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Home My WebLink About02_Sheetz - Shade Tree - Storm Report - 2024.10.29 STORMWATER REPORT SHEETZ – SHADE TREE LANE WILMINGTON, NORTH CAROLINA OCTOBER 29, 2024 PREPARED FOR: Sheetz, Inc. 5700 Sixth Avenue Altoona, PA 16602 PREPARED BY: Timmons Group, NC License No. 023728 5410 Trinity Road, Suite 102 Raleigh, North Carolina 27607 www.timmons.com Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 Table of Contents Stormwater Narrative ......................................................................................................................................... 1 Project Background ........................................................................................................................................ 1 Proposed Project Description ......................................................................................................................... 1 Proposed Stormwater Management ............................................................................................................... 1 Stormwater Runoff Control ......................................................................................................................... 1 TSS Removal ............................................................................................................................................. 1 Seasonal High Water Table ........................................................................................................................ 1 Methodology for Stormwater Modeling ....................................................................................................... 2 Hydrology ................................................................................................................................................... 2 Hydraulics .................................................................................................................................................. 2 Pre & Post Development Runoff Summary ................................................................................................. 2 Reference Material ............................................................................................................................................ 3 SHWT Report................................................................................................................................................. 3 NOAA Rainfall Data ....................................................................................................................................... 3 National Wetlands Inventory Map................................................................................................................... 3 USGS Map ..................................................................................................................................................... 3 FEMA Map ..................................................................................................................................................... 3 Soil Survey Map ............................................................................................................................................. 3 1974 Site Aerial Image ................................................................................................................................... 3 Pre/Post Development Drainage Area Maps .................................................................................................. 3 Inlet Drainage Area Map ................................................................................................................................ 3 Peak Flow Analysis ........................................................................................................................................... 4 Worksheet – SCS Curve Numbers ................................................................................................................. 4 Hydraflow Report ........................................................................................................................................... 4 Water Quality Calculations ................................................................................................................................ 5 SCM Sizing Worksheet .................................................................................................................................. 5 ADS Design Worksheets ................................................................................................................................ 5 Anti-Buoyancy Calculations............................................................................................................................ 5 Stormwater Operation & Maintenance Agreement ............................................................................................. 6 Inlet and Pipe Calculations ................................................................................................................................ 7 Rational Runoff Coefficients ........................................................................................................................... 7 25-Year Spread and Ponding Calculations ..................................................................................................... 7 25-Year (50% Clogged) Spread and Ponding Calculations ............................................................................ 7 100-Year (50% Clogged) Spread and Ponding Calculations .......................................................................... 7 Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 25-Year Hydraulic Grade Line Calculations .................................................................................................... 7 100-Year Hydraulic Grade Line Calculations .................................................................................................. 7 Culvert Calculations ........................................................................................................................................... 8 Culvert Hydrograph Report ............................................................................................................................ 8 10-Year Culvert Analysis ................................................................................................................................ 8 25-Year Culvert Analysis ................................................................................................................................ 8 100-Year Culvert Analysis .............................................................................................................................. 8 500-Year Culvert Analysis .............................................................................................................................. 8 Overtopping Culvert Analysis ......................................................................................................................... 8 Open Channel Calculations ............................................................................................................................... 9 25-Year Open Channel Design Calculations .................................................................................................. 9 100-Year Open Channel Analysis .................................................................................................................. 9 Flood Routing .................................................................................................................................................. 10 Overland Relief Exhibit ................................................................................................................................. 10 Hydraflow Flood Routing .............................................................................................................................. 10 Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 1 | www.timmons.com Stormwater Narrative Project Background The Sheetz – Shade Tree Lane project is located at 4915 Carolina Beach Road, Wilmington, North Carolina. The property identification number (PIN) is as follows: • R07100-003-024-000 The site consists of approximately 4.4 acres and is currently occupied by a landscaping company. The property will be subdivided, and the resulting Sheetz property will be 2.76 acres. FIRM Panel 3720313400K indicates the site is not within a special flood hazard area. There is an existing jurisdictional stream on the property. Permits will be obtained to remove this stream. Proposed Project Description This project proposes a new 6,138 SF convenience store and gas canopy with associated parking lot and utilities. The proposed development will be completed in one phase. There is approximately 0.59 AC of existing impervious cover within the existing property boundary. As shown in the 1974 aerial, included in the reference material section of this report, approximately 0.49 AC of impervious cover existed on the site pre-1988. The proposed improvements will result in 1.84 AC of new impervious (including 0.09 AC (4,100 SF) future impervious). The total post-developed impervious cover for the site is 1.96 AC (44.6%). Proposed Stormwater Management This site has been graded to maintain similar drainage patterns to the existing conditions. To the maximum extent practical, the onsite impervious areas are directed toward the proposed underground detention and BayFilter SCM. Stormwater Runoff Control An ADS underground detention & BayFilter system is proposed to improve the quantity and quality of stormwater runoff for the site in compliance with the rules contained in the New Hanover County Design Manual. The SCM has been designed for 85% TSS removal in accordance with the NCDENR BMP Manual. Since the existing impervious is sheet flowing off the site, we are providing greater stormwater control by reducing the area of uncontrolled runoff from the site. TSS Removal The NCDEQ Stormwater Design Manual requirement of 85% Total Suspended Solid removal requirement has been exceeded by the proposed underground detention and BayFilter SCM. Seasonal High Water Table A seasonal high water table investigation was performed by ECS Southeast, LLC. The attached report indicates that at the location of the SCM, the SHWT is 16-18” below existing grade. See the attached report for more detailed information. A clay liner is not required due to the anti-buoyancy calculations of the ADS system. Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 2 | www.timmons.com Methodology for Stormwater Modeling A pre-development and post-development hydrologic analysis was completed for the site using the SCS TR20 method. A hydraulic analysis was completed using Hydraflow modeling software to route these storm events through the proposed underground detention and outlet structure. Hydrology The SCS TR20 method was used to determine the peak discharge rates for the pre-development and post- development conditions, develop runoff hydrographs and size the detention storage for the SCM. Rainfall data used in the design was taken from published NOAA data for the City of Wilmington. SCS runoff curve numbers were based on Table 2-2 in the TR55 manual. The Time of Concentration (Tc) values were determined using the TR55 method for sheet, shallow and concentrated flows, with a minimum Tc of 5 minutes. Hydraulics Computer simulated reservoir routing using Hydraflow modeling software was completed for the 1-year, 2-year, 10-year, 25-year, and 100-year storm events utilizing stage-storage and stage-discharge functions. Stage- storage was determined using the dimensions of the detention system and stage-discharge functions were developed using the proposed outlet structures. The outlet structures were designed to attenuate the post- development discharge rates for the 1, 2, 10, and 25-year storm events equal to or less than pre-development levels. Pre & Post Development Runoff Summary Site Condition Storm Event (cfs) 1-year (cfs) 2-year (cfs) 10-year (cfs) 25-year (cfs) 100-year (cfs) Pre-Development 7.751 10.37 18.86 25.03 36.80 Post- Development with Detention 5.336 8.550 18.27 24.66 37.89 Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 3 | www.timmons.com Reference Material SHWT Report NOAA Rainfall Data National Wetlands Inventory Map USGS Map FEMA Map Soil Survey Map 1974 Site Aerial Image Pre/Post Development Drainage Area Maps Inlet Drainage Area Map January 17, 2024 Mr. Richard Collier, PE McKim & Creed 243 North Front Street Wilmington, North Carolina 28401 Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing Sheetz Shade Tree Wilmington, New Hanover County, North Carolina ECS Project No. 49.22135 Dear Mr. Collier: ECS Southeast, LLC (ECS) recently conducted a seasonal high water table (SHWT) estimation and infiltration testing within the stormwater control measure (SCM) area(s) at the intersection of Shade Tree Lane and Carolina Beach Road in Wilmington, New Hanover County, North Carolina. This letter, with attachments, is the report of our testing. Field Testing On January 16, 2024, ECS conducted an exploration of the subsurface soil and groundwater conditions, in accordance with the NCDEQ Stormwater Design Manual section A-2, at two requested locations shown on the attached Boring Location Plan (Figure 1). The boring locations were surveyed prior to ECSs site visit. The purpose of this exploration was to obtain subsurface information of the in situ soils for the SCM area(s). ECS explored the subsurface soil and groundwater conditions by advancing one hand auger boring into the existing ground surface at each of the requested boring locations. ECS visually classified the subsurface soils and obtained representative samples of each soil type encountered. ECS also recorded the SHWT and groundwater elevation observed at the time of the hand auger borings. The attached Infiltration Testing Form provides a summary of the subsurface conditions encountered at the hand auger boring locations. The SHWT and groundwater elevation was estimated at the boring locations below the existing grade elevation. A summary of the findings are as follows: Location SHWT Groundwater I-1 18 inches 36 inches I-2 16 inches 32 inches ECS has conducted two infiltration tests utilizing a compact constant head permeameter near the hand auger borings in order to estimate the infiltration rate for the subsurface soils. Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive soil horizon Tests in clayey conditions are conducted for durations of up to 30 minutes. If a more precise hydraulic conductivity value is desired for these locations, then ECS recommends collecting samples and performing laboratory permeability testing. Report of SHWT Estimation and Infiltration Testing Sheetz Shade Tree Wilmington, New Hanover County, North Carolina ECS Project No. 49.22135 January 17, 2024 2 Field Test Results Below is a summary of the infiltration test results: Location Description Depth Inches/ hour I-1 Gray/orange sandy CLAY 24 inches <0.001 I-2 Black silty SAND 12 inches 0.03 Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil classification and subsurface conditions. ECS recommends that a licensed surveyor provide the elevations of the boring locations. Closure ECS’s analysis of the site has been based on our understanding of the site, the project information provided to us, and the data obtained during our exploration. If the project information provided to us is changed, please contact us so that our recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of any site or subsurface conditions during construction which deviate from the data outlined in this exploration should be reported to us for our review, analysis and revision of our recommendations, if necessary. The assessment of site environmental conditions for the presence of pollutants in the soil and groundwater of the site is beyond the scope of this geotechnical exploration. ECS appreciates the opportunity to provide our services to you on this project. If you have any questions concerning this report or this project, please contact us. Respectfully, ECS SOUTHEAST, LLC K. Brooks Wall W. Brandon Fulton, PSC, PWS, LSS Project Manager Environmental Department Manager bwall@ecslimited.com bfulton@ecslimited.com 910-686-9114 704-525-5152 Attachments: Figure 1 - Boring Location Plan Infiltration Testing Form GBA Document APPROXIMATE BORING LOCATIONS SCALE SHOWN ABOVE Sheetz Shade Tree Wilmington, New Hanover County, North Carolina ECS Project # 49.22135 January 16, 2024 KBW Figure 1–Boring Location Plan Provided by: Mckim & Creed I-1 I-2 N W S E N W S E Infiltration Testing Form Sheetz Shade Tree Wilmington, New Hanover County, North Carolina ECS Project No. 49.22135 January 16, 2024 Location Depth USCS Soil Description I-1 0-18” SM Black silty SAND 18”-24” SC Gray clayey SAND 24”-36” SC Gray/orange sandy CLAY Seasonal High Water Table was estimated to be at 18 inches below the existing grade elevation. Groundwater was observed to be at 36 inches below the existing grade elevation. Test was conducted at 24 inches below existing grade elevation Infiltration Rate: <0.001 inches per hour Location Depth USCS Soil Description I-2 0-36” SM Black silty SAND 36”-48” SC Gray/orange sandy CLAY Seasonal High Water Table was estimated to be at 16 inches below the existing grade elevation. Groundwater was observed to be at 32 inches below the existing grade elevation. Test was conducted at 12 inches below existing grade elevation Infiltration Rate: 0.03 inches per hour Geotechnical-Engineering Report Important Information about This Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and ProjectsGeotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one – not even you – should apply this report for any purpose or project except the one originally contemplated. Read this Report in FullCostly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about ChangeYour geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include: • the client’s goals, objectives, budget, schedule, and risk-management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure’s location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect: • the site’s size or shape; • the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light-industrial plant to a refrigerated warehouse; • the elevation, configuration, location, orientation, or weight of the proposed structure; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be ReliableDo not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an “apply-by” date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis – if any is required at all – could prevent major problems. Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report’s Recommendations Are Confirmation-DependentThe recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be MisinterpretedOther design professionals’ misinterpretation of geotechnical-engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design-team members, • help develop specifications, • review pertinent elements of other design professionals’ plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for informational purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk-management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer’s services were designed, conducted, or intended to prevent uncontrolled migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists. Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.1511°, Longitude: -77.9024° Elevation: 17 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.530 (0.494‑0.572) 0.630 (0.587‑0.680) 0.737 (0.685‑0.793) 0.819 (0.759‑0.883) 0.925 (0.853‑0.994) 1.00 (0.922‑1.08) 1.09 (0.991‑1.17) 1.17 (1.06‑1.26) 1.27 (1.14‑1.38) 1.36 (1.21‑1.47) 10-min 0.846 (0.789‑0.914) 1.01 (0.938‑1.09) 1.18 (1.10‑1.27) 1.31 (1.21‑1.41) 1.47 (1.36‑1.58) 1.60 (1.47‑1.72) 1.73 (1.58‑1.86) 1.85 (1.68‑1.99) 2.02 (1.81‑2.18) 2.14 (1.91‑2.32) 15-min 1.06 (0.986‑1.14) 1.27 (1.18‑1.37) 1.49 (1.39‑1.61) 1.66 (1.54‑1.79) 1.87 (1.72‑2.01) 2.02 (1.86‑2.18) 2.18 (1.99‑2.35) 2.34 (2.12‑2.52) 2.54 (2.28‑2.74) 2.69 (2.40‑2.91) 30-min 1.45 (1.35‑1.57) 1.75 (1.63‑1.89) 2.12 (1.97‑2.28) 2.40 (2.23‑2.59) 2.77 (2.55‑2.97) 3.05 (2.80‑3.28) 3.34 (3.05‑3.60) 3.64 (3.30‑3.92) 4.04 (3.62‑4.36) 4.36 (3.88‑4.72) 60-min 1.81 (1.68‑1.95) 2.20 (2.04‑2.37) 2.72 (2.53‑2.93) 3.13 (2.90‑3.37) 3.68 (3.40‑3.96) 4.13 (3.80‑4.45) 4.60 (4.20‑4.95) 5.10 (4.62‑5.49) 5.79 (5.20‑6.26) 6.36 (5.66‑6.89) 2-hr 2.14 (1.97‑2.34) 2.61 (2.40‑2.86) 3.32 (3.06‑3.63) 3.91 (3.59‑4.27) 4.76 (4.34‑5.19) 5.48 (4.97‑5.97) 6.26 (5.65‑6.82) 7.11 (6.37‑7.74) 8.38 (7.42‑9.13) 9.46 (8.31‑10.4) 3-hr 2.28 (2.10‑2.51) 2.78 (2.56‑3.06) 3.56 (3.26‑3.90) 4.22 (3.86‑4.62) 5.20 (4.72‑5.69) 6.05 (5.47‑6.62) 7.00 (6.27‑7.65) 8.05 (7.15‑8.78) 9.64 (8.46‑10.5) 11.0 (9.57‑12.1) 6-hr 2.85 (2.62‑3.14) 3.48 (3.20‑3.84) 4.45 (4.08‑4.91) 5.29 (4.83‑5.82) 6.55 (5.93‑7.18) 7.64 (6.88‑8.38) 8.87 (7.93‑9.71) 10.2 (9.05‑11.2) 12.3 (10.7‑13.5) 14.2 (12.2‑15.6) 12-hr 3.34 (3.04‑3.72) 4.08 (3.71‑4.53) 5.26 (4.77‑5.83) 6.28 (5.68‑6.95) 7.82 (7.01‑8.64) 9.19 (8.18‑10.1) 10.7 (9.47‑11.8) 12.5 (10.9‑13.7) 15.1 (13.0‑16.7) 17.5 (14.9‑19.3) 24-hr 3.94 (3.59‑4.38) 4.78 (4.36‑5.32) 6.18 (5.63‑6.88) 7.42 (6.73‑8.25) 9.33 (8.37‑10.4) 11.0 (9.80‑12.2) 13.0 (11.4‑14.4) 15.2 (13.1‑16.9) 18.6 (15.8‑20.8) 21.7 (18.0‑24.4) 2-day 4.62 (4.23‑5.10) 5.59 (5.12‑6.18) 7.17 (6.55‑7.94) 8.55 (7.78‑9.46) 10.7 (9.59‑11.8) 12.5 (11.2‑13.9) 14.6 (12.9‑16.3) 17.0 (14.8‑19.0) 20.6 (17.6‑23.2) 23.9 (19.9‑27.0) 3-day 4.90 (4.49‑5.40) 5.91 (5.42‑6.53) 7.54 (6.89‑8.32) 8.94 (8.14‑9.87) 11.1 (9.97‑12.2) 12.9 (11.5‑14.3) 15.0 (13.2‑16.6) 17.3 (15.1‑19.3) 20.9 (17.8‑23.4) 24.0 (20.2‑27.1) 4-day 5.17 (4.75‑5.69) 6.24 (5.73‑6.87) 7.90 (7.23‑8.71) 9.33 (8.50‑10.3) 11.5 (10.4‑12.6) 13.3 (11.9‑14.7) 15.3 (13.6‑17.0) 17.6 (15.4‑19.6) 21.1 (18.1‑23.6) 24.1 (20.4‑27.3) 7-day 5.91 (5.47‑6.44) 7.13 (6.60‑7.76) 8.96 (8.27‑9.77) 10.5 (9.66‑11.4) 12.7 (11.6‑13.9) 14.6 (13.3‑16.0) 16.7 (15.0‑18.3) 19.0 (16.8‑20.8) 22.3 (19.5‑24.7) 25.1 (21.6‑28.0) 10-day 6.66 (6.19‑7.22) 7.98 (7.40‑8.66) 9.89 (9.14‑10.7) 11.5 (10.6‑12.5) 13.8 (12.7‑15.0) 15.8 (14.4‑17.1) 17.9 (16.1‑19.5) 20.2 (18.0‑22.0) 23.5 (20.7‑25.9) 26.3 (22.8‑29.2) 20-day 8.92 (8.32‑9.59) 10.6 (9.92‑11.4) 12.9 (12.1‑13.9) 14.9 (13.8‑16.0) 17.6 (16.3‑18.9) 19.9 (18.2‑21.4) 22.3 (20.3‑24.1) 24.8 (22.4‑27.0) 28.4 (25.3‑31.1) 31.4 (27.6‑34.6) 30-day 11.0 (10.3‑11.7) 13.0 (12.3‑13.9) 15.7 (14.7‑16.7) 17.8 (16.7‑19.0) 20.7 (19.3‑22.1) 23.1 (21.4‑24.7) 25.5 (23.6‑27.4) 28.0 (25.7‑30.2) 31.5 (28.5‑34.2) 34.3 (30.8‑37.5) 45-day 13.6 (12.9‑14.5) 16.1 (15.2‑17.2) 19.1 (18.0‑20.4) 21.6 (20.2‑22.9) 24.9 (23.3‑26.5) 27.6 (25.7‑29.4) 30.3 (28.1‑32.4) 33.1 (30.5‑35.6) 37.0 (33.6‑39.9) 40.0 (36.1‑43.5) 60-day 16.4 (15.5‑17.4) 19.3 (18.3‑20.5) 22.6 (21.4‑24.0) 25.2 (23.8‑26.8) 28.8 (27.0‑30.5) 31.5 (29.5‑33.5) 34.2 (31.9‑36.5) 37.0 (34.3‑39.5) 40.6 (37.3‑43.7) 43.4 (39.6‑46.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 5/9/24, 2:50 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1511&lon=-77.9024&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.1511°, Longitude: -77.9024° Elevation: 17 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 6.36 (5.93‑6.86) 7.56 (7.04‑8.16) 8.84 (8.22‑9.52) 9.83 (9.11‑10.6) 11.1 (10.2‑11.9) 12.0 (11.1‑13.0) 13.0 (11.9‑14.0) 14.0 (12.7‑15.1) 15.3 (13.7‑16.5) 16.3 (14.5‑17.7) 10-min 5.08 (4.73‑5.48) 6.05 (5.63‑6.52) 7.08 (6.58‑7.63) 7.86 (7.28‑8.47) 8.84 (8.15‑9.50) 9.59 (8.81‑10.3) 10.4 (9.45‑11.1) 11.1 (10.1‑12.0) 12.1 (10.9‑13.1) 12.9 (11.4‑13.9) 15-min 4.23 (3.94‑4.57) 5.07 (4.72‑5.47) 5.97 (5.55‑6.43) 6.63 (6.14‑7.14) 7.47 (6.89‑8.03) 8.10 (7.44‑8.72) 8.72 (7.96‑9.39) 9.34 (8.46‑10.1) 10.1 (9.10‑11.0) 10.8 (9.58‑11.7) 30-min 2.90 (2.70‑3.13) 3.50 (3.26‑3.78) 4.24 (3.94‑4.57) 4.80 (4.45‑5.18) 5.53 (5.10‑5.95) 6.10 (5.60‑6.56) 6.68 (6.10‑7.19) 7.27 (6.59‑7.83) 8.07 (7.24‑8.72) 8.72 (7.76‑9.44) 60-min 1.81 (1.68‑1.95) 2.20 (2.04‑2.37) 2.72 (2.53‑2.93) 3.13 (2.90‑3.37) 3.68 (3.40‑3.96) 4.13 (3.80‑4.45) 4.60 (4.20‑4.95) 5.10 (4.62‑5.49) 5.79 (5.20‑6.26) 6.36 (5.66‑6.89) 2-hr 1.07 (0.985‑1.17) 1.31 (1.20‑1.43) 1.66 (1.53‑1.81) 1.96 (1.79‑2.13) 2.38 (2.17‑2.59) 2.74 (2.48‑2.98) 3.13 (2.82‑3.41) 3.56 (3.19‑3.87) 4.19 (3.71‑4.57) 4.73 (4.16‑5.18) 3-hr 0.760 (0.699‑0.835) 0.926 (0.852‑1.02) 1.18 (1.09‑1.30) 1.40 (1.28‑1.54) 1.73 (1.57‑1.89) 2.02 (1.82‑2.20) 2.33 (2.09‑2.55) 2.68 (2.38‑2.92) 3.21 (2.82‑3.50) 3.67 (3.18‑4.02) 6-hr 0.476 (0.437‑0.525) 0.580 (0.534‑0.641) 0.743 (0.681‑0.819) 0.884 (0.806‑0.972) 1.09 (0.990‑1.20) 1.28 (1.15‑1.40) 1.48 (1.32‑1.62) 1.71 (1.51‑1.87) 2.06 (1.79‑2.26) 2.37 (2.04‑2.60) 12-hr 0.277 (0.252‑0.308) 0.338 (0.307‑0.375) 0.436 (0.396‑0.484) 0.521 (0.471‑0.577) 0.649 (0.581‑0.717) 0.762 (0.679‑0.840) 0.890 (0.786‑0.980) 1.03 (0.904‑1.14) 1.26 (1.08‑1.38) 1.45 (1.23‑1.60) 24-hr 0.164 (0.149‑0.182) 0.199 (0.181‑0.221) 0.257 (0.234‑0.286) 0.309 (0.280‑0.343) 0.388 (0.348‑0.431) 0.459 (0.408‑0.509) 0.539 (0.474‑0.599) 0.632 (0.547‑0.703) 0.775 (0.656‑0.868) 0.902 (0.750‑1.02) 2-day 0.096 (0.088‑0.106) 0.116 (0.106‑0.128) 0.149 (0.136‑0.165) 0.178 (0.162‑0.197) 0.221 (0.199‑0.245) 0.260 (0.232‑0.289) 0.304 (0.268‑0.338) 0.353 (0.307‑0.395) 0.429 (0.365‑0.483) 0.496 (0.415‑0.562) 3-day 0.068 (0.062‑0.074) 0.082 (0.075‑0.090) 0.104 (0.095‑0.115) 0.124 (0.113‑0.137) 0.153 (0.138‑0.169) 0.179 (0.160‑0.198) 0.207 (0.183‑0.230) 0.240 (0.209‑0.267) 0.289 (0.247‑0.325) 0.333 (0.280‑0.376) 4-day 0.053 (0.049‑0.059) 0.064 (0.059‑0.071) 0.082 (0.075‑0.090) 0.097 (0.088‑0.107) 0.119 (0.107‑0.131) 0.138 (0.124‑0.152) 0.159 (0.141‑0.176) 0.183 (0.160‑0.203) 0.219 (0.188‑0.246) 0.251 (0.212‑0.284) 7-day 0.035 (0.032‑0.038) 0.042 (0.039‑0.046) 0.053 (0.049‑0.058) 0.062 (0.057‑0.068) 0.075 (0.069‑0.082) 0.087 (0.079‑0.095) 0.099 (0.089‑0.108) 0.112 (0.100‑0.123) 0.132 (0.115‑0.146) 0.149 (0.128‑0.166) 10-day 0.027 (0.025‑0.030) 0.033 (0.030‑0.036) 0.041 (0.038‑0.044) 0.047 (0.044‑0.051) 0.057 (0.052‑0.062) 0.065 (0.059‑0.071) 0.074 (0.067‑0.081) 0.084 (0.075‑0.091) 0.097 (0.086‑0.107) 0.109 (0.095‑0.121) 20-day 0.018 (0.017‑0.019) 0.022 (0.020‑0.023) 0.026 (0.025‑0.029) 0.030 (0.028‑0.033) 0.036 (0.033‑0.039) 0.041 (0.038‑0.044) 0.046 (0.042‑0.050) 0.051 (0.046‑0.056) 0.059 (0.052‑0.064) 0.065 (0.057‑0.072) 30-day 0.015 (0.014‑0.016) 0.018 (0.017‑0.019) 0.021 (0.020‑0.023) 0.024 (0.023‑0.026) 0.028 (0.026‑0.030) 0.032 (0.029‑0.034) 0.035 (0.032‑0.038) 0.038 (0.035‑0.041) 0.043 (0.039‑0.047) 0.047 (0.042‑0.052) 45-day 0.012 (0.011‑0.013) 0.014 (0.014‑0.015) 0.017 (0.016‑0.018) 0.019 (0.018‑0.021) 0.023 (0.021‑0.024) 0.025 (0.023‑0.027) 0.028 (0.025‑0.030) 0.030 (0.028‑0.032) 0.034 (0.031‑0.036) 0.037 (0.033‑0.040) 60-day 0.011 (0.010‑0.012) 0.013 (0.012‑0.014) 0.015 (0.014‑0.016) 0.017 (0.016‑0.018) 0.019 (0.018‑0.021) 0.021 (0.020‑0.023) 0.023 (0.022‑0.025) 0.025 (0.023‑0.027) 0.028 (0.025‑0.030) 0.030 (0.027‑0.032) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 5/9/24, 2:49 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.1511&lon=-77.9024&data=intensity&units=english&series=pds 1/4 Sheetz U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine May 15, 2024 0 0.1 0.20.05 mi 0 0.15 0.30.075 km 1:5,967 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. SITE National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 5/13/2024 at 10:45 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 77°54'31"W 34°9'19"N 77°53'54"W 34°8'49"N Basemap Imagery Source: USGS National Map 2023 SITE 17 Custom Soil Resource Report Map—Hydrologic Soil Group 37 8 2 6 0 0 37 8 2 6 4 0 37 8 2 6 8 0 37 8 2 7 2 0 37 8 2 7 6 0 37 8 2 8 0 0 37 8 2 8 4 0 37 8 2 8 8 0 37 8 2 9 2 0 37 8 2 6 0 0 37 8 2 6 4 0 37 8 2 6 8 0 37 8 2 7 2 0 37 8 2 7 6 0 37 8 2 8 0 0 37 8 2 8 4 0 37 8 2 8 8 0 232200 232240 232280 232320 232360 232400 232200 232240 232280 232320 232360 232400 34° 9' 10'' N 77 ° 5 4 ' 1 7 ' ' W 34° 9' 10'' N 77 ° 5 4 ' 7 ' ' W 34° 8' 59'' N 77 ° 5 4 ' 1 7 ' ' W 34° 8' 59'' N 77 ° 5 4 ' 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,590 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: New Hanover County, North Carolina Survey Area Data: Version 25, Sep 13, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 8, 2022—Dec 1, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 18 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Le Leon sand A/D 3.0 51.0% Ly Lynn Haven fine sand A/D 1.9 33.0% St Stallings fine sand A/D 0.9 15.9% Totals for Area of Interest 5.9 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 19 PROJECT SITE (1974 AERIAL) T TP TP MKF TTP SPIGOT Sign "No Soliciting" Pet Waste Can Sign "Speed Limit 25" 7 ' W i r e F e n c e 5' W i r e F e n c e 5' Wir e F e n c e 4' Wire FenceBusiness Sign Sign "Speed Limit 45" 4 ' W i r e F e n c e 6' W i r e F e n c e 4' W i r e F e n c e VU MB MB MB Grass Median Grass Median C TVP 61873 61627 61624 60360 Gravel Dirt Di r t R o a d LLR Investments of Wilmington Inc. PARID: R07100-003-022-000 MAPID: 313405.18.5180.000 DB 5819 PG 398 Susan Ann Wilson, Trustee of the Susan Ann Wilson Revocable Trust PARID: R07117-005-004-000 MAPID: 313405.27.0958.000 DB 6097 PG 548 Frances D. Reith PARID: R07117-005-001-000 MAPID: 313405.27.1901.000 DB 2985 PG 500 Richard D. Welch & Chester F. Welch Jr PARID: R07117-005-003-000 MAPID: 313405.28.0035.000 DB 6453 PG 2820 John Huntley Munn PARID: R07113-003-001-000 MAPID: 313405.28.0112.000 DB 6440 PG 1151 Keith E. Noxon & wife, Kelly Ann Kennedy PARID: R07113-003-002-000 MAPID: 313405.18.9189.000 DB 2513 PG 248 Marsha Hill & husband, Keith Hill PARID: R07113-003-003-000 MAPID: 313405.18.9267.000 DB 6150 PG 2400 Keith Alan McCormick & wife, Debra A. McCormick PARID: R07113-005-010-000 MAPID: 313405.18.8376.000 DB 2878 PG 227 Robert Hart & wife, Susan Hart PARID: R07113-005-011-000 MAPID: 313405.18.7388.000 DB 5991 PG 7561 Story Block GarageMetal Carpo r t Wood F r a m e Buildin g AC 1 Story Brick House AC EM T TP TTP 6' Metal Fence OH U O H U O H U OHU OHU VU WVW V 8'' W 8'' W 8'' W 8'' W 8'' W N38°57'42"W 10.34' (Tie) S50°24'58"W 49.18' (Tie) EM MKG WM Road Name Sign X X X X X X X X X X X X X X X X X X X X G G OH P OH P OH P OH P OH P OHPOHPOHP X X X X X X X X X X X X X OH U OH U GGGGGGGGGGGGGGGG X OH P OH P OH P X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Gr a v e l Grav e l Gr a v e l Gate CONCRETE S 5 0 ° 3 0 ' 4 7 " W 3 2 2 . 6 6 ' S87 ° 2 1 ' 0 9 " E 2 3 9 . 4 7 ' FES - Inv. = 18.67'FES - Inv. = 18.70' FES - Inv. = 18.99' FES - Inv. = 18.63' 62483 - Inv. = 16.44'Inv. = 9.31' 62612 - Inv. = 10.35' 60263 - Inv. = 12.33' FES - Inv. = 18.96' FES - Inv. = 1873' Exist i n g 5 0 ' D r a i n a g e Eas e m e n t a n d O p e n S p a c e PB 3 4 P G 1 5 6 PB 4 2 P G 3 4 6 4' Wire Fence S h a d e T r e e L a n e V a r i a b l e W i d t h P u b l i c R / W P B 3 4 P G 1 5 6 S R 2 3 6 1 Brick Sign "The Lakes" w/ Post Lights S 5 0 ° 3 0 ' 4 7 " W 5 2 7 . 1 4 ' ( T i e ) S83°46'57"E 1 6 4 . 6 9 ' ( T i e ) S23° 1 1 ' 2 5 " E 5 1 6 . 0 3 ' ( T i e ) N39°45'40"W N 2 5 ° 3 9 ' 1 0 " E 1 6 6 . 2 6 ' ( T i e ) 18 18 19 19 18 18 1 9 2 0 2 5 26 2 1 2 0 2 1 21 20 19 18 20 18 17 1 6 15 1 4 15 17 17 18 19 20 20 1 9 1 8 1 7 19 18 2 0 1918 19 20 21 20 19 21 20 21 20 1 7 17 18 19 18 17 16 15 14 13 15 16 17 18 19 20 18 19 20 21 22 21 20 19 20 16 1 8 19 18 20 2 0 19 18" RCP 18" RCP Possible Junction Possible Junction 62544 - Inv. = 18.10' 62544 - Inv. = 17.66' 60394-Storm Inlet Rim Elev. = 19.83' Inv. (NW) = 11.19' Inv. (SE) = 11.02' Inv. (SW) = 10.96' 61055-Drainage Manhole Rim Elev. = 19.54' Inv. (SE) = 15.81' Inv. (NE) = 10.35' Inv. (NW) = 10.39' 60359-Drainage Manhole Rim Elev. = 20.25' Inv. (B.O.B) = 11.38' 1 3 18 " R C P 18 " R C P 18" RCP 18 " R C P 18" RCP 15" RCP 1 8 " R C P 18" RCP 18" RCP 18" RCP18" RCP18" RCP 7 2 " R C P 7 2 " R C P 48" RCP 48 " R C P 48 " R C P 48" RCP 4 8 " R C P 36" RCP 18" RCP 18" RCP Asphalt 19 19 20 21 21 20 23 19 17 18 17 1 8 1819 17171717 16 18 1 6 16 16 2 0 19 19 20 20 20 20 20 2 0 2 1 2 0 19 19 21 19 15 12 1919 19 W W W WWWWWWWWWWWW 8'' W 8'' W 8'' W WN39°34'02"W 521.97' CAROLINA BEACH ROAD VARIABLE WIDTH PUBLIC R/W DB 20 PG 91, PB 16 PG 1, PB 25 PG 190 & PB 42 PG 346 US-421 Rim = 19.41' Inv. In (62483) = 15.68' Inv. In (61627) = 15.63' Inv. Out = 15.53' 62210 Rim = 18.56' Inv. In = 14.79' Inv. Out = 14.66' Rim = 18.28' Inv. In = 13.71' Inv. Out = 13.57' 61881 Rim = 19.25' Inv. In = 13.40' Inv. Out = 13.34' N1 2 ° 4 3 ' 3 0 " W 1 3 2 . 4 3 ' N1°57'16"W 1 5 6 . 7 2 ' S83°37'31"E 1 8 5 . 1 0 ' S23° 0 8 ' 0 4 " E 4 9 0 . 8 6 ' ANALYSIS POINT B EXISTING STORM DRAIN HYDROLOGIC SOIL GROUP: D ANALYSIS POINT A EXISTING STORM DRAIN DA 1.1 TO ANALYSIS POINT A DA 1.2 TO ANALYSIS POINT B TC PATH SEGMENT: SHEET FLOW 50 LF @ 1% TC PATH SEGMENT: SHALLOW CONCENTRATED FLOW 55 LF @ 5.1% TC PATH SEGMENT: CHANNEL FLOW 624 LF @ 0.6% TC PATH SEGMENT: CHANNEL FLOW 42 LF @ 2.6% TC PATH SEGMENT: CHANNEL FLOW 503 LF @ 0.1% JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN S: \ 3 3 2 \ 6 4 2 5 0 - S h e e t z \ 0 0 2 - 3 3 2 - S h a d e T r e e L n \ D W G \ S h e e t \ E x h i b i t \ 6 4 2 5 0 . 0 0 2 - E X - D R A N - P R E . d w g | P l o t t e d o n 10 / 2 8 / 2 0 2 4 1 2 : 2 5 P M | b y Je f f Y o k l e y ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS 10/28/2024 EX PR E - D E V E L O P M E N T D R A I N A G E A R E A M A P 332 P. BARBEAU P. BARBEAU 10/28/2024 SH E E T Z - S H A D E T R E E L A N E WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 64250.002 N A D 8 3 0 SCALE 1"=30' 60'30' ONSITE IMPERVIOUS AREA (PRE-1988) DRAINAGE AREA BOUNDARY LEGEND TIME OF CONCENTRATION (TC) PATH ONSITE IMPERVIOUS AREA (POST-1988) T TP TP MKF TTP SPIGOT Sign "No Soliciting" Pet Waste Can Sign "Speed Limit 25" 7 ' W i r e F e n c e 5' W i r e F e n c e 5' Wir e F e n c e Sign "Speed Limit 45" 6' W i r e F e n c e 4' W i r e F e n c e VU MB MB Grass Median Grass Median 61873 61627 61624 60360 Gravel Dirt LLR Investments of Wilmington Inc. PARID: R07100-003-022-000 MAPID: 313405.18.5180.000 DB 5819 PG 398 Susan Ann Wilson, Trustee of the Susan Ann Wilson Revocable Trust PARID: R07117-005-004-000 MAPID: 313405.27.0958.000 DB 6097 PG 548 Frances D. Reith PARID: R07117-005-001-000 MAPID: 313405.27.1901.000 DB 2985 PG 500 Richard D. Welch & Chester F. Welch Jr PARID: R07117-005-003-000 MAPID: 313405.28.0035.000 DB 6453 PG 2820 John Huntley Munn PARID: R07113-003-001-000 MAPID: 313405.28.0112.000 DB 6440 PG 1151 Keith E. Noxon & wife, Kelly Ann Kennedy PARID: R07113-003-002-000 MAPID: 313405.18.9189.000 DB 2513 PG 248 Marsha Hill & husband, Keith Hill PARID: R07113-003-003-000 MAPID: 313405.18.9267.000 DB 6150 PG 2400 Keith Alan McCormick & wife, Debra A. McCormick PARID: R07113-005-010-000 MAPID: 313405.18.8376.000 DB 2878 PG 227 Robert Hart & wife, Susan Hart PARID: R07113-005-011-000 MAPID: 313405.18.7388.000 DB 5991 PG 7561 Story Block GarageMetal Carpo r t T TP TTP 6' Metal Fence TC OH U O H U O H U OHU OHU VU WVW V 8'' W 8'' W 8'' W 8'' W 8'' W D N38°57'42"W 10.34' (Tie) S50°24'58"W 49.18' (Tie) EM MKG WM Road Name Sign D D D X X X X X X X X X X X X X X X X X X X X UGP UG P UG P UG P G G OH P OH P OH P OH P OH P OHPOHPOHP X X X X X X X X X X X X XUG P UG P UG P UG P UG P UG P UG P UG P OH U OH U GGGGGGGGGGGGGGGG X OH P OH P OH P UGP UGP UGP UG P UG P UG P X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X S 5 0 ° 3 0 ' 4 7 " W 3 2 2 . 6 6 ' S87 ° 2 1 ' 0 9 " E 2 3 9 . 4 7 ' FES - Inv. = 18.67'FES - Inv. = 18.70' FES - Inv. = 18.99' FES - Inv. = 18.63' 62483 - Inv. = 16.44'Inv. = 9.31' 62612 - Inv. = 10.35' 60263 - Inv. = 12.33' FES - Inv. = 18.96' FES - Inv. = 1873' Exist i n g 5 0 ' D r a i n a g e Eas e m e n t a n d O p e n S p a c e PB 3 4 P G 1 5 6 PB 4 2 P G 3 4 6 S h a d e T r e e L a n e V a r i a b l e W i d t h P u b l i c R / W P B 3 4 P G 1 5 6 S R 2 3 6 1 Brick Sign "The Lakes" w/ Post Lights S 5 0 ° 3 0 ' 4 7 " W 5 2 7 . 1 4 ' ( T i e ) S83°46'57"E 1 6 4 . 6 9 ' ( T i e ) S23° 1 1 ' 2 5 " E 5 1 6 . 0 3 ' ( T i e ) N39°45'40"W N 2 5 ° 3 9 ' 1 0 " E 1 6 6 . 2 6 ' ( T i e ) 18 18 19 19 18 18 1 9 2 0 2 5 26 2 1 2 0 2 1 21 20 19 18 20 18 17 1 6 15 1 4 15 17 17 18 19 20 20 1 9 1 8 1 7 19 18 2 0 1918 19 20 21 20 19 21 20 21 20 1 7 17 18 19 18 17 16 15 14 13 15 16 17 18 19 20 18 19 20 21 22 21 20 19 20 16 1 8 19 18 20 2 0 19 18" RCP 18" RCP Possible Junction Possible Junction 60394-Storm Inlet Rim Elev. = 19.83' Inv. (NW) = 11.19' Inv. (SE) = 11.02' Inv. (SW) = 10.96' 61055-Drainage Manhole Rim Elev. = 19.54' Inv. (SE) = 15.81' Inv. (NE) = 10.35' Inv. (NW) = 10.39' 60359-Drainage Manhole Rim Elev. = 20.25' Inv. (B.O.B) = 11.38' 1 3 18 " R C P 18 " R C P 18" RCP 18 " R C P 18" RCP 15" RCP 1 8 " R C P 18" RCP 18" RCP 18" RCP18" RCP 7 2 " R C P 7 2 " R C P 48" RCP 48 " R C P 48 " R C P 48" RCP 4 8 " R C P 36" RCP 18" RCP 18" RCP 19 19 20 21 21 20 23 19 17 18 17 1 8 1819 17171717 16 18 1 6 16 16 2 0 19 19 20 20 20 20 20 2 0 2 1 2 0 19 19 21 19 15 12 1919 19 W W W WWWWWWWWWWWW 8'' W 8'' W 8'' W WN39°34'02"W 521.97' CAROLINA BEACH ROAD VARIABLE WIDTH PUBLIC R/W DB 20 PG 91, PB 16 PG 1, PB 25 PG 190 & PB 42 PG 346 US-421 Rim = 19.41' Inv. In (62483) = 15.68' Inv. In (61627) = 15.63' Inv. Out = 15.53' Rim = 18.28' Inv. In = 13.71' Inv. Out = 13.57' 61881 Rim = 19.25' Inv. In = 13.40' Inv. Out = 13.34' N1 2 ° 4 3 ' 3 0 " W 1 3 2 . 4 3 ' N1°57'16"W 1 5 6 . 7 2 ' S83°37'31"E 1 8 5 . 1 0 ' S23° 0 8 ' 0 4 " E 4 9 0 . 8 6 ' STANDARD UST FIELD VA N DRIVE THRU FINISH GRADE 6" BELOW F.F. ST O P 10"WIDE X 6" HIGH CONCRETE CURB OFFSET FROM BUILDING 6'-0"H X 6"DIA. BOLLARD 1'-4" OFFSET FROM BUILDING NEW SHEETZ STORE 6139 SQ. FT. FFE: 22.50' FM FM FM FM FM FM RD RD RD DS RD RD RD RD DS DS DS RD RD RD DS DS DS DS DS DS 19 W W W W W W W W W W G G G G G G ANALYSIS POINT A EXISTING STORM DRAIN DA 2.1 TO SCM DA 2.3 TO ANALYSIS POINT B DA 2.2 BYPASS TO ANALYSIS POINT A HYDROLOGIC SOIL GROUP: D ANALYSIS POINT B EXISTING STORM DRAIN TC PATH SEGMENT: SHEET FLOW 50 LF @ 1% TC PATH SEGMENT: SHALLOW CONCENTRATED FLOW 55 LF @ 5.1% TC PATH SEGMENT: CHANNEL FLOW 624 LF @ 0.6% TC PATH SEGMENT: CHANNEL FLOW 42 LF @ 2.6% TC PATH SEGMENT: CHANNEL FLOW 503 LF @ 0.1% DA 2.2 BYPASS TO ANALYSIS POINT A DA 2.3 TO ANALYSIS POINT B PROPOSED PROPERTY LINE 192021 20 1919 22 20 18 17 16 15 13 11 10 15 16 17 18 20 21 21 20 17 18 20 2 1 2 1 20 21 2 1 2 0 20 21 21 19 17 20 20 19 18 19 20 20 1 8 2 1 20 20 18 20 FE300 EW200 CB107 FE109 CB105 CB106 JB301 CB102 CB101 CB103 CB104 YI302 PE121 PE120 TRENCH DRAIN 1 END TRENCH DRAIN 2 END JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN S: \ 3 3 2 \ 6 4 2 5 0 - S h e e t z \ 0 0 2 - 3 3 2 - S h a d e T r e e L n \ D W G \ S h e e t \ E x h i b i t \ 6 4 2 5 0 . 0 0 2 - E X - D R A N - P O S T . d w g | P l o t t e d o n 10 / 2 8 / 2 0 2 4 1 2 : 4 2 P M | b y Je f f Y o k l e y ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS 10/28/2024 EX PO S T - D E V E L O P M E N T D R A I N A G E A R E A M A P 332 P. BARBEAU P. BARBEAU 10/28/2024 SH E E T Z - S H A D E T R E E L A N E WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 64250.002 N A D 8 3 0 SCALE 1"=30' 60'30' ONSITE IMPERVIOUS AREA TO SCM DRAINAGE AREA BOUNDARY LEGEND TIME OF CONCENTRATION (TC) PATH BUILT-UPON AREA TO BE REPLACED WITHIN BYPASS AREA (1,077 SF) BUILT-UPON AREA PRE-1988 WITHIN PROPOSED BYPASS AREA (7,128 SF) BUILT-UPON AREA PRE-1988 WITHIN PROPOSED BYPASS AREA TO REMAIN (4,453 SF) T TP TP MKF TTP SPIGOT Sign "No Soliciting" Pet Waste Can Sign "Speed Limit 25" 7 ' W i r e F e n c e 5' W i r e F e n c e 5' Wir e F e n c e Sign "Do Not Enter" Sign "Speed Limit 45" 6' W i r e F e n c e 4' W i r e F e n c e VU MB MB Grass Median Grass Median Conc. Median 61873 61627 61624 60360 Gravel Dirt LLR Investments of Wilmington Inc. PARID: R07100-003-022-000 MAPID: 313405.18.5180.000 DB 5819 PG 398 Susan Ann Wilson, Trustee of the Susan Ann Wilson Revocable Trust PARID: R07117-005-004-000 MAPID: 313405.27.0958.000 DB 6097 PG 548 Frances D. Reith PARID: R07117-005-001-000 MAPID: 313405.27.1901.000 DB 2985 PG 500 Richard D. Welch & Chester F. Welch Jr PARID: R07117-005-003-000 MAPID: 313405.28.0035.000 DB 6453 PG 2820 John Huntley Munn PARID: R07113-003-001-000 MAPID: 313405.28.0112.000 DB 6440 PG 1151 Keith E. Noxon & wife, Kelly Ann Kennedy PARID: R07113-003-002-000 MAPID: 313405.18.9189.000 DB 2513 PG 248 Marsha Hill & husband, Keith Hill PARID: R07113-003-003-000 MAPID: 313405.18.9267.000 DB 6150 PG 2400 Keith Alan McCormick & wife, Debra A. McCormick PARID: R07113-005-010-000 MAPID: 313405.18.8376.000 DB 2878 PG 227 Robert Hart & wife, Susan Hart PARID: R07113-005-011-000 MAPID: 313405.18.7388.000 DB 5991 PG 7561 Story Block GarageMetal Carpo r t T TP TTP OH U O H U OHU OHU VU 8'' W 8'' W 8'' W 8'' W 8'' W EM MKG WM Road Name Sign X X X X X X X X X X X X X X X X X X X X UGP UG P UG P UG P G G OH P OH P OH P OH P OH P OHPOHPOHP X X X X X X X X X X X X XUG P UG P UG P UG P UG P UG P UG P UG P OH U OH U GGGGGGGGGGGGGGGGG OH P OH P OH P OH P X UGP UGP UGP UG P UG P UG P X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X FES - Inv. = 18.67'FES - Inv. = 18.70' FES - Inv. = 18.99' FES - Inv. = 18.63' 62483 - Inv. = 16.44'Inv. = 9.31' 62612 - Inv. = 10.35' 60263 - Inv. = 12.33' Storm Inlet Rim Elev. = 21.50' Inv. Out = 18.58' FES - Inv. = 18.96' FES - Inv. = 1873' Exist i n g 5 0 ' D r a i n a g e Eas e m e n t a n d O p e n S p a c e PB 3 4 P G 1 5 6 PB 4 2 P G 3 4 6 S h a d e T r e e L a n e V a r i a b l e W i d t h P u b l i c R / W P B 3 4 P G 1 5 6 S R 2 3 6 1 Brick Sign "The Lakes" w/ Post Lights 18 18 19 19 18 18 1 9 2 0 2 5 26 2 1 2 0 2 1 21 20 19 18 20 18 17 1 6 15 14 15 17 17 18 19 20 20 1 9 1 8 1 7 19 18 2 0 1918 19 20 21 20 19 21 20 21 20 1 7 17 18 19 18 17 16 15 14 13 15 16 17 18 19 20 18 19 20 21 22 21 20 19 20 16 1 8 19 18 20 2 0 19 18" RCP 18" RCP Possible Junction Possible Junction 60394-Storm Inlet Rim Elev. = 19.83' Inv. (NW) = 11.19' Inv. (SE) = 11.02' Inv. (SW) = 10.96' 61055-Drainage Manhole Rim Elev. = 19.54' Inv. (SE) = 15.81' Inv. (NE) = 10.35' Inv. (NW) = 10.39' 60359-Drainage Manhole Rim Elev. = 20.25' Inv. (B.O.B) = 11.38' 1 3 18 " R C P 18 " R C P 18" RCP 1 8 " R C P 18" RCP 15" RCP 1 8 " R C P 1 8 " R C P 18" RCP 18" RCP 18" RCP18" RCP 7 2 " R C P 7 2 " R C P 48" RCP 4 8 " R C P 48 " R C P 48" RCP 4 8 " R C P 36" RCP 18" RCP 18" RCP 19 19 20 21 21 20 23 19 17 18 17 1 8 1819 17171717 16 18 1 6 16 16 20 19 19 20 20 20 20 20 2 0 2 1 2 0 19 19 21 20 21 19 15 12 1919 19 W W W WWWWWWWWWWWWW 8' ' W 8' ' W 8' ' W W CAROLINA BEACH ROAD VARIABLE WIDTH PUBLIC R/W DB 20 PG 91, PB 16 PG 1, PB 25 PG 190 & PB 42 PG 346 US-421 Rim = 19.41' Inv. In (62483) = 15.68' Inv. In (61627) = 15.63' Inv. Out = 15.53' Rim = 18.28' Inv. In = 13.71' Inv. Out = 13.57' 61881 Rim = 19.25' Inv. In = 13.40' Inv. Out = 13.34' Rim = 21.03' Inv. In (61624)= 16.53' Inv. In (61532) = 16.23' Inv. Out = 16.16' Rim = 21.34' Inv. Out = 17.64' STANDARD UST FIELD VA N DRIVE THRU FINISH GRADE 6" BELOW F.F. ST O P 10"WIDE X 6" HIGH CONCRETE CURB OFFSET FROM BUILDING 6'-0"H X 6"DIA. BOLLARD 1'-4" OFFSET FROM BUILDING NEW SHEETZ STORE 6139 SQ. FT. FFE: 22.50' FM FM FM FM FM FM RD RD RD DS RD RD RD RD DS DS DS RD RD RD DS DS DS DS DS DS 19 W W W W W W W W W W G G G G G G 19 20 21 20 1919 22 20 18 17 16 15 13 11 10 15 16 17 18 20 21 21 20 17 18 CB107 FE109 CB103 CB101 CB102 CB105 CB106 JB301 YI302 CB104 CB101 DA = 0.01 AC IMP = 0.00 AC CB104 DA = 0.36 AC IMP = 0.35 AC YI302 DA = 2.37 AC IMP = 0.10 AC FE109 DA = 0.13 AC IMP = 0.00 AC CB107 DA = 0.15 AC IMP = 0.15 AC CB105 DA = 0.17 AC IMP = 0.15 AC CB106 DA = 0.35 AC IMP = 0.34 AC CB102 DA = 0.44 AC IMP = 0.38 AC TRENCH DRAIN 1 END TRENCH DRAIN 2 END TRENCH DRAIN #1 DA = 0.03 AC IMP = 0.03 AC TRENCH DRAIN #2 DA = 0.02 AC IMP = 0.02 AC CB103 DA = 0.09 AC IMP = 0.09 AC 21 2 1 20 2 1 21 22 21 20 21 22 21 19 20 JB108 20 1 8 21 20 20 19 18 PDD1B DA = 0.13 AC PDD1A DA = 2.24 AC YI302 DA = 2.37 AC IMP = 0.10 AC PDD2 DA = 0.41 AC PDD3 DA = 0.41 AC JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN S: \ 3 3 2 \ 6 4 2 5 0 - S h e e t z \ 0 0 2 - 3 3 2 - S h a d e T r e e L n \ D W G \ S h e e t \ E x h i b i t \ 6 4 2 5 0 . 0 0 2 - E X - D R A N - I N L E T . d w g | P l o t t e d o n 10 / 2 8 / 2 0 2 4 1 : 1 0 P M | b y Je f f Y o k l e y ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS 10/28/2024 EX IN L E T D R A I N A G E A R E A M A P 332 P. BARBEAU P. BARBEAU 10/28/2024 SH E E T Z - S H A D E T R E E L A N E WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 64250.002 N A D 8 3 0 SCALE 1"=30' 60'30' INLET DRAINAGE AREA BOUNDARY LEGEND Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 4 | www.timmons.com Peak Flow Analysis Worksheet – SCS Curve Numbers Hydraflow Report Project: Sheetz - Shade Tree Project No.: 64250.002 Calculated By: April Blye Date: 10/28/2024 SCS Weighted Curve Numbers - Pre-Development *CNi Ai (Ac)CNi x Ai 98 0.31 31 91 0.27 25 77 0.53 41 80 3.24 259 4.36 356 ∑ (Ci x Ai) ∑ Ai *CNi Ai (Ac)CNi x Ai 98 0.001 0 77 0.008 1 80 0.036 3 0.04 4 ∑ (Ci x Ai) ∑ Ai Cc = = 80 TIMMONS GROUP Category Impervious Lawns/Managed Open Space (D Soils) Gravel (D Soils) Woods (D Soils) DA 1.1 (To Analysis Point A) DA 1.2 (To Analysis Point B) Cc = = 82 Category Impervious Woods (D Soils) Lawns/Managed Open Space (D Soils) Project: Sheetz - Shade Tree Project No.: 64250.002 Calculated By: April Blye Date: 10/28/2024 SCS Weighted Curve Numbers - Post-Development *CNi Ai (Ac)CNi x Ai 98 1.84 180.0 80 0.16 12.8 2.00 193 ∑ (Ci x Ai) ∑ Ai *CNi Ai (Ac)CNi x Ai 98 0.08 8 Gravel (D Soils) 91 0.05 4 80 1.84 147 77 0.36 28 2.32 187 ∑ (Ci x Ai) ∑ Ai *CNi Ai (Ac)CNi x Ai 98 0.00 0 80 0.07 5.7 77 0.01 0.8 0.08 7 ∑ (Ci x Ai) ∑ Ai Cc = = 80 Lawns/Managed Open Space (D Soils) Cc = = 80 Lawns/Managed Open Space (D Soils) DA 2.3 (Bypass to Analysis Point B) Category Impervious Woods (D Soils) Woods Impervious TIMMONS GROUP DA 2.1 (TO BMP) Category Lawns/Managed Open Space (D Soils) Cc = = 97 DA 2.2 (Bypass to Analysis Point A) Category Impervious (Includes 0.09 ac future impervious) Hydraflow Table of Contents 2024-10-24-Sheetz.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A)............................................................ 4 TR-55 Tc Worksheet............................................................................................................ 5 Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)........................................................... 6 Hydrograph No. 4, Combine, Pre-Development Total.............................................................. 7 Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................... 8 Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................... 9 TR-55 Tc Worksheet.......................................................................................................... 10 Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 11 Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 12 Pond Report - UG DETENTION........................................................................................ 13 Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 14 Hydrograph No. 12, Combine, Post-Development Total........................................................ 15 2 - Year Summary Report....................................................................................................................... 16 Hydrograph Reports................................................................................................................. 17 Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 17 Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 18 Hydrograph No. 4, Combine, Pre-Development Total............................................................ 19 Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 20 Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 21 Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 22 Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 23 Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 24 Hydrograph No. 12, Combine, Post-Development Total........................................................ 25 10 - Year Summary Report....................................................................................................................... 26 Hydrograph Reports................................................................................................................. 27 Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 27 Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 28 Hydrograph No. 4, Combine, Pre-Development Total............................................................ 29 Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 30 Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 31 Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 32 Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 33 Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 34 Hydrograph No. 12, Combine, Post-Development Total........................................................ 35 25 - Year Summary Report....................................................................................................................... 36 Contents continued...2024-10-24-Sheetz.gpw Hydrograph Reports................................................................................................................. 37 Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 37 Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 38 Hydrograph No. 4, Combine, Pre-Development Total............................................................ 39 Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 40 Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 41 Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 42 Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 43 Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 44 Hydrograph No. 12, Combine, Post-Development Total........................................................ 45 100 - Year Summary Report....................................................................................................................... 46 Hydrograph Reports................................................................................................................. 47 Hydrograph No. 1, SCS Runoff, DA1.1 (Analysis Pt A).......................................................... 47 Hydrograph No. 2, SCS Runoff, DA1.2 (Analysis Pt B)......................................................... 48 Hydrograph No. 4, Combine, Pre-Development Total............................................................ 49 Hydrograph No. 6, SCS Runoff, DA2.1 (To SCM).................................................................. 50 Hydrograph No. 7, SCS Runoff, DA2.2 (Bypass Analysis Pt A)............................................. 51 Hydrograph No. 8, SCS Runoff, DA2.3 (Bypass Analysis Pt B)............................................. 52 Hydrograph No. 9, Reservoir, UG DETENTION..................................................................... 53 Hydrograph No. 10, Combine, Post Analysis Point A............................................................. 54 Hydrograph No. 12, Combine, Post-Development Total........................................................ 55 IDF Report.................................................................................................................. 56 1 2 4 6 7 8 9 10 12 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: 2024-10-24-Sheetz.gpw Monday, 10 / 28 / 2024 Hyd.Origin Description Legend 1 SCS Runoff DA1.1 (Analysis Pt A) 2 SCS Runoff DA1.2 (Analysis Pt B) 4 Combine Pre-Development Total 6 SCS Runoff DA2.1 (To SCM) 7 SCS Runoff DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff DA2.3 (Bypass Analysis Pt B) 9 Reservoir UG DETENTION 10 Combine Post Analysis Point A 12 Combine Post-Development Total Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 7.710 10.31 ------- ------- 18.76 24.89 ------- 36.59 DA1.1 (Analysis Pt A) 2 SCS Runoff ------ 0.091 0.123 ------- ------- 0.228 0.305 ------- 0.451 DA1.2 (Analysis Pt B) 4 Combine 1, 2, 7.751 10.37 ------- ------- 18.86 25.03 ------- 36.80 Pre-Development Total 6 SCS Runoff ------ 7.329 8.943 ------- ------- 13.99 17.63 ------- 24.61 DA2.1 (To SCM) 7 SCS Runoff ------ 3.793 5.150 ------- ------- 9.604 12.87 ------- 19.12 DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff ------ 0.181 0.246 ------- ------- 0.456 0.609 ------- 0.902 DA2.3 (Bypass Analysis Pt B) 9 Reservoir 6 1.815 3.320 ------- ------- 8.750 12.18 ------- 20.33 UG DETENTION 10 Combine 7, 9 5.258 8.440 ------- ------- 18.02 24.33 ------- 37.26 Post Analysis Point A 12 Combine 7, 8, 9, 5.336 8.550 ------- ------- 18.27 24.66 ------- 37.89 Post-Development Total Proj. file: 2024-10-24-Sheetz.gpw Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Summary Report 3 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 7.710 2 734 34,056 ------ ------ ------ DA1.1 (Analysis Pt A) 2 SCS Runoff 0.091 2 724 271 ------ ------ ------ DA1.2 (Analysis Pt B) 4 Combine 7.751 2 734 34,327 1, 2, ------ ------ Pre-Development Total 6 SCS Runoff 7.329 2 724 24,446 ------ ------ ------ DA2.1 (To SCM) 7 SCS Runoff 3.793 2 734 16,777 ------ ------ ------ DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff 0.181 2 724 542 ------ ------ ------ DA2.3 (Bypass Analysis Pt B) 9 Reservoir 1.815 2 744 24,442 6 15.93 12,392 UG DETENTION 10 Combine 5.258 2 736 41,220 7, 9 ------ ------ Post Analysis Point A 12 Combine 5.336 2 736 41,762 7, 8, 9, ------ ------ Post-Development Total 2024-10-24-Sheetz.gpw Return Period: 1 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA1.1 (Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 7.710 cfs Storm frequency = 1 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 34,056 cuft Drainage area = 4.360 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 3.94 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) DA1.1 (Analysis Pt A) Hyd. No. 1 -- 1 Year Hyd No. 1 TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 1 DA1.1 (Analysis Pt A) Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.78 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 6.08 + 0.00 + 0.00 = 6.08 Shallow Concentrated Flow Flow length (ft) = 55.00 0.00 0.00 Watercourse slope (%) = 5.10 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.64 0.00 0.00 Travel Time (min) = 0.25 + 0.00 + 0.00 = 0.25 Channel Flow X sectional flow area (sqft) = 21.00 7.00 12.56 Wetted perimeter (ft) = 15.23 9.40 12.56 Channel slope (%) = 0.60 2.60 0.10 Manning's n-value = 0.150 0.013 0.013 Velocity (ft/s) =0.95 15.17 3.62 Flow length (ft) ({0})624.0 42.0 503.0 Travel Time (min) = 10.90 + 0.05 + 2.31 = 13.26 Total Travel Time, Tc .............................................................................. 19.60 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA1.2 (Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.091 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 271 cuft Drainage area = 0.040 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) DA1.2 (Analysis Pt B) Hyd. No. 2 -- 1 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 Pre-Development Total Hydrograph type = Combine Peak discharge = 7.751 cfs Storm frequency = 1 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 34,327 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac 7 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Pre-Development Total Hyd. No. 4 -- 1 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 DA2.1 (To SCM) Hydrograph type = SCS Runoff Peak discharge = 7.329 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 24,446 cuft Drainage area = 2.000 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 8 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) DA2.1 (To SCM) Hyd. No. 6 -- 1 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 DA2.2 (Bypass Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 3.793 cfs Storm frequency = 1 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 16,777 cuft Drainage area = 2.320 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 3.94 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 9 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) DA2.2 (Bypass Analysis Pt A) Hyd. No. 7 -- 1 Year Hyd No. 7 TR55 Tc Worksheet 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 7 DA2.2 (Bypass Analysis Pt A) Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 50.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.78 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 6.08 + 0.00 + 0.00 = 6.08 Shallow Concentrated Flow Flow length (ft) = 55.00 0.00 0.00 Watercourse slope (%) = 5.10 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.64 0.00 0.00 Travel Time (min) = 0.25 + 0.00 + 0.00 = 0.25 Channel Flow X sectional flow area (sqft) = 21.00 7.00 12.56 Wetted perimeter (ft) = 15.23 9.40 12.56 Channel slope (%) = 0.60 2.60 0.10 Manning's n-value = 0.150 0.013 0.013 Velocity (ft/s) =0.95 15.17 3.62 Flow length (ft) ({0})624.0 42.0 503.0 Travel Time (min) = 10.90 + 0.05 + 2.31 = 13.26 Total Travel Time, Tc .............................................................................. 19.60 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 DA2.3 (Bypass Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.181 cfs Storm frequency = 1 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 542 cuft Drainage area = 0.080 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 11 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA2.3 (Bypass Analysis Pt B) Hyd. No. 8 -- 1 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 UG DETENTION Hydrograph type = Reservoir Peak discharge = 1.815 cfs Storm frequency = 1 yrs Time to peak = 744 min Time interval = 2 min Hyd. volume = 24,442 cuft Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 15.93 ft Reservoir name = UG DETENTION Max. Storage = 12,392 cuft Storage Indication method used. 12 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) UG DETENTION Hyd. No. 9 -- 1 Year Hyd No. 9 Hyd No. 6 Total storage used = 12,392 cuft Pond Report 13 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Pond No. 1 - UG DETENTION Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 13.33 n/a 0 0 0.17 13.50 n/a 477 477 0.42 13.75 n/a 716 1,193 0.67 14.00 n/a 715 1,908 0.92 14.25 n/a 1,206 3,114 1.17 14.50 n/a 1,437 4,551 1.42 14.75 n/a 1,424 5,975 1.67 15.00 n/a 1,406 7,381 1.92 15.25 n/a 1,386 8,767 2.17 15.50 n/a 1,364 10,131 2.42 15.75 n/a 1,337 11,468 2.67 16.00 n/a 1,306 12,774 2.92 16.25 n/a 1,270 14,044 3.17 16.50 n/a 1,228 15,272 3.42 16.75 n/a 1,178 16,450 3.67 17.00 n/a 1,118 17,568 3.92 17.25 n/a 1,040 18,608 4.17 17.50 n/a 921 19,529 4.42 17.75 n/a 777 20,306 4.92 18.25 n/a 1,435 21,741 5.50 18.83 n/a 1,670 23,411 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 24.00 1.94 0.00 0.00 Span (in)= 24.00 1.94 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft)= 10.50 10.50 0.00 0.00 Length (ft)= 31.00 1.00 0.00 0.00 Slope (%)= 0.85 1.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No Crest Len (ft)= 2.20 1.30 0.00 0.00 Crest El. (ft)= 17.50 15.40 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect Rect --- --- Multi-Stage = Yes Yes No No Exfil.(in/hr)= 0.000 (by Wet area) 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). 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 Stage (ft) 0.00 13.33 1.00 14.33 2.00 15.33 3.00 16.33 4.00 17.33 5.00 18.33 6.00 19.33 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Post Analysis Point A Hydrograph type = Combine Peak discharge = 5.258 cfs Storm frequency = 1 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 41,220 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac 14 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Post Analysis Point A Hyd. No. 10 -- 1 Year Hyd No. 10 Hyd No. 7 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 12 Post-Development Total Hydrograph type = Combine Peak discharge = 5.336 cfs Storm frequency = 1 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 41,762 cuft Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac 15 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Post-Development Total Hyd. No. 12 -- 1 Year Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9 Hydrograph Summary Report 16 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 10.31 2 732 45,630 ------ ------ ------ DA1.1 (Analysis Pt A) 2 SCS Runoff 0.123 2 724 368 ------ ------ ------ DA1.2 (Analysis Pt B) 4 Combine 10.37 2 732 45,998 1, 2, ------ ------ Pre-Development Total 6 SCS Runoff 8.943 2 724 30,137 ------ ------ ------ DA2.1 (To SCM) 7 SCS Runoff 5.150 2 734 22,754 ------ ------ ------ DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff 0.246 2 724 736 ------ ------ ------ DA2.3 (Bypass Analysis Pt B) 9 Reservoir 3.320 2 736 30,134 6 16.21 13,837 UG DETENTION 10 Combine 8.440 2 734 52,887 7, 9 ------ ------ Post Analysis Point A 12 Combine 8.550 2 734 53,623 7, 8, 9, ------ ------ Post-Development Total 2024-10-24-Sheetz.gpw Return Period: 2 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA1.1 (Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 10.31 cfs Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 45,630 cuft Drainage area = 4.360 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 4.78 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 17 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) DA1.1 (Analysis Pt A) Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA1.2 (Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.123 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 368 cuft Drainage area = 0.040 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA1.2 (Analysis Pt B) Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 Pre-Development Total Hydrograph type = Combine Peak discharge = 10.37 cfs Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 45,998 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac 19 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Pre-Development Total Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 DA2.1 (To SCM) Hydrograph type = SCS Runoff Peak discharge = 8.943 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 30,137 cuft Drainage area = 2.000 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 20 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) DA2.1 (To SCM) Hyd. No. 6 -- 2 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 DA2.2 (Bypass Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 5.150 cfs Storm frequency = 2 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 22,754 cuft Drainage area = 2.320 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 4.78 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 21 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) DA2.2 (Bypass Analysis Pt A) Hyd. No. 7 -- 2 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 DA2.3 (Bypass Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.246 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 736 cuft Drainage area = 0.080 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 22 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA2.3 (Bypass Analysis Pt B) Hyd. No. 8 -- 2 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 UG DETENTION Hydrograph type = Reservoir Peak discharge = 3.320 cfs Storm frequency = 2 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 30,134 cuft Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 16.21 ft Reservoir name = UG DETENTION Max. Storage = 13,837 cuft Storage Indication method used. 23 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) UG DETENTION Hyd. No. 9 -- 2 Year Hyd No. 9 Hyd No. 6 Total storage used = 13,837 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Post Analysis Point A Hydrograph type = Combine Peak discharge = 8.440 cfs Storm frequency = 2 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 52,887 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac 24 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Post Analysis Point A Hyd. No. 10 -- 2 Year Hyd No. 10 Hyd No. 7 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 12 Post-Development Total Hydrograph type = Combine Peak discharge = 8.550 cfs Storm frequency = 2 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 53,623 cuft Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac 25 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Post-Development Total Hyd. No. 12 -- 2 Year Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9 Hydrograph Summary Report 26 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 18.76 2 732 84,056 ------ ------ ------ DA1.1 (Analysis Pt A) 2 SCS Runoff 0.228 2 724 692 ------ ------ ------ DA1.2 (Analysis Pt B) 4 Combine 18.86 2 732 84,748 1, 2, ------ ------ Pre-Development Total 6 SCS Runoff 13.99 2 724 48,061 ------ ------ ------ DA2.1 (To SCM) 7 SCS Runoff 9.604 2 732 42,811 ------ ------ ------ DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff 0.456 2 724 1,384 ------ ------ ------ DA2.3 (Bypass Analysis Pt B) 9 Reservoir 8.750 2 728 48,058 6 16.98 17,459 UG DETENTION 10 Combine 18.02 2 730 90,869 7, 9 ------ ------ Post Analysis Point A 12 Combine 18.27 2 730 92,253 7, 8, 9, ------ ------ Post-Development Total 2024-10-24-Sheetz.gpw Return Period: 10 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA1.1 (Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 18.76 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 84,056 cuft Drainage area = 4.360 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 7.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 27 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) DA1.1 (Analysis Pt A) Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA1.2 (Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.228 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 692 cuft Drainage area = 0.040 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 28 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA1.2 (Analysis Pt B) Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 Pre-Development Total Hydrograph type = Combine Peak discharge = 18.86 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 84,748 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac 29 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Pre-Development Total Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 DA2.1 (To SCM) Hydrograph type = SCS Runoff Peak discharge = 13.99 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 48,061 cuft Drainage area = 2.000 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 30 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) DA2.1 (To SCM) Hyd. No. 6 -- 10 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 DA2.2 (Bypass Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 9.604 cfs Storm frequency = 10 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 42,811 cuft Drainage area = 2.320 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 7.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 31 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) DA2.2 (Bypass Analysis Pt A) Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 DA2.3 (Bypass Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.456 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,384 cuft Drainage area = 0.080 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 32 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA2.3 (Bypass Analysis Pt B) Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 UG DETENTION Hydrograph type = Reservoir Peak discharge = 8.750 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 48,058 cuft Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 16.98 ft Reservoir name = UG DETENTION Max. Storage = 17,459 cuft Storage Indication method used. 33 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) UG DETENTION Hyd. No. 9 -- 10 Year Hyd No. 9 Hyd No. 6 Total storage used = 17,459 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Post Analysis Point A Hydrograph type = Combine Peak discharge = 18.02 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 90,869 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac 34 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post Analysis Point A Hyd. No. 10 -- 10 Year Hyd No. 10 Hyd No. 7 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 12 Post-Development Total Hydrograph type = Combine Peak discharge = 18.27 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 92,253 cuft Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac 35 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post-Development Total Hyd. No. 12 -- 10 Year Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9 Hydrograph Summary Report 36 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 24.89 2 732 112,853 ------ ------ ------ DA1.1 (Analysis Pt A) 2 SCS Runoff 0.305 2 724 937 ------ ------ ------ DA1.2 (Analysis Pt B) 4 Combine 25.03 2 732 113,790 1, 2, ------ ------ Pre-Development Total 6 SCS Runoff 17.63 2 724 61,044 ------ ------ ------ DA2.1 (To SCM) 7 SCS Runoff 12.87 2 732 57,954 ------ ------ ------ DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff 0.609 2 724 1,874 ------ ------ ------ DA2.3 (Bypass Analysis Pt B) 9 Reservoir 12.18 2 728 61,041 6 17.37 19,055 UG DETENTION 10 Combine 24.33 2 730 118,995 7, 9 ------ ------ Post Analysis Point A 12 Combine 24.66 2 730 120,868 7, 8, 9, ------ ------ Post-Development Total 2024-10-24-Sheetz.gpw Return Period: 25 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA1.1 (Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 24.89 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 112,853 cuft Drainage area = 4.360 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 9.33 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 37 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) DA1.1 (Analysis Pt A) Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA1.2 (Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.305 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 937 cuft Drainage area = 0.040 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 38 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA1.2 (Analysis Pt B) Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 Pre-Development Total Hydrograph type = Combine Peak discharge = 25.03 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 113,790 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac 39 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Pre-Development Total Hyd. No. 4 -- 25 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 DA2.1 (To SCM) Hydrograph type = SCS Runoff Peak discharge = 17.63 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 61,044 cuft Drainage area = 2.000 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 40 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) DA2.1 (To SCM) Hyd. No. 6 -- 25 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 DA2.2 (Bypass Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 12.87 cfs Storm frequency = 25 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 57,954 cuft Drainage area = 2.320 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 9.33 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 41 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Q (cfs) Time (min) DA2.2 (Bypass Analysis Pt A) Hyd. No. 7 -- 25 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 DA2.3 (Bypass Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.609 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,874 cuft Drainage area = 0.080 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 42 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) DA2.3 (Bypass Analysis Pt B) Hyd. No. 8 -- 25 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 UG DETENTION Hydrograph type = Reservoir Peak discharge = 12.18 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 61,041 cuft Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 17.37 ft Reservoir name = UG DETENTION Max. Storage = 19,055 cuft Storage Indication method used. 43 0 240 480 720 960 1200 1440 1680 1920 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (min) UG DETENTION Hyd. No. 9 -- 25 Year Hyd No. 9 Hyd No. 6 Total storage used = 19,055 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Post Analysis Point A Hydrograph type = Combine Peak discharge = 24.33 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 118,995 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac 44 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Post Analysis Point A Hyd. No. 10 -- 25 Year Hyd No. 10 Hyd No. 7 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 12 Post-Development Total Hydrograph type = Combine Peak discharge = 24.66 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 120,868 cuft Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac 45 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Post-Development Total Hyd. No. 12 -- 25 Year Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9 Hydrograph Summary Report 46 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 36.59 2 732 169,227 ------ ------ ------ DA1.1 (Analysis Pt A) 2 SCS Runoff 0.451 2 724 1,418 ------ ------ ------ DA1.2 (Analysis Pt B) 4 Combine 36.80 2 732 170,644 1, 2, ------ ------ Pre-Development Total 6 SCS Runoff 24.61 2 724 86,004 ------ ------ ------ DA2.1 (To SCM) 7 SCS Runoff 19.12 2 732 87,725 ------ ------ ------ DA2.2 (Bypass Analysis Pt A) 8 SCS Runoff 0.902 2 724 2,836 ------ ------ ------ DA2.3 (Bypass Analysis Pt B) 9 Reservoir 20.33 2 726 86,001 6 17.97 20,925 UG DETENTION 10 Combine 37.26 2 728 173,726 7, 9 ------ ------ Post Analysis Point A 12 Combine 37.89 2 728 176,562 7, 8, 9, ------ ------ Post-Development Total 2024-10-24-Sheetz.gpw Return Period: 100 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA1.1 (Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 36.59 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 169,227 cuft Drainage area = 4.360 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 13.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 47 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) DA1.1 (Analysis Pt A) Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA1.2 (Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.451 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,418 cuft Drainage area = 0.040 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 48 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA1.2 (Analysis Pt B) Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 Pre-Development Total Hydrograph type = Combine Peak discharge = 36.80 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 170,644 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.400 ac 49 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Pre-Development Total Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 DA2.1 (To SCM) Hydrograph type = SCS Runoff Peak discharge = 24.61 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 86,004 cuft Drainage area = 2.000 ac Curve number = 97 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 50 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) DA2.1 (To SCM) Hyd. No. 6 -- 100 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 DA2.2 (Bypass Analysis Pt A) Hydrograph type = SCS Runoff Peak discharge = 19.12 cfs Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 87,725 cuft Drainage area = 2.320 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.60 min Total precip. = 13.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 51 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) DA2.2 (Bypass Analysis Pt A) Hyd. No. 7 -- 100 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 DA2.3 (Bypass Analysis Pt B) Hydrograph type = SCS Runoff Peak discharge = 0.902 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,836 cuft Drainage area = 0.080 ac Curve number = 80 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 52 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) DA2.3 (Bypass Analysis Pt B) Hyd. No. 8 -- 100 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 UG DETENTION Hydrograph type = Reservoir Peak discharge = 20.33 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 86,001 cuft Inflow hyd. No. = 6 - DA2.1 (To SCM) Max. Elevation = 17.97 ft Reservoir name = UG DETENTION Max. Storage = 20,925 cuft Storage Indication method used. 53 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) UG DETENTION Hyd. No. 9 -- 100 Year Hyd No. 9 Hyd No. 6 Total storage used = 20,925 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Post Analysis Point A Hydrograph type = Combine Peak discharge = 37.26 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 173,726 cuft Inflow hyds. = 7, 9 Contrib. drain. area = 2.320 ac 54 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Post Analysis Point A Hyd. No. 10 -- 100 Year Hyd No. 10 Hyd No. 7 Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 12 Post-Development Total Hydrograph type = Combine Peak discharge = 37.89 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 176,562 cuft Inflow hyds. = 7, 8, 9 Contrib. drain. area = 2.400 ac 55 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) Post-Development Total Hyd. No. 12 -- 100 Year Hyd No. 12 Hyd No. 7 Hyd No. 8 Hyd No. 9 Hydraflow Rainfall Report 56 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 78.7228 12.4000 0.8810 -------- 2 91.8716 12.6000 0.8709 -------- 3 0.0000 0.0000 0.0000 -------- 5 97.1683 12.7000 0.8342 -------- 10 93.7879 12.1000 0.7948 -------- 25 87.4911 11.1000 0.7431 -------- 50 82.4765 10.5000 0.7036 -------- 100 74.7156 9.3000 0.6577 -------- File name: WILMINGTON.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 6.36 5.09 4.26 3.68 3.24 2.90 2.63 2.41 2.22 2.06 1.93 1.81 2 7.56 6.08 5.11 4.42 3.90 3.50 3.18 2.91 2.69 2.50 2.34 2.20 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 8.84 7.18 6.08 5.30 4.70 4.24 3.87 3.56 3.30 3.08 2.89 2.72 10 9.82 8.01 6.81 5.95 5.31 4.80 4.39 4.05 3.77 3.52 3.31 3.13 25 11.10 9.08 7.75 6.80 6.09 5.53 5.08 4.70 4.39 4.12 3.88 3.68 50 11.99 9.85 8.45 7.45 6.69 6.10 5.62 5.22 4.89 4.60 4.35 4.13 100 12.99 10.66 9.16 8.10 7.31 6.68 6.17 5.75 5.40 5.10 4.83 4.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.94 4.78 18.60 3.30 7.42 9.33 11.00 13.00 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 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 1.75 0.00 2.80 3.90 5.25 6.00 7.10 Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 5 | www.timmons.com Water Quality Calculations SCM Sizing Worksheet ADS Design Worksheets Anti-Buoyancy Calculations Project: Sheetz - Shade Tree Project No.: 64250.002 Calculated By: Jeff Yokley, EI Date: 10/28/2024 Determine Volume To Be Treated (per Chapter 3.3 NCDENR BMP Manual) Description Acres Total Drainage Area To SCM 2.00 Offsite Impervious Area 0.00 Site Impervious Area 1.74 Future Impervious Area 0.09 Percent Impervious Area 92.0% 1.5-Inch Runoff Volume Calculation Volume calculations using the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.9(I) Where: Rv = Runoff Coefficient, in/in I = Percent Impervious I= 92.0% Rv = 0.878 V = 3630 x Rainfall Depth x Rv x Drainage Area Design Rainfall =1.5 inch Drainage Area = 2.00 acres V Required= 9,545 cu. ft. Runoff Volume From Schueler Simple Method Developed Drainage Areas TIMMONS GROUP Project Name:Date 10/28/2024 Location: Site Designation: SITE CONDITIONS Rainfall Depth 1.5 in Impervious Acreage 1.84 ac Total Acreage 2.00 ac Time of Concentration 5 min I 92.0 % Rv(Runoff Coefficient)0.88 WQv 9545 cf 75% WQv (Treatment Volume)7159 cf qu(Unit Peak Discharge)1000 csm/in From Type II Chart Qp(Water Quality Storm)4.11 cfs VOLUME BASED SIZING Volume per cartridge 2500 CF Cartridge Type 545 <--input Cartridge type. Min. Number of cartridge required 3 Cartridge Flow rate 22.5 gpm (0.250 gpm/SF) System Flow Rate 0.15 cfs Release time 13.2 hours SEDIMENT BASED SIZING Influent Concentration 70 mg/L Annual Rainfall (P)57.61 in Annual Sediment Load 1438 lbs Pretreatment reduction 30% Sediment Load to BayFilter 1007 lbs 85% Capture Capacity 856 lbs Cartridge Type 545 Sediment load per cartridge 262 lbs Min. Number of cartridge required 4 Anticipated Maintenance Cycle 1.22 years (must be greater than 1 year) FINAL DESIGN Cartridge Type 545 Elevation Number of Cartridges 4 WQv Elevation 15.39 Precast Size 6'x9' byp Storage invert 13.33 Filter drop Equivalent Orifice Size 1.94 inch Filter out 10.5 2.83 BF-1 Sheetz Shade Tree Lane Wilmington, NC Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -113 Number of End Caps - 24 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 13.33 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system -7155 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 238.50 238.50 23410.79 18.83 65 0.00 0.00 0.00 0.00 238.50 238.50 23172.29 18.75 64 0.00 0.00 0.00 0.00 238.50 238.50 22933.79 18.66 63 0.00 0.00 0.00 0.00 238.50 238.50 22695.29 18.58 62 0.00 0.00 0.00 0.00 238.50 238.50 22456.79 18.50 61 0.00 0.00 0.00 0.00 238.50 238.50 22218.29 18.41 60 0.00 0.00 0.00 0.00 238.50 238.50 21979.79 18.33 #VALUE! 59 0.00 0.00 0.00 0.00 238.50 238.50 21741.29 18.25 #VALUE! 58 0.00 0.00 0.00 0.00 238.50 238.50 21502.79 18.16 Volume between elevations and = 57 0.00 0.00 0.00 0.00 238.50 238.50 21264.29 18.08 #VALUE! 56 0.00 0.00 0.00 0.00 238.50 238.50 21025.79 18.00 #VALUE! 55 0.00 0.00 0.00 0.00 238.50 238.50 20787.29 17.91 WQ Volume achieved at elevation 15.39 54 0.06 0.00 6.56 0.00 235.87 242.44 20548.79 17.83 53 0.19 0.02 21.93 0.57 229.50 252.00 20306.35 17.75 52 0.29 0.04 33.22 0.90 224.85 258.97 20054.34 17.66 51 0.40 0.05 45.61 1.24 219.76 266.61 19795.37 17.58 50 0.69 0.07 77.65 1.62 206.79 286.06 19528.76 17.50 49 1.03 0.09 116.20 2.12 191.17 309.49 19242.70 17.41 48 1.25 0.11 141.20 2.57 180.99 324.76 18933.21 17.33 47 1.42 0.13 160.71 3.03 173.00 336.75 18608.45 17.25 46 1.57 0.14 177.76 3.47 166.01 347.24 18271.70 17.16 45 1.71 0.16 192.91 3.91 159.77 356.59 17924.46 17.08 44 1.83 0.18 206.62 4.36 154.11 365.09 17567.87 17.00 43 1.94 0.20 218.97 4.81 148.99 372.77 17202.78 16.91 42 2.04 0.22 230.61 5.24 144.16 380.01 16830.02 16.83 41 2.13 0.23 241.22 5.64 139.76 386.62 16450.01 16.75 40 2.22 0.25 251.34 6.01 135.56 392.91 16063.39 16.66 39 2.31 0.27 260.67 6.37 131.68 398.72 15670.48 16.58 38 2.38 0.28 269.48 6.72 128.02 404.22 15271.76 16.50 37 2.46 0.29 277.88 7.05 124.53 409.46 14867.54 16.41 36 2.53 0.31 285.68 7.39 121.27 414.34 14458.08 16.33 35 2.59 0.32 293.09 7.71 118.18 418.98 14043.73 16.25 34 2.66 0.33 300.13 8.03 115.24 423.40 13624.75 16.16 33 2.72 0.35 306.81 8.33 112.45 427.58 13201.36 16.08 32 2.77 0.36 313.16 8.64 109.78 431.58 12773.78 16.00 31 2.82 0.37 319.19 8.94 107.25 435.37 12342.20 15.91 30 2.88 0.38 324.93 9.22 104.84 438.99 11906.83 15.83 29 2.92 0.40 330.43 9.51 102.53 442.46 11467.84 15.75 28 2.97 0.41 335.60 9.78 100.35 445.73 11025.38 15.66 27 3.01 0.42 340.41 10.05 98.32 448.77 10579.65 15.58 26 3.05 0.43 345.02 10.31 96.37 451.70 10130.88 15.50 25 3.09 0.44 349.65 10.57 94.41 454.63 9679.18 15.41 24 3.13 0.45 353.75 10.82 92.67 457.24 9224.54 15.33 23 3.17 0.46 357.72 11.06 90.99 459.77 8767.30 15.25 22 3.20 0.47 361.54 11.30 89.37 462.20 8307.53 15.16 21 3.23 0.48 365.12 11.52 87.84 464.48 7845.33 15.08 20 3.26 0.49 368.54 11.74 86.39 466.67 7380.85 15.00 19 3.29 0.50 371.80 11.95 85.00 468.75 6914.18 14.91 18 3.32 0.51 374.93 12.15 83.67 470.75 6445.43 14.83 17 3.34 0.51 377.89 12.35 82.41 472.64 5974.68 14.75 16 3.37 0.52 380.65 12.53 81.23 474.41 5502.04 14.66 15 3.39 0.53 383.35 12.71 80.08 476.14 5027.63 14.58 14 3.41 0.54 385.84 12.88 79.01 477.73 4551.49 14.50 13 3.44 0.54 388.38 13.04 77.93 479.35 4073.76 14.41 12 3.46 0.55 390.72 13.19 76.94 480.84 3594.41 14.33 11 3.48 0.56 393.09 13.33 75.93 482.35 3113.56 14.25 10 3.51 0.59 396.08 14.28 74.36 484.71 2631.21 14.16 9 0.00 0.00 0.00 0.00 238.50 238.50 2146.50 14.08 8 0.00 0.00 0.00 0.00 238.50 238.50 1908.00 14.00 7 0.00 0.00 0.00 0.00 238.50 238.50 1669.50 13.91 6 0.00 0.00 0.00 0.00 238.50 238.50 1431.00 13.83 5 0.00 0.00 0.00 0.00 238.50 238.50 1192.50 13.75 4 0.00 0.00 0.00 0.00 238.50 238.50 954.00 13.66 3 0.00 0.00 0.00 0.00 238.50 238.50 715.50 13.58 2 0.00 0.00 0.00 0.00 238.50 238.50 477.00 13.50 1 0.00 0.00 0.00 0.00 238.50 238.50 238.50 13.41 REV1 Sheetz - Shade Tree Lane 5991 sf min. area StormTech MC-3500 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric Click for Stage Area Data Click to Invert Stage Area Data Project Sheetz Shade Tree Lane Date 10/3/2024 Llocation Wilmington, NC Finished Grade 19.33 Top system stone 18.83 Bottom System stone 13.33 2' Above SHWT Elevation 16.75 SHWT 14.75 System Height 5.5 Average Wt Per SF 330.99 Cover Height 0.5 Soil Wt 120 Soil Pressure over system 60 Average Wt SC310 is 172.92 Average Wt MC3500 is 330.99 Uplift due to differential 213.408 Downward force psf 390.99 Factor of safety 1.832124 Uplift Force vs Downward force (this is chamber dependent!!!!) = width center of stone to center of stone * height base stone to top stone - chamber area per ft * 100 pcf stone + wt of chamber/length Anti-Buoyancy Calculations Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 6 | www.timmons.com Stormwater Operation & Maintenance Agreement 1 - - The receiving water Discharges from the StormFilter are causing erosion or sedimentation in the receiving water. Contact the local NCDEQ Regional Office. Erosion or other signs of damage have occurred at the outlet. Repair the damage and improve the flow dissipation structure. All other operation and maintenance activities should be in accordance with Contech’s StormFilter Inspection and Maintenance Procedures document. Any problems that are found shall be repaired immediately. The responsible party shall have received and understand Contech’s StormFilter Inspection and Maintenance Procedures document. ATTACH MANUFACTURER'S MAINTENANCE MANUAL FOR ALL PROPRIETARY DEVICES StormFilter Cartridges The structure is clogged. Unclog the conveyance and dispose of any sediment offsite. The structure is damaged. Make any necessary repairs or replace if damage is too large for repair. Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment offsite. The outlet device is damaged Repair or replace the outlet device. Adjacent pavement (if applicable) Trash/debris is present. Remove the trash/debris. Flow diversion structure Sediment is present on the pavement surface. Sweep or vacuum the sediment as soon as possible. The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds six inches. The StormFilter system will be inspected quarterly. Records of operation and maintenance will be kept in a known set location and will be available upon request. BMP element: Potential problem: How to remediate the problem: Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. Proprietary System Maintenance Requirements How many devices are Contech StormFilters? Important operation and maintenance procedures: The drainage area will be carefully managed to reduce the sediment load to the StormFilter. 1 Maintenance on Baysaver BayFilter Due to the high level of pollutant variation and specifically sediment loading, the unit shall be inspected at least every other month during the first year of operation to determine loading and required maintenance intervals. This information can be used to establish an appropriate maintenance schedule for subsequent years. If soil disturbing activities are being conducted within the unit’s drainage area, inspection frequencies must be increased to once each month and after rain events of 0.5” and larger. The maintenance cycle of the BayFilter system will be driven mostly by the actual solids load on the filter. The system should be periodically monitored to be certain it is operating correctly. Indications of the need for maintenance: · Effluent flow decreasing to below the design flow rate or decrease in treatment below required levels (e.g., greater than 24hr drain down for a volume based system, or the detention drain down time- whichever is greater). · Filter cartridge replacement should also be considered when sediment levels are at or above the level of the manifold system which is 6 inches and 3 inches for a BayFilter 545 and 545-LP, respectively. · Bypass occurs during storm events · If excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not filter media replacement. · If standing water above the bottom of the filter cartridge is present in the vault 96 hours after a 2 year rainfall event. · Removal of trash and silt from the pretreatment chamber Maintenance & Inspection Procedure · Remove the manhole covers and open all access hatches. · Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low O2, high CO, or other applicable warning devices per regulatory requirements. · Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. · Using a small lift or the boom of the vacuum truck, remove the used cartridges by lifting them out. · Any BayFilters that cannot be readily lifted directly out of the vault should be removed from their location and carried to the lifting point using the Trolley system installed in the vault (if applicable). · When all BayFilters are removed, remove the balance of the solids and water; then loosen the stainless clamps on the Fernco couplings in the pipe manifold; remove the drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor removing the balance of the collected solids. · Clean the manifold pipes, inspect, and reinstall. · Install the exchange BayFilters and close all covers. · BaySaver Technologies, LLC. states that used BayFilter cartridges may be sent back to them for exchange/recycling and credit on undamaged units. Contact BaySaver Technologies at 1.800.229.7283 for more information. · According to 30 TAC 330 or 30 TAC 335, identify any special disposal requirements associated with spent media, absorbents, or other material to be generated during routine cleaning/maintenance operations. · Removed media will be disposed of according to local and state regulations. Maintenance on Storage System Underground detention vaults are similar in function as open detention basins. They have moderate to high maintenance requirements, depending on the extent to which future maintenance needs are anticipated during the design stage. Responsibilities for both routine and non-routine maintenance tasks need to be clearly understood and enforced. If regular maintenance and inspections are not undertaken, the basin will not achieve its intended purposes. Inspections. Storage vaults should be inspected at least twice a year (once during or immediately following wet weather) to evaluate facility operation. When possible, inspections should be conducted during wet weather to determine if the vault is meeting the target detention times. In particular, the vault’s flow control device should be regularly inspected for evidence of clogging, or conversely, for too rapid a release. If the design drawdown times are exceeded by more than 24 hours, then repairs should be scheduled immediately. Debris and Litter Removal. Debris and litter will accumulate near the vault’s flow control device. Particular attention should be paid to floating debris that can eventually clog the control device or riser or orifice. Structural Repairs and Replacement. With each inspection, any damage to the structural elements of the system (pipes, concrete drainage structures, etc.) should be identified and repaired immediately. Nuisance Control. Standing water within the bottom of the basin can create nuisance conditions for nearby residents. Odors, mosquitoes, and litter are all occasionally perceived to be problems. Most of these problems are generally a sign that regular inspections and maintenance are not being performed. Sediment Removal. When properly designed, storage vaults will accumulate quantities of sediment over time. Sediment accumulation is a serious maintenance concern in vaults for several reasons. First, the sediment gradually reduces available stormwater management storage capacity within the vault. Second sediment tends to accumulate around the control device. Sediment deposition increases the risk that the orifice will become clogged, and gradually reduces storage capacity reserved for pollutant removal. Sediment can also be re- suspended if allowed to accumulate over time. For these reasons, accumulated sediment needs to be removed from the lower stage when sediment buildup fills 20% of the volume of the vault or at least every 10 years. Manufacturer Contact Information: ADS/BaySaver Technologies Engineering Department Email: info@baysaver.com Phone: 1.800.229.7283 Website: http://www.baysaver.com/ Mail or other: 1030 Deer Hollow Drive Mount Airy, MD 21771 Isolator Row Inspection Maintenance DATE OBSERVATIONS / RECOMMENDATIONS INTIALS Additional Notes: Step 1) Inspect Isolator Row for sediment A) Remove cover from manhole at upstream end of Isolator Row B) Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole C) If sediment is approximately 3 inches, proceed to Step 2. If not, proceed to Step 3. Step 2) Clean out Isolator Row using JetVac process A) A fixed culvert cleaning nozzle with rear facing nozzle spread of at least 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3) Replace all caps, lids, and covers, record observations and actions Step 4) Inspect and clean basins and manholes upstream of the Isolator Row 1. Inspect every 6 months during the first year of operation. Adjust the inspection interval based on previous observations of sediment accumulation and high water elevations. 2. Conduct jetting and vactoring only when inspection shows that maintenance is necessary. Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 7 | www.timmons.com Inlet and Pipe Calculations Rational Runoff Coefficients 25-Year Spread and Ponding Calculations 25-Year (50% Clogged) Spread and Ponding Calculations 100-Year (50% Clogged) Spread and Ponding Calculations 25-Year Hydraulic Grade Line Calculations 100-Year Hydraulic Grade Line Calculations TIMMONS GROUP Sheetz - Shade Tree Lane Runoff Coefficients Table 28-Oct-24 Jeff Yokley, EI 10-Year Storm Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB101 0.35 0.01 Impervious (D) 0.95 0.00 Open Space / Lawn (D)0.35 0.01 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB102 0.87 0.44 Impervious (D) 0.95 0.38 Open Space / Lawn (D)0.35 0.06 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB103 0.95 0.09 Impervious (D) 0.95 0.09 Open Space / Lawn (D)0.35 0.00 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB104 0.93 0.36 Impervious (D) 0.95 0.35 Open Space / Lawn (D)0.35 0.01 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB105 0.88 0.17 Impervious (D) 0.95 0.15 Open Space / Lawn (D)0.35 0.02 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB106 0.93 0.35 Impervious (D) 0.95 0.34 Open Space / Lawn (D)0.35 0.01 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) CB107 0.95 0.15 Impervious (D) 0.95 0.15 Open Space / Lawn (D)0.35 0.00 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) FE109 0.35 0.13 Impervious (D) 0.95 0.00 Open Space / Lawn (D)0.35 0.13 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) YI302 0.56 2.37 Impervious (D) 0.95 0.10 Gravel (D) 0.95 0.71 Open Space / Lawn (D)0.35 1.56 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) Trench Drain 1 0.95 0.03 Impervious (D) 0.95 0.03 Open Space / Lawn (D)0.35 0.00 Subarea:Composite C:Total Area (ac)Land Use:C:Area (ac) Trench Drain 2 0.95 0.02 Impervious (D) 0.95 0.02 Open Space / Lawn (D)0.35 0.00 25-Year Storm 100-Year Storm Subarea:C25:Subarea:C100: CB101 0.39 CB101 0.44 Subarea:C25:Subarea:C100: CB102 0.96 CB102 1.00 The above runoff coefficients were taken from the New Hanover County Stormwater Design Manual. Subarea:C25:Subarea:C100: CB103 1.00 CB103 1.00 Subarea:C25:Subarea:C100: CB104 1.00 CB104 1.00 Subarea:C25:Subarea:C100: CB105 0.96 CB105 1.00 Subarea:C25:Subarea:C100: CB106 1.00 CB106 1.00 Subarea:C25:Subarea:C100: CB107 1.00 CB107 1.00 Subarea:C25:Subarea:C100: FE109 0.39 FE109 0.44 Subarea:C25:Subarea:C100: YI302 0.61 YI302 0.69 Subarea:C25:Subarea:C100: Trench Drain 1 1.00 YI302 1.00 Subarea:C25:Subarea:C100: Trench Drain 2 1.00 YI302 1.00 The above runoff coefficientswere calculated using frequency factors for the 25-year and 100-year storms: C_25yr = C_10yr X 1.1 C_100yr = C_10yr x 1.25 The C value shall never be greater than 1.0. 25-YEAR; 4 IN. PER HOUR 25-YEAR; 4 IN. PER HOUR (50% CLOGGED CONDITION) GRATE AREAS AND WIDTHS ARE DIVIDED BY 2 TO MODEL A 50% CLOGGED CONDITION 100-YEAR; (50% CLOGGED CONDITION) GRATE AREAS AND WIDTHS ARE DIVIDED BY 2 TO MODEL A 50% CLOGGED CONDITION YI302 JB301 FE300 SCMEW200 CB105 CB106 TRENCH DRAIN 2 CB107 JB108 FE109 CB104CB103 CB102 TRECNH DRAIN 1 CB101 25-YEAR TD 1 CB 1 0 2 CB 1 0 1 SC M 25-YEAR 25-YEAR CB 1 0 3 CB 1 0 1 25-YEAR CB104 CB101 25-YEAR TD2CB107SCM 25-YEAR FE109JB108SCM 25-YEAR CB105SCM 25-YEAR CB106SCM 25-YEAR SCM EW200 25-YEAR YI302JB301FE300 YI302 JB301 FE300 SCMEW200 CB105 CB106 TRENCH DRAIN 2 CB107 JB108 FE109 CB104CB103 CB102 TRECNH DRAIN 1 CB101 100-YEAR 100-YEAR TD1CB102CB101SCM 100-YEAR CB103 CB101 100-YEAR CB104 CB101 100-YEAR TD2CB107SCM 100-YEAR FE109JB108SCM 100-YEAR CB105SCM 100-YEAR CB106SCM 100-YEAR EW200 SCM 100-YEAR YI302JB301FE300 Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 8 | www.timmons.com Culvert Calculations Culvert Hydrograph Report 10-Year Culvert Analysis 25-Year Culvert Analysis 100-Year Culvert Analysis 500-Year Culvert Analysis Overtopping Culvert Analysis Hydrograph Return Period Recap 1 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Rational ------ 3.392 4.033 ------- ------- 5.241 5.921 6.398 6.930 DA to PE121 Proj. file: New.gpw Thursday, 10 / 3 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024 Hyd. No. 1 DA to PE121 Hydrograph type = Rational Peak discharge = 3.392 cfs Storm frequency = 1 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,017 cuft Drainage area = 0.920 ac Runoff coeff. = 0.58 Intensity = 6.356 in/hr Tc by User = 5.00 min IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1 2 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) DA to PE121 Hyd. No. 1 -- 1 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024 Hyd. No. 1 DA to PE121 Hydrograph type = Rational Peak discharge = 4.033 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,210 cuft Drainage area = 0.920 ac Runoff coeff. = 0.58 Intensity = 7.558 in/hr Tc by User = 5.00 min IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1 3 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (hrs) DA to PE121 Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024 Hyd. No. 1 DA to PE121 Hydrograph type = Rational Peak discharge = 5.241 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,572 cuft Drainage area = 0.920 ac Runoff coeff. = 0.58 Intensity = 9.822 in/hr Tc by User = 5.00 min IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1 4 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (hrs) DA to PE121 Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024 Hyd. No. 1 DA to PE121 Hydrograph type = Rational Peak discharge = 5.921 cfs Storm frequency = 25 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,776 cuft Drainage area = 0.920 ac Runoff coeff. = 0.58 Intensity = 11.096 in/hr Tc by User = 5.00 min IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1 5 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (hrs) DA to PE121 Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024 Hyd. No. 1 DA to PE121 Hydrograph type = Rational Peak discharge = 6.398 cfs Storm frequency = 50 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,919 cuft Drainage area = 0.920 ac Runoff coeff. = 0.58 Intensity = 11.990 in/hr Tc by User = 5.00 min IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1 6 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (hrs) DA to PE121 Hyd. No. 1 -- 50 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2024 Thursday, 10 / 3 / 2024 Hyd. No. 1 DA to PE121 Hydrograph type = Rational Peak discharge = 6.930 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 2,079 cuft Drainage area = 0.920 ac Runoff coeff. = 0.58 Intensity = 12.988 in/hr Tc by User = 5.00 min IDF Curve = WILMINGTON.IDF Asc/Rec limb fact = 1/1 7 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (hrs) DA to PE121 Hyd. No. 1 -- 100 Year Hyd No. 1 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024 PE121 Invert Elev Dn (ft) = 16.62 Pipe Length (ft) = 118.50 Slope (%) = 1.00 Invert Elev Up (ft) = 17.80 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 20.80 Top Width (ft) = 85.00 Crest Width (ft) = 85.00 Calculations Qmin (cfs) = 5.24 Qmax (cfs) = 5.24 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 5.24 Qpipe (cfs) = 5.24 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.48 Veloc Up (ft/s) = 4.86 HGL Dn (ft) = 17.81 HGL Up (ft) = 18.68 Hw Elev (ft) = 19.08 Hw/D (ft) = 0.85 Flow Regime = Inlet Control 10-year Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024 PE121 Invert Elev Dn (ft) = 16.62 Pipe Length (ft) = 118.50 Slope (%) = 1.00 Invert Elev Up (ft) = 17.80 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 20.80 Top Width (ft) = 85.00 Crest Width (ft) = 85.00 Calculations Qmin (cfs) = 5.92 Qmax (cfs) = 5.92 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 5.92 Qpipe (cfs) = 5.92 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.85 Veloc Up (ft/s) = 5.09 HGL Dn (ft) = 17.84 HGL Up (ft) = 18.74 Hw Elev (ft) = 19.18 Hw/D (ft) = 0.92 Flow Regime = Inlet Control 25-year Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024 PE121 Invert Elev Dn (ft) = 16.62 Pipe Length (ft) = 118.50 Slope (%) = 1.00 Invert Elev Up (ft) = 17.80 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 20.80 Top Width (ft) = 85.00 Crest Width (ft) = 85.00 Calculations Qmin (cfs) = 6.93 Qmax (cfs) = 6.93 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 6.93 Qpipe (cfs) = 6.93 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 4.38 Veloc Up (ft/s) = 5.43 HGL Dn (ft) = 17.88 HGL Up (ft) = 18.82 Hw Elev (ft) = 19.34 Hw/D (ft) = 1.03 Flow Regime = Inlet Control 100-year Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024 PE121 Invert Elev Dn (ft) = 16.62 Pipe Length (ft) = 118.50 Slope (%) = 1.00 Invert Elev Up (ft) = 17.80 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 20.80 Top Width (ft) = 85.00 Crest Width (ft) = 85.00 Calculations Qmin (cfs) = 8.16 Qmax (cfs) = 8.16 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 8.16 Qpipe (cfs) = 8.16 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 5.01 Veloc Up (ft/s) = 5.84 HGL Dn (ft) = 17.92 HGL Up (ft) = 18.91 Hw Elev (ft) = 19.53 Hw/D (ft) = 1.15 Flow Regime = Inlet Control 500-year Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Oct 3 2024 PE121 Invert Elev Dn (ft) = 16.62 Pipe Length (ft) = 118.50 Slope (%) = 1.00 Invert Elev Up (ft) = 17.80 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end projecting (C) Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 Embankment Top Elevation (ft) = 20.80 Top Width (ft) = 85.00 Crest Width (ft) = 85.00 Calculations Qmin (cfs) = 14.00 Qmax (cfs) = 14.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 14.00 Qpipe (cfs) = 13.98 Qovertop (cfs) = 0.02 Veloc Dn (ft/s) = 8.02 Veloc Up (ft/s) = 7.91 HGL Dn (ft) = 18.06 HGL Up (ft) = 20.05 Hw Elev (ft) = 20.81 Hw/D (ft) = 2.01 Flow Regime = Inlet Control Overtopping Flow Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 9 | www.timmons.com Open Channel Calculations 25-Year Open Channel Design Calculations 100-Year Open Channel Analysis PDD 1A - 25 Year Area (A) =2.26 (Acres) Coef. (C) = 0.61 (Dimensionless) Inte. (I) =8.84 (in/hr) Flow (Q25) =12.2 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.030 (Dimensionless) Ditch Length = 50 LF Slope = 0.006 (ft/ft) Highest Elevation = 16.8 Z Required = 3.17 Ratio Lowest Elevation = 16.5 Side Slope (M) =3 :1 Flow Depth (Y) =1.00 ft 12.0 in Bottom Width (B) =1.75 ft 21.0 in Freeboard = 0.50 ft 6.0 in T=YxDxS Y = Weight of water (62.4 LB/CUFT) T = 0.37 LB/SF D=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net 0.45 LB/SF Curled Mat 1.55 S75 1.55 Class A (4"@9"THK) 2.00 S150 1.75 Class B (8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 New A = 4.75 SF New P = 8.07 Wetted perimeter New R = 0.59 Hydraulic radius Z Actual =3.33 Must be greater than z required=>3.17 Okay New V = 2.70 fps Liner:1.55 LB/SF > 0.38 LB/SF Okay Min. Ditch Depth = 1.5 ft 3 1 Side Slope 3:1 *RED IS USER INPUT Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.50 Bottom Width (ft) Flow Depth (Y) = 1 ft Ditch Geometry Bottom Width (B) = 1.75 ft Top Width (ft)Flow Depth (ft) Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 64250.002 DITCH NAME CALCULATED BY April Blye Sheetz - Shade Tree Lane 1.75 1.00 10.75 PERMANENT DIVERSION DITCH: PDD 1A - 25 Year Top Width = 10.75 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force LATEST REVISION: 10/2/2024 10:02 AM PDD 1B - 25 Year Area (A) =0.13 (Acres) Coef. (C) = 0.61 (Dimensionless) Inte. (I) =11.10 (in/hr) Flow (Q25) =0.9 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.030 (Dimensionless) Ditch Length = 32 LF Slope = 0.047 (ft/ft) Highest Elevation = 18 Z Required = 0.08 Ratio Lowest Elevation = 16.5 Side Slope (M) =3 :1 Flow Depth (Y) =0.50 ft 6.0 in Bottom Width (B) =0.00 ft 0.0 in Freeboard = 0.50 ft 6.0 in T=YxDxS Y = Weight of water (62.4 LB/CUFT) T = 1.46 LB/SF D=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net 0.45 LB/SF Curled Mat 1.55 S75 1.55 Class A (4"@9"THK) 2.00 S150 1.75 Class B (8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 New A = 0.75 SF New P = 3.16 Wetted perimeter New R = 0.24 Hydraulic radius Z Actual =0.29 Must be greater than z required=>0.08 Okay New V = 4.12 fps Liner:1.55 LB/SF > 1.47 LB/SF Okay Min. Ditch Depth = 1 ft 3 1 Side Slope 3:1 *RED IS USER INPUT 0.00 0.50 6 PERMANENT DIVERSION DITCH: PDD 1B - 25 Year Top Width = 6 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 64250.002 DITCH NAME CALCULATED BY April Blye Sheetz - Shade Tree Lane Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.00 Bottom Width (ft) Flow Depth (Y) = 0.5 ft Ditch Geometry Bottom Width (B) = 0 ft Top Width (ft)Flow Depth (ft) LATEST REVISION: 10/2/2024 10:07 AM PDD 2 - 25 Year Area (A) =0.41 (Acres) Coef. (C) = 0.70 (Dimensionless) Inte. (I) =11.10 (in/hr) Flow (Q25) =3.2 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.030 (Dimensionless) Ditch Length = 148 LF Slope = 0.053 (ft/ft) Highest Elevation = 17.8 Z Required = 0.28 Ratio Lowest Elevation = 10 Side Slope (M) =3 :1 Flow Depth (Y) =0.40 ft 4.8 in Bottom Width (B) =2.00 ft 24.0 in Freeboard = 0.60 ft 7.2 in T=YxDxS Y = Weight of water (62.4 LB/CUFT) T = 1.32 LB/SF D=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net 0.45 LB/SF Curled Mat 1.55 S75 1.55 Class A (4"@9"THK) 2.00 S150 1.75 Class B (8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 New A = 1.28 SF New P = 4.53 Wetted perimeter New R = 0.28 Hydraulic radius Z Actual =0.55 Must be greater than z required=>0.28 Okay New V = 4.91 fps Liner:1.55 LB/SF > 1.32 LB/SF Okay Min. Ditch Depth = 1 ft 3 1 Side Slope 3:1 *RED IS USER INPUT Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.00 Bottom Width (ft) Flow Depth (Y) = 0.4 ft Ditch Geometry Bottom Width (B) = 2 ft Top Width (ft)Flow Depth (ft) Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 64250.002 DITCH NAME CALCULATED BY April Blye Sheetz - Shade Tree Lane 2.00 0.40 8 PERMANENT DIVERSION DITCH: PDD 2 - 25 Year Top Width = 8 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force LATEST REVISION: 10/2/2024 10:12 AM PDD 3 - 25 Year Area (A) =0.41 (Acres) Coef. (C) = 0.70 (Dimensionless) Inte. (I) =11.10 (in/hr) Flow (Q25) =3.2 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.030 (Dimensionless) Ditch Length = 297 LF Slope = 0.037 (ft/ft) Highest Elevation = 21 Z Required = 0.33 Ratio Lowest Elevation = 10 Side Slope (M) =3 :1 Flow Depth (Y) =0.60 ft 7.2 in Bottom Width (B) =0.00 ft 0.0 in Freeboard = 0.40 ft 4.8 in T=YxDxS Y = Weight of water (62.4 LB/CUFT) T = 1.39 LB/SF D=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net 0.45 LB/SF Curled Mat 1.55 S75 1.55 Class A (4"@9"THK) 2.00 S150 1.75 Class B (8"@18"THK) 3.50 SC150 2.10 Class I (12"@22"THK) 5.00 C125 2.25 Class II (18"@30"THK) 7.50 P300 8.00 New A = 1.08 SF New P = 3.79 Wetted perimeter New R = 0.28 Hydraulic radius Z Actual =0.47 Must be greater than z required=>0.33 Okay New V = 4.14 fps Liner:1.55 LB/SF > 1.39 LB/SF Okay Min. Ditch Depth = 1 ft 3 1 Side Slope 3:1 *RED IS USER INPUT Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.00 Bottom Width (ft) Flow Depth (Y) = 0.6 ft Ditch Geometry Bottom Width (B) = 0 ft Top Width (ft)Flow Depth (ft) Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 64250.002 DITCH NAME CALCULATED BY April Blye Sheetz - Shade Tree Lane 0.00 0.60 6 PERMANENT DIVERSION DITCH: PDD 3 - 25 Year Top Width = 6 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force LATEST REVISION: 10/2/2024 10:14 AM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024 PDD1A Trapezoidal Bottom Width (ft) = 1.75 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 16.50 Slope (%) = 0.50 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 16.22 Highlighted Depth (ft) = 1.16 Q (cfs) = 16.22 Area (sqft) = 6.07 Velocity (ft/s) = 2.67 Wetted Perim (ft) = 9.09 Crit Depth, Yc (ft) = 0.88 Top Width (ft) = 8.71 EGL (ft) = 1.27 0 2 4 6 8 10 12 14 16 Elev (ft) Depth (ft)Section 16.00 -0.50 16.50 0.00 17.00 0.50 17.50 1.00 18.00 1.50 18.50 2.00 19.00 2.50 Reach (ft) 100-YEAR Q = CIA = 0.69 * 10.4 * 2.26 = 16.2 CFS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024 PDD1B Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 16.50 Slope (%) = 5.00 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 1.17 Highlighted Depth (ft) = 0.35 Q (cfs) = 1.170 Area (sqft) = 0.37 Velocity (ft/s) = 3.18 Wetted Perim (ft) = 2.21 Crit Depth, Yc (ft) = 0.40 Top Width (ft) = 2.10 EGL (ft) = 0.51 0 1 2 3 4 5 6 7 8 Elev (ft) Depth (ft)Section 16.00 -0.50 16.50 0.00 17.00 0.50 17.50 1.00 18.00 1.50 Reach (ft) 100-YEAR Q = CIA = 0.69 * 13.0 * 0.13 = 1.17 CFS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024 PDD2 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 10.00 Slope (%) = 5.20 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 4.30 Highlighted Depth (ft) = 0.33 Q (cfs) = 4.300 Area (sqft) = 0.99 Velocity (ft/s) = 4.36 Wetted Perim (ft) = 4.09 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 3.98 EGL (ft) = 0.63 0 1 2 3 4 5 6 7 8 9 10 Elev (ft) Depth (ft)Section 9.50 -0.50 10.00 0.00 10.50 0.50 11.00 1.00 11.50 1.50 12.00 2.00 Reach (ft) 100-YEAR Q = CIA = 0.80 * 13.0 * 0.41 = 4.3 CFS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Oct 2 2024 PDD3 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 10.00 Slope (%) = 1.00 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 4.30 Highlighted Depth (ft) = 0.76 Q (cfs) = 4.300 Area (sqft) = 1.73 Velocity (ft/s) = 2.48 Wetted Perim (ft) = 4.81 Crit Depth, Yc (ft) = 0.67 Top Width (ft) = 4.56 EGL (ft) = 0.86 0 1 2 3 4 5 6 7 8 Elev (ft) Depth (ft)Section 9.50 -0.50 10.00 0.00 10.50 0.50 11.00 1.00 11.50 1.50 12.00 2.00 Reach (ft) 100-YEAR Q = CIA = 0.80 * 13.0 * 0.41 = 4.3 CFS Sheetz – Shade Tree Lane Wilmington, NC Project Number: 64250.002 10 | www.timmons.com Flood Routing Overland Relief Exhibit Hydraflow Flood Routing T TP T TP MKF TTP SPIGOT Sign "No Soliciting" Pet Waste Can Sign "Speed Limit 25" 7 ' W i r e F e n c e 5' W i r e F e n c e 5' Wir e F e n c e Sign "Do Not Enter" Sign "Speed Limit 45" 6' W i r e F e n c e 4' W i r e F e n c e VU MB MB Grass Median Grass Median Conc. Median 61873 61627 61624 60360 Gravel Dirt LLR Investments of Wilmington Inc. PARID: R07100-003-022-000 MAPID: 313405.18.5180.000 DB 5819 PG 398 Susan Ann Wilson, Trustee of the Susan Ann Wilson Revocable Trust PARID: R07117-005-004-000 MAPID: 313405.27.0958.000 DB 6097 PG 548 Frances D. Reith PARID: R07117-005-001-000 MAPID: 313405.27.1901.000 DB 2985 PG 500 Richard D. Welch & Chester F. Welch Jr PARID: R07117-005-003-000 MAPID: 313405.28.0035.000 DB 6453 PG 2820 John Huntley Munn PARID: R07113-003-001-000 MAPID: 313405.28.0112.000 DB 6440 PG 1151 Keith E. Noxon & wife, Kelly Ann Kennedy PARID: R07113-003-002-000 MAPID: 313405.18.9189.000 DB 2513 PG 248 Marsha Hill & husband, Keith Hill PARID: R07113-003-003-000 MAPID: 313405.18.9267.000 DB 6150 PG 2400 Keith Alan McCormick & wife, Debra A. McCormick PARID: R07113-005-010-000 MAPID: 313405.18.8376.000 DB 2878 PG 227 Robert Hart & wife, Susan Hart PARID: R07113-005-011-000 MAPID: 313405.18.7388.000 DB 5991 PG 7561 Story Block GarageMetal Carpo r t T TP TTP TC OH U O H U OHU OHU VU 8'' W 8'' W 8'' W 8'' W 8'' W D EM MKG WM Road Name Sign D D D X X X X X X X X X X X X X X X X X X X X UGP UG P UG P UG P G G OH P OH P OH P OH P OH P OHPOHPOHP X X X X X X X X X X X X XUG P UG P UG P UG P UG P UG P UG P UG P OH U OH U GGGGGGGGGGGGGGGGG OH P OH P OH P OH P X UGP UGP UGP UG P UG P UG P X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X FES - Inv. = 18.67'FES - Inv. = 18.70' FES - Inv. = 18.99' FES - Inv. = 18.63' 62483 - Inv. = 16.44'Inv. = 9.31' 62612 - Inv. = 10.35' 60263 - Inv. = 12.33' Storm Inlet Rim Elev. = 21.50' Inv. Out = 18.58' FES - Inv. = 18.96' FES - Inv. = 1873' Exist i n g 5 0 ' D r a i n a g e Eas e m e n t a n d O p e n S p a c e PB 3 4 P G 1 5 6 PB 4 2 P G 3 4 6 S h a d e T r e e L a n e V a r i a b l e W i d t h P u b l i c R / W P B 3 4 P G 1 5 6 S R 2 3 6 1 Brick Sign "The Lakes" w/ Post Lights 18 18 19 19 18 18 1 9 2 0 2 5 26 2 1 2 0 2 1 21 20 19 18 20 18 17 1 6 15 14 15 17 17 18 19 20 20 1 9 1 8 1 7 19 18 2 0 1918 19 20 21 20 19 21 20 21 20 1 7 17 18 19 18 17 16 15 14 13 15 16 17 18 19 20 18 19 20 21 22 21 20 19 20 16 1 8 19 18 20 2 0 19 18" RCP 18" RCP Possible Junction Possible Junction 60394-Storm Inlet Rim Elev. = 19.83' Inv. (NW) = 11.19' Inv. (SE) = 11.02' Inv. (SW) = 10.96' 61055-Drainage Manhole Rim Elev. = 19.54' Inv. (SE) = 15.81' Inv. (NE) = 10.35' Inv. (NW) = 10.39' 60359-Drainage Manhole Rim Elev. = 20.25' Inv. (B.O.B) = 11.38' 1 3 18 " R C P 18 " R C P 18" RCP 1 8 " R C P 18" RCP 15" RCP 1 8 " R C P 1 8 " R C P 18" RCP 18" RCP 18" RCP18" RCP 7 2 " R C P 7 2 " R C P 48" RCP 4 8 " R C P 48 " R C P 48" RCP 4 8 " R C P 36" RCP 18" RCP 18" RCP 19 19 20 21 21 20 23 19 17 18 17 1 8 1819 17171717 16 18 1 6 16 16 20 19 19 20 20 20 20 20 2 0 2 1 2 0 19 19 21 20 21 19 15 12 1919 19 W W W WWWWWWWWWWWWW 8' ' W 8' ' W 8' ' W W CAROLINA BEACH ROAD VARIABLE WIDTH PUBLIC R/W DB 20 PG 91, PB 16 PG 1, PB 25 PG 190 & PB 42 PG 346 US-421 Rim = 19.41' Inv. In (62483) = 15.68' Inv. In (61627) = 15.63' Inv. Out = 15.53' Rim = 18.28' Inv. In = 13.71' Inv. Out = 13.57' 61881 Rim = 19.25' Inv. In = 13.40' Inv. Out = 13.34' Rim = 21.03' Inv. In (61624)= 16.53' Inv. In (61532) = 16.23' Inv. Out = 16.16' Rim = 21.34' Inv. Out = 17.64' STANDARD UST FIELD VA N DRIVE THRU FINISH GRADE 6" BELOW F.F. ST O P 10"WIDE X 6" HIGH CONCRETE CURB OFFSET FROM BUILDING 6'-0"H X 6"DIA. BOLLARD 1'-4" OFFSET FROM BUILDING NEW SHEETZ STORE 6139 SQ. FT. FFE: 22.50' FM FM FM FM FM FM RD RD RD DS RD RD RD RD DS DS DS RD RD RD DS DS DS DS DS DS 19 W W W W W W W W W W G G G G G G 192021 20 19 22 20 18 17 16 15 13 11 10 15 16 17 18 20 21 21 20 17 18 CB107 FE109 CB103 CB101 CB102 CB105 CB106 JB301 YI302 CB104 20 21 2 1 2 0 20 OUTLET #1 85 LF OF CURB OUTLET #2 57 LF OF CURB OUTLET #3 30' DRIVEWAY OUTLET #5 33 LF OF CURB OUTLET #4 100 LF OF CURB PONDING AREA #1PONDING AREA #2 PONDING AREA #3 PONDING AREA #4 PONDING AREA #5 2 1 21 2 1 1 9 20 21 2 1 2120 22 2 0 22 21 21 2 1 19 19 1920 20 17 21 JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN S: \ 3 3 2 \ 6 4 2 5 0 - S h e e t z \ 0 0 2 - 3 3 2 - S h a d e T r e e L n \ D W G \ S h e e t \ E x h i b i t \ 6 4 2 5 0 . 0 0 2 - E X - D R A N - O V E R F L O W . d w g | P l o t t e d o n 10 / 2 8 / 2 0 2 4 4 : 2 1 P M | b y Je f f Y o k l e y ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS 10/28/2024 EX OV E R L A N D R E L I E F E X H I B I T 332 P. BARBEAU P. BARBEAU 10/28/2024 SH E E T Z - S H A D E T R E E L A N E WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 64250.002 N A D 8 3 0 SCALE 1"=30' 60'30' DRAINAGE AREA BOUNDARY LEGEND Hydraflow Table of Contents Sheetz-ShadeTree-OverlandRelief.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, DA 1...................................................................................... 4 Hydrograph No. 2, SCS Runoff, DA 2...................................................................................... 5 Hydrograph No. 3, SCS Runoff, DA 3...................................................................................... 6 Hydrograph No. 4, SCS Runoff, DA 4...................................................................................... 7 Hydrograph No. 5, SCS Runoff, DA 5...................................................................................... 8 Hydrograph No. 6, Reservoir, Ponding Area #1....................................................................... 9 Pond Report - Ponding Area #1......................................................................................... 10 Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 11 Pond Report - Ponding Area #2......................................................................................... 12 Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 13 Pond Report - Ponding Area #3......................................................................................... 14 Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 15 Pond Report - Ponding Area #4......................................................................................... 16 Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 17 Pond Report - Ponding Area #5......................................................................................... 18 2 - Year Summary Report....................................................................................................................... 19 Hydrograph Reports................................................................................................................. 20 Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 20 Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 21 Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 22 Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 23 Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 24 Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 25 Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 26 Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 27 Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 28 Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 29 10 - Year Summary Report....................................................................................................................... 30 Hydrograph Reports................................................................................................................. 31 Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 31 Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 32 Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 33 Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 34 Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 35 Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 36 Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 37 Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 38 Contents continued...Sheetz-ShadeTree-OverlandRelief.gpw Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 39 Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 40 25 - Year Summary Report....................................................................................................................... 41 Hydrograph Reports................................................................................................................. 42 Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 42 Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 43 Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 44 Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 45 Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 46 Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 47 Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 48 Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 49 Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 50 Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 51 100 - Year Summary Report....................................................................................................................... 52 Hydrograph Reports................................................................................................................. 53 Hydrograph No. 1, SCS Runoff, DA 1.................................................................................... 53 Hydrograph No. 2, SCS Runoff, DA 2.................................................................................... 54 Hydrograph No. 3, SCS Runoff, DA 3.................................................................................... 55 Hydrograph No. 4, SCS Runoff, DA 4.................................................................................... 56 Hydrograph No. 5, SCS Runoff, DA 5.................................................................................... 57 Hydrograph No. 6, Reservoir, Ponding Area #1..................................................................... 58 Hydrograph No. 7, Reservoir, Ponding Area #2..................................................................... 59 Hydrograph No. 8, Reservoir, Ponding Area #3..................................................................... 60 Hydrograph No. 9, Reservoir, Ponding Area #4..................................................................... 61 Hydrograph No. 10, Reservoir, Ponding Area #5................................................................... 62 IDF Report.................................................................................................................. 63 1 2 3 4 5 6 7 8 9 10 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: Sheetz-ShadeTree-OverlandRelief.gpw Monday, 10 / 28 / 2024 Hyd.Origin Description Legend 1 SCS Runoff DA 1 2 SCS Runoff DA 2 3 SCS Runoff DA 3 4 SCS Runoff DA 4 5 SCS Runoff DA 5 6 Reservoir Ponding Area #1 7 Reservoir Ponding Area #2 8 Reservoir Ponding Area #3 9 Reservoir Ponding Area #4 10 Reservoir Ponding Area #5 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 2.880 3.539 ------- ------- 5.593 7.069 ------- 9.895 DA 1 2 SCS Runoff ------ 2.263 2.781 ------- ------- 4.394 5.554 ------- 7.774 DA 2 3 SCS Runoff ------ 0.771 0.948 ------- ------- 1.498 1.893 ------- 2.650 DA 3 4 SCS Runoff ------ 1.851 2.275 ------- ------- 3.595 4.544 ------- 6.361 DA 4 5 SCS Runoff ------ 0.463 0.569 ------- ------- 0.899 1.136 ------- 1.590 DA 5 6 Reservoir 1 2.805 3.445 ------- ------- 5.440 6.874 ------- 9.733 Ponding Area #1 7 Reservoir 2 2.139 2.628 ------- ------- 4.154 5.250 ------- 7.578 Ponding Area #2 8 Reservoir 3 0.728 0.895 ------- ------- 1.415 1.788 ------- 2.503 Ponding Area #3 9 Reservoir 4 1.815 2.228 ------- ------- 3.516 4.441 ------- 6.216 Ponding Area #4 10 Reservoir 5 0.454 0.558 ------- ------- 0.880 1.112 ------- 1.556 Ponding Area #5 Proj. file: Sheetz-ShadeTree-OverlandRelief.gpw Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Summary Report 3 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 2.880 2 716 6,426 ------ ------ ------ DA 1 2 SCS Runoff 2.263 2 716 5,049 ------ ------ ------ DA 2 3 SCS Runoff 0.771 2 716 1,721 ------ ------ ------ DA 3 4 SCS Runoff 1.851 2 716 4,131 ------ ------ ------ DA 4 5 SCS Runoff 0.463 2 716 1,033 ------ ------ ------ DA 5 6 Reservoir 2.805 2 718 6,426 1 20.03 209 Ponding Area #1 7 Reservoir 2.139 2 718 5,049 2 20.04 259 Ponding Area #2 8 Reservoir 0.728 2 718 1,721 3 21.02 89.1 Ponding Area #3 9 Reservoir 1.815 2 718 4,131 4 20.02 57.0 Ponding Area #4 10 Reservoir 0.454 2 718 1,033 5 20.01 17.1 Ponding Area #5 Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 1 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA 1 Hydrograph type = SCS Runoff Peak discharge = 2.880 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,426 cuft Drainage area = 0.560 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) DA 1 Hyd. No. 1 -- 1 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA 2 Hydrograph type = SCS Runoff Peak discharge = 2.263 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 5,049 cuft Drainage area = 0.440 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 5 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) DA 2 Hyd. No. 2 -- 1 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 3 DA 3 Hydrograph type = SCS Runoff Peak discharge = 0.771 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,721 cuft Drainage area = 0.150 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) DA 3 Hyd. No. 3 -- 1 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 DA 4 Hydrograph type = SCS Runoff Peak discharge = 1.851 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 4,131 cuft Drainage area = 0.360 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 7 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) DA 4 Hyd. No. 4 -- 1 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 5 DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.463 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,033 cuft Drainage area = 0.090 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.94 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 8 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) DA 5 Hyd. No. 5 -- 1 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 Ponding Area #1 Hydrograph type = Reservoir Peak discharge = 2.805 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,426 cuft Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.03 ft Reservoir name = Ponding Area #1 Max. Storage = 209 cuft Storage Indication method used. 9 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Ponding Area #1 Hyd. No. 6 -- 1 Year Hyd No. 6 Hyd No. 1 Total storage used = 209 cuft Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Pond No. 1 - Ponding Area #1 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 20.00 2,387 0 0 1.00 21.00 10,938 6,663 6,663 2.00 22.00 20,309 15,624 22,286 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft)= 85.00 0.00 0.00 0.00 Crest El. (ft)= 20.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) 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). 0.0 80.0 160.0 240.0 320.0 400.0 480.0 560.0 640.0 720.0 800.0 880.0 Stage (ft) 0.00 20.00 0.20 20.20 0.40 20.40 0.60 20.60 0.80 20.80 1.00 21.00 1.20 21.20 1.40 21.40 1.60 21.60 1.80 21.80 2.00 22.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 Ponding Area #2 Hydrograph type = Reservoir Peak discharge = 2.139 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,049 cuft Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.04 ft Reservoir name = Ponding Area #2 Max. Storage = 259 cuft Storage Indication method used. 11 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Ponding Area #2 Hyd. No. 7 -- 1 Year Hyd No. 7 Hyd No. 2 Total storage used = 259 cuft Pond Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Pond No. 2 - Ponding Area #2 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 20.00 2,894 0 0 1.00 21.00 11,625 7,260 7,260 2.00 22.00 17,339 14,482 21,742 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft)= 57.00 0.00 0.00 0.00 Crest El. (ft)= 20.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) 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). 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 550.0 Stage (ft) 0.00 20.00 0.20 20.20 0.40 20.40 0.60 20.60 0.80 20.80 1.00 21.00 1.20 21.20 1.40 21.40 1.60 21.60 1.80 21.80 2.00 22.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 Ponding Area #3 Hydrograph type = Reservoir Peak discharge = 0.728 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,721 cuft Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.02 ft Reservoir name = Ponding Area #3 Max. Storage = 89 cuft Storage Indication method used. 13 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Ponding Area #3 Hyd. No. 8 -- 1 Year Hyd No. 8 Hyd No. 3 Total storage used = 89 cuft Pond Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Pond No. 3 - Ponding Area #3 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 21.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 21.00 1,531 0 0 1.00 22.00 6,196 3,864 3,864 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft)= 30.00 0.00 0.00 0.00 Crest El. (ft)= 21.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) 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). 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 Stage (ft) 0.00 21.00 0.10 21.10 0.20 21.20 0.30 21.30 0.40 21.40 0.50 21.50 0.60 21.60 0.70 21.70 0.80 21.80 0.90 21.90 1.00 22.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 Ponding Area #4 Hydrograph type = Reservoir Peak discharge = 1.815 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,131 cuft Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.02 ft Reservoir name = Ponding Area #4 Max. Storage = 57 cuft Storage Indication method used. 15 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Ponding Area #4 Hyd. No. 9 -- 1 Year Hyd No. 9 Hyd No. 4 Total storage used = 57 cuft Pond Report 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Pond No. 4 - Ponding Area #4 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 20.00 1,124 0 0 1.00 21.00 5,488 3,306 3,306 2.00 22.00 12,543 9,016 12,322 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft)= 100.00 0.00 0.00 0.00 Crest El. (ft)= 20.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) 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). 0.0 90.0 180.0 270.0 360.0 450.0 540.0 630.0 720.0 810.0 900.0 990.0 Stage (ft) 0.00 20.00 0.20 20.20 0.40 20.40 0.60 20.60 0.80 20.80 1.00 21.00 1.20 21.20 1.40 21.40 1.60 21.60 1.80 21.80 2.00 22.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Ponding Area #5 Hydrograph type = Reservoir Peak discharge = 0.454 cfs Storm frequency = 1 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,033 cuft Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.01 ft Reservoir name = Ponding Area #5 Max. Storage = 17 cuft Storage Indication method used. 17 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Ponding Area #5 Hyd. No. 10 -- 1 Year Hyd No. 10 Hyd No. 5 Total storage used = 17 cuft Pond Report 18 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Pond No. 5 - Ponding Area #5 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 20.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 20.00 210 0 0 1.00 21.00 2,413 1,312 1,312 2.00 22.00 3,719 3,066 4,378 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 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 Multi-Stage = n/a No No No Crest Len (ft)= 33.00 0.00 0.00 0.00 Crest El. (ft)= 20.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) 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). 0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0 Stage (ft) 0.00 20.00 0.20 20.20 0.40 20.40 0.60 20.60 0.80 20.80 1.00 21.00 1.20 21.20 1.40 21.40 1.60 21.60 1.80 21.80 2.00 22.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Summary Report 19 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 3.539 2 716 8,007 ------ ------ ------ DA 1 2 SCS Runoff 2.781 2 716 6,291 ------ ------ ------ DA 2 3 SCS Runoff 0.948 2 716 2,145 ------ ------ ------ DA 3 4 SCS Runoff 2.275 2 716 5,148 ------ ------ ------ DA 4 5 SCS Runoff 0.569 2 716 1,287 ------ ------ ------ DA 5 6 Reservoir 3.445 2 718 8,007 1 20.04 256 Ponding Area #1 7 Reservoir 2.628 2 718 6,291 2 20.04 318 Ponding Area #2 8 Reservoir 0.895 2 718 2,145 3 21.03 109 Ponding Area #3 9 Reservoir 2.228 2 718 5,148 4 20.02 70.0 Ponding Area #4 10 Reservoir 0.558 2 718 1,287 5 20.02 21.0 Ponding Area #5 Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 2 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA 1 Hydrograph type = SCS Runoff Peak discharge = 3.539 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 8,007 cuft Drainage area = 0.560 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 20 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) DA 1 Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA 2 Hydrograph type = SCS Runoff Peak discharge = 2.781 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,291 cuft Drainage area = 0.440 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 21 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) DA 2 Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 3 DA 3 Hydrograph type = SCS Runoff Peak discharge = 0.948 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,145 cuft Drainage area = 0.150 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 22 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) DA 3 Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 DA 4 Hydrograph type = SCS Runoff Peak discharge = 2.275 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 5,148 cuft Drainage area = 0.360 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 23 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) DA 4 Hyd. No. 4 -- 2 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 5 DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.569 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,287 cuft Drainage area = 0.090 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.78 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 24 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) DA 5 Hyd. No. 5 -- 2 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 Ponding Area #1 Hydrograph type = Reservoir Peak discharge = 3.445 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,007 cuft Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.04 ft Reservoir name = Ponding Area #1 Max. Storage = 256 cuft Storage Indication method used. 25 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Ponding Area #1 Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 1 Total storage used = 256 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 Ponding Area #2 Hydrograph type = Reservoir Peak discharge = 2.628 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,291 cuft Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.04 ft Reservoir name = Ponding Area #2 Max. Storage = 318 cuft Storage Indication method used. 26 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Ponding Area #2 Hyd. No. 7 -- 2 Year Hyd No. 7 Hyd No. 2 Total storage used = 318 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 Ponding Area #3 Hydrograph type = Reservoir Peak discharge = 0.895 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,145 cuft Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.03 ft Reservoir name = Ponding Area #3 Max. Storage = 109 cuft Storage Indication method used. 27 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Ponding Area #3 Hyd. No. 8 -- 2 Year Hyd No. 8 Hyd No. 3 Total storage used = 109 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 Ponding Area #4 Hydrograph type = Reservoir Peak discharge = 2.228 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 5,148 cuft Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.02 ft Reservoir name = Ponding Area #4 Max. Storage = 70 cuft Storage Indication method used. 28 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Ponding Area #4 Hyd. No. 9 -- 2 Year Hyd No. 9 Hyd No. 4 Total storage used = 70 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Ponding Area #5 Hydrograph type = Reservoir Peak discharge = 0.558 cfs Storm frequency = 2 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 1,287 cuft Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.02 ft Reservoir name = Ponding Area #5 Max. Storage = 21 cuft Storage Indication method used. 29 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Ponding Area #5 Hyd. No. 10 -- 2 Year Hyd No. 10 Hyd No. 5 Total storage used = 21 cuft Hydrograph Summary Report 30 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 5.593 2 716 13,004 ------ ------ ------ DA 1 2 SCS Runoff 4.394 2 716 10,218 ------ ------ ------ DA 2 3 SCS Runoff 1.498 2 716 3,483 ------ ------ ------ DA 3 4 SCS Runoff 3.595 2 716 8,360 ------ ------ ------ DA 4 5 SCS Runoff 0.899 2 716 2,090 ------ ------ ------ DA 5 6 Reservoir 5.440 2 718 13,004 1 20.06 405 Ponding Area #1 7 Reservoir 4.154 2 718 10,218 2 20.07 502 Ponding Area #2 8 Reservoir 1.415 2 718 3,483 3 21.04 173 Ponding Area #3 9 Reservoir 3.516 2 718 8,360 4 20.03 110 Ponding Area #4 10 Reservoir 0.880 2 718 2,090 5 20.03 33.2 Ponding Area #5 Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 10 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA 1 Hydrograph type = SCS Runoff Peak discharge = 5.593 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 13,004 cuft Drainage area = 0.560 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 31 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) DA 1 Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA 2 Hydrograph type = SCS Runoff Peak discharge = 4.394 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 10,218 cuft Drainage area = 0.440 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 32 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) DA 2 Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 3 DA 3 Hydrograph type = SCS Runoff Peak discharge = 1.498 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 3,483 cuft Drainage area = 0.150 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 33 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) DA 3 Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 DA 4 Hydrograph type = SCS Runoff Peak discharge = 3.595 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 8,360 cuft Drainage area = 0.360 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 34 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) DA 4 Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 5 DA 5 Hydrograph type = SCS Runoff Peak discharge = 0.899 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,090 cuft Drainage area = 0.090 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.42 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 35 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) DA 5 Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 Ponding Area #1 Hydrograph type = Reservoir Peak discharge = 5.440 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 13,004 cuft Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.06 ft Reservoir name = Ponding Area #1 Max. Storage = 405 cuft Storage Indication method used. 36 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Ponding Area #1 Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 1 Total storage used = 405 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 Ponding Area #2 Hydrograph type = Reservoir Peak discharge = 4.154 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 10,218 cuft Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.07 ft Reservoir name = Ponding Area #2 Max. Storage = 502 cuft Storage Indication method used. 37 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Ponding Area #2 Hyd. No. 7 -- 10 Year Hyd No. 7 Hyd No. 2 Total storage used = 502 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 Ponding Area #3 Hydrograph type = Reservoir Peak discharge = 1.415 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,483 cuft Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.04 ft Reservoir name = Ponding Area #3 Max. Storage = 173 cuft Storage Indication method used. 38 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Ponding Area #3 Hyd. No. 8 -- 10 Year Hyd No. 8 Hyd No. 3 Total storage used = 173 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 Ponding Area #4 Hydrograph type = Reservoir Peak discharge = 3.516 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 8,360 cuft Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.03 ft Reservoir name = Ponding Area #4 Max. Storage = 110 cuft Storage Indication method used. 39 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Ponding Area #4 Hyd. No. 9 -- 10 Year Hyd No. 9 Hyd No. 4 Total storage used = 110 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Ponding Area #5 Hydrograph type = Reservoir Peak discharge = 0.880 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,090 cuft Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.03 ft Reservoir name = Ponding Area #5 Max. Storage = 33 cuft Storage Indication method used. 40 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Ponding Area #5 Hyd. No. 10 -- 10 Year Hyd No. 10 Hyd No. 5 Total storage used = 33 cuft Hydrograph Summary Report 41 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 7.069 2 716 16,631 ------ ------ ------ DA 1 2 SCS Runoff 5.554 2 716 13,067 ------ ------ ------ DA 2 3 SCS Runoff 1.893 2 716 4,455 ------ ------ ------ DA 3 4 SCS Runoff 4.544 2 716 10,691 ------ ------ ------ DA 4 5 SCS Runoff 1.136 2 716 2,673 ------ ------ ------ DA 5 6 Reservoir 6.874 2 718 16,631 1 20.08 512 Ponding Area #1 7 Reservoir 5.250 2 718 13,067 2 20.09 635 Ponding Area #2 8 Reservoir 1.788 2 718 4,455 3 21.06 219 Ponding Area #3 9 Reservoir 4.441 2 718 10,691 4 20.04 139 Ponding Area #4 10 Reservoir 1.112 2 718 2,673 5 20.03 42.0 Ponding Area #5 Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 25 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA 1 Hydrograph type = SCS Runoff Peak discharge = 7.069 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 16,631 cuft Drainage area = 0.560 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 42 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) DA 1 Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA 2 Hydrograph type = SCS Runoff Peak discharge = 5.554 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 13,067 cuft Drainage area = 0.440 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 43 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) DA 2 Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 3 DA 3 Hydrograph type = SCS Runoff Peak discharge = 1.893 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 4,455 cuft Drainage area = 0.150 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 44 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) DA 3 Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 DA 4 Hydrograph type = SCS Runoff Peak discharge = 4.544 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 10,691 cuft Drainage area = 0.360 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 45 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) DA 4 Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 5 DA 5 Hydrograph type = SCS Runoff Peak discharge = 1.136 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,673 cuft Drainage area = 0.090 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.33 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 46 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) DA 5 Hyd. No. 5 -- 25 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 Ponding Area #1 Hydrograph type = Reservoir Peak discharge = 6.874 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 16,631 cuft Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.08 ft Reservoir name = Ponding Area #1 Max. Storage = 512 cuft Storage Indication method used. 47 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Ponding Area #1 Hyd. No. 6 -- 25 Year Hyd No. 6 Hyd No. 1 Total storage used = 512 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 Ponding Area #2 Hydrograph type = Reservoir Peak discharge = 5.250 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 13,067 cuft Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.09 ft Reservoir name = Ponding Area #2 Max. Storage = 635 cuft Storage Indication method used. 48 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Ponding Area #2 Hyd. No. 7 -- 25 Year Hyd No. 7 Hyd No. 2 Total storage used = 635 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 Ponding Area #3 Hydrograph type = Reservoir Peak discharge = 1.788 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 4,455 cuft Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.06 ft Reservoir name = Ponding Area #3 Max. Storage = 219 cuft Storage Indication method used. 49 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Ponding Area #3 Hyd. No. 8 -- 25 Year Hyd No. 8 Hyd No. 3 Total storage used = 219 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 Ponding Area #4 Hydrograph type = Reservoir Peak discharge = 4.441 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 10,691 cuft Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.04 ft Reservoir name = Ponding Area #4 Max. Storage = 139 cuft Storage Indication method used. 50 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Ponding Area #4 Hyd. No. 9 -- 25 Year Hyd No. 9 Hyd No. 4 Total storage used = 139 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Ponding Area #5 Hydrograph type = Reservoir Peak discharge = 1.112 cfs Storm frequency = 25 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 2,673 cuft Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.03 ft Reservoir name = Ponding Area #5 Max. Storage = 42 cuft Storage Indication method used. 51 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Ponding Area #5 Hyd. No. 10 -- 25 Year Hyd No. 10 Hyd No. 5 Total storage used = 42 cuft Hydrograph Summary Report 52 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 9.895 2 716 23,610 ------ ------ ------ DA 1 2 SCS Runoff 7.774 2 716 18,551 ------ ------ ------ DA 2 3 SCS Runoff 2.650 2 716 6,324 ------ ------ ------ DA 3 4 SCS Runoff 6.361 2 716 15,178 ------ ------ ------ DA 4 5 SCS Runoff 1.590 2 716 3,795 ------ ------ ------ DA 5 6 Reservoir 9.733 2 718 23,610 1 20.10 698 Ponding Area #1 7 Reservoir 7.578 2 718 18,551 2 20.11 830 Ponding Area #2 8 Reservoir 2.503 2 718 6,324 3 21.08 306 Ponding Area #3 9 Reservoir 6.216 2 716 15,178 4 20.06 195 Ponding Area #4 10 Reservoir 1.556 2 718 3,794 5 20.04 58.7 Ponding Area #5 Sheetz-ShadeTree-OverlandRelief.gpw Return Period: 100 Year Monday, 10 / 28 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 1 DA 1 Hydrograph type = SCS Runoff Peak discharge = 9.895 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 23,610 cuft Drainage area = 0.560 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 53 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) DA 1 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 2 DA 2 Hydrograph type = SCS Runoff Peak discharge = 7.774 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 18,551 cuft Drainage area = 0.440 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 54 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) DA 2 Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 3 DA 3 Hydrograph type = SCS Runoff Peak discharge = 2.650 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 6,324 cuft Drainage area = 0.150 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 55 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) DA 3 Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 4 DA 4 Hydrograph type = SCS Runoff Peak discharge = 6.361 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 15,178 cuft Drainage area = 0.360 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 56 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) DA 4 Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 5 DA 5 Hydrograph type = SCS Runoff Peak discharge = 1.590 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 3,795 cuft Drainage area = 0.090 ac Curve number = 95 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 13.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 57 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) DA 5 Hyd. No. 5 -- 100 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 6 Ponding Area #1 Hydrograph type = Reservoir Peak discharge = 9.733 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 23,610 cuft Inflow hyd. No. = 1 - DA 1 Max. Elevation = 20.10 ft Reservoir name = Ponding Area #1 Max. Storage = 698 cuft Storage Indication method used. 58 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Ponding Area #1 Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 1 Total storage used = 698 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 7 Ponding Area #2 Hydrograph type = Reservoir Peak discharge = 7.578 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 18,551 cuft Inflow hyd. No. = 2 - DA 2 Max. Elevation = 20.11 ft Reservoir name = Ponding Area #2 Max. Storage = 830 cuft Storage Indication method used. 59 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Ponding Area #2 Hyd. No. 7 -- 100 Year Hyd No. 7 Hyd No. 2 Total storage used = 830 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 8 Ponding Area #3 Hydrograph type = Reservoir Peak discharge = 2.503 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 6,324 cuft Inflow hyd. No. = 3 - DA 3 Max. Elevation = 21.08 ft Reservoir name = Ponding Area #3 Max. Storage = 306 cuft Storage Indication method used. 60 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Ponding Area #3 Hyd. No. 8 -- 100 Year Hyd No. 8 Hyd No. 3 Total storage used = 306 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 9 Ponding Area #4 Hydrograph type = Reservoir Peak discharge = 6.216 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 15,178 cuft Inflow hyd. No. = 4 - DA 4 Max. Elevation = 20.06 ft Reservoir name = Ponding Area #4 Max. Storage = 195 cuft Storage Indication method used. 61 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 7.00 7.00 Q (cfs) Time (min) Ponding Area #4 Hyd. No. 9 -- 100 Year Hyd No. 9 Hyd No. 4 Total storage used = 195 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Hyd. No. 10 Ponding Area #5 Hydrograph type = Reservoir Peak discharge = 1.556 cfs Storm frequency = 100 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 3,794 cuft Inflow hyd. No. = 5 - DA 5 Max. Elevation = 20.04 ft Reservoir name = Ponding Area #5 Max. Storage = 59 cuft Storage Indication method used. 62 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Ponding Area #5 Hyd. No. 10 -- 100 Year Hyd No. 10 Hyd No. 5 Total storage used = 59 cuft Hydraflow Rainfall Report 63 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 10 / 28 / 2024 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 78.7228 12.4000 0.8810 -------- 2 91.8716 12.6000 0.8709 -------- 3 0.0000 0.0000 0.0000 -------- 5 97.1683 12.7000 0.8342 -------- 10 93.7879 12.1000 0.7948 -------- 25 87.4911 11.1000 0.7431 -------- 50 82.4765 10.5000 0.7036 -------- 100 74.7156 9.3000 0.6577 -------- File name: WILMINGTON.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 6.36 5.09 4.26 3.68 3.24 2.90 2.63 2.41 2.22 2.06 1.93 1.81 2 7.56 6.08 5.11 4.42 3.90 3.50 3.18 2.91 2.69 2.50 2.34 2.20 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 8.84 7.18 6.08 5.30 4.70 4.24 3.87 3.56 3.30 3.08 2.89 2.72 10 9.82 8.01 6.81 5.95 5.31 4.80 4.39 4.05 3.77 3.52 3.31 3.13 25 11.10 9.08 7.75 6.80 6.09 5.53 5.08 4.70 4.39 4.12 3.88 3.68 50 11.99 9.85 8.45 7.45 6.69 6.10 5.62 5.22 4.89 4.60 4.35 4.13 100 12.99 10.66 9.16 8.10 7.31 6.68 6.17 5.75 5.40 5.10 4.83 4.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: S:\332\64250-Sheetz\002-332-ShadeTreeLn\Calc\Storm\02_Hydraflow\2_Hydraflow SCM\Wilmington.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.94 4.78 0.00 3.30 7.42 9.33 6.80 13.00 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 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 1.75 0.00 2.80 3.90 5.25 6.00 7.10