mo o� c m 000minrmr(rrOov m Mm7�(O(O(OMN v O r oN Mm(ON(O(nW M�m�OON 70�00�r r 0C � LOON(n W N(0�0 (O (n0 V r0 N ODN LL Q N 000��N M V 0w wm —---W O N7(mm�CI C4 —N N N N N N N N N N ON 0M(0 M�r�N 7 r 0W 0(00 r 7N�r�MMOO t OOOm1 lMn W�Pm7M 00)N NOLL070mD OOmD LL070NN W M(`m')O4D LLOO W O L O r�(O OO mN V LLO r OO mmmOmmm 00 r In V Nm(O.O a' 0 0 --N N N N N N N N CO N N N N N N N N———0 N N O S(n 0 C0 N O M O M O M O M O M O N O(n 0 M O M O N O L O M r 0 0 1-0 r O r O r O r O r O r O r O r O r O r 0 t OmM(n LLOMOM(nMOM(nMOM(n MOMMMOMMMO � ovvr(nmomrvovrm0mrvovrmomrvo N 00 N MM(n Nor CO OW CO OW 0)CD CO OW N r o 0 V)MN 0 a O inn 0 Lo 0 Lo OInN00 00(n0 n 0`4Ou4Ou 0 Ln 0u40 otoN0"tN 0"0 N O o No N O N O N4OCN O CN O N 0 o 0(0(n"t Lo(OO0000OO(00(On co OOO N O0OnO o(O Cq In0(fl Cl!OOON 00(n NOO t) 0 0 0 0 0 0--N M-IT0(O r CD N N N N M M M C O V 9 (O.) O O O O O lcl O O O O O O O O O O O O O O O O O O O t0 0 0 0 0 00P 00 0 000000 0 0 0 0 0 0 0 00 o 0 0 0 0 0000 0 000000000000000n nO0 n N M h O N M n 0 0 m N N N N N N M M co M co L OMB r r r�ONOO�M V NN N(n(O(07mowoc, OM�ONO�N 7�7�Nmo W��mN�Om NO01(00 M7 ON 7 N(O r NmO NM7 V uOOrODm00�M V uO r . 00000000 —N N N N N N N M 0 O I�i O N r M O O r M O r M O r M O M r O M r O M r O M r 0 ON(oMr O(oM O(OMO(oMOMC00 M(OOMCO Om(00 L O r Mr Lo ODO M Lo O2 OOO(20m 000 CO(nM O o mm OOr r o un un MN Oo0 N M V(.00 r Nm0 00000000000600 0 0 0 0 0 0 0 0 0 0 0 O r O O M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L O(O O O M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U Om(O OM(n0(n0(n0(n0(n0(n0(n0(n0(n0(n0(n0 Z omrNMNOr(ONOr(ONONUOrONUOrONUOrO C M N N N N N N —0 0 0 0 0 0 0 7 N N N N M T O_ � O 1110 O O O O O O O O O O O OO OO O O O O O O O O O O O O O 0 0 0 0 0 0 O O O O O O ymmmmmmmmm0)mmmmmmmmmmmmmm R c m a O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 'm c ? 00000 O O O O O O O O O O O O O O O O O O O O O O oc �p� 000000000000000000000000000 c R o00000000000000000000000000 . . . . . . . . . . . . . . . . . . . . . . . . . . . C C R c OInM�MLn m70mNr r o Loo0 700 NO r mmN O N N m 0 In 7 N (O(o� 00(o r co r r E O M 0 0 m O r N r M,*mmm0o(oM0 r 70r V NOOM OM�OO 0 L V 07 m�kilt(o000N v(ncom�M V(ONO�M(.(* It N 0 0 0— —N N N N N N m m m m m V 7 V 7 V 0 0 0 y)m n c E - Joao(nor(no(n0(no00(no(n0(no(n0(no(no(no Y O 0) C O O N N(o r O N In r O N In r O N In r O N In r O N In r 0 0)3 E ? W Q L a 000000� r-NN NN MMMM7 V 7 V(n(n uO u)(O N O N C Q N ELL o D cy °'�+ c00000o000000000000000000000 mm d cd G o00000000o00000000000000000 n a s t o�Mi6c66Nui(o 7hOM(Od)Nln(O vroM(ooiN Q d is- NN MMMM�7 V N(n N(o(O fo(Or A ALBEMARLE' H LET C H Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix G: Channel and Culvert Capacity Analysis Results H371132-0000-220-230-0001, Rev. D Page 10 ©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 0 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 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 1 0001� 00 0,�0007 852.00 0Z 1.00 00or 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) AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix H: Proposed Sediment Basins Stage Storage Sizing Calculation H371132-0000-220-230-0001, Rev. D Page 11 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. U f0 � � O (U Q ti N ti LO I� M 0') Lf) CK O N Cl M r W 00 O O O m I` M c o CL Q a� o L O I� M LO � � �� Y r M Cl) Lf') O 00 O O > w C J > E C j j L � O' U U E w_ _ 15 X X O O O N M ' Ln CD .L.. O M 0--o 'O O N O 0 U) O O 0 O ONO W II CO 00 I- N Ln 00 W LT LO C0 CD 0 1— Z p 0 0 0 II 0) N 00 M Ili' O OCY) O O U J cc 00 CL H > > 0 0 0 ;: _ co co O o >X _ ul f� O 00 O U U- : J J J J Z) Z J (0O M 00 CD CD J O M M L.0 00 00 CD `o U O CD Cl) V) c W N Q I� � M M r- 'T N On E Lu 00 Ln Ln O I� M 00 6 J Of ~ OD Lo N � 0 O N a) ri 0 w co O 00 O O LO L/) N It I` — It 00 Q r"1 N -O 0 0 0 N 0 O cr d � U � O J Il N 00 Co L(1 O N 00 O Q- 0 L!l Il 00 N A M L(1 M r-I C W > U ^ v M ri mCD oo CD r-1 E N N N M M M Z "6 O000000 U w UJ C � Z C co O W O O O O O Q N N co r'1 -0 0 0 0 0 0 0 m 0 0 0 C) 00 C U o U U U Z O m O M (00 N M ti w Z 0 0 0 D D D O p 0 0 V M N CD O LO O W Z Z Z Z Z Z ra -o O W 2 d d d d d0� D_ O � O LLI � Y n 0 (n E _ w i Z Wr rnti W U v ff 2 Q ^ LD rn � ^ Ln In N Ln �cp aQ � O M � C0 J W N D N r-1 N m Lf1 N 0 C "T M Q O L N 00 00 Z m U E (n C N a LU m w (7 m J ri N N r-I N M ri ri00 r� V1 ODO O w O O N M LO Z Z O Op 0 c c c O r-1 -0r-1 v M 'IT 'IT 'IT 'IT 'ITU) co co 0 W 00 00 00 00 00 00 00 u) 0 0 0 aj a a 0 0 p m Y > 0 0 0 - w = M 2 �, O m 0 0) C- (Q o o n VO Ih co O 0 0 1— oo 00 O O O �\ > N V L 2 a m � a cu o w v O (O N W 'ITO (O 1c:CU ... O O ',0M C (O (O (O (O (ON (O (O ; N J O 07 > � E W W O N M V (n (.O L M w 6 to 00 d � J a o') (0 00 O O V (0 N II co 00 Ih N U-) 00 U w V O (O O (O N w O O N Ili Ili VD 7 0 l0 M lh � Lo J ^ N N co 0 O 7 N U 0A $ U qj c w o aj J ^ N U� 00 In COO 0 co > O N LO 00 M O U N M V (O h Q D � U w 5 O N M V (n J U N M l0 m In M M O O M M Lo (NO W M O W ^ r 0 O co co y 7 lf) l0 lf) co co w O N J � O 0 N O d Q O co V 7 (0 O co O O N 7 h 0 Ww V 7 l0 LO (O co O- z a Z dO 000 00 C co 11 m j 11 Z o = 0 W N W E Q a) O "6 L ^LU V (n (O I— 00 O O U) (� m 1 j W 000 W 000 W 000 00 N ( N z fA N N Z °- a CL a d a 0 0 a0 a c U a) V Q c p O Q Q O M 2 L 0 W N M 't O (0 N a1 U M N N m m It Lo Lo (a LL) C cL o C N co C L O (0 N " I O (o L M E Lo E C d O a) d W W � O N co LP (0EED oo a C o co- C d CnQ Lo M r O V II II ao ao NNO Co oo $ W OOOI� N � a7 �M (0 OHO V J O > > 7 N U t `o U v W E J n Oa vOmLnLOco � > O O � N M V N U 000000 7 U D a' U W o 0 0 0 J U O O O O O O Om W O O O O O O 2 O O O Cl Cl O U O (co OOM oo Or if 6 0 V O > N N CO V Ln U y 0 a `o N O Q w O (077 (00 (0 U W ` O 1- N V M O M z 2' Q V O (OM OO Z N M V «> Ln O d M Lr) C oo CO � I I m N W W E Ew �p O J y (� m0LLLL 0000000000000`000`0000 Z a) aa) ro O 0 0 0 a n n n 0 0 0 a` a` a` a U w N p O Q Q M V O CO N M 'It O CO U m U a N N (6 a Q N O C N co L O (O N o0 V O (O "" O N co co G) C m ,2 m m M M M N C J E co ly W 0 I O N M V (n (O w M � O O C O O 47 a d Cn J Q O O O N II II W W N N O O W O CO O 'IT 3 U u N M W m (n oo J � N � (O CO Ow O > txo � � U N `o U w E � v O O LO LO O) 0 co M (O O V O LO O O N N v U w 3 OM M V V OLO (OC) J U 0 0 00 00 O � W 0 0 0 0 0 0 0 0 0 0 0 0 W O V O CO co J O co l0 co O O O U O co (n OD co O > M 0 h O N N U C) 0 d `o o Q w o (O v v (O o c0 U w w O t` N V M O M Q Q. O O N Ih LO co (n O d O O In O co co � I I m j I I N = W E Ew O O J a Z O 0 0 0 a n n n 0 0 0 0- a` O- � ma m o d Q o > - co ; O Cfl N 00 O CD N N M (D cot` M CA d) CO W > d Cn O Q> Q N O n w N c O CO N 00 M Co O M O I 00 O O L O E N 7 � h N O)In In l() In l() (O (D a O O > J f6 LL W (n w O Q) O N M It Cf) M M C f6 O d CO J Q co W O � 0 O N II I^ M 00 N N O 00 U; W O (D to M 00 Cfl w U 2 O CA 00 Ih 00 7 m CO Co O r O M) O $ N N O > U! U f `o U in v LU E 1 N J v) O CO Cn CO Cn CO Co -a > M C- I- 00 O M Ul U O - N M to CO O 7 O v U s W U; CO N O O M N M O - 7 N J U O O Q O > W 000000 O O O O O O M OO O V O 00 00 O' J O O (fl 0000 V 00 O O N 00 O O U CO 0) co lh Cfl U > M Cl) V V to Cn O `o m 0 U Q ocovvCOOCo 0 o co rn o l� W N O CA 00 W O 0 Q N M C`) V V V LO Lo `-' O V C I- Cfl O II m j I I c � W O W E Q) E w J U) O W V Cf) Cfl (D 00 CT O CDO O h � � CO � L.L W w M W w M W m CO W U) U) U o O O O IL 0- Q CZ O O O a- a- a` U L9 � V O O N Q LO r— M O LO U S N co a r` 00 00 O O r C m � cow CL Q M s c00 N A M MfE O O- > E w c6 O CL E w _ O BO O N M LO CO a 00 (D CO 00 N c 0_ U) a) Q O CD LLOO 00 T M CO II II co 00 r— N LO 00 Y w OLO CO OO r- ,� U 2 O N 00 W '' C (p O M E CO O U J N co CO 00 O 7 v U m o U Ln v w E i J Ln O w co O 00 O O LO > N It r- It 00 N O O O r 7 a c U w N N N M M M J U Os O O O O O O N > U n3 00 N O I I w O O O O O O Lp 0 0 0 0 0 0 O Om LO O LO M co co J CO O N r- w Q U NCD CD LLO C O > O O O O LOx co T a J o m � LO c � LL Q U) mo °rnrNiv � � m o rn Q 00 00 N U C co O m CO CO LLJ W > N U w X O E J Q N ma owl LOCOr- MMQ m O O QLL N N N N N M M m Z 00 00 00 00 00 00 M Q O O 0 Q 7 O O O a Q O_ 0 N O O O Q m d H U C'M O N r d W a -o C (D O V Q �O O Q O Ih M O O O O N M CO -ItV O O > N N N N N N N N �\ 2 a a) c co a m y L O O (0O � O O L C O Cl) M Cl) Cl) Cl) M Cl) NE N J O cu cu E E W W O N Cl) V O O L00 w co co C co 0 J a O O M c'7 O O co I co co h N O O O O M O N w W 7 O cl 't N V D CD co ('tO Lo Cl M M w N CO V O > > 7 N U hA $ U qj c w o O J ^ N O O com O CD CO N > W t` r W Q D OJ D � U W 6 O Mrl- O N J u N N N N O M O M O M M 7 O (OO N O ooc w ^ O V I— O co a co co co O m m � � Y �w J � co > U 0 O d Q O O V 7 0 0 0 � N � 7 N W � co a of N O O M O O w Ih co co co O O) O a U�1 Z O a Lv c rn rn m 11 ap > u Z � = O w E w E Q o -o > -� V O O of O O U) C7 m 1 j rn m rn 0) rn 0) m m m z m � m Z O- a O- a 0 0 0 a d a CD � O I— C:) 0 0 0 N 0 O O O O N 00 O (0 N O N N M V V � N V 2 a m a cu o w � t o 0 0 O O O O co cu ... O O O O t V C N N N N NO O N O N O N O Y J � w a N � Ew moo . W O N Cl) V LO (.0 L O O N 00 ca d J Q O 00 O n N O N I O O O O O O O O O O 00 w W co V 7 (0 O CO V D N V Ih 0) N 0 J ^ 0 O 7 N U 0A U qj c w o O J ^ N O� NI-- 7 V h co > LO O 10 N 00 LO U O N N CO O' D OJ D � U W $ � � � m cMo cIo 0 cu J U O O O O O O 0 0 0 0 0 0 0 O O O O O O (0 00 O N 7 (0 LU ^ N coLO (0 r 0o y N N N N N N �w � J j O U � v 0 O a `o 0 0 0 0 0 0 0 O O o 0 0 O O (= N V (0 CO O N N Cl) V LO (0 00 0)Z W w N N N N N N N O d Q y Y U) Ov U) rn rn c m u 00 > u Z o = O w E w°) E o L ^ O N Cl) V Lo c0 U) m iy N N z fA fA fA Z O- a O- a d a 0 0 a0 AALBEMARLE, HATCH Albemarle-Kings Mountain Mine Select EPCM Preliminary Drainage Analysis Report for the NPI, Ore Mining and Process Areas—July 5, 2024 Appendix I : FEMA Floodplain H371132-0000-220-230-0001, Rev. D Page 12 ©Hatch 2024 All rights reserved,including all rights relating to the use of this document or its contents. 81.22'35-"W 35^14'30.a9"N - - — f.fy�l7t•.rT� Jt G e , 9l �`-� �:��_ m-;, min- � •m / . g � ..� � �� 1►1-000v�1^� ^i ��'� t*� a �i i.m - ti' �, � s '•S,.x � ..;tl+ /m ;:4 •/ •lam i 401 ij i *a t C'I1Y.OF j\IOt. 1 w J ,fir. ,� ••+ •,�'`,� - �• ;� '='^�!.> a .� i i ,.paz�,x�>�zt•x FLOOD HAZARD INFORMATION NOTES TO USE SCALE sEE Fis rTox oxArr Fixu cnxEz uraur ocxvw NATIONAL FLOOD INSURANCE PROGRAM OJ FLOOD INSURANCE RATE MAP a oevat on(xffl z�,o vemmbtnamxontea�,wes,aaa ooe 2594 3505 wm nee,aexu e.,.e.o<x,E.x •"•'. •" „�. xaxaxas av�sxexoa,arau,�n,n,xxmanixaa�,en,aeax.eN O eum ar H—U 4x xegmamn Fioeav-m iF ma ,n.^•'ou°v ."pe ps R m°1 '�Rom^@ Y x w^`we �sa v^nh' -x1 Inch=500 feet L6.000 r TW � iso tpoo Meters � a,ea ano uarem ezos.= ®i s�..ryasast 0 50100 20n 300 4. ,x�x` COMMUN wi n NUMBER PANEL _ oza xskauew irxe C nozo, zsw Gaon xnzA a,ea wm,zamaxwauewirxz ne.o '"�aireuoe.r..o...,�..r..isw,.�nm.n....,..nm..e�a�,�.e.a�e.rv�....e.ea.mm�,xieo�e O � a,ozw ssw oaeamuininul xomx z, s ..n�•=.e.u.mmm..�na=� a.riaM n.,m...m,...erixm.mm..e.a. '.z.m.,®i.e.,. LL mouxrux aozo. zsw Eae<x�e�na� o,x�Ax a�erxxaaexaa�xe.axa�zo�.o a aaExw a, a «� s,aaa,ax6 ,�.a�x>.a eaarn�� m ,e. =a=a,� •a eeaaaxax� z O e,.axxt,xe�a� MAPN.M.- 32]02599003 t EFFECTIVE DATE February I 2006 m U ✓ C tl0 0 m N m a O m R N 'O R a R ul N UEC om Od3 HWLLJLL O cV mR N RNz Q1D11 w°LRm« mL ul IIaUmm+LEjy _aa CO w''cRa m+a 'mLL'NRm R aN 'o U) Ll6 NQ Ca SY R N N a E 0 'a O OmRD h> " E N — .a $ RO OXaO O Co co USw IIca m O ID ID LL 'E 2 L RCE OTE R R RO 'a N l6 O 0, O °O (a fp E L O R RO E >N S u '6 E -a =< N O « o r o o ° � N O m y 4a y° °c > i3mR w = Zo d c w v v 'a o a c v v W E!E a m E0 ° sm mCO °z W U y n w ° a LLm R m w N m m p N U 3 Q O O -L N ca C (a d N N wO E _ R 'L CaN G C Q ID y ° NC> O bp O a d a 0 ZJ W -0 m W Oci aC Ca •L+,�+ 0 E L"Im N aC� Y! = o ;�Ema oaRR ° rJI�7'I I a Ca '0 3 a = N R 6 R a> E m E V N a 0 N R m = N C Z 1 _ m m 1 aR ya Rz O wJ ID tlD�� -a a o O Q 0 c tQ Q Q w w w w �v R 6 =0 z 3 E v°m L R O OJ N LU w ct Z a°o m >, v m `o t m ° a w m c m LL Q Q Z H O Q _ R w a o o r a°L d R c c c CD °a Jp �_ IUU Q a v Em�LLIo ,—° " a>a; E Eat Rm a N mN Q p W C7 m LL Q s.bD s c°i t j N'� E 0 s d nmu m w d Q cc W O O v m r R 3 m m m LL a d O J N In LL O N LT-3 - T a .� V) do • # 0 CL 4-0 • ` tv CD♦ M1 M �}'$ O < * as LL 04+ � �n Wy! c * i0 Q LL { 4 i z � O O Lf� �4 o_ OE 0 4-0 N N � Z ° •� r - • 2.... w In k0 k 164 Ir if b 1. T 1 Ln R - ' IT { Q # w ■