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MSR Wilmington_Revised SWM Report Marriott StudioRes – Stormwater Management Design Report 1 | P a g e Marriott StudioRes 6955 Market Street Wilmington, New Hanover County, NC Proposed hotel and associated infrastructure COORDINATES: 34.265486 N, -77.829183 W Project No.: 150160-01-007 Stormwater Management Design Report Prepared By: 4006 Barrett Drive, Suite 104 Raleigh, NC 27609 PREPARED FOR: NF V ES-W Wilmington, LLC John Bianco 3424 Peachtree St., N.E., Paul Lawler, PE Suite 2000 NC License No. 050654 Atlanta, GA 30326 (980) 446-3336 john.bianco@nobleinvestment.com plawler@bowman.com FEBRUARY 29, 2024 REVISED JUNE 4, 2024 / JUNE 25, 2024 Marriott StudioRes – Stormwater Management Design Report 2 | P a g e TABLE OF CONTENTS Overview  Background  Floodplains and Streams  Soils  Rainfall Intensity and Time of Concentration Peak Runoff Analysis  Pre-Development Conditions  Post-Development Conditions  Comparison of Peak Discharges  Water Quality Appendix A: Figures  Soil Survey  FEMA Flood Map No. 3710945600J  Topography Map  Hydrologic Unit Code (HUC)  Surface Water Classification Map  NOAA Point Precipitation Frequency Estimates  Pre-Development Drainage Basin Map  Post-Development Drainage Basin Map  BMP Drainage Area Map Appendix B: Wet Pond Calculations  Design Supplement  CN Values  Wet Pond Design  Hydrograph – Normal Condition  Hydrograph – Clogged Condition  Stormwater Management Details Appendix C: Storm Sewer Calculations Appendix D: Culvert Calculations Marriott StudioRes – Stormwater Management Design Report 3 | P a g e OVERVIEW This report contains the stormwater design calculations for the proposed Marriott StudioRes project site, located at 6955 Market Street, Wilmington, North Carolina, within New Hanover County. Currently, the project site is undeveloped wooded area. The proposed site consists of 3.54 acres and approximately 2.94 acres will be disturbed as part of this project for the construction of the site improvements. The proposed development consists of a four-story, 124-key hotel, parking areas, a driveway, curbs, associated infrastructure, and a stormwater control measure. There is one storm drain system proposed on site that will drain to a wet pond, enclosed in a retaining wall. The wet pond was designed for water quantity and quality. Stormwater design was based on the standards presented in the NCDEQ Stormwater Design Manual, New Hanover County Stormwater Design Manual, and the NCDOT Guidelines for Drainage Studies and Hydraulic Design. Background The development on the site will result in an impervious area of 67,751 sf (1.56 ac). Table 1 below shows the break-down of the impervious area added to the site. Table 1. Impervious Area Summary Impervious Area Summary Existing Impervious Area 0 sf 0.00 ac Proposed On-site Impervious Area 68,109 sf 1.56 ac Building 13,910 sf 0.31 ac Pavement 49,702 sf 1.14 ac Sidewalk 4,497 sf 0.10 ac Proposed Off-site Impervious Area 985 sf 0.02 ac Pavement 985 sf 0.02 ac Floodplains and Streams The proposed parcel is not located within a FEMA designated flood zone as shown on the combined FEMA FIRM Panels 3720315900J (April 3, 2006) and 3720315800K (August 28, 2018). The site drains to Smith Creek and is in the Cape Fear River Basin. There are no existing streams on the proposed property. Soils Based on the NRCS Web Soil Survey, the project site consists of Leon sand (Le), Lynn Haven fine sand (Ly), and Murville fine sand (Mu) soils. Le, Ly, and Mu soils are Group A/D. Rainfall Intensity and Time of Concentration Marriott StudioRes – Stormwater Management Design Report 4 | P a g e The 25-year, 5-minute rainfall intensity used in the design of the storm drainage system is 10.9 in/hr. The time of concentration used in the design of the storm drainage system was assumed to be 5 minutes. A complete analysis of the rainfall data can be found in Appendix A of this report. A complete analysis of the storm drain design and calculations can be found in Appendix C of this report. HYDROLOGY ANALYSIS AND CALCULATIONS Hydrology and storm water modeling calculations were performed using the latest version of Hydrographs modeling software. Simulations were set up based on information provided within the New Hanover County Stormwater Design Manual including the frequency factor. The Soil Conservation Service (NRCS TR-55) hydrologic method was utilized for the estimation of stormwater runoff peak rates and the generation of hydrographs for the routing of stormwater flows. Input and results can be found summarized in tables throughout this report and in the appendices. PEAK RUNOFF ANALYSIS Pre-Development Conditions The Pre-Developed Drainage Area is undeveloped wooded space in the Smith Creek watershed. The characteristics for the pre-development condition are shown below and additional calculations can be found in Appendix B. A drainage map identifying the basin can also be found in Appendix B. Table 2: Pre-Development Drainage Area Summaries Basin ID Total Area [acres] Composite Curve Number (CN) Time of Concentration (Tc) [min.] Pre-Developed Drainage Area 4.02 78 35.0 Post-Development Conditions The post-development condition contains one drainage area that is directed to the SCM and a bypass drainage area. The Post-Developed Drainage Area consists of the proposed development area. The drainage area collects runoff with curb inlets, roof drains and drainage pipes that connect to the proposed Wet Pond and discharges in the eastern corner of the lot. The characteristics for the post-development drainage areas are shown below and calculations can be found in Appendix B. A drainage map identifying the area can also be found in Appendix A. Marriott StudioRes – Stormwater Management Design Report 5 | P a g e Table 3: Post-Development Drainage Area Summaries Basin ID Total Area [acres] Composite Curve Number (CN) Time of Concentration (Tc) [min.] Post-Developed Drainage Area to SCM 1.96 94 5 Post-Developed Bypass Area 2.06 79 15.5 Comparison of Peak Discharges The pre- and post- development peak discharges are shown below for the site. Full calculations and hydrographs can be found on Appendix B. Post-development discharge rates for the site do not to exceed pre-development discharge rates for the one 1-year, 2-year, 10-year, 25-year, and 100-year twenty-four (24)-hour duration storm event. The design also provides 1 foot of freeboard above the 100-year surface elevation. Table 5: Peak Discharges Storm Event Pre-Dev. Peak Discharge Rate Post-Dev. w/o Detention Peak Discharge Rate Post-Dev. w/ Detention Peak Discharge Rate (cfs) (cfs) (cfs) 1-yr 24-hr 5.577 9.682 4.857 2-yr 24-hr 7.739 11.95 6.642 10-yr 24-hr 15.05 19.07 12.54 25-yr 24-hr 20.41 24.12 17.18 100-yr 24-hr 30.70 33.74 30.47 Water Quality There will be one wet pond for water quality. Since the project site is located in the Cape Fear basin, the following criteria below was considered for the design of SCMs in regard to water quality and quantity: 1. The increase in impervious and built-upon-area (BUA) on the site will be treated by a stormwater control measure. The wet pond will treat +66,791 sf. 2. High density developments must manage and attenuate the first 1.5 inches of runoff for water quality in an approved Stormwater Control Measure(s) (SCM). The peak flow rate of the first 1.5 inches water quality volume from the SCM must also be shown to be less than the predeveloped peak rate for the 1 year-24-hour storm event. Marriott StudioRes – Stormwater Management Design Report 6 | P a g e CULVERT CALCUATIONS The sizing of the culvert was used to match the upstream pipe sizing. The upstream pipe is a 30” pipe and the culvert underneath the proposed drive is a 30” pipe. A model was done on the pipe to show that it is functionable when the upstream and downstream tailwaters are at 2/3 full. The downstream tailwater is shown when the existing ditch is 2/3 full, which comes to 42.66’. A known Q was used to mimic the upstream culvert being 2/3 full, which comes out to 41.64’. A known Q of 12 cfs was used to show this at a HGL elevation of 41.66’. A report of the Hydrographs express model that was used can be found in appendix D. Marriott StudioRes – Stormwater Management Design Report 7 | P a g e APPENDIX A Figures County Soil Survey FEMA Flood Map No. 3710945600J Topography Map Hydrologic Unit Code (HUC) Surface Water Classification Map NOAA Point Precipitation Frequency Estimates Pre-Development Drainage Basin Map Post-Development Drainage Basin Map BMP Drainage Area Map Hydrologic Soil Group—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2024 Page 1 of 4 37 9 5 1 0 0 37 9 5 1 4 0 37 9 5 1 8 0 37 9 5 2 2 0 37 9 5 2 6 0 37 9 5 3 0 0 37 9 5 3 4 0 37 9 5 3 8 0 37 9 5 4 2 0 37 9 5 4 6 0 37 9 5 1 0 0 37 9 5 1 4 0 37 9 5 1 8 0 37 9 5 2 2 0 37 9 5 2 6 0 37 9 5 3 0 0 37 9 5 3 4 0 37 9 5 3 8 0 37 9 5 4 2 0 37 9 5 4 6 0 239400 239440 239480 239520 239560 239600 239640 239360 239400 239440 239480 239520 239560 239600 239640 34° 16' 4'' N 77 ° 4 9 ' 5 0 ' ' W 34° 16' 4'' N 77 ° 4 9 ' 3 9 ' ' W 34° 15' 51'' N 77 ° 4 9 ' 5 0 ' ' W 34° 15' 51'' N 77 ° 4 9 ' 3 9 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,880 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. Hydrologic Soil Group—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2024 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Le Leon sand A/D 2.6 25.9% Ly Lynn Haven fine sand A/D 3.7 37.2% Mu Murville fine sand A/D 3.7 37.0% Totals for Area of Interest 10.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2024 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2024 Page 4 of 4 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 2/22/2024 at 10:32 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°50'4"W 34°16'12"N 77°49'27"W 34°15'42"N Basemap Imagery Source: USGS National Map 2023 2/13/24, 4:22 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8291&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.2659°, Longitude: -77.8291° Elevation: 48 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 0.522 (0.487‑0.563) 0.620 (0.578‑0.668) 0.725 (0.674‑0.780) 0.808 (0.749‑0.869) 0.912 (0.841‑0.978) 0.990 (0.909‑1.06) 1.07 (0.978‑1.15) 1.15 (1.04‑1.24) 1.26 (1.13‑1.35) 1.34 (1.19‑1.45) 10-min 0.834 (0.778‑0.899) 0.992 (0.924‑1.07) 1.16 (1.08‑1.25) 1.29 (1.20‑1.39) 1.45 (1.34‑1.56) 1.58 (1.45‑1.69) 1.70 (1.55‑1.83) 1.82 (1.66‑1.96) 1.99 (1.78‑2.14) 2.11 (1.88‑2.28) 15-min 1.04 (0.972‑1.12) 1.25 (1.16‑1.34) 1.47 (1.37‑1.58) 1.63 (1.51‑1.76) 1.84 (1.70‑1.98) 2.00 (1.83‑2.14) 2.15 (1.96‑2.31) 2.30 (2.09‑2.48) 2.50 (2.25‑2.70) 2.65 (2.36‑2.86) 30-min 1.43 (1.33‑1.54) 1.72 (1.60‑1.86) 2.09 (1.94‑2.25) 2.37 (2.19‑2.55) 2.73 (2.52‑2.93) 3.01 (2.76‑3.23) 3.30 (3.01‑3.54) 3.58 (3.25‑3.85) 3.98 (3.57‑4.29) 4.29 (3.82‑4.63) 60-min 1.78 (1.66‑1.92) 2.16 (2.01‑2.33) 2.68 (2.49‑2.88) 3.08 (2.86‑3.32) 3.63 (3.35‑3.90) 4.08 (3.74‑4.38) 4.54 (4.14‑4.87) 5.03 (4.56‑5.40) 5.71 (5.13‑6.15) 6.27 (5.58‑6.76) 2-hr 2.10 (1.94‑2.30) 2.57 (2.36‑2.80) 3.27 (3.01‑3.57) 3.86 (3.54‑4.21) 4.70 (4.30‑5.12) 5.43 (4.93‑5.91) 6.22 (5.62‑6.77) 7.09 (6.36‑7.70) 8.38 (7.43‑9.12) 9.48 (8.35‑10.4) 3-hr 2.25 (2.08‑2.47) 2.74 (2.52‑3.00) 3.51 (3.22‑3.84) 4.17 (3.81‑4.56) 5.15 (4.68‑5.62) 6.01 (5.44‑6.56) 6.97 (6.25‑7.59) 8.04 (7.15‑8.73) 9.66 (8.49‑10.5) 11.1 (9.62‑12.1) 6-hr 2.80 (2.58‑3.07) 3.40 (3.14‑3.74) 4.36 (4.01‑4.79) 5.19 (4.75‑5.69) 6.44 (5.86‑7.03) 7.53 (6.81‑8.22) 8.76 (7.87‑9.55) 10.1 (9.00‑11.1) 12.3 (10.7‑13.4) 14.1 (12.2‑15.4) 12-hr 3.27 (2.99‑3.62) 3.99 (3.64‑4.40) 5.14 (4.69‑5.67) 6.15 (5.58‑6.77) 7.68 (6.91‑8.44) 9.05 (8.09‑9.92) 10.6 (9.40‑11.6) 12.3 (10.8‑13.5) 15.1 (13.0‑16.5) 17.5 (14.9‑19.1) 24-hr 3.86 (3.51‑4.30) 4.68 (4.27‑5.23) 6.06 (5.51‑6.76) 7.28 (6.59‑8.10) 9.14 (8.19‑10.2) 10.8 (9.59‑12.0) 12.7 (11.1‑14.1) 14.8 (12.8‑16.5) 18.2 (15.4‑20.4) 21.1 (17.6‑23.8) 2-day 4.58 (4.19‑5.08) 5.54 (5.07‑6.15) 7.11 (6.48‑7.89) 8.47 (7.70‑9.40) 10.6 (9.50‑11.7) 12.4 (11.0‑13.8) 14.5 (12.7‑16.1) 16.8 (14.6‑18.8) 20.4 (17.3‑23.0) 23.6 (19.7‑26.7) 3-day 4.89 (4.47‑5.41) 5.90 (5.40‑6.54) 7.52 (6.86‑8.34) 8.92 (8.11‑9.89) 11.0 (9.94‑12.2) 12.9 (11.5‑14.3) 14.9 (13.2‑16.6) 17.2 (15.0‑19.3) 20.8 (17.7‑23.4) 23.9 (20.0‑27.0) 4-day 5.20 (4.76‑5.75) 6.27 (5.74‑6.94) 7.94 (7.25‑8.79) 9.37 (8.53‑10.4) 11.5 (10.4‑12.7) 13.4 (11.9‑14.8) 15.4 (13.6‑17.1) 17.7 (15.5‑19.7) 21.1 (18.2‑23.8) 24.2 (20.4‑27.4) 7-day 5.98 (5.52‑6.53) 7.20 (6.66‑7.88) 9.06 (8.35‑9.90) 10.6 (9.75‑11.6) 12.9 (11.8‑14.1) 14.8 (13.4‑16.2) 16.9 (15.2‑18.5) 19.2 (17.0‑21.1) 22.5 (19.7‑25.0) 25.4 (21.8‑28.3) 10-day 6.76 (6.26‑7.35) 8.09 (7.49‑8.81) 10.0 (9.27‑10.9) 11.7 (10.7‑12.7) 14.0 (12.8‑15.2) 16.0 (14.6‑17.4) 18.1 (16.4‑19.8) 20.4 (18.3‑22.4) 23.8 (21.0‑26.3) 26.6 (23.1‑29.7) 20-day 9.05 (8.43‑9.75) 10.8 (10.0‑11.6) 13.1 (12.2‑14.2) 15.1 (14.0‑16.2) 17.8 (16.5‑19.2) 20.1 (18.5‑21.8) 22.6 (20.6‑24.4) 25.1 (22.7‑27.4) 28.8 (25.7‑31.6) 31.8 (28.0‑35.2) 30-day 11.1 (10.4‑11.9) 13.2 (12.4‑14.1) 15.8 (14.9‑16.9) 18.0 (16.8‑19.2) 21.0 (19.5‑22.4) 23.3 (21.7‑25.0) 25.8 (23.8‑27.7) 28.3 (25.9‑30.5) 31.9 (28.8‑34.6) 34.7 (31.1‑37.8) 45-day 13.8 (13.0‑14.7) 16.4 (15.4‑17.4) 19.4 (18.3‑20.7) 21.9 (20.6‑23.3) 25.3 (23.7‑26.9) 28.0 (26.1‑29.9) 30.8 (28.5‑32.9) 33.6 (31.0‑36.1) 37.5 (34.2‑40.5) 40.6 (36.6‑44.1) 60-day 16.6 (15.7‑17.6) 19.6 (18.5‑20.8) 22.9 (21.6‑24.3) 25.6 (24.1‑27.1) 29.1 (27.4‑30.9) 31.9 (29.9‑33.9) 34.6 (32.3‑37.0) 37.4 (34.7‑40.0) 41.1 (37.8‑44.3) 44.0 (40.2‑47.6) 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 2/13/24, 4:22 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8291&data=depth&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 2/13/24, 4:22 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8291&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 2/13/24, 4:22 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8291&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 2/13/24, 4:23 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8292&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.2659°, Longitude: -77.8292° Elevation: 48 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 6.26 (5.84‑6.76) 7.44 (6.94‑8.02) 8.70 (8.09‑9.36) 9.70 (8.99‑10.4) 10.9 (10.1‑11.7) 11.9 (10.9‑12.8) 12.9 (11.7‑13.8) 13.8 (12.5‑14.9) 15.1 (13.5‑16.2) 16.1 (14.3‑17.4) 10-min 5.00 (4.67‑5.39) 5.95 (5.54‑6.41) 6.97 (6.48‑7.49) 7.75 (7.18‑8.33) 8.72 (8.05‑9.35) 9.46 (8.69‑10.2) 10.2 (9.32‑11.0) 11.0 (9.93‑11.8) 11.9 (10.7‑12.8) 12.7 (11.3‑13.7) 15-min 4.17 (3.89‑4.49) 4.99 (4.65‑5.37) 5.88 (5.46‑6.32) 6.54 (6.06‑7.03) 7.37 (6.80‑7.90) 7.99 (7.34‑8.58) 8.60 (7.86‑9.24) 9.21 (8.35‑9.90) 10.0 (8.98‑10.8) 10.6 (9.44‑11.4) 30-min 2.86 (2.67‑3.08) 3.44 (3.21‑3.71) 4.18 (3.88‑4.49) 4.74 (4.39‑5.09) 5.46 (5.03‑5.85) 6.01 (5.52‑6.46) 6.59 (6.02‑7.08) 7.17 (6.50‑7.71) 7.96 (7.15‑8.58) 8.59 (7.65‑9.27) 60-min 1.78 (1.66‑1.92) 2.16 (2.01‑2.33) 2.68 (2.49‑2.88) 3.08 (2.86‑3.32) 3.63 (3.35‑3.90) 4.08 (3.74‑4.38) 4.54 (4.14‑4.87) 5.03 (4.56‑5.40) 5.71 (5.13‑6.15) 6.27 (5.58‑6.76) 2-hr 1.05 (0.970‑1.15) 1.28 (1.18‑1.40) 1.64 (1.51‑1.78) 1.93 (1.77‑2.10) 2.35 (2.15‑2.56) 2.72 (2.47‑2.96) 3.11 (2.81‑3.39) 3.55 (3.18‑3.85) 4.19 (3.72‑4.56) 4.74 (4.17‑5.18) 3-hr 0.748 (0.691‑0.822) 0.911 (0.839‑0.999) 1.17 (1.07‑1.28) 1.39 (1.27‑1.52) 1.71 (1.56‑1.87) 2.00 (1.81‑2.18) 2.32 (2.08‑2.53) 2.68 (2.38‑2.91) 3.22 (2.83‑3.50) 3.69 (3.20‑4.02) 6-hr 0.466 (0.430‑0.513) 0.568 (0.523‑0.624) 0.727 (0.669‑0.799) 0.866 (0.793‑0.950) 1.07 (0.977‑1.17) 1.26 (1.14‑1.37) 1.46 (1.31‑1.60) 1.69 (1.50‑1.85) 2.05 (1.79‑2.23) 2.36 (2.04‑2.58) 12-hr 0.271 (0.247‑0.300) 0.330 (0.301‑0.364) 0.426 (0.389‑0.470) 0.510 (0.463‑0.562) 0.637 (0.573‑0.700) 0.751 (0.671‑0.822) 0.879 (0.780‑0.963) 1.02 (0.899‑1.12) 1.25 (1.08‑1.37) 1.45 (1.23‑1.58) 24-hr 0.160 (0.146‑0.179) 0.195 (0.177‑0.218) 0.252 (0.229‑0.281) 0.303 (0.274‑0.337) 0.380 (0.341‑0.423) 0.450 (0.399‑0.499) 0.528 (0.464‑0.587) 0.618 (0.535‑0.688) 0.757 (0.642‑0.848) 0.880 (0.733‑0.991) 2-day 0.095 (0.087‑0.105) 0.115 (0.105‑0.128) 0.148 (0.135‑0.164) 0.176 (0.160‑0.195) 0.219 (0.197‑0.244) 0.258 (0.230‑0.287) 0.301 (0.265‑0.336) 0.350 (0.304‑0.392) 0.425 (0.361‑0.478) 0.490 (0.409‑0.556) 3-day 0.067 (0.062‑0.075) 0.082 (0.075‑0.090) 0.104 (0.095‑0.115) 0.123 (0.112‑0.137) 0.153 (0.137‑0.169) 0.178 (0.159‑0.198) 0.207 (0.183‑0.230) 0.239 (0.208‑0.267) 0.288 (0.246‑0.324) 0.331 (0.278‑0.375) 4-day 0.054 (0.049‑0.059) 0.065 (0.059‑0.072) 0.082 (0.075‑0.091) 0.097 (0.088‑0.108) 0.119 (0.108‑0.132) 0.139 (0.124‑0.154) 0.160 (0.142‑0.178) 0.184 (0.160‑0.205) 0.220 (0.189‑0.247) 0.251 (0.212‑0.285) 7-day 0.035 (0.032‑0.038) 0.042 (0.039‑0.046) 0.053 (0.049‑0.058) 0.063 (0.058‑0.069) 0.076 (0.069‑0.083) 0.088 (0.079‑0.096) 0.100 (0.090‑0.110) 0.114 (0.101‑0.125) 0.134 (0.116‑0.148) 0.151 (0.129‑0.168) 10-day 0.028 (0.026‑0.030) 0.033 (0.031‑0.036) 0.041 (0.038‑0.045) 0.048 (0.044‑0.052) 0.058 (0.053‑0.063) 0.066 (0.060‑0.072) 0.075 (0.068‑0.082) 0.085 (0.076‑0.093) 0.099 (0.087‑0.109) 0.110 (0.096‑0.123) 20-day 0.018 (0.017‑0.020) 0.022 (0.020‑0.024) 0.027 (0.025‑0.029) 0.031 (0.029‑0.033) 0.037 (0.034‑0.040) 0.041 (0.038‑0.045) 0.046 (0.042‑0.050) 0.052 (0.047‑0.057) 0.060 (0.053‑0.065) 0.066 (0.058‑0.073) 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) 0.029 (0.027‑0.031) 0.032 (0.030‑0.034) 0.035 (0.033‑0.038) 0.039 (0.036‑0.042) 0.044 (0.040‑0.047) 0.048 (0.043‑0.052) 45-day 0.012 (0.012‑0.013) 0.015 (0.014‑0.016) 0.017 (0.016‑0.019) 0.020 (0.019‑0.021) 0.023 (0.021‑0.024) 0.025 (0.024‑0.027) 0.028 (0.026‑0.030) 0.031 (0.028‑0.033) 0.034 (0.031‑0.037) 0.037 (0.033‑0.040) 60-day 0.011 (0.010‑0.012) 0.013 (0.012‑0.014) 0.015 (0.015‑0.016) 0.017 (0.016‑0.018) 0.020 (0.019‑0.021) 0.022 (0.020‑0.023) 0.024 (0.022‑0.025) 0.025 (0.024‑0.027) 0.028 (0.026‑0.030) 0.030 (0.027‑0.033) 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 2/13/24, 4:23 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8292&data=intensity&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 2/13/24, 4:23 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8292&data=intensity&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 1000km 600mi + – 100km 60mi 2/13/24, 4:23 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=34.2659&lon=-77.8292&data=intensity&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE 15. 0 ' APP R O X I M A T E L O C A T I O N O F AB A N D O N E D C S X 1 3 0 ' R I G H T - O F - W A Y DB 1 3 9 7 , P G 6 5 6 DB 1 3 8 9 , P G 1 1 2 2 PU B L I C U T I L I T Y EA S E M E N T ( P U E ) DB 6 1 7 6 , P G 1 7 4 1 PID : R 0 4 4 0 0 - 0 0 2 - 0 0 7 - 0 0 0 NE W H A N O V E R C O U N T Y DB 6 5 9 1 , P G 1 8 8 4 #6 9 8 1 M A R K E T S T R E E T ST O R M W A T E R D R A I N A G E FA C I L I T I E S E A S E M E N T T O WIL M I N G T O N A R E A R E B U I L D I N G MIN I S T R Y I N C . DB 6 6 0 4 , P G 2 7 8 PID : R 0 4 3 0 0 - 0 0 3 - 0 3 3 - 0 0 0 CL P F C A P E H A R B O R L L C DB 6 5 6 8 , P G 2 1 0 0 #7 1 1 3 C A P E H A R B O R D R I V E PID : R 0 4 3 0 0 - 0 0 3 - 0 4 7 - 0 0 0 STR E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 #69 4 7 M A R K E T S T R E E T 4' CHAIN LINK FENCE 4' C HAIN LINK FENCE IP F ( 1 ) " IP F ( 1 " ) PP F ( 1 " ) PPF ( 1 " ) IR F ( # 5 ) MO N F / D I S K MO N F / D I S K MO N F / D I S K IR S ( # 5 ) IR S ( # 5 ) IR S ( # 5 ) IR S ( # 5 ) IR S ( # 5 ) MO N F / D I S K 6' CHAINLINK FENCE 6' CHAIN LINK FENCE PP F ( 1 " ) ON L I N E RIG H T - O F - W A Y P E R DB 6 1 7 6 , P G 1 7 4 1 CAPE HARBOR DRIVE VARIABLE PUBLIC RIGHT-OF-WAY NCDOT TIP PROJECT: U-4751 WBS:40191.2.1 MA R K E T S T R E E T VA R I A B L E P U B L I C R I G H T - O F - W A Y NC D O T T I P P R O J E C T : U - 4 7 5 1 WB S : 4 0 1 9 1 . 2 . 1 DB 6 1 7 6 , P G 1 7 4 1 PU B L I C U T I L I T Y EA S E M E N T ( P U E ) DB 6 5 9 1 , P G 1 8 8 4 PO T E N T I A L U S W A T E R S ( R P W ) (AS P R E P A R E D B Y : D A V E Y R E S O U R C E G R O U P : WA R M T R A C T NE W H A N O V E R C O U N T Y , N C MA P D A T E : M A Y 1 1 , 2 0 2 2 , D R G N C W 2 2 . 2 2 8 ) SW A L E / D I T C H L I N E 25' FRONT SETBACK (AS PER ZONING REPORT) 25' SIDE SETBACK (AS PER ZONING REPORT) 25' SIDE SETBACK (AS PER ZONING REPORT) SW A L E / D I T C H L I N E 4' CHAIN LINK FENCE PID : R 0 4 3 0 0 - 0 0 3 - 0 4 7 - 0 0 0 ST R E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 #6 9 4 7 M A R K E T S T R E E T PID : R 0 4 3 0 0 - 0 0 3 - 0 4 7 - 0 0 0 ST R E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 #69 4 7 M A R K E T S T R E E T PID : R 0 4 3 0 0 - 0 0 3 - 1 0 4 - 0 0 0 ST R E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 MA R K E T S T R E E T D: R 0 4 3 0 0 - 0 0 3 - 1 0 4 - 0 0 0 TER R E L L R . H O R T O N , I I I DB 6 0 2 1 , P G 1 6 0 5 #69 2 7 M A R K E T S T R E E T EASEMENT IN PERPETUITY FOR HIGHWAY RIGHT-OF-WAY DB 6108, PG 1710) AP P R O X I M A T E L O C A T I O N O F 10 ' F I B E R O P T I C L I N E E A S E M E N T A N D 1 5 ' TE M P O R A R Y C O N S T R U C T I O N E A S E M E N T DB 1 4 2 9 , P G 1 7 0 0 (S E E N O T E 1 7 ) IP F ( 2 " ) IR F ( # 1 0 ) BE N C H M A R K : # 1 0 0 IR O N R E B A R S E T EL E V A T I O N = 4 5 . 0 2 SU I C I D E ME M O R I A L PLA Q U E 10. 0 ' 15 . 0 ' SW A L E / D I T C H L I N E C/A C/A C/A R/W R/W R/W R/W C/A R/W R/W AP P R O X I M A T E RIG H T - O F - W A Y APPROXIMATE RIGHT-OF-WAY APPROXIMATE RIGHT-OF-WAY MK PATT MKPATT EP EP EP EP EP EP EP EP EP EP IE : 3 9 . 9 4 IN V E R T O F O F 2 4 " R C P NO T A C C E S S I B L E 30"RCP 24"RCP SD P (BU R I E D ) IE : 4 2 . 2 5 IE : 4 2 . 7 4 IE : 4 2 . 7 0 IE: 4 3 . 2 2 IE : 4 2 . 5 4 IE : 4 2 . 8 7 IE : 4 1 . 1 5 IE : 4 3 . 7 9 IE: 4 3 . 9 0 15"RCP 15"RCP 15"RCP 15"RCP IE : 4 5 . 1 7 IE : 4 4 . 6 2 IE : 4 4 . 0 4 15"H DPE 15" RCP IE: 4 4 . 1 ± 18" RCP CB # 1 3 0 5 GR : 4 5 . 2 6 OU T I E : 4 1 . 2 6 DM H # 1 3 0 6 RIM : 4 6 . 0 5 (IN V E R T S N O T AC C E S S A B L E ) IE : 4 5 . 0 2 ÷ ÷ ÷ ÷ ÷ ÷ ÷ ÷ ÷ 0 GR A P H I C S C A L E ( I N F E E T ) 1 I N C H = F T 40 4 0 8 0 40 160 20 MARRIOTT STUDIORES 6955 MARKET STREET DE S I G N D R A W N C H K D CM C M P L DA T E D E S C R I P T I O N 02/ 0 9 / 2 4 CF P U A S U B M I T T A L JO B N O . : DA T E : 15 0 1 6 0 - 0 1 - 0 0 7 FE B R U A R Y 9 , 2 0 2 3 PL A N S T A T U S SH E E T 10130 PERIMETER PARKWAY SUITE 100 CHARLOTTE, NC 28216 PHONE: (704) 412-7474 BOWMAN NORTH CAROLINA, LTD. BOWMAN.COM © Bowman North Carolina, Ltd. OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE 46.26 TC46.56 AP P R O X I M A T E L O C A T I O N O F AB A N D O N E D C S X 1 3 0 ' R I G H T - O F - W A Y DB 1 3 9 7 , P G 6 5 6 DB 1 3 8 9 , P G 1 1 2 2 PID : R 0 4 4 0 0 - 0 0 2 - 0 0 7 - 0 0 0 NE W H A N O V E R C O U N T Y DB 6 5 9 1 , P G 1 8 8 4 #69 8 1 M A R K E T S T R E E T ST O R M W A T E R D R A I N A G E FA C I L I T I E S E A S E M E N T T O WIL M I N G T O N A R E A R E B U I L D I N G MIN I S T R Y I N C . DB 6 6 0 4 , P G 2 7 8 PID : R 0 4 3 0 0 - 0 0 3 - 0 3 3 - 0 0 0 CLP F C A P E H A R B O R L L C DB 6 5 6 8 , P G 2 1 0 0 #71 1 3 C A P E H A R B O R D R I V E PID : R 0 4 3 0 0 - 0 0 3 - 0 4 7 - 0 0 0 ST R E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 #6 9 4 7 M A R K E T S T R E E T 4' CHAIN LINK FENCE 4' CH AIN LINK FENCE IPF ( 1 ) " IP F ( 1 " ) PP F ( 1 " ) PP F ( 1 " ) IR F ( # 5 ) MO N F / D I S K MO N F / D I S K MO N F / D I S K IR S ( # 5 ) IR S ( # 5 ) IR S ( # 5 ) IR S ( # 5 ) IR S ( # 5 ) MO N F / D I S K 6' CHAINLINK FENCE 6' CHAIN LINK FENCE PP F ( 1 " ) ON L I N E CAPE HARBOR DRIVE VARIABLE PUBLIC RIGHT-OF-WAY NCDOT TIP PROJECT: U-4751 WBS:40191.2.1 MA R K E T S T R E E T VA R I A B L E P U B L I C R I G H T - O F - W A Y NC D O T T I P P R O J E C T : U - 4 7 5 1 WB S : 4 0 1 9 1 . 2 . 1 DB 6 1 7 6 , P G 1 7 4 1 PID: R04400-002-047-000 4' CHAIN LINK FENCE PID : R 0 4 3 0 0 - 0 0 3 - 0 4 7 - 0 0 0 STR E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 #6 9 4 7 M A R K E T S T R E E T PID : R 0 4 3 0 0 - 0 0 3 - 0 4 7 - 0 0 0 ST R E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 #6 9 4 7 M A R K E T S T R E E T PID : R 0 4 3 0 0 - 0 0 3 - 1 0 4 - 0 0 0 ST R E E T S M A R T S T O R A G E I WIL M I N G T O N L L C DB 6 3 6 6 , P G 9 5 5 MAR K E T S T R E E T 03 - 1 0 4 - 0 0 0 RTO N , I I I 16 0 5 STR E E T IP F ( 2 " ) IR F ( # 1 0 ) BE N C H M A R K : # 1 0 0 IR O N R E B A R S E T ELE V A T I O N = 4 5 . 0 2 SU I C I D E ME M O R I A L PL A Q U E TC44.55TC44.96 TC44.22 TC44.46 C/A C/A C/A R/W R/W R/W R/W C/ A R/W R/W AP P R O X I M A T E RIG H T - O F - W A Y APPROXIMATE RIGHT-OF-WAY APPROXIMATE RIGHT-OF-WAY MKPATT MK P AT T EP EP EP EP EP EP EP EP EP EP IE : 3 9 . 9 4 INV E R T O F O F 2 4 " R C P NO T A C C E S S I B L E 30"RCP 24"RCP SD P (B U R I E D ) IE: 4 2 . 2 5 IE: 4 2 . 7 4 IE: 4 2 . 7 0 IE : 4 3 . 2 2 IE: 4 2 . 5 4 IE: 4 2 . 8 7 IE: 4 1 . 1 5 IE : 4 3 . 7 9 IE : 4 3 . 9 0 15"RCP 15"RCP 15"RCP 15"RCP IE : 4 5 . 1 7 IE : 4 4 . 6 2 IE: 4 4 . 0 4 15"HDPE 15" R CP IE : 4 4 . 1 ± 18" RCP CB # 1 3 0 5 GR : 4 5 . 2 6 OU T I E : 4 1 . 2 6 DM H # 1 3 0 6 RIM : 4 6 . 0 5 (IN V E R T S N O T AC C E S S A B L E ) IE : 4 5 . 0 2 ÷ ÷ ÷ ÷ ÷ ÷ ÷ ÷ ÷ ÷ ÷ 0 GR A P H I C S C A L E ( I N F E E T ) 1 I N C H = F T 40 4 0 8 0 40 160 20 MARRIOTT STUDIORES 6955 MARKET STREET DE S I G N D R A W N C H K D CM C M P L DA T E D E S C R I P T I O N 02/ 0 9 / 2 4 CF P U A S U B M I T T A L JO B N O . : DA T E : 15 0 1 6 0 - 0 1 - 0 0 7 FE B R U A R Y 9 , 2 0 2 3 PL A N S T A T U S SH E E T 10130 PERIMETER PARKWAY SUITE 100 CHARLOTTE, NC 28216 PHONE: (704) 412-7474 BOWMAN NORTH CAROLINA, LTD. BOWMAN.COM © Bowman North Carolina, Ltd. PO S T - D E V E L O P E D D R A I N A G E A R E A (D E T A I N E D ) = 1 . 9 6 A C . PO S T - D E V E L O P E D D R A I N A G E A R E A (U N D E T A I N E D ) = 2 . 0 6 A C . TI M E O F C O N C E N T R A T I O N P A T H OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OH E OH E OHE OHE OHE OHE OHE OHE PI D : R 0 4 3 0 0 - 0 0 3 - 0 3 3 - 0 0 0 CL P F C A P E H A R B O R L L C DB 6 5 6 8 , P G 2 1 0 0 #7 1 1 3 C A P E H A R B O R D R I V E IP F ( 1 " ) PP F ( 1 " ) IR F ( # 5 ) MO N F / D I S K MO N F / D I S K IR S ( # 5 ) MO N F / D I S K PP F ( 1 " ) ON L I N E E TC4 4 . 5 5 TC4 4 . 9 6 TC44 . 2 2 T C 4 4 . 4 6 C/ A R/ W MK P AT T EP EP EP EP IE : 3 9 . 9 4 36 " R C P SD P (B U R I E D ) IE : 4 2 . 2 5 IE : 4 2 . 7 4 IE : 4 2 . 7 0 IE : 4 3 . 2 2 IE : 4 2 . 5 4 IE : 4 2 . 8 7 IE : 4 3 . 9 0 18 " R C P 18 " R C P 18 " R C P 18 " R C P 34 33 26 24 10 7 8 5 4 2 3 11 13 7 6 4 2 10 12 14 15 SD 7 0. 2 3 A C SD 6 0. 1 5 A C SD 4 0.1 5 A C SD 2 0. 4 8 A C SD 1 0 0.0 8 A C SD 1 2 0.1 5 A C SD 1 4 0.2 6 A C SD 1 5 0. 1 6 A C BMP DRAINAGE AREA MAP 0 GR A P H I C S C A L E ( I N F E E T ) 1 I N C H = F T 40 40 80 40 160 20 MARRIOTT STUDIORES 6951 CAPE HARBOR DRIVENEW HANOVER COUNTY, NORTH CAROLINA DE S I G N DR A W N CH K D KD KD PL DA T E DE S C R I P T I O N 02 / 0 9 / 2 4 CFP U A S U B M I T T A L JO B N O . : DA T E : 15 0 1 6 0 - 0 1 - 0 0 7 JU N E 2 5 , 2 0 2 4 PL A N S T A T U S SH E E T 10130 PERIMETER PARKWAY SUITE 100 CHARLOTTE, NC 28216 PHONE: (704) 412-7474 BOWMAN NORTH CAROLINA, LTD. BOWMAN.COM © Bowman North Carolina, Ltd. 02 / 2 9 / 2 4 RE S U B M I T T A L 04 / 2 9 / 2 4 PE R M I T T I N G RE S U B M I T T A L 06 / 0 4 / 2 4 NC D E Q R E S U B M I T T A L 06 / 2 5 / 2 4 PE R M I T T I N G RE S U B M I T T A L Marriott StudioRes – Stormwater Management Design Report 8 | P a g e APPENDIX B Wet Pond Calculations Design Supplement CN Values Wet Pond Design Hydrograph – Normal Condition Hydrograph – Clogged Condition Stormwater Management Details Time of Concentration sq. ft.acres sq. ft.acres sq. ft.acres sq. ft.acres min. 174,960 4.02 3,535 0.08 98 12,817 0.29 80 158,608 3.64 77 78 35.0 175,080 4.02 72,300 1.66 98 42,777 0.98 80 60,003 1.38 77 86 - 85,233 1.96 66,791 1.53 98 18,442 0.42 80 0 0.00 77 94 5.0 89,847 2.06 5,509 0.13 98 24,335 0.56 80 60,003 1.38 77 79 15.5 Site Built-Upon Area: Pre-Dev: 0.00% 0.00 ac. Post-Dev: 44.07% 1.56 ac. Curve Number Composite CN DA-1 Pre-Development Post-Development Detained Size Impervious Area Curve Number Open Space Curve Number Wooded AreaDrainage Area Undetained *Site soils are HSG D across all drainage areas. **Pre-development pervious areas are "Good" Woods ***Time of Concentration calculated using Hydroflow Hydrographs ****All post-dev disturbed area that is not impervious is considered "Good" Open Space Project Information Project Name:Marriot Studiores Project #: Designed by:MCB Date:2/21/2024 Revised by:Date: Checked by:Date: Site Information Sub Area Location: Drainage Area (DA) = 1.96 Acres 85,233 sf Impervious Area (IA) = 1.53 Acres 66,791 sf Percent Impervious (I) = %78.36 % Required Surface Area Permament Pool Depth: 5.50 ft SA/DA = 2.853 Min Req'd Surface Area = 2,432 sf (at Permanent Pool) Required WQv Storage Volume Design Storm = 1 inch Non-Coastal County Determine Rv Value = 0.755 in/in Storage Volume Required = 5,364 cf (above Permanent Pool) Elevations Top of Pond Elevation = 46.60 ft Temporary Pool Elevation = 43.50 ft Permanent Pool Elevation = 40.20 ft Shelf Begining Elevation = 39.70 ft Forebay Weir = 39.70 ft Shelf Ending Elevation = 40.70 ft Bottom Elevation = 34.70 ft Permanent Pool Area Area @ Top of Permanent Pool = 7,500 sf Volume of Temporary Storage = 29,386 cf Is Permenant Pool Surface Area Sufficient (yes/no)?Yes (7500 >2432 ) sf Volume of Storage for Design Storm = 29,386 Yes (29386 >5364 ) cf Proposed Wet Pond #1 150160-01-007 0.05 + .009 (I) = Drainage To Proposed Wet Pond Project: Pond #1 Date: 2/21/2024 Elevation Main-Pond Incremental Vol.Accumulated Vol.Description 40.2 5,730 2,595 14,245 A2 (Perm_Pool) 39.7 4,650 2,198 11,650 A1 (Bottom_Shelf) 39.2 4,140 3,650 9,453 38.2 3,160 2,705 5,803 37.2 2,250 1,830 3,098 36.2 1,410 1,025 1,268 35.2 640 243 243 34.7 330 0 0 A3 (Bottom_Pond) Elevation FB1 FB2 FB3 Total-Areas Incremental Vol.Accumulated Vol. 40.2 1,780 1,780 760 2,713 39.7 1,260 1,260 573 1,953 39.2 1,030 1,030 825 1,380 38.2 620 620 450 555 37.2 280 280 105 105 36.7 140 140 0 0 Forebay Volume 19.0%*Between 15% & 20% Average Depth (Option 1)2.49 *At least 3' average depth Average Depth Calculation (Option 2) Vpp 14,245 permeter of shelf 370 width of shelf 3 A1 (Bottom_Shelf):4,650 Average Depth =3.00 Forebay Contours-Volumes Main-Pond Contours-Volumes Incremental Drawdown Time Project Information Project Name: Project #: Designed by:MCB Date:2/21/2024 Checked by: Date: Water Quality Orifice * Incremental Determination of Water Quality Volume Drawdown Time Zone 3 Q3 = 0.0437 CD * D2 (Z-D/24-Ei)^(1/2) Zone 2 Q2 = 0.372 CD * D*(Z-Ei)^(3/2) Zone 1 Q1 = 0 Orifice Diameter (D) = 1.5 in Cd = 0.6 Ei = 40 Orifice Inv. Zone 1 Range = 0.00 to 40 Zone 2 Range = 40 to 40.1 Zone 3 Range = 40.1 to 43.5 Countour Contour Area Incremental Volume Stage, Z Zone Q Drawdown Time sq ft cu ft ft cfs min 40.20 7,500 0 0.00 2.00 0.030 -- 40.70 9020 4,130 0.50 3.00 0.047 1,461 41.20 9020 4,510 1.00 3.00 0.063 1,195 42.20 9020 9,020 2.00 3.00 0.086 1,743 43.20 9020 9,020 3.00 3.00 0.104 1,439 43.40 9020 1,804 3.30 3.00 0.108 279 Total --28,484 ------6,117 Drawdown Time = Incremental Volume / Q / 60sec/min Summary Total Volume = 28,484 cf Total Time = 6,117 min Total Time = 4.25 days Between 2-5 Incremental Drawdown Method STORMWATER POND #1 INCREMENTAL DRAWDOWN METHOD-Water Quality Volume Marriot Studiores 150160-01-007 2/22/2024 Prop Wet Pond- new design.xls 1 of 1 Project Information Project Name:Marriot Studiores Project #: Designed by:MCB Date:2/21/2024 Revised by:Date: Checked by:Date: Site Information Sub Area Location: Drainage Area (DA) = 1.96 Acres Impervious Area (IA) = 1.53 Acres Percent Impervious (I) = 78.36 % (Drainage Area) Orifice Sizing Orifice Size = 1.5 in (Diameter) Drawdown Time =4.34 days (Incremental Draw Down Method) less than 5 days (yes/no) ?yes greater than 2 day (yes/no) ?yes Anti-Flotation Device 4' x 4' Outlet Structure Area:16 sf Volume:190.4 cf (Water Displaced - Top of Pond to Bottom of Pond) Weight:11880.96 lbs Factor of Safety 1.2 WT Req'd of Anti-Flotation Device:14257 lbs Volume of Concrete Req'd:95.0 cf (Unit WT of Concrete = 150 pcf) Volume Provided:101.5 cf (4'x4' riser x 4' = 64sf, 5'x5' footing x 1.5' =37.5cf) Proposed Wet Pond #1 150160-01-007 Drainage to Proposed Pond Hydraflow Table of Contents Stormwater Wetland (Market St) - 100 - Wet Pond.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 1 - Year Summary Report......................................................................................................................... 1 Hydrograph Reports................................................................................................................... 2 Hydrograph No. 1, SCS Runoff, Pre-Developed...................................................................... 2 TR-55 Tc Worksheet............................................................................................................ 3 Hydrograph No. 2, SCS Runoff, Post-Developed to Pond....................................................... 4 Hydrograph No. 3, Reservoir, Post Thru Pond......................................................................... 5 Pond Report - BMP Pond.................................................................................................... 6 Hydrograph No. 4, SCS Runoff, Post-Developed Bypass........................................................ 7 TR-55 Tc Worksheet............................................................................................................ 8 Hydrograph No. 5, Combine, Post-Developed......................................................................... 9 Hydrograph No. 7, SCS Runoff, Post-Developed to Pond.....................................................10 Hydrograph No. 8, Reservoir, Post Thru Pond.......................................................................11 Pond Report - BMP Pond..................................................................................................12 2 - Year Summary Report.......................................................................................................................13 Hydrograph Reports.................................................................................................................14 Hydrograph No. 1, SCS Runoff, Pre-Developed....................................................................14 Hydrograph No. 2, SCS Runoff, Post-Developed to Pond.....................................................15 Hydrograph No. 3, Reservoir, Post Thru Pond.......................................................................16 Hydrograph No. 4, SCS Runoff, Post-Developed Bypass......................................................17 Hydrograph No. 5, Combine, Post-Developed.......................................................................18 Hydrograph No. 7, SCS Runoff, Post-Developed to Pond.....................................................19 Hydrograph No. 8, Reservoir, Post Thru Pond.......................................................................20 10 - Year Summary Report.......................................................................................................................21 Hydrograph Reports.................................................................................................................22 Hydrograph No. 1, SCS Runoff, Pre-Developed....................................................................22 Hydrograph No. 2, SCS Runoff, Post-Developed to Pond.....................................................23 Hydrograph No. 3, Reservoir, Post Thru Pond.......................................................................24 Hydrograph No. 4, SCS Runoff, Post-Developed Bypass......................................................25 Hydrograph No. 5, Combine, Post-Developed.......................................................................26 Hydrograph No. 7, SCS Runoff, Post-Developed to Pond.....................................................27 Hydrograph No. 8, Reservoir, Post Thru Pond.......................................................................28 25 - Year Summary Report.......................................................................................................................29 Hydrograph Reports.................................................................................................................30 Hydrograph No. 1, SCS Runoff, Pre-Developed....................................................................30 Hydrograph No. 2, SCS Runoff, Post-Developed to Pond.....................................................31 Hydrograph No. 3, Reservoir, Post Thru Pond.......................................................................32 Hydrograph No. 4, SCS Runoff, Post-Developed Bypass......................................................33 Hydrograph No. 5, Combine, Post-Developed.......................................................................34 Hydrograph No. 7, SCS Runoff, Post-Developed to Pond.....................................................35 Hydrograph No. 8, Reservoir, Post Thru Pond.......................................................................36 100 - Year Contents continued...Stormwater Wetland (Market St) - 100 - Wet Pond.gpw Summary Report.......................................................................................................................37 Hydrograph Reports.................................................................................................................38 Hydrograph No. 1, SCS Runoff, Pre-Developed....................................................................38 Hydrograph No. 2, SCS Runoff, Post-Developed to Pond.....................................................39 Hydrograph No. 3, Reservoir, Post Thru Pond.......................................................................40 Hydrograph No. 4, SCS Runoff, Post-Developed Bypass......................................................41 Hydrograph No. 5, Combine, Post-Developed.......................................................................42 Hydrograph No. 7, SCS Runoff, Post-Developed to Pond.....................................................43 Hydrograph No. 8, Reservoir, Post Thru Pond.......................................................................44 Hydrograph Summary Report 1 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 5.577 2 736 25,622 ------ ------ ------ Pre-Developed 2 SCS Runoff 9.682 2 716 21,259 ------ ------ ------ Post-Developed to Pond 3 Reservoir 0.080 2 1384 18,284 2 42.18 17,481 Post Thru Pond 4 SCS Runoff 4.799 2 722 13,491 ------ ------ ------ Post-Developed Bypass 5 Combine 4.866 2 722 31,775 3, 4 ------ ------ Post-Developed 7 SCS Runoff 1.576 2 144 6,248 ------ ------ ------ Post-Developed to Pond 8 Reservoir 0.045 2 366 6,059 7 40.87 5,702 Post Thru Pond Stormwater Wetland (Market St) - 100 - Wet Pond.gpwReturn Period: 1 Year Thursday, 02 / 22 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 1 Pre-Developed Hydrograph type = SCS Runoff Peak discharge = 5.577 cfs Storm frequency = 1 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 25,622 cuft Drainage area = 4.020 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 3.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2 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) Pre-Developed Hyd. No. 1 -- 1 Year Hyd No. 1 TR55 Tc Worksheet 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre-Developed Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.68 0.00 0.00 Land slope (%) = 1.37 0.00 0.00 Travel Time (min)=20.66 +0.00 +0.00 =20.66 Shallow Concentrated Flow Flow length (ft) = 84.00 12.00 290.00 Watercourse slope (%) = 0.83 46.00 0.05 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s)=1.47 10.94 0.36 Travel Time (min)=0.95 +0.02 +13.40 =14.37 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Total Travel Time, Tc .............................................................................. 35.00 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 2 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 9.682 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 21,259 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.86 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 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-Developed to Pond Hyd. No. 2 -- 1 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 3 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.080 cfs Storm frequency = 1 yrs Time to peak = 1384 min Time interval = 2 min Hyd. volume = 18,284 cuft Inflow hyd. No. = 2 - Post-Developed to Pond Max. Elevation = 42.18 ft Reservoir name = BMP Pond Max. Storage = 17,481 cuft Storage Indication method used. 5 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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 Thru Pond Hyd. No. 3 -- 1 Year Hyd No. 3 Hyd No. 2 Total storage used = 17,481 cuft Pond Report 6 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Pond No. 1 - BMP Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 40.20 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 40.20 7,500 0 0 0.50 40.70 9,020 4,130 4,130 1.00 41.20 9,020 4,510 8,640 2.00 42.20 9,020 9,020 17,660 3.00 43.20 9,020 9,020 26,680 3.20 43.40 9,020 1,804 28,484 4.00 44.20 9,020 7,216 35,700 5.00 45.20 9,020 9,020 44,720 6.00 46.20 9,020 9,020 53,740 6.40 46.60 9,020 3,608 57,348 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 15.00 1.50 Inactive 0.00 Span (in)= 15.00 1.50 0.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 40.20 40.20 0.00 0.00 Length (ft)= 38.00 0.50 0.00 0.00 Slope (%)= 0.53 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 Yes No Crest Len (ft)= 0.33 15.67 10.00 Inactive Crest El. (ft)= 43.40 45.40 45.80 0.00 Weir Coeff.= 2.60 2.60 3.33 3.33 Weir Type = Rect Broad Rect --- Multi-Stage = Yes Yes 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 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 Stage (ft) 0.00 40.20 1.00 41.20 2.00 42.20 3.00 43.20 4.00 44.20 5.00 45.20 6.00 46.20 7.00 47.20 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 4 Post-Developed Bypass Hydrograph type = SCS Runoff Peak discharge = 4.799 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 13,491 cuft Drainage area = 2.060 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.50 min Total precip. = 3.86 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 7 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 Q (cfs) Time (min) Post-Developed Bypass Hyd. No. 4 -- 1 Year Hyd No. 4 TR55 Tc Worksheet 8 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 4 Post-Developed Bypass Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.400 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.68 0.00 0.00 Land slope (%) = 2.10 0.00 0.00 Travel Time (min)=7.95 +0.00 +0.00 =7.95 Shallow Concentrated Flow Flow length (ft) = 462.00 0.00 0.00 Watercourse slope (%) = 0.40 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s)=1.02 0.00 0.00 Travel Time (min)=7.55 +0.00 +0.00 =7.55 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Total Travel Time, Tc .............................................................................. 15.50 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 5 Post-Developed Hydrograph type = Combine Peak discharge = 4.866 cfs Storm frequency = 1 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 31,775 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 2.060 ac 9 0 480 960 1440 1920 2400 2880 3360 3840 4320 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) Post-Developed Hyd. No. 5 -- 1 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 7 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 1.576 cfs Storm frequency = 1 yrs Time to peak = 144 min Time interval = 2 min Hyd. volume = 6,248 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 1.50 in Distribution = SCS 6-Hr Storm duration = 6.00 hrs Shape factor = 484 10 0 60 120 180 240 300 360 420 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post-Developed to Pond Hyd. No. 7 -- 1 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 8 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.045 cfs Storm frequency = 1 yrs Time to peak = 366 min Time interval = 2 min Hyd. volume = 6,059 cuft Inflow hyd. No. = 7 - Post-Developed to Pond Max. Elevation = 40.87 ft Reservoir name = BMP Pond Max. Storage = 5,702 cuft Storage Indication method used. 11 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Thru Pond Hyd. No. 8 -- 1 Year Hyd No. 8 Hyd No. 7 Total storage used = 5,702 cuft Pond Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Pond No. 1 - BMP Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 40.20 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 40.20 7,500 0 0 0.50 40.70 9,020 4,130 4,130 1.00 41.20 9,020 4,510 8,640 2.00 42.20 9,020 9,020 17,660 3.00 43.20 9,020 9,020 26,680 3.20 43.40 9,020 1,804 28,484 4.00 44.20 9,020 7,216 35,700 5.00 45.20 9,020 9,020 44,720 6.00 46.20 9,020 9,020 53,740 6.40 46.60 9,020 3,608 57,348 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 15.00 1.50 Inactive 0.00 Span (in)= 15.00 1.50 0.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 40.20 40.20 0.00 0.00 Length (ft)= 38.00 0.50 0.00 0.00 Slope (%)= 0.53 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 Yes No Crest Len (ft)= 0.33 15.67 10.00 Inactive Crest El. (ft)= 43.40 45.40 45.80 0.00 Weir Coeff.= 2.60 2.60 3.33 3.33 Weir Type = Rect Broad Rect --- Multi-Stage = Yes Yes 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 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 Stage (ft) 0.00 40.20 1.00 41.20 2.00 42.20 3.00 43.20 4.00 44.20 5.00 45.20 6.00 46.20 7.00 47.20 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Summary Report 13 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 7.739 2 734 35,234 ------ ------ ------ Pre-Developed 2 SCS Runoff 11.95 2 716 26,631 ------ ------ ------ Post-Developed to Pond 3 Reservoir 0.091 2 1440 21,589 2 42.71 22,280 Post Thru Pond 4 SCS Runoff 6.577 2 722 18,433 ------ ------ ------ Post-Developed Bypass 5 Combine 6.652 2 722 40,022 3, 4 ------ ------ Post-Developed 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post-Developed to Pond 8 Reservoir 0.000 2 n/a 0 7 40.20 0.000 Post Thru Pond Stormwater Wetland (Market St) - 100 - Wet Pond.gpwReturn Period: 2 Year Thursday, 02 / 22 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 1 Pre-Developed Hydrograph type = SCS Runoff Peak discharge = 7.739 cfs Storm frequency = 2 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 35,234 cuft Drainage area = 4.020 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 14 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-Developed Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 2 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 11.95 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 26,631 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.68 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 15 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 12.00 12.00 Q (cfs) Time (min) Post-Developed to Pond Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 3 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.091 cfs Storm frequency = 2 yrs Time to peak = 1440 min Time interval = 2 min Hyd. volume = 21,589 cuft Inflow hyd. No. = 2 - Post-Developed to Pond Max. Elevation = 42.71 ft Reservoir name = BMP Pond Max. Storage = 22,280 cuft Storage Indication method used. 16 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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) Post Thru Pond Hyd. No. 3 -- 2 Year Hyd No. 3 Hyd No. 2 Total storage used = 22,280 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 4 Post-Developed Bypass Hydrograph type = SCS Runoff Peak discharge = 6.577 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 18,433 cuft Drainage area = 2.060 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.50 min Total precip. = 4.68 in Distribution = Type II 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 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) Post-Developed Bypass Hyd. No. 4 -- 2 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 5 Post-Developed Hydrograph type = Combine Peak discharge = 6.652 cfs Storm frequency = 2 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 40,022 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 2.060 ac 18 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 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) Post-Developed Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 7 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.00 in Distribution = SCS 6-Hr Storm duration = 6.00 hrs Shape factor = 484 19 0 20 40 60 80 100 120 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) Post-Developed to Pond Hyd. No. 7 -- 2 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 8 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Post-Developed to Pond Max. Elevation = 40.20 ft Reservoir name = BMP Pond Max. Storage = 0 cuft Storage Indication method used. 20 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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) Post Thru Pond Hyd. No. 8 -- 2 Year Hyd No. 8 Hyd No. 7 Total storage used = 0 cuft Hydrograph Summary Report 21 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 15.05 2 734 68,233 ------ ------ ------ Pre-Developed 2 SCS Runoff 19.07 2 716 43,798 ------ ------ ------ Post-Developed to Pond 3 Reservoir 0.388 2 912 34,873 2 43.87 32,746 Post Thru Pond 4 SCS Runoff 12.46 2 722 35,297 ------ ------ ------ Post-Developed Bypass 5 Combine 12.55 2 722 70,170 3, 4 ------ ------ Post-Developed 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post-Developed to Pond 8 Reservoir 0.000 2 n/a 0 7 40.20 0.000 Post Thru Pond Stormwater Wetland (Market St) - 100 - Wet Pond.gpwReturn Period: 10 Year Thursday, 02 / 22 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 1 Pre-Developed Hydrograph type = SCS Runoff Peak discharge = 15.05 cfs Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 68,233 cuft Drainage area = 4.020 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 7.28 in Distribution = Type II 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 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) Pre-Developed Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 2 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 19.07 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 43,798 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.28 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 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-Developed to Pond Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 3 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.388 cfs Storm frequency = 10 yrs Time to peak = 912 min Time interval = 2 min Hyd. volume = 34,873 cuft Inflow hyd. No. = 2 - Post-Developed to Pond Max. Elevation = 43.87 ft Reservoir name = BMP Pond Max. Storage = 32,746 cuft Storage Indication method used. 24 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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 Thru Pond Hyd. No. 3 -- 10 Year Hyd No. 3 Hyd No. 2 Total storage used = 32,746 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 4 Post-Developed Bypass Hydrograph type = SCS Runoff Peak discharge = 12.46 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 35,297 cuft Drainage area = 2.060 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.50 min Total precip. = 7.28 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 25 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) Post-Developed Bypass Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 5 Post-Developed Hydrograph type = Combine Peak discharge = 12.55 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 70,170 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 2.060 ac 26 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 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) Post-Developed Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 7 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.00 in Distribution = SCS 6-Hr Storm duration = 6.00 hrs Shape factor = 484 27 0 20 40 60 80 100 120 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) Post-Developed to Pond Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 8 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Post-Developed to Pond Max. Elevation = 40.20 ft Reservoir name = BMP Pond Max. Storage = 0 cuft Storage Indication method used. 28 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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) Post Thru Pond Hyd. No. 8 -- 10 Year Hyd No. 8 Hyd No. 7 Total storage used = 0 cuft Hydrograph Summary Report 29 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 20.41 2 734 93,102 ------ ------ ------ Pre-Developed 2 SCS Runoff 24.12 2 716 56,137 ------ ------ ------ Post-Developed to Pond 3 Reservoir 1.025 2 784 47,035 2 44.44 37,864 Post Thru Pond 4 SCS Runoff 16.73 2 722 47,954 ------ ------ ------ Post-Developed Bypass 5 Combine 17.18 2 722 94,989 3, 4 ------ ------ Post-Developed 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post-Developed to Pond 8 Reservoir 0.000 2 n/a 0 7 40.20 0.000 Post Thru Pond Stormwater Wetland (Market St) - 100 - Wet Pond.gpwReturn Period: 25 Year Thursday, 02 / 22 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 1 Pre-Developed Hydrograph type = SCS Runoff Peak discharge = 20.41 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 93,102 cuft Drainage area = 4.020 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 9.14 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 30 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-Developed Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 2 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 24.12 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 56,137 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.14 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 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-Developed to Pond Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 3 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 1.025 cfs Storm frequency = 25 yrs Time to peak = 784 min Time interval = 2 min Hyd. volume = 47,035 cuft Inflow hyd. No. = 2 - Post-Developed to Pond Max. Elevation = 44.44 ft Reservoir name = BMP Pond Max. Storage = 37,864 cuft Storage Indication method used. 32 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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 Thru Pond Hyd. No. 3 -- 25 Year Hyd No. 3 Hyd No. 2 Total storage used = 37,864 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 4 Post-Developed Bypass Hydrograph type = SCS Runoff Peak discharge = 16.73 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 47,954 cuft Drainage area = 2.060 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.50 min Total precip. = 9.14 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 33 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 Q (cfs) Time (min) Post-Developed Bypass Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 5 Post-Developed Hydrograph type = Combine Peak discharge = 17.18 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 94,989 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 2.060 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 Q (cfs) Time (min) Post-Developed Hyd. No. 5 -- 25 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 7 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.00 in Distribution = SCS 6-Hr Storm duration = 6.00 hrs Shape factor = 484 35 0 20 40 60 80 100 120 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) Post-Developed to Pond Hyd. No. 7 -- 25 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 8 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Post-Developed to Pond Max. Elevation = 40.20 ft Reservoir name = BMP Pond Max. Storage = 0 cuft Storage Indication method used. 36 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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) Post Thru Pond Hyd. No. 8 -- 25 Year Hyd No. 8 Hyd No. 7 Total storage used = 0 cuft Hydrograph Summary Report 37 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 30.70 2 734 142,065 ------ ------ ------ Pre-Developed 2 SCS Runoff 33.74 2 716 79,807 ------ ------ ------ Post-Developed to Pond 3 Reservoir 6.360 2 726 70,509 2 45.59 48,260 Post Thru Pond 4 SCS Runoff 24.88 2 722 72,812 ------ ------ ------ Post-Developed Bypass 5 Combine 30.18 2 724 143,321 3, 4 ------ ------ Post-Developed 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post-Developed to Pond 8 Reservoir 0.000 2 n/a 0 7 40.20 0.000 Post Thru Pond Stormwater Wetland (Market St) - 100 - Wet Pond.gpwReturn Period: 100 Year Thursday, 02 / 22 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 1 Pre-Developed Hydrograph type = SCS Runoff Peak discharge = 30.70 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 142,065 cuft Drainage area = 4.020 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 12.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 38 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Pre-Developed Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 2 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 33.74 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 79,807 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 39 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post-Developed to Pond Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 3 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 6.360 cfs Storm frequency = 100 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 70,509 cuft Inflow hyd. No. = 2 - Post-Developed to Pond Max. Elevation = 45.59 ft Reservoir name = BMP Pond Max. Storage = 48,260 cuft Storage Indication method used. 40 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post Thru Pond Hyd. No. 3 -- 100 Year Hyd No. 3 Hyd No. 2 Total storage used = 48,260 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 4 Post-Developed Bypass Hydrograph type = SCS Runoff Peak discharge = 24.88 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 72,812 cuft Drainage area = 2.060 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.50 min Total precip. = 12.70 in Distribution = Type II 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 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-Developed Bypass Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 5 Post-Developed Hydrograph type = Combine Peak discharge = 30.18 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 143,321 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 2.060 ac 42 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post-Developed Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 7 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 0.00 in Distribution = SCS 6-Hr Storm duration = 6.00 hrs Shape factor = 484 43 0 20 40 60 80 100 120 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) Post-Developed to Pond Hyd. No. 7 -- 100 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 8 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Post-Developed to Pond Max. Elevation = 40.20 ft Reservoir name = BMP Pond Max. Storage = 0 cuft Storage Indication method used. 44 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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) Post Thru Pond Hyd. No. 8 -- 100 Year Hyd No. 8 Hyd No. 7 Total storage used = 0 cuft STORMWATER MANAGEMENT AREA CS O HE O HE OHE OH E O HE OHE O H E O HE OHE APPROXIMATE ABANDONED CSX 1 DB 1397, DB 1389, P 4 ' C H A I N L I N K F E N C E PPF (1") IRF (#5) PPF (1") ON LINE E / DITCH LINE 230.20' 27.99' S 1 1 °3 7 '5 8 " W 1 4 2 .6 3 ' S 55°51'13" E 258.19' TOTAL Hydraflow Table of Contents Stormwater Wetland (Market St) - 100 - Wet Pond - Clogged.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 100 - Year Summary Report......................................................................................................................... 1 Hydrograph Reports................................................................................................................... 2 Hydrograph No. 1, SCS Runoff, Pre-Developed...................................................................... 2 TR-55 Tc Worksheet............................................................................................................ 3 Hydrograph No. 2, SCS Runoff, Post-Developed to Pond....................................................... 4 Hydrograph No. 3, Reservoir, Post Thru Pond......................................................................... 5 Pond Report - BMP Pond.................................................................................................... 6 Hydrograph No. 4, SCS Runoff, Post-Developed Bypass........................................................ 7 TR-55 Tc Worksheet............................................................................................................ 8 Hydrograph No. 5, Combine, Post-Developed......................................................................... 9 Hydrograph Summary Report 1 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 30.70 2 734 142,065 ------ ------ ------ Pre-Developed 2 SCS Runoff 33.74 2 716 79,807 ------ ------ ------ Post-Developed to Pond 3 Reservoir 3.644 2 736 29,674 2 46.03 52,177 Post Thru Pond 4 SCS Runoff 24.88 2 722 72,812 ------ ------ ------ Post-Developed Bypass 5 Combine 34.19 2 722 152,586 3, 4 ------ ------ Post-Developed Stormwater Wetland (Market St) - 100 - Wet Pond - Clogged.gpwReturn Period: 100 Year Thursday, 02 / 22 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 1 Pre-Developed Hydrograph type = SCS Runoff Peak discharge = 30.70 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 142,065 cuft Drainage area = 4.020 ac Curve number = 78 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 35.00 min Total precip. = 12.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Pre-Developed Hyd. No. 1 -- 100 Year Hyd No. 1 TR55 Tc Worksheet 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 1 Pre-Developed Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.68 0.00 0.00 Land slope (%) = 1.37 0.00 0.00 Travel Time (min)=20.66 +0.00 +0.00 =20.66 Shallow Concentrated Flow Flow length (ft) = 84.00 12.00 290.00 Watercourse slope (%) = 0.83 46.00 0.05 Surface description = Unpaved Unpaved Unpaved Average velocity (ft/s)=1.47 10.94 0.36 Travel Time (min)=0.95 +0.02 +13.40 =14.37 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Total Travel Time, Tc .............................................................................. 35.00 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 2 Post-Developed to Pond Hydrograph type = SCS Runoff Peak discharge = 33.74 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 79,807 cuft Drainage area = 1.960 ac Curve number = 94 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 12.70 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 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post-Developed to Pond Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 3 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 3.644 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 29,674 cuft Inflow hyd. No. = 2 - Post-Developed to Pond Max. Elevation = 46.03 ft Reservoir name = BMP Pond Max. Storage = 52,177 cuft Storage Indication method used. 5 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post Thru Pond Hyd. No. 3 -- 100 Year Hyd No. 3 Hyd No. 2 Total storage used = 52,177 cuft Pond Report 6 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Pond No. 1 - BMP Pond Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 40.20 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 40.20 7,500 0 0 0.50 40.70 9,020 4,130 4,130 1.00 41.20 9,020 4,510 8,640 2.00 42.20 9,020 9,020 17,660 3.00 43.20 9,020 9,020 26,680 3.30 43.50 9,020 2,706 29,386 4.00 44.20 9,020 6,314 35,700 5.00 45.20 9,020 9,020 44,720 6.00 46.20 9,020 9,020 53,740 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 15.00 Inactive Inactive 0.00 Span (in)= 15.00 1.50 0.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 40.20 40.20 0.00 0.00 Length (ft)= 38.00 0.50 0.00 0.00 Slope (%)= 0.53 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 Yes No Crest Len (ft)Inactive Inactive 10.00 Inactive Crest El. (ft)= 43.40 45.40 45.80 0.00 Weir Coeff.= 2.60 2.60 3.33 3.33 Weir Type = Rect Broad Rect --- Multi-Stage = Yes Yes Yes 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 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Stage (ft) 0.00 40.20 1.00 41.20 2.00 42.20 3.00 43.20 4.00 44.20 5.00 45.20 6.00 46.20 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 4 Post-Developed Bypass Hydrograph type = SCS Runoff Peak discharge = 24.88 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 72,812 cuft Drainage area = 2.060 ac Curve number = 79 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.50 min Total precip. = 12.70 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 7 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-Developed Bypass Hyd. No. 4 -- 100 Year Hyd No. 4 TR55 Tc Worksheet 8 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hyd. No. 4 Post-Developed Bypass Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.400 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 4.68 0.00 0.00 Land slope (%) = 2.10 0.00 0.00 Travel Time (min)=7.95 +0.00 +0.00 =7.95 Shallow Concentrated Flow Flow length (ft) = 462.00 0.00 0.00 Watercourse slope (%) = 0.40 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s)=1.02 0.00 0.00 Travel Time (min)=7.55 +0.00 +0.00 =7.55 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Total Travel Time, Tc .............................................................................. 15.50 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Thursday, 02 / 22 / 2024 Hyd. No. 5 Post-Developed Hydrograph type = Combine Peak discharge = 34.19 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 152,586 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 2.060 ac 9 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 35.00 35.00 Q (cfs) Time (min) Post-Developed Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 3 Hyd No. 4 13'-18" HDPE @ 7.15% INV. OUT = 41.27 INV. IN = 41.33INV. IN = 41.33 RIM EL. = 46.53SD#2 CURB INLET 38'-15" HDPE @ 0.53% STORMWATER MANAGEMENT AREA CS OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE APPROX ABANDONED D D 4' C H AI N L I N K F E N C E PPF (1") IRF (#5) MONF PPF (1") ON LINE SWALE / DITCH LINE 230.20'27.99' S 1 1 ° 3 7 ' 5 8 " W 1 4 2 . 6 3' S 55°51'13" E 258.19' TOTAL Marriott StudioRes – Stormwater Management Design Report 9 | P a g e APPENDIX C Storm Sewer Calculations Marriott StudioRes – Stormwater Management Design Report 10 | P a g e APPENDIX D Culvert Calculations Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jun 24 2024 SD Pipe 19 Invert Elev Dn (ft) = 40.00 Pipe Length (ft) = 46.13 Slope (%) = 1.08 Invert Elev Up (ft) = 40.50 Rise (in) = 36.0 Shape = Circular Span (in) = 36.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 46.00 Top Width (ft) = 26.00 Crest Width (ft) = 45.00 Calculations Qmin (cfs) = 12.00 Qmax (cfs) = 12.00 Tailwater Elev (ft) = 42.66 Highlighted Qtotal (cfs) = 12.00 Qpipe (cfs) = 12.00 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 1.81 Veloc Up (ft/s) = 5.12 HGL Dn (ft) = 42.66 HGL Up (ft) = 41.60 Hw Elev (ft) = 42.02 Hw/D (ft) = 0.51 Flow Regime = Inlet Control