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ILM Circle K Stormwater Impact Analysis - 9.23.2020_________________________________________________________________________________________________________________ Table of Contents: 1. Cover Sheet 2. Table of Contents 3. Project Narrative 4. Reference Material: a. USGS Map b. Soil Survey Map c. FEMA FIRM Map d. NOAA Rainfall Data e. Pre-Development Drainage Area Map f. Post-Developed Drainage Area Map g. SHWT & Infiltration Test Report 5. Peak Flow Analysis a. Table of Subareas, Land Uses, Curve Numbers, & Time of Concentration b. Peak Flow Summary c. Hydraflow Report 6. Water Quality Calculations a. Stormwater Grass Swale Calculations b. Stormwater Extended Dry Detention Pond Calculations c. Stormwater Supplement Forms 7. Stormwater Operation & Maintenance Agreement 8. Storm Pipe HGL Calculations _________________________________________________________________________________________________________________ PROJECT NARRATIVE _________________________________________________________________________________________________________________ Project Data: Project Name: Circle K – NTI Airport Blvd Wilmington – NC.115 PID: R04200-001-025-F00 Project Address: Airport Blvd, Wilmington, NC 28405 Stormwater Basin: Smith Creek River Basin: Cape Fear Water Classification: C;Sw Site History: The existing parcel is owned by New Hanover County and is controlled by Wilmington International Airport. This property is part of an overall airport stormwater master plan, and was previously permitted with NCDEQ under SW8 050547 – Phase III. The current Wilmington International Airport Stormwater Master Plan include a proposed Phase 3 expansion to the existing Extended Dry Detention Basin to the east of our proposed Circle K site, which was intended to accommodate future build-out of the undeveloped Phase 3 properties. The Phase 3 Extended Dry Detention Basin Expansion was never constructed. Many of the Phase 3 drainage areas remain undeveloped at this time, and they do not actually drain into the existing extended dry detention basin at this time. Project Description: The project proposes a gas station/convenience store, associated parking lot, canopy, driveways, and utilities. The project is proposing shared access roads connecting to both N. 23rd Street and Airport Blvd, as well as water/sewer extensions to serve future development in adjacent land. This project is a proposed modification to the current 2011 SW8 050547 – Phase III stormwater permit. Two extended dry detention basins are proposed. Refer to the proposed conditions section below for additional information. Existing Conditions: Refer to the pre-development drainage area map in this report. The study area represents a portion of the previously permitted Phase III drainage area. DA 1.1 consists of 4.53 acres of mostly undeveloped lawn and some woods. This drainage area also includes impervious surfaces from portions of Airport Blvd and N 23rd St. This drainage area runs through an existing roadside ditch, and into an existing 24”RCP culvert under N 23rd Street, and discharges to the southwest. DA 1.2 consists of 4.62 acres of undeveloped lawn and woods. This drainage area surface discharges, and enters another existing 24”RCP culvert under NC 23rd Street, and discharges to the southwest. _________________________________________________________________________________________________________________ DA 1.3 consists of 15.47 acres of mostly undeveloped lawn and woods. This drainage area includes impervious from portions of Airport Blvd, Gardner Road, and an old gravel service drive. This drainage area runs through existing roadside ditches, culverts, and wetlands channels before it surface discharges to the south. DA 1.4 consists of 1.85 acres of offsite undeveloped lawn. This drainage area runs through an existing roadside ditch and into an existing 24”RCP culvert under N 23rd St, which discharges to the southwest. All drainage from this area enters Smith Creek, which is roughly ~0.42 miles south of our project area. Smith Creek flows east which eventually enters the Northeast Cape Fear River approximately ~1.62 miles to the west. The Soils Survey map shows that the soils on site are as follows: SOIL TYPES: SYMBOL RATING UNIT NAME JO D JOHNSTON SOILS Le B/D LEON SAND Pn B/D PANTEGO LOAM Se A/D SEAGATE FINE SAND *Soil rating are based on NCDEQ Erosion and Sediment Control Planning and Design Manual – Chapter 8 – Appendices A copy of FEMA FIRM map 3720312900K, effective date 08/28/2018, included confirms that there is no regulatory floodplain on the property. _________________________________________________________________________________________________________________ Post-Developed Conditions: Refer to the post-development drainage area map in this report. DA 2.1 (Bypass): This drainage area is 2.48 acres and predominantly consists of existing impervious from Airport Blvd and NC 23rd Street right-of-way, as well as a proposed NC 23rd Street widening required by NCDOT. This drainage area also consists of lawn/shoulder areas in and adjacent to the public rights-of-way. This drainage area flows through an existing roadside ditch, and into an existing 24”RCP culvert under NC 23rd Street, which is consistent with the existing condition. DA 2.2 – Stormwater Phase IIIA: This drainage area is 4.89 acres and includes the following proposed improvements: Circle K development, portions of several common drives, one grass pre-treatment swale, and one extended dry detention basin. This Phase IIIA extended dry detention basin will be constructed by Circle K, simultaneous with the Circle K project, but it will be a regional stormwater SCM located on New Hanover County property, but controlled and operated by Wilmington International Airport. Proposed impervious areas will be collected to the extent practical in the SCMs, and will discharge into an existing 24”RCP culvert under NC 23rd Street to the southwest, which is consistent with the existing condition. The Phase IIIA SCMs are designed to accommodate the below impervious allocation for Phase IIIA drainage area at buildout:  Phase IIIA Circle K & Common Drives Proposed Impervious: 69,896 SF  Phase IIIA Potential Future Development: 46,702 SF  Phase IIIA Total Impervious Allocation: 116598 SF (Includes potential future development) _________________________________________________________________________________________________________________ DA 2.3A & 2.3B – Stormwater Phase IIIB: This drainage area is 16.92 acres and includes impervious portions of existing Airport Blvd and Gardner Road rights-of-way, lawn/shoulder areas in and adjacent to the public rights-of-way, as well as currently undeveloped land on the south side of Airport Blvd. The following improvements will be constructed with the Circle K project, which are located in Phase IIIB:  A portion of a common internal drive.  A left turn lane on Airport Blvd (required by NCDOT). Phase IIIB includes one proposed grass pretreatment swale and one proposed extended dry detention basin. The stormwater will discharge to the south, which is consistent with the existing drainage pattern. The Phase IIIB SCMs are designed to accommodate the below impervious allocation for the Phase IIIB drainage area at buildout.  Phase IIIB Existing Road Impervious: 89,774 SF  Phase IIIB Road Improvements to be constructed with Circle K: 7,633 SF  Phase IIIB Potential Future Impervious Allocation: 263,671 SF  Phase IIIB Total Impervious Allocation: 361,078 SF (includes potential future development) DA 2.3C– (Bypass): This drainage area is 0.51 acres of lawn area to the southeast of the proposed dry pond, which discharges to the south. DA 2.4 – (Bypass): This drainage area is 2.02 acres and predominantly consists of existing NC 23rd Street public right-of- way and undeveloped lawn to the south. This drainage area flows through an existing roadside ditch, and into an existing 24”RCP culvert under NC 23rd Street, which is consistent with the existing condition. _________________________________________________________________________________________________________________ Stormwater Management Requirements: 1. New Hanover County Stormwater Design Manual:  Detention: 2, 10, 25-yr storms  Retain the 1.5-inch volume and drawdown in 2 to 5 days 2. NCDEQ - 15A NCAC 02H .1005 Stormwater Requirements: Coastal Counties  High Density Option  Retain runoff from 1.0-inch rainfall, drawdown in 2 to 5 days  Design for ultimate buildout of the drainage area  Alternative Design Criteria: o 85% TSS removal o Detain 1-year, 24-hr storm 3. Wilmington International Airport Stormwater Master Plan – Approved Engineering Report, Dated 10/26/04 by Talbert & Bright):  Requires the use of “alternative stormwater management systems”, which do not attract wildlife, which would be a hazard to aircraft. Intended SCMs include grass swales in series with extended dry detention basins.  SCMs, which generate a permanent pool are prohibited for reasons of airport safety. Proposed Stormwater Management:  Volume Control – The proposed stormwater extended dry detention basins will retain the 1.5- inch volume for the net increase of impervious surfaces and release it over a 2-5 day period.  Peak Flow Detention (1, 2, 10, 25-yr) – The proposed stormwater extended dry detention basins will reduce peak flows for the 1, 2, 10, and 25-year, 24-hr storm events down to below pre- developed levels, except as mentioned below. Refer to the Peak Flow Summary Table for pre- and post- flows for all storm events. (Note that the Phase 3A pond releases negligible flows for the 1 and 2-yr storms, which slightly exceed the pre-developed levels. However, this cannot be avoided without exceeding the 2-5 day drawdown requirement. The flows are negligible.)  Alternate Stormwater Management Systems – This project utilizes two pretreatment grass swales and two extended dry detention basins. These SCM types were selected for the following reasons: a. These SCM types are required by the Wilmington International Airport Stormwater Masterplan. b. Other SCM types, which have permanent pools of standing water, are prohibited by the airport and the FAA, because they attract wildlife, which would be a hazard to airplane safety. c. There is a precedent for selecting these SCM types, which exist just to the east of our project. _________________________________________________________________________________________________________________ Methodology: The SCS unit hydragaph method has been used for project hydrology, implemented using Hydraflow software. Time of concentration calculated using the TR-55 segmented approach. Rainfall data was input based on the NOAA rainfall data. The hydrologic soil groups for the various soil units on the airport were taken from the Appendix A listing of TR-55. The SCS soil map for New Hanover County was used to identify soil units. For soils with multiple hydraulic soil groups, the lowest (most well drained) group was used. The SCS type III 24-hour rainfall distribution was used. Pipeline hydraulic grade lines were computed using Hydraflow software as well. Summary of Results: Refer to the following tables in this report to view the results data:  Table of Subareas, Land Uses, & CN.  Peak Flow Summary Table  Stormwater Grass Swale and Extended Dry Detention Pond Calculations As shown in the aforementioned tables in this report and plans, NCDEQ, New Hanover County, and the Airport’s Stormwater Master Plan requirements are satisfied. Conclusions: Through the use of two proposed stormwater pretreatment grass swales and two extended dry detention basins, this project meets or exceeds NCDEQ/New Hanover County/ILM Stormwater Master Plan requirements listed in the publications below:  New Hanover County Stormwater Design Manual:  NCDEQ - 15A NCAC 02H Stormwater Requirements: Coastal Counties  Wilmington International Airport Stormwater Master Plan – Approved Engineering Report, Dated 10/26/04 by Talbert & Bright): Phases IIIA and IIIB were designed to incorporate proposed and future development and resulted in decreased flows for the 1, 2, 10, and 25-year, 24-hr storm events, except as follows. (Note that the Phase 3A pond releases negligible flows for the 1 and 2-yr storms, which slightly exceed the pre- developed levels. However, this cannot be avoided without exceeding the 2-5 day drawdown requirement. The flows are negligible.) _________________________________________________________________________________________________________________ REFERENCE MATERIAL USGS MAP 22 Custom Soil Resource Report Map—Hydrologic Soil Group 37 9 5 1 0 0 37 9 5 2 0 0 37 9 5 3 0 0 37 9 5 4 0 0 37 9 5 5 0 0 37 9 5 6 0 0 37 9 5 7 0 0 37 9 5 8 0 0 37 9 5 9 0 0 37 9 6 0 0 0 37 9 5 0 0 0 37 9 5 1 0 0 37 9 5 2 0 0 37 9 5 3 0 0 37 9 5 4 0 0 37 9 5 5 0 0 37 9 5 6 0 0 37 9 5 7 0 0 37 9 5 8 0 0 37 9 5 9 0 0 37 9 6 0 0 0 230400 230500 230600 230700 230800 230900 231000 231100 231200 231300 231400 231500 231600 231700 231800 231900 230400 230500 230600 230700 230800 230900 231000 231100 231200 231300 231400 231500 231600 231700 231800 231900 34° 16' 15'' N 77 ° 5 5 ' 4 2 ' ' W 34° 16' 15'' N 77 ° 5 4 ' 3 9 ' ' W 34° 15' 41'' N 77 ° 5 5 ' 4 2 ' ' W 34° 15' 41'' N 77 ° 5 4 ' 3 9 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 035070014002100Feet 0100200400600Meters Map Scale: 1:7,390 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. USGS The National Map: Orthoimagery. Data refreshed October, 2017. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü 77°55'33.87"W 34°16'16.18"N 77°54'56.42"W 34°15'46.45"N 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 Depth Zone 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 mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone XArea with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction 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 basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 4/15/2019 at 2:35:27 PM 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 mapelements 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 forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 2/12/2020 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2669&lon=-77.9209&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.2669°, Longitude: -77.9209° Elevation: 24.99 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 0.521 (0.488‑0.560) 0.618 (0.578‑0.664) 0.724 (0.677‑0.776) 0.808 (0.751‑0.866) 0.913 (0.846‑0.976) 0.991 (0.914‑1.06) 1.07 (0.984‑1.15) 1.15 (1.05‑1.24) 1.26 (1.13‑1.35) 1.34 (1.20‑1.44) 10-min 0.833 (0.780‑0.895) 0.989 (0.925‑1.06) 1.16 (1.08‑1.24) 1.29 (1.20‑1.39) 1.45 (1.35‑1.56) 1.58 (1.46‑1.69) 1.71 (1.56‑1.82) 1.83 (1.67‑1.96) 1.99 (1.79‑2.14) 2.11 (1.89‑2.27) 15-min 1.04 (0.975‑1.12) 1.24 (1.16‑1.34) 1.47 (1.37‑1.57) 1.63 (1.52‑1.75) 1.84 (1.71‑1.97) 2.00 (1.84‑2.14) 2.15 (1.98‑2.31) 2.31 (2.10‑2.47) 2.50 (2.26‑2.69) 2.65 (2.37‑2.85) 30-min 1.43 (1.34‑1.53) 1.72 (1.61‑1.84) 2.09 (1.95‑2.24) 2.37 (2.20‑2.54) 2.73 (2.53‑2.92) 3.01 (2.78‑3.22) 3.30 (3.03‑3.53) 3.59 (3.27‑3.85) 3.98 (3.59‑4.28) 4.29 (3.84‑4.62) 60-min 1.78 (1.67‑1.91) 2.15 (2.02‑2.31) 2.67 (2.50‑2.87) 3.08 (2.87‑3.31) 3.64 (3.37‑3.89) 4.08 (3.76‑4.37) 4.55 (4.17‑4.87) 5.04 (4.59‑5.40) 5.71 (5.15‑6.14) 6.27 (5.61‑6.74) 2-hr 2.10 (1.94‑2.30) 2.56 (2.36‑2.79) 3.27 (3.01‑3.56) 3.86 (3.55‑4.21) 4.73 (4.33‑5.14) 5.48 (4.99‑5.95) 6.30 (5.70‑6.84) 7.20 (6.47‑7.80) 8.54 (7.59‑9.27) 9.69 (8.55‑10.6) 3-hr 2.25 (2.08‑2.46) 2.73 (2.53‑2.98) 3.50 (3.24‑3.81) 4.17 (3.83‑4.54) 5.18 (4.73‑5.61) 6.06 (5.51‑6.58) 7.05 (6.36‑7.64) 8.15 (7.29‑8.81) 9.84 (8.69‑10.6) 11.3 (9.88‑12.3) 6-hr 2.79 (2.59‑3.04) 3.38 (3.14‑3.69) 4.34 (4.01‑4.73) 5.18 (4.78‑5.63) 6.45 (5.90‑6.98) 7.57 (6.89‑8.19) 8.83 (7.99‑9.55) 10.3 (9.16‑11.1) 12.4 (11.0‑13.4) 14.4 (12.5‑15.6) 12-hr 3.26 (3.00‑3.58) 3.96 (3.64‑4.33) 5.11 (4.70‑5.59) 6.14 (5.61‑6.69) 7.69 (6.97‑8.37) 9.09 (8.20‑9.87) 10.7 (9.55‑11.6) 12.5 (11.0‑13.5) 15.3 (13.3‑16.6) 17.7 (15.3‑19.2) 24-hr 3.83 (3.49‑4.27) 4.64 (4.23‑5.19) 6.01 (5.47‑6.70) 7.21 (6.54‑8.03) 9.06 (8.13‑10.1) 10.7 (9.53‑11.9) 12.6 (11.1‑14.0) 14.7 (12.8‑16.4) 18.0 (15.3‑20.2) 21.0 (17.5‑23.5) 2-day 4.53 (4.14‑5.01) 5.47 (5.01‑6.06) 7.02 (6.41‑7.78) 8.36 (7.61‑9.26) 10.4 (9.39‑11.5) 12.2 (10.9‑13.6) 14.2 (12.6‑15.9) 16.6 (14.4‑18.5) 20.1 (17.1‑22.6) 23.1 (19.4‑26.2) 3-day 4.83 (4.42‑5.34) 5.83 (5.34‑6.45) 7.42 (6.78‑8.22) 8.80 (8.01‑9.74) 10.9 (9.81‑12.1) 12.7 (11.3‑14.1) 14.7 (13.0‑16.4) 17.0 (14.8‑19.0) 20.4 (17.5‑23.0) 23.4 (19.7‑26.5) 4-day 5.13 (4.70‑5.67) 6.18 (5.67‑6.83) 7.83 (7.15‑8.65) 9.24 (8.41‑10.2) 11.3 (10.2‑12.6) 13.2 (11.8‑14.6) 15.2 (13.5‑16.9) 17.4 (15.2‑19.4) 20.8 (17.9‑23.3) 23.7 (20.1‑26.8) 7-day 5.91 (5.46‑6.44) 7.11 (6.59‑7.76) 8.94 (8.26‑9.76) 10.5 (9.64‑11.4) 12.7 (11.6‑13.9) 14.6 (13.3‑15.9) 16.6 (15.0‑18.2) 18.9 (16.8‑20.7) 22.1 (19.4‑24.5) 24.9 (21.5‑27.7) 10-day 6.67 (6.18‑7.24) 7.98 (7.40‑8.67) 9.89 (9.14‑10.8) 11.5 (10.6‑12.5) 13.8 (12.7‑15.0) 15.7 (14.4‑17.2) 17.8 (16.1‑19.5) 20.1 (18.0‑22.0) 23.4 (20.7‑25.8) 26.1 (22.8‑29.0) 20-day 8.94 (8.33‑9.62) 10.6 (9.93‑11.5) 13.0 (12.1‑14.0) 14.9 (13.8‑16.0) 17.6 (16.3‑19.0) 19.9 (18.3‑21.5) 22.3 (20.3‑24.1) 24.8 (22.4‑27.0) 28.4 (25.4‑31.1) 31.4 (27.6‑34.6) 30-day 11.0 (10.3‑11.7) 13.0 (12.3‑13.9) 15.6 (14.7‑16.7) 17.8 (16.7‑18.9) 20.7 (19.3‑22.1) 23.1 (21.4‑24.6) 25.5 (23.6‑27.3) 28.0 (25.7‑30.1) 31.5 (28.5‑34.1) 34.2 (30.7‑37.2) 45-day 13.7 (12.9‑14.6) 16.2 (15.3‑17.2) 19.2 (18.1‑20.4) 21.6 (20.4‑22.9) 25.0 (23.5‑26.5) 27.6 (25.8‑29.4) 30.4 (28.2‑32.3) 33.2 (30.6‑35.4) 37.0 (33.7‑39.7) 40.0 (36.2‑43.2) 60-day 16.5 (15.6‑17.4) 19.4 (18.3‑20.5) 22.7 (21.4‑24.0) 25.3 (23.8‑26.8) 28.8 (27.1‑30.5) 31.5 (29.5‑33.5) 34.3 (31.9‑36.4) 37.0 (34.3‑39.4) 40.6 (37.3‑43.5) 43.3 (39.6‑46.7) 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%. Estimatesat 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 2/12/2020 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2669&lon=-77.9209&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 2, Version 3 Location name: Wilmington, North Carolina, USA* Latitude: 34.2669°, Longitude: -77.9209° Elevation: 24.99 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 6.25 (5.86‑6.72) 7.42 (6.94‑7.97) 8.69 (8.12‑9.31) 9.70 (9.01‑10.4) 11.0 (10.2‑11.7) 11.9 (11.0‑12.7) 12.9 (11.8‑13.8) 13.8 (12.6‑14.8) 15.1 (13.6‑16.2) 16.1 (14.4‑17.3) 10-min 5.00 (4.68‑5.37) 5.93 (5.55‑6.37) 6.96 (6.50‑7.46) 7.75 (7.21‑8.31) 8.72 (8.09‑9.33) 9.47 (8.74‑10.1) 10.2 (9.38‑10.9) 11.0 (9.99‑11.8) 11.9 (10.8‑12.8) 12.7 (11.3‑13.6) 15-min 4.16 (3.90‑4.48) 4.97 (4.65‑5.34) 5.87 (5.48‑6.29) 6.54 (6.08‑7.01) 7.37 (6.83‑7.88) 8.00 (7.37‑8.56) 8.62 (7.91‑9.22) 9.22 (8.40‑9.88) 10.0 (9.03‑10.8) 10.6 (9.48‑11.4) 30-min 2.85 (2.67‑3.07) 3.43 (3.21‑3.69) 4.17 (3.90‑4.47) 4.74 (4.41‑5.08) 5.46 (5.06‑5.84) 6.02 (5.55‑6.45) 6.60 (6.05‑7.06) 7.18 (6.54‑7.69) 7.96 (7.18‑8.56) 8.59 (7.68‑9.24) 60-min 1.78 (1.67‑1.91) 2.15 (2.02‑2.31) 2.67 (2.50‑2.87) 3.08 (2.87‑3.31) 3.64 (3.37‑3.89) 4.08 (3.76‑4.37) 4.55 (4.17‑4.87) 5.04 (4.59‑5.40) 5.71 (5.15‑6.14) 6.27 (5.61‑6.74) 2-hr 1.05 (0.972‑1.15) 1.28 (1.18‑1.39) 1.63 (1.51‑1.78) 1.93 (1.78‑2.10) 2.36 (2.16‑2.57) 2.74 (2.49‑2.98) 3.15 (2.85‑3.42) 3.60 (3.23‑3.90) 4.27 (3.79‑4.63) 4.84 (4.27‑5.28) 3-hr 0.750 (0.694‑0.818) 0.909 (0.841‑0.992) 1.17 (1.08‑1.27) 1.39 (1.28‑1.51) 1.72 (1.58‑1.87) 2.02 (1.83‑2.19) 2.35 (2.12‑2.54) 2.71 (2.43‑2.93) 3.28 (2.90‑3.54) 3.77 (3.29‑4.08) 6-hr 0.466 (0.432‑0.508) 0.565 (0.524‑0.617) 0.725 (0.671‑0.790) 0.865 (0.798‑0.941) 1.08 (0.986‑1.17) 1.26 (1.15‑1.37) 1.48 (1.33‑1.59) 1.71 (1.53‑1.85) 2.08 (1.83‑2.25) 2.40 (2.09‑2.60) 12-hr 0.271 (0.249‑0.297) 0.329 (0.302‑0.359) 0.424 (0.390‑0.464) 0.509 (0.466‑0.555) 0.638 (0.579‑0.695) 0.754 (0.680‑0.819) 0.885 (0.793‑0.961) 1.03 (0.916‑1.12) 1.27 (1.11‑1.38) 1.47 (1.27‑1.60) 24-hr 0.160 (0.145‑0.178) 0.194 (0.176‑0.216) 0.250 (0.228‑0.279) 0.300 (0.273‑0.335) 0.378 (0.339‑0.419) 0.446 (0.397‑0.495) 0.525 (0.461‑0.582) 0.614 (0.532‑0.682) 0.751 (0.638‑0.840) 0.873 (0.729‑0.981) 2-day 0.094 (0.086‑0.104) 0.114 (0.104‑0.126) 0.146 (0.134‑0.162) 0.174 (0.159‑0.193) 0.217 (0.196‑0.240) 0.254 (0.228‑0.283) 0.297 (0.262‑0.331) 0.345 (0.300‑0.386) 0.418 (0.356‑0.470) 0.482 (0.404‑0.545) 3-day 0.067 (0.061‑0.074) 0.081 (0.074‑0.090) 0.103 (0.094‑0.114) 0.122 (0.111‑0.135) 0.151 (0.136‑0.167) 0.176 (0.158‑0.196) 0.204 (0.181‑0.227) 0.236 (0.206‑0.263) 0.284 (0.243‑0.319) 0.325 (0.274‑0.368) 4-day 0.053 (0.049‑0.059) 0.064 (0.059‑0.071) 0.082 (0.074‑0.090) 0.096 (0.088‑0.106) 0.118 (0.107‑0.131) 0.137 (0.123‑0.152) 0.158 (0.140‑0.176) 0.181 (0.159‑0.202) 0.216 (0.186‑0.243) 0.247 (0.209‑0.279) 7-day 0.035 (0.033‑0.038) 0.042 (0.039‑0.046) 0.053 (0.049‑0.058) 0.062 (0.057‑0.068) 0.076 (0.069‑0.083) 0.087 (0.079‑0.095) 0.099 (0.089‑0.108) 0.112 (0.100‑0.123) 0.132 (0.116‑0.146) 0.148 (0.128‑0.165) 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 (0.060‑0.071) 0.074 (0.067‑0.081) 0.084 (0.075‑0.092) 0.098 (0.086‑0.108) 0.109 (0.095‑0.121) 20-day 0.019 (0.017‑0.020) 0.022 (0.021‑0.024) 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 (0.047‑0.056) 0.059 (0.053‑0.065) 0.065 (0.058‑0.072) 30-day 0.015 (0.014‑0.016) 0.018 (0.017‑0.019) 0.022 (0.020‑0.023) 0.025 (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) 0.047 (0.043‑0.052) 45-day 0.013 (0.012‑0.013) 0.015 (0.014‑0.016) 0.018 (0.017‑0.019) 0.020 (0.019‑0.021) 0.023 (0.022‑0.025) 0.026 (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 (0.011‑0.012) 0.013 (0.013‑0.014) 0.016 (0.015‑0.017) 0.018 (0.017‑0.019) 0.020 (0.019‑0.021) 0.022 (0.021‑0.023) 0.024 (0.022‑0.025) 0.026 (0.024‑0.027) 0.028 (0.026‑0.030) 0.030 (0.027‑0.032) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked 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 216 S. Swing Rd., Suite 1 Greensboro, NC 27409 336-662-5487 7/31/2020 Project # 1775 Timmons Group 5410 Trinity Rd., Suite 102 Raleigh, NC 27607 This report details the findings of a seasonally high-water table evaluation for the Wilmington Airport site in New Hanover County, NC. Your office gave the location of the proposed storm water control measures (SCM) and requested boring locations. G. Christopher Murray, Licensed Soil Scientist #1284, conducted the evaluation on July 27th, 2020. The results were as follows: Seasonally High-Water Table Soil Borings Soil boring were completed within the proposed stormwater control measure at the locations shown on the attached map. The depth to the seasonally high-water table (SHWT) was determined by observing soil indicators, also known as redoximorphic features. Boring 1: Signs of a seasonally high-water table were observed from 8 inches to 120 inches. The existing grade at this location was 19.5 ft +/-. Boring 2: Signs of a seasonally high-water table were observed from 10 inches to 120 inches. The existing grade at this location was 20.5 ft +/-. Boring ID SHWT Depth (inches) SHWT Elevation (feet) 1 8-120 18.8 +/- 2 10-120 19.6 +/- Piedmont Environmental Associates, PA is pleased to perform this work for you. If you have any questions, please feel free to call (336) 662-5487. Sincerely, G. Christopher Murray N.C. Licensed Soil Scientist #1284 S A N W W W W W W W W W W W W W S A N S A N SANSANSAN SA N SA N S A N S A N SA N SA N F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M W W W W W W W W W W EDGE OF P A V E M E N T EDGE OF P A V E M E N T EDGE O F P A V E M E N T E D G E O F P A V E M E N T E D G E O F P A V E M E N T GUARD RAIL RIPRAP PU B L I C U T I L I T Y E A S E M E N T DB 6 0 4 5 , P G 4 0 O H T O H P O H P O H P OH P W W W W W W W W W W W U G P UG P UGP UGP UGP UGP UGT UGT UGT UGT UGT UGP UGP UGP UGP UGP UGP UGT UGT UGT UGT UGT UGT SA N SA N IRRIGATION WELLAND CONTROL BOX FENCE FENCE FENCE DITCH DITCH SWALE SWALE DI T C H SW A L E DI T C H DI T C H DI T C H DIT C H SWALE SWALE X X X X X UG T U G T DIT C H DIT C H 24" RCP INV=19.14 INV=18.94 INV=15.90 X INV=12.50 DIT C H FE N C E SIGN NOLONGER EXIST SAN SAN FM 8" W A T E R L I N E 36 " R C P 42 " R C P INTERMITTENT STREAM BUFFER 22 24 2 6 26 2 6 24 22 2 6 26 26 2 8 2 8 24 26 2 6 26 26 26 24 24 24 24 22 24 2 4 22 2 6 23 22 22 23 24 2 3 1 3 24 24 24 24 2 3 22 21 20 32 30 29 2524 22 22 21 22 2 0 19 23 24 2 5 2 4 2 5 2526 2 6 2 5 24 23 2 2 2 1 20 2 5 25 2 5 2 4 2 3 24 23 22 2122 23 2122 23 24 25 2 6 29 2 8 27 26 25 25 2627 2828 272625 26 27 26 2626 2 1 2324 26 25 24 23 2 2 1 6 17181920 19 2 0 2 0 1 8 1 8 20 2 1 2 2 2 3 1 8 1 9 2 0 1717 21 22 2 3 24 2021 22 21 22 23 26 25 2424 26 2 3 2 3 25 2424 232524 2728 22 23 24 25 23 24 25 26 26 23 24 25 23 22 29 28 27 26 25 24 23 22 20 17 19 20 21 22 23 1 2 1 3 19 1 8 1 9 22 22 23 24 24 20 25 25 22 25 25 24 24 23 2 3 22 23 24 24 18 20 19 16 2 0 1 7 23 23 2 6 27 26 2 3 23 2 2 26 2 6 2525 26 27 21 21 22 23 2 424 25 262 6 AIRPO R T B O U L E V A R D VARIA B L E W I D T H R O W ( P U B L I C ) N 2 3 R D S T R E E T ( S R - 1 3 0 2 ) 1 0 0 ' R / W ( P U B L I C ) Se Le Se JO JO Se Se Le Le JO Pn Le L e P n P n S e P n S e L eJ O J OL e Se Le 2326 25 26 23 24 2 4 2 8 24 22 21 20 24 23 22 2120 14 15 19 14 1516 202122 2 3 2 5 26 16 1 6 1 8 9 10 15 17 22 23 24 2 2 2 3 24 26 25 24 22 26 LAWN LAWN LAWNLAWN LAWN LAWN WOODS WOODS INV=19.05 INV=19.40 INV=18.94 INV=19.14 END UNKNOWN INV=16.81 INV=16.58 INV=15.90 INV=20.30DI RIM=21.77 INV(N)=19.46 INV(S)=19.47 INV=19.81 INV=18.40 INV=18.37 G A R D N E R R O A D LEGEND DRAINAGE AREA LIMITS HYDRAULIC ANALYSIS POINT NA D 8 3 0 SCALE 1"=100' 200'100' DA1.0 PR E - D E V E L O P M E N T D R A I N A G E A R E A M A P A. MAY B. DOWNS J. DOOLEY 12/04/19 CI R C L E K - N T I A I R P O R T B L V D W I L M I N G T O N - N C . 1 1 5 WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 37630.054 NOTE: DRAINAGE AREA MAP BASED ON: ·SURVEY PROVIDED BY PARAMOUNT ENGINEERING, INC DATED 11/20/19 ·NEW HANOVER COUNTY GIS AND NCONEMAP AERIAL DATED 02/13/2019. JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN PR E L I M I N A R Y NO T F O R CO N S T R U C T I O N s: \ 3 3 2 \ 3 7 6 3 0 - 0 5 4 - n t i _ a i r p o r t _ w i l m i _ n c \ D W G \ S h e e t \ E x h i b i t \ 3 7 6 3 0 . 0 5 4 - D A 1 . 0 - P R E . d w g | P l o t t e d o n 8/ 2 5 / 2 0 2 0 1 1 : 1 4 A M | b y Tr e v o r D a e k e ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, CAPE FEAR PUBLIC UTILITY AUTHORITY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION ANALYSIS POINT B 86' OF 24" RCP @ 0.46% SLOPE INVERT IN: 13.97' INVERT OUT: 13.57' ANALYSIS POINT C EX. DITCH LOW POINT: 15.08' ANALYSIS POINT A 84' OF 24" RCP @ 0.47% SLOPE INVERT IN: 16.92' INVERT OUT: 16.52' DA 1.1 IMPERV. (A) = 29,425 SF = 0.68 AC IMPERV. (B) = 760 SF = 0.02 AC WOODS (B) = 597 SF = 0.01 AC LAWN (A) = 151,071 SF = 3.47 AC LAWN (B) = 15,449 SF = 0.35 AC TOTAL = 197,302 SF = 4.53 AC DA 1.2 WOODS (A) = 29,406 SF = 0.68 AC WOODS (B) = 139,512 SF = 3.20 AC WOODS (D) = 6,048 SF = 0.14 AC LAWN (A) = 20,349 SF = 0.47 AC LAWN (B) = 4,557 SF = 0.10 AC LAWN (D) = 1,296 SF = 0.03 AC TOTAL = 201,168 SF = 4.62 AC DA 1.3 IMPERV. (A) = 15,175 SF = 0.35 AC IMPERV. (B) = 64,893 SF = 1.49 AC WOODS (B) = 248,842 SF = 5.71 AC WOODS (D) = 11,356 SF = 0.26 AC LAWN (A) = 75,978 SF = 1.74 AC LAWN (B) = 257,685 SF = 5.92 AC TOTAL = 673,929 SF = 15.47 AC SOIL TYPES: SYMBOL RATING UNIT NAME JO D JOHNSTON SOILS Le B/D LEON SAND Pn B/D PANTEGO LOAM Se A/D SEAGATE FINE SAND SOIL TYPE BOUNDARIES EXISTING IMPERVIOUS EXISTING WOODS TC FLOW PATH TC SEGMENT #1 SHEET FLOW 50 LF @ 0.80% TC SEGMENT #2 SHALLOW CONCENTRATED FLOW 33 LF @ 2.27% TC SEGMENT #3 DITCH FLOW 852 LF @ 0.93% TC SEGMENT #1 SHEET FLOW 50 LF @ 1.28% TC SEGMENT #2 SHALLOW CONCENTRATED FLOW 76 LF @ 1.89% TC SEGMENT #3 DITCH FLOW 567 LF @ 1.94% TC SEGMENT #1 SHEET FLOW 50 LF @ 0.50% TC SEGMENT #2 DITCH FLOW 708 LF @ 0.90% TC SEGMENT #3 DITCH FLOW 920 LF @ 0.51% DA 1.4 IMPERV. (B) = 3,595 SF = 0.08 AC WOODS (A) = 720 SF = 0.02 AC WOODS (B) = 2,737 SF = 0.06 AC LAWN (A) = 10,483 SF = 0.24 AC LAWN (B) = 59,030 SF = 1.36 AC LAWN (D) = 4,046 SF = 0.09 AC TOTAL = 80,611 SF = 1.85 AC TC SEGMENT #1 SHEET FLOW 50 LF @ 0.40% TC SEGMENT #2 SHALLOW CONCENTRATED FLOW 240 LF @ 0.83% TC SEGMENT #3 DITCH FLOW 360 LF @ 2.36% S A N W W W W W W W W W W W W W S A N S A N SANSANSAN SA N SA N S A N S A N SA N SA N F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M W W W W W W W W W W GUARD RAIL PU B L I C U T I L I T Y E A S E M E N T DB 6 0 4 5 , P G 4 0 O H T O H P O H P O H P W W W W W W W W W W W U G P UG P UGP UGP UGP UGP UGT UGT UGT UGT UGT UGP UGP UGP UGP UGP UGP UGT UGT UGT UGT UGT UGT SA N SA N IRRIGATION WELLAND CONTROL BOX FENCE FENCE FENCE DITCH DITCH SWALE SW A L E DI T C H DI T C H DI T C H DIT C H SWALE SWALE X X X X X UG T U G T DIT C H DIT C H 24" RCP INV=19.14 INV=18.94 INV=15.90 X INV=12.50 DIT C H FE N C E SIGN NOLONGER EXIST SAN SAN FM 8" W A T E R L I N E 36 " R C P 42 " R C P INTERMITTENT STREAM BUFFER 22 24 2 6 26 2 6 24 22 2 6 26 26 2 8 2 8 24 26 2 6 26 26 26 24 24 24 24 22 24 2 4 22 2 6 23 22 22 23 24 2 3 1 3 24 24 24 24 2 3 22 21 20 32 30 29 2524 22 22 21 22 2 0 19 23 24 2 5 2 4 2 5 2526 2 6 2 5 24 23 2 2 2 1 20 2 5 25 2 5 2 4 2 3 24 23 22 2122 23 2122 23 24 25 2 6 29 2 8 27 26 25 25 2627 2828 272625 26 27 26 2626 2 1 2324 26 25 24 23 2 2 1 6 17181920 19 2 0 2 0 1 8 1 8 20 2 1 2 2 2 3 1 8 1 9 2 0 1717 21 22 2 3 24 2021 22 21 22 23 26 25 2424 26 2 3 2 3 25 2424 232524 2728 22 23 24 25 23 24 25 26 26 23 24 25 23 22 29 28 27 26 25 24 23 22 20 17 19 20 21 22 23 1 2 1 3 19 1 8 1 9 22 22 23 24 24 20 25 25 22 25 25 24 24 23 2 3 22 23 24 24 18 20 19 16 2 0 1 7 23 23 2 6 27 26 2 3 23 2 2 26 2 6 2525 26 27 21 21 22 23 2 424 25 262 6 INV=19.05 INV=19.40 INV=18.94 INV=19.14 INV=20.30 DI RIM=21.77 INV(N)=19.46 INV(S)=19.47 INV=19.81 INV=18.40 INV=18.37 NTI-FS - P R O T O T Y P E - 5200 S Q . F T . - 0 6 / 0 5 / 2 0 2 0 CK NA T I O N A L U P D A T E 13 6 PRIVA T E S T R E E T (NHC L O C A L S T A N D A R D S ) T 6 AIRPO R T B O U L E V A R D VARIA B L E W I D T H R O W ( P U B L I C ) N 2 3 R D S T R E E T ( S R - 1 3 0 2 ) 1 0 0 ' R / W ( P U B L I C ) Se Le Se JO JO Se Se Le L e J O Pn Le L e P n P n S e P n S e L eJ O J OL e Se Le 2326 25 26 23 24 2 4 2 8 24 22 21 20 24 23 22 2120 14 15 19 14 1516 202122 2 3 2 5 26 16 1 6 1 8 9 10 15 17 22 23 24 2 2 2 3 24 26 25 24 22 26 16 WW W G A R D N E R R O A D LEGEND DRAINAGE AREA LIMITS HYDRAULIC ANALYSIS POINT NA D 8 3 0 SCALE 1"=100' 200'100' DA2.0 PO S T - D E V E L O P M E N T D R A I N A G E A R E A M A P A. MAY B. DOWNS J. DOOLEY 12/04/19 CI R C L E K - N T I A I R P O R T B L V D W I L M I N G T O N - N C . 1 1 5 WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 37630.054 NOTE: 1.POST-DEVELOPMENT DRAINAGE AREA SHOWN IS CONSISTENT WITH SWB0505047 PHASE III OVERALL DRAINAGE MAP FOR ULTIMATE BUILDOUT. 2.DRAINAGE AREA MAP BASED ON: ·SURVEY PROVIDED BY PARAMOUNT ENGINEERING, INC DATED 11/20/19. ·NEW HANOVER COUNTY GIS AND NCONEMAP AERIAL DATED 02/13/2019. JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN PR E L I M I N A R Y NO T F O R CO N S T R U C T I O N s: \ 3 3 2 \ 3 7 6 3 0 - 0 5 4 - n t i _ a i r p o r t _ w i l m i _ n c \ D W G \ S h e e t \ E x h i b i t \ 3 7 6 3 0 . 0 5 4 - D A 2 . 0 - P O S T . d w g | P l o t t e d o n 8/ 2 5 / 2 0 2 0 1 1 : 1 4 A M | b y Tr e v o r D a e k e ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, CAPE FEAR PUBLIC UTILITY AUTHORITY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION DA 2.1 (BYPASS) IMPERV. (A) = 35,785 SF = 0.82 AC IMPERV. (B) = 760 SF = 0.02 AC LAWN (A) = 65,610 SF = 1.51 AC LAWN (B) = 5,959 SF = 0.14 AC TOTAL = 108,114 SF = 2.48 AC DA 2.4 (BYPASS) IMPERV. (A) = 2,153 SF = 0.05 AC IMPERV. (B) = 3,595 SF = 0.08 AC IMPERV. (D) = 1,545 SF = 0.04 AC LAWN (A) = 11,698 SF = 0.27 AC LAWN (B) = 61,768 SF = 1.42 AC LAWN (D) = 7,109 SF = 0.16 AC TOTAL = 87,868 SF = 2.02 AC SOIL TYPES: SYMBOL RATING UNIT NAME JO D JOHNSTON SOILS Le B/D LEON SAND Pn B/D PANTEGO LOAM Se A/D SEAGATE FINE SAND SOIL TYPE BOUNDARIES KNOWN IMPERVIOUS ANALYSIS POINT B 86' OF 24" RCP @ 0.46% SLOPE INVERT IN: 13.97' INVERT OUT: 13.57' ANALYSIS POINT C ANALYSIS POINT A 84' OF 24" RCP @ 0.47% SLOPE INVERT IN: 16.92' INVERT OUT: 16.52' PROPOSED GRASS PRETREATMENT SWALE PROPOSED GRASS PRETREATMENT SWALE BUILDOUT TO EXISTING PHASE I/II DRY POND BUILDOUT TO PROPOSED PHASE IIIB DRY POND BYPASS AREA DA 2.3 (TO PHASE IIIB DRY POND) EXISTING ROAD IMPERVIOUS = 89,774 SF = 2.06 AC PROPOSED IMPERVIOUS WITH CIRCLE K PROJECT ROAD = 7,633 SF = 0.18 AC EXISTING/PROPOSED ROADS IMPERVIOUS SUBTOTAL = 97,407 SF = 2.24 AC TOTAL PHASE IIIB IMPERVIOUS ALLOCATION = 361,078 SF = 8.29 AC PHASE IIIB FUTURE DEVELOPMENT IMPERVIOUS ALLOCATION REMAINING = 263,671 SF = 6.05 AC DA 2.3B (TO PHASE IIIB DRY POND) FUTURE BUILDOUT IMPERV. (B) = 221,399 SF = 5.08 AC FUTURE BUILDOUT LAWN (A) = 9,701 SF = 0.22 AC FUTURE BUILDOUT LAWN (B) = 182,650 SF = 4.20 AC FUTURE BUILDOUT LAWN (D) = 2,489 SF = 0.06 AC TOTAL = 416,239 SF = 9.56 AC DA 2.2 (PHASE IIIA DRY POND) IMPERV. (A) = 61,136 SF = 1.40 AC IMPERV. (B) = 55,462 SF = 1.27 AC LAWN (A) = 56,967 SF = 1.31 AC LAWN (B) = 36,932 SF = 0.85 AC LAWN (D) = 2,716 SF = 0.06 AC TOTAL = 213,213 SF = 4.89 AC PROPOSED PHAS E I I I B D R Y P O N D PROPOSED IIIA DRY POND TC SEGMENT #1 SHEET FLOW 50 LF @ 0.80% TC SEGMENT #2 SHALLOW CONCENTRATED FLOW 33 LF @ 2.27% TC SEGMENT #3 DITCH FLOW 852 LF @ 0.93% TC SEGMENT #1 SHEET FLOW 50 LF @ 0.50% TC SEGMENT #2 DITCH FLOW 708 LF @ 0.90% TC SEGMENT #3 DITCH FLOW 1095 LF @ 0.73% TC SEGMENT #1 SHEET FLOW 50 LF @ 0.40% TC SEGMENT #2 SHALLOW CONCENTRATED FLOW 240 LF @ 0.83% TC SEGMENT #3 DITCH FLOW 360 LF @ 2.36% BUILDOUT TO PROPOSED PHASE IIIB DRY POND BUILDOUT TO PROPOSED PHASE IIIA DRY POND DA 2.3A (TO PHASE IIIB DRY POND) FUTURE BUILDOUT IMPERV. (A) = 27,781 SF = 0.64 AC FUTURE BUILDOUT IMPERV. (B) = 111,898 SF = 2.57 AC FUTURE BUILDOUT LAWN (A) = 71,539 SF = 1.64 AC FUTURE BUILDOUT LAWN (B) = 109,371 SF = 2.51 AC TOTAL = 320,589 SF = 7.36 AC DA 2.3C (BYPASS) FUTURE BUILDOUT LAWN (B) = 12,586 SF = 0.29 AC FUTURE BUILDOUT LAWN (D) = 9,692 SF = 0.22 AC TOTAL = 22,278 SF = 0.51 AC DA 2.3B (TO PHASE IIIB DRY POND) TC = 5 MIN DA 2.2 (TO PHASE IIIA DRY POND) TC = 5 MIN DA 2.2 (TO PHASE IIIA DRY POND) PROPOSED IMPERVIOUS WITH CIRCLE K PROJECT = 69,896 SF = 1.60 AC (INCLUDES 0.05 AC IMPERVIOUS CONTINGENCY TOTAL PHASE IIIA IMPERVIOUS ALLOCATION = 116,598 SF = 2.67 AC PHASE IIIA FUTURE DEVELOPMENT IMPERVIOUS ALLOCATION REMAINING = 46,702 SF = 1.07 AC S A N W W W W W W W W W W W W W S A N S A N SANSANSAN SA N SA N S A N S A N SA N SA N F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M F M W W W W W W W W W W GUARD RAIL PU B L I C U T I L I T Y E A S E M E N T DB 6 0 4 5 , P G 4 0 O H T O H P O H P O H P W W W W W W W W W W W U G P UG P UGP UGP UGP UGP UGT UGT UGT UGT UGT UGP UGP UGP UGP UGP UGP UGT UGT UGT UGT UGT UGT SA N SA N IRRIGATION WELLAND CONTROL BOX FENCE FENCE FENCE DITCH DITCH SWALE SW A L E DI T C H DI T C H DI T C H DI T C H SWALE SWALE X X X X X UG T U G T DIT C H DIT C H 24" RCP INV=19.14 INV=18.94 INV=15.90 X INV=12.50 DIT C H FE N C E SIGN NOLONGER EXIST SAN SAN FM 8" W A T E R L I N E 36 " R C P 42 " R C P INTERMITTENT STREAM BUFFER 22 24 2 6 26 2 6 24 22 2 6 26 26 2 8 2 8 24 26 2 6 26 26 26 24 24 24 24 22 24 2 4 2 2 2 6 23 22 22 23 24 2 3 1 3 24 24 24 24 2 3 22 21 20 32 30 29 2524 22 22 21 22 2 0 19 23 24 2 5 2 4 2 5 2526 2 6 2 5 24 23 2 2 2 1 20 2 5 25 2 5 2 4 2 3 24 23 22 2122 23 2122 23 24 25 2 6 29 2 8 27 26 25 25 2627 2828 272625 26 27 26 2626 2 1 2324 26 25 24 23 2 2 1 6 17181920 19 2 0 2 0 1 8 1 8 20 2 1 2 2 2 3 1 8 1 9 2 0 1717 21 22 23 2 4 2021 22 21 22 23 26 25 2424 26 2 3 2 3 25 2424 232524 2728 22 23 24 25 23 24 25 26 26 23 24 25 23 22 29 28 27 26 25 24 23 22 20 17 19 20 21 22 23 1 2 1 3 19 1 8 1 9 22 22 23 24 24 20 25 25 22 25 25 24 24 23 2 3 22 23 24 24 18 20 19 16 2 0 1 7 23 23 2 6 27 26 2 323 2 2 26 2 6 2525 26 27 21 21 22 23 2 424 25 262 6 INV=19.05 INV=19.40 INV=18.94 INV=19.14 INV=20.30 DI RIM=21.77 INV(N)=19.46 INV(S)=19.47 INV=19.81 INV=18.40 INV=18.37 NTI-FS - P R O T O T Y P E - 5200 S Q . F T . - 0 6 / 0 5 / 2 0 2 0 CK NA T I O N A L U P D A T E 13 6 PRIVA T E S T R E E T (NHC L O C A L S T A N D A R D S ) T 6 AIRPO R T B O U L E V A R D VARIA B L E W I D T H R O W ( P U B L I C ) N 2 3 R D S T R E E T ( S R - 1 3 0 2 ) 1 0 0 ' R / W ( P U B L I C ) 2326 25 26 23 24 2 4 2 8 24 22 21 20 24 23 22 2120 14 15 19 14 1516 202122 2 3 2 5 26 16 1 6 1 8 9 10 15 17 22 23 24 2 2 2 3 24 26 25 24 22 26 16 WW W G A R D N E R R O A D PREVIOUSLY PERMITTED PLAN REVISION (LOT #9 & ROADWAY) 7/16/15 BASIN INFORMATION PHASE III RECEIVING STREAM NAME SMITH CREEK STREAM CLASS & INDEX NO.C, Sw 18-74-63 DRAINAGE AREA (SF)1,511,968 ON-SITE DRAINAGE AREA (SF)1,511,968 OFF-SITE DRAINAGE (SF)0 PROPOSED IMPERVIOUS * AREA (SF)1,230,351 % IMPERVIOUS * AREA (TOTAL)81.40% IMPERVIOUS * SURFACE AREA N/A ON-SITE BUILDINGS (SF)N/A ON-SITE STREETS (SF)N/A ON-SITE PARKING (SF)N/A ON-SITE SIDEWALKS (SF)N/A OTHER ON-SITE (SF)N/A FUTURE DEVELOPMENT (SF)899,275 OFF-SITE (SF)331,076 EXISTING BUA *** (SF)N/A TOTAL (SF)1,230,351 PLAN REVISION BASIN INFORMATION PHASE IIIA PHASE IIIB RECEIVING STREAM NAME SMITH CREEK SMITH CREEK STREAM CLASS & INDEX NO.C, Sw 18-74-63 C, Sw 18-74-63 DRAINAGE AREA (SF)213,213 736,828 ON-SITE DRAINAGE AREA (SF)213,213 736,828 OFF-SITE DRAINAGE (SF)0 0 PROPOSED IMPERVIOUS * AREA (SF)116,598 361,078 % IMPERVIOUS * AREA (TOTAL)54.70%49.00% IMPERVIOUS * SURFACE AREA ON-SITE BUILDINGS (SF)5,333 0 ON-SITE STREETS (SF)13,746 93,119 ON-SITE PARKING (SF)44,451 0 ON-SITE SIDEWALKS (SF)4,228 0 OTHER ON-SITE (SF)52 0 FUTURE DEVELOPMENT (SF)48,788 267,959 OFF-SITE (SF)N/A N/A EXISTING BUA *** (SF)N/A N/A TOTAL (SF)116,598 361,078 JOB NO. SHEET NO. SCALE DESIGNED BY CHECKED BY DA T E DRAWN BY DATE RE V I S I O N D E S C R I P T I O N YO U R V I S I O N A C H I E V E D T H R O U G H O U R S . Th e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f T I M M O N S G R O U P a n d m a y n o t b e r e p r o d u c e d i n w h o l e o r i n p a r t a n d s h a l l n o t b e u s e d f o r a n y p u r p o s e w h a t s o e v e r , i n c l u s i v e , b u t n o t lim i t e d t o c o n s t r u c t i o n , b i d d i n g , a n d / o r c o n s t r u c t i o n s t a k i n g w i t h o u t t h e e x p r e s s w r i t t e n c o n s e n t o f T I M M O N S G R O U P . 54 1 0 T r i n i t y R o a d , S u i t e 1 0 2 | R a l e i g h , N C 2 7 6 0 7 TE L 9 1 9 . 8 6 6 . 4 9 5 1 F A X 9 1 9 . 8 3 3 . 8 1 2 4 w w w . t i m m o n s . c o m TH I S D R A W I N G P R E P A R E D A T T H E RA L E I G H O F F I C E NO R T H C A R O L I N A L I C E N S E N O . C - 1 6 5 2 AS SHOWN PR E L I M I N A R Y NO T F O R CO N S T R U C T I O N S: \ 3 3 2 \ 3 7 6 3 0 - 0 5 4 - N T I _ A i r p o r t _ W i l m i _ N C \ D W G \ S h e e t \ E x h i b i t \ 3 7 6 3 0 . 0 5 4 - D A 3 . 0 . d w g | P l o t t e d o n 8/ 2 7 / 2 0 2 0 2 : 1 2 P M | b y Al e x M a y ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL NEW HANOVER COUNTY, CAPE FEAR PUBLIC UTILITY AUTHORITY, NCDEQ, AND NCDOT STANDARDS, SPECIFICATIONS, AND DETAILS PRELIMINARY - NOT RELEASED FOR CONSTRUCTION NA D 8 3 0 SCALE 1"=100' 200'100' PH A S E I I I A & I I I B B A S I N M A P A. MAY B. DOWNS R. BAKER 12/04/19 CI R C L E K - N T I A I R P O R T B L V D W I L M I N G T O N - N C . 1 1 5 WI L M I N G T O N - NE W H A N O V E R C O U N T Y - NO R T H C A R O L I N A 37630.054 PHASE IIIA PHASE IIIB _________________________________________________________________________________________________________________ PEAK FLOW ANALYSIS Circle K - NTI Airport Blvd Wimington Stormwater Summary Table 24-Aug-20 Pre-Dev Table of Subareas, Land Uses, & Curve Numbers Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Pre-DA 1.1504.53Impervious (A)980.68 Impervious (B)980.02 Woods (B)550.01 Lawn (A)393.47 Lawn (B)610.35 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Pre-DA 1.2504.62Woods (A)300.68 Woods (B)553.20 Woods (D)700.14 Lawn (A)390.47 Lawn (B)610.10 Lawn (D)740.03 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Pre-DA 1.36115.47Impervious (A)980.35 Impervious (B)981.49 Woods (B)555.71 Woods (D)700.26 Lawn (A)391.74 Lawn (B)615.92 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Pre-DA 1.4601.85Impervious (B)980.08 Woods (A)300.02 Woods (B)550.06 Lawn (A)390.24 Lawn (B)611.36 Lawn (D)740.09 Circle K - NTI Airport Blvd Wimington Stormwater Summary Table 24-Aug-20 Post- Dev Table of Subareas, Land Uses, & Curve Numbers Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Post-DA 2.2 (Phase IIIA)764.89Impervious (A)981.40 PERCENT IMPERV.54.7%Impervious (B)981.27 Lawn (A)391.31 Lawn (B)610.85 Lawn (D)740.06 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Post-DA 2.3A (Phase IIIB)727.36Future Impervious (A)980.64 PERCENT IMPERV.43.6%Future Impervious (B)982.57 Future Lawn (A)391.64 Future Lawn (B)612.51 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Post-DA 2.3B (Phase IIIB)809.56Future Impervious (B)985.08 PERCENT IMPERV.53.2%Future Lawn (A)390.22 Future Lawn (B)614.19 Future Lawn (D)740.06 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Post-DA 2.3C (Phase IIIB)670.51Future Lawn (B)610.29 PERCENT IMPERV.0.0%Future Lawn (D)740.22 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Post-DA 2.1602.48Impervious (A)980.82 Impervious (B)980.02 Lawn (A)391.51 Lawn (B)610.14 Subarea:Composite CN:Total Area (ac)Land Use:CN:Area (ac) Post-DA 2.4 622.02Impervious (A)980.05 Impervious (B)980.08 Impervious (D)980.04 Lawn (A)390.27 Lawn (B)611.42 Lawn (D)740.16 Ci r c l e K - N T I A i r p o r t B l v d W i m i n g t o n St o r m w a t e r S u m m a r y T a b l e 27 - A u g - 2 0 Pe a k F l o w S u m m a r y Su b a r e a : 1 - Y r F l o w ( c f s ) 2 - Y r F l o w ( c f s ) 1 0 - Y r F l o w ( c f s ) 2 5 - Y r F l o w ( c f s ) 1 0 0 - Y r F l o w ( c f s ) N o t e s : Pr e D A 1 . 1 ( O u t l e t A ) 0 . 0 4 5 0 . 2 3 4 2 . 0 6 2 3 . 7 8 4 7 . 5 4 9 Pr e D A 1 . 2 0 . 0 4 3 0 . 2 6 5 2 . 7 8 0 5 . 2 2 9 1 0 . 6 8 0 Pr e D A 1 . 3 ( O u t l e t C ) 2 . 7 7 5 6 . 2 9 4 2 0 . 8 6 0 3 0 . 9 7 0 5 0 . 6 1 0 Pr e D A 1 . 4 0 . 2 8 1 0 . 6 6 4 2 . 3 4 5 3 . 5 2 8 5 . 8 3 8 Pr e D e v O u t l e t B 0 . 2 8 1 0 . 8 7 0 4 . 8 4 8 8 . 3 8 9 1 5 . 6 2 0 Pr e D e v T o t a l 3 . 0 5 6 7 . 1 2 1 2 6 . 7 9 0 4 1 . 3 5 0 7 0 . 8 3 0 Po s t D A 2 . 1 ( O u t l e t A ) 0 . 3 4 1 0 . 7 7 6 2 . 6 4 1 3 . 9 7 8 6 . 6 1 1 Po s t D A 2 . 2 5 . 0 2 0 7 . 4 4 0 1 5 . 0 8 0 1 9 . 7 7 0 2 8 . 2 5 0 Po s t D A 2 . 3 A 4 . 8 2 2 7 . 6 1 3 1 6 . 7 6 0 2 2 . 6 2 0 3 3 . 4 3 0 Po s t D A 2 . 3 B 1 9 . 1 0 0 2 6 . 4 0 0 4 9 . 1 2 0 6 2 . 6 9 0 8 6 . 8 3 0 Po s t D A 2 . 3 C 0 . 4 2 8 0 . 7 1 8 1 . 6 9 3 2 . 3 1 9 3 . 5 0 4 Po s t D A 2 . 4 0 . 4 2 5 0 . 9 2 2 2 . 8 8 8 4 . 2 3 7 6 . 8 4 0 Dr y P o n d O u t - P h a s e I I I A 0 . 0 7 0 0 . 2 5 5 2 . 5 6 9 4 . 3 1 1 1 0 . 7 1 0 Dr y P o n d O u t - P h a s e I I I B 0 . 2 8 9 0 . 5 9 0 8 . 1 4 3 1 5 . 2 1 0 3 1 . 6 7 0 Po s t D e v O u t l e t B ( D e t a i n e d ) 0 . 4 8 4 0 . 9 8 6 4 . 1 5 6 7 . 3 3 7 1 7 . 3 9 0 Po s t D e v O u t l e t C ( D e t a i n e d ) 0 . 6 5 7 0 . 9 6 5 8 . 2 7 4 1 5 . 4 4 0 3 2 . 0 9 0 Po s t O u t T o t a l ( D e t a i n e d ) 1 . 0 9 8 2 . 0 5 6 1 3 . 7 9 0 2 5 . 5 9 0 5 4 . 5 1 0 Po s t ‐ D e v e l o p e d F l o w s a r e r e q u i r e d t o d i s c h a r g e t h e 1 . 5 ‐ in c h w a t e r q u a l i t y v o l u m e in 2‐5 day drawdown. 1234 6 7 9 10 11 12 13 14 16 17 18 20 21 22 Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Project: 37630.054 - Hydraflow - 2020.08.26-SJB.gpw Thursday, 08 / 27 / 2020 Hydrograph Summary Report Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff0.04528881,222------------------Pre DA 1.1 (Outlet A) 2SCS Runoff0.04328781,168------------------Pre DA 1.2 3SCS Runoff2.775273818,991------------------Pre DA 1.3 (Outlet C) 4SCS Runoff0.28127382,064------------------Pre DA 1.4 6Combine0.28127383,2332, 4,------------Pre-Dev Outlet B 7Combine3.056273823,4461, 3, 6------------Pre-Dev TOTAL OUT 9SCS Runoff0.34127462,684------------------Post DA 2.1 (Outlet A) 10SCS Runoff5.020272415,781------------------Post DA 2.2 11SCS Runoff4.822273020,643------------------Post DA 2.3A 12SCS Runoff19.10271838,244------------------Post DA 2.3B 13SCS Runoff0.4282718930------------------Post DA 2.3C 14SCS Runoff0.42527362,716------------------Post DA 2.4 16Reservoir0.0702144015,7801017.4312,707DRY POND - WEST 17Combine20.59271858,88711, 12,------------Post Inflow to East Pond 18Reservoir0.2892144258,8851716.4545,825DRY POND - EAST 20Combine0.484273618,49514, 16,------------Post-Dev Outlet B (Detained) 21Combine0.657271859,81613, 18,------------Post-Dev Outlet C (Detained) 22Combine1.098274080,9959, 20, 21------------Post Out Total (Detained) 37630.054 - Hydraflow - 2020.08.26-SJB.gpwReturn Period: 1 Year Thursday, 08 / 27 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 1 Pre DA 1.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 0.045 cfs Storm frequency= 1 yrsTime to peak= 888 min Time interval= 2 minHyd. volume= 1,222 cuft Drainage area= 4.530 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.50 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.700 x 98) + (0.010 x 55) + (3.470 x 39) + (0.350 x 61)] / 4.530 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre DA 1.1 (Outlet A) Hyd. No. 1 -- 1 Year Hyd No. 1 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 1 Pre DA 1.1 (Outlet A) Description A B C Totals Sheet Flow Manning's n-value= 0.1500.0110.011 Flow length (ft)= 50.00.00.0 Two-year 24-hr precip. (in)= 4.640.000.00 Land slope (%)= 0.800.000.00 Travel Time (min)=6.74+0.00+0.00=6.74 Shallow Concentrated Flow Flow length (ft)= 33.000.000.00 Watercourse slope (%)= 2.270.000.00 Surface description= UnpavedPavedPaved Average velocity (ft/s)=2.430.000.00 Travel Time (min)=0.23+0.00+0.00=0.23 Channel Flow X sectional flow area (sqft)= 0.830.000.00 Wetted perimeter (ft)= 6.800.000.00 Channel slope (%)= 0.930.000.00 Manning's n-value= 0.0260.0150.015 Velocity (ft/s)=1.35 0.00 0.00 Flow length (ft)({0})852.00.00.0 Travel Time (min)=10.52+0.00+0.00=10.52 Total Travel Time, Tc ..............................................................................17.50 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 2 Pre DA 1.2 Hydrograph type= SCS RunoffPeak discharge= 0.043 cfs Storm frequency= 1 yrsTime to peak= 878 min Time interval= 2 minHyd. volume= 1,168 cuft Drainage area= 4.620 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 6.40 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.680 x 30) + (3.200 x 55) + (0.140 x 70) + (0.470 x 39) + (0.100 x 61) + (0.030 x 74)] / 4.620 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Pre DA 1.2 Hyd. No. 2 -- 1 Year Hyd No. 2 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 2 Pre DA 1.2 Description A B C Totals Sheet Flow Manning's n-value= 0.1500.0110.011 Flow length (ft)= 50.00.00.0 Two-year 24-hr precip. (in)= 4.640.000.00 Land slope (%)= 1.280.000.00 Travel Time (min)=5.59+0.00+0.00=5.59 Shallow Concentrated Flow Flow length (ft)= 76.000.000.00 Watercourse slope (%)= 1.890.000.00 Surface description= UnpavedPavedPaved Average velocity (ft/s)=2.220.000.00 Travel Time (min)=0.57+0.00+0.00=0.57 Channel Flow X sectional flow area (sqft)= 13.560.000.00 Wetted perimeter (ft)= 1.000.000.00 Channel slope (%)= 1.940.000.00 Manning's n-value= 0.0260.0150.015 Velocity (ft/s)=45.79 0.00 0.00 Flow length (ft)({0})567.00.00.0 Travel Time (min)=0.21+0.00+0.00=0.21 Total Travel Time, Tc ..............................................................................6.40 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 3 Pre DA 1.3 (Outlet C) Hydrograph type= SCS RunoffPeak discharge= 2.775 cfs Storm frequency= 1 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 18,991 cuft Drainage area= 15.470 ac Curve number= 61* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.90 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.840 x 98) + (5.710 x 55) + (0.260 x 70) + (1.740 x 39) + (5.920 x 61)] / 15.470 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 Q (cfs) Time (min) Pre DA 1.3 (Outlet C) Hyd. No. 3 -- 1 Year Hyd No. 3 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 3 Pre DA 1.3 (Outlet C) Description A B C Totals Sheet Flow Manning's n-value= 0.1500.0110.011 Flow length (ft)= 50.00.00.0 Two-year 24-hr precip. (in)= 4.640.000.00 Land slope (%)= 0.500.000.00 Travel Time (min)=8.14+0.00+0.00=8.14 Shallow Concentrated Flow Flow length (ft)= 0.000.000.00 Watercourse slope (%)= 0.000.000.00 Surface description= PavedPavedPaved Average velocity (ft/s)=0.000.000.00 Travel Time (min)=0.00+0.00+0.00=0.00 Channel Flow X sectional flow area (sqft)= 1.5012.440.00 Wetted perimeter (ft)= 2.404.000.00 Channel slope (%)= 0.900.510.00 Manning's n-value= 0.0260.0260.015 Velocity (ft/s)=3.97 8.75 0.00 Flow length (ft)({0})708.0920.00.0 Travel Time (min)=2.97+1.75+0.00=4.73 Total Travel Time, Tc ..............................................................................12.90 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 4 Pre DA 1.4 Hydrograph type= SCS RunoffPeak discharge= 0.281 cfs Storm frequency= 1 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 2,064 cuft Drainage area= 1.850 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.020 x 30) + (0.060 x 55) + (0.240 x 39) + (1.360 x 61) + (0.090 x 74) + (0.080 x 98)] / 1.850 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre DA 1.4 Hyd. No. 4 -- 1 Year Hyd No. 4 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 4 Pre DA 1.4 Description A B C Totals Sheet Flow Manning's n-value= 0.1500.0110.011 Flow length (ft)= 50.00.00.0 Two-year 24-hr precip. (in)= 4.640.000.00 Land slope (%)= 0.400.000.00 Travel Time (min)=8.90+0.00+0.00=8.90 Shallow Concentrated Flow Flow length (ft)= 240.000.000.00 Watercourse slope (%)= 0.830.000.00 Surface description= UnpavedPavedPaved Average velocity (ft/s)=1.470.000.00 Travel Time (min)=2.72+0.00+0.00=2.72 Channel Flow X sectional flow area (sqft)= 12.600.000.00 Wetted perimeter (ft)= 12.000.000.00 Channel slope (%)= 2.360.000.00 Manning's n-value= 0.0260.0150.015 Velocity (ft/s)=9.10 0.00 0.00 Flow length (ft)({0})360.00.00.0 Travel Time (min)=0.66+0.00+0.00=0.66 Total Travel Time, Tc ..............................................................................12.30 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 6 Pre-Dev Outlet B Hydrograph type= CombinePeak discharge= 0.281 cfs Storm frequency= 1 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 3,233 cuft Inflow hyds.= 2, 4Contrib. drain. area= 6.470 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre-Dev Outlet B Hyd. No. 6 -- 1 Year Hyd No. 6 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 7 Pre-Dev TOTAL OUT Hydrograph type= CombinePeak discharge= 3.056 cfs Storm frequency= 1 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 23,446 cuft Inflow hyds.= 1, 3, 6Contrib. drain. area= 20.000 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Pre-Dev TOTAL OUT Hyd. No. 7 -- 1 Year Hyd No. 7 Hyd No. 1 Hyd No. 3 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 9 Post DA 2.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 0.341 cfs Storm frequency= 1 yrsTime to peak= 746 min Time interval= 2 minHyd. volume= 2,684 cuft Drainage area= 2.480 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.40 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.820 x 98) + (1.660 x 61)] / 2.480 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post DA 2.1 (Outlet A) Hyd. No. 9 -- 1 Year Hyd No. 9 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 9 Post DA 2.1 (Outlet A) Description A B C Totals Sheet Flow Manning's n-value= 0.1500.0110.011 Flow length (ft)= 50.00.00.0 Two-year 24-hr precip. (in)= 4.640.000.00 Land slope (%)= 0.800.000.00 Travel Time (min)=6.74+0.00+0.00=6.74 Shallow Concentrated Flow Flow length (ft)= 33.000.000.00 Watercourse slope (%)= 2.270.000.00 Surface description= PavedPavedPaved Average velocity (ft/s)=3.060.000.00 Travel Time (min)=0.18+0.00+0.00=0.18 Channel Flow X sectional flow area (sqft)= 0.830.000.00 Wetted perimeter (ft)= 6.800.000.00 Channel slope (%)= 0.930.000.00 Manning's n-value= 0.0260.0150.015 Velocity (ft/s)=1.35 0.00 0.00 Flow length (ft)({0})852.00.00.0 Travel Time (min)=10.52+0.00+0.00=10.52 Total Travel Time, Tc ..............................................................................17.40 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 10 Post DA 2.2 Hydrograph type= SCS RunoffPeak discharge= 5.020 cfs Storm frequency= 1 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 15,781 cuft Drainage area= 4.890 ac Curve number= 76* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.600 x 98) + (1.280 x 39) + (0.580 x 61) + (0.060 x 74)] / 4.890 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) Post DA 2.2 Hyd. No. 10 -- 1 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 11 Post DA 2.3A Hydrograph type= SCS RunoffPeak discharge= 4.822 cfs Storm frequency= 1 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 20,643 cuft Drainage area= 7.360 ac Curve number= 72* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 12.90 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(9.400 x 98) + (2.000 x 39) + (7.120 x 61) + (0.280 x 74)] / 7.360 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 DA 2.3A Hyd. No. 11 -- 1 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 12 Post DA 2.3B Hydrograph type= SCS RunoffPeak discharge= 19.10 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 38,244 cuft Drainage area= 9.560 acCurve number= 80 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 2.90 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post DA 2.3B Hyd. No. 12 -- 1 Year Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 13 Post DA 2.3C Hydrograph type= SCS RunoffPeak discharge= 0.428 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 930 cuft Drainage area= 0.510 acCurve number= 67 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 2.90 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post DA 2.3C Hyd. No. 13 -- 1 Year Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 14 Post DA 2.4 Hydrograph type= SCS RunoffPeak discharge= 0.425 cfs Storm frequency= 1 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 2,716 cuft Drainage area= 2.020 ac Curve number= 62* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 2.90 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.170 x 98) + (0.270 x 39) + (1.420 x 61) + (0.160 x 74)] / 2.020 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post DA 2.4 Hyd. No. 14 -- 1 Year Hyd No. 14 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hyd. No. 14 Post DA 2.4 Description A B C Totals Sheet Flow Manning's n-value= 0.1500.0110.011 Flow length (ft)= 50.00.00.0 Two-year 24-hr precip. (in)= 4.640.000.00 Land slope (%)= 0.400.000.00 Travel Time (min)=8.90+0.00+0.00=8.90 Shallow Concentrated Flow Flow length (ft)= 240.000.000.00 Watercourse slope (%)= 0.830.000.00 Surface description= UnpavedPavedPaved Average velocity (ft/s)=1.470.000.00 Travel Time (min)=2.72+0.00+0.00=2.72 Channel Flow X sectional flow area (sqft)= 12.600.000.00 Wetted perimeter (ft)= 12.000.000.00 Channel slope (%)= 2.360.000.00 Manning's n-value= 0.0260.0150.015 Velocity (ft/s)=9.10 0.00 0.00 Flow length (ft)({0})360.00.00.0 Travel Time (min)=0.66+0.00+0.00=0.66 Total Travel Time, Tc ..............................................................................12.30 min Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 16 DRY POND - WEST Hydrograph type= ReservoirPeak discharge= 0.070 cfs Storm frequency= 1 yrsTime to peak= 1440 min Time interval= 2 minHyd. volume= 15,780 cuft Inflow hyd. No.= 10 - Post DA 2.2Max. Elevation= 17.43 ft Reservoir name= Dry Pond - WESTMax. Storage= 12,707 cuft Storage Indication method used. 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 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) DRY POND - WEST Hyd. No. 16 -- 1 Year Hyd No. 16 Hyd No. 10 Total storage used = 12,707 cuft Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Pond No. 1 - Dry Pond - WEST Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 14.50 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.0014.500000 0.5015.001363434 1.5016.002,5961,3661,400 2.5017.0010,1086,3527,752 3.5018.0012,88211,49519,2474.5019.0015,81914,35133,598 5.5020.0018,92117,37050,968 6.0020.5015,0718,49859,466 Culvert / Orifice StructuresWeir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 15.001.254.000.00 Span (in)= 15.001.2536.000.00 No. Barrels = 1110 Invert El. (ft)= 14.3514.5017.700.00 Length (ft)= 60.005.005.000.00 Slope (%)= 0.251.001.00n/a N-Value = .013.013.013n/a Orifice Coeff.= 0.600.600.600.60 Multi-Stage = n/aYesYesNo Crest Len (ft)= 16.0015.00Inactive0.00 Crest El. (ft)= 18.5019.000.000.00 Weir Coeff.= 3.332.603.333.33 Weir Type = 1BroadRect--- Multi-Stage = YesNoNoNo 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 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00 Stage (ft) 0.00 14.50 1.00 15.50 2.00 16.50 3.00 17.50 4.00 18.50 5.00 19.50 6.00 20.50 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 17 Post Inflow to East Pond Hydrograph type= CombinePeak discharge= 20.59 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 58,887 cuft Inflow hyds.= 11, 12Contrib. drain. area= 16.920 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post Inflow to East Pond Hyd. No. 17 -- 1 Year Hyd No. 17 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 18 DRY POND - EAST Hydrograph type= ReservoirPeak discharge= 0.289 cfs Storm frequency= 1 yrsTime to peak= 1442 min Time interval= 2 minHyd. volume= 58,885 cuft Inflow hyd. No.= 17 - Post Inflow to East PondMax. Elevation= 16.45 ft Reservoir name= Dry Pond - EASTMax. Storage= 45,825 cuft Storage Indication method used. 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 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) DRY POND - EAST Hyd. No. 18 -- 1 Year Hyd No. 18 Hyd No. 17 Total storage used = 45,825 cuft Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Pond No. 2 - Dry Pond - EAST Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 13.25 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.0013.250000 0.7514.00422158158 1.7515.0010,2665,3445,502 2.7516.0034,76822,51728,019 3.7517.0045,22539,99768,0164.7518.0051,88648,556116,571 5.7519.0057,01854,452171,023 6.7520.0056,69656,857227,880 Culvert / Orifice StructuresWeir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 36.002.506.000.00 Span (in)= 36.002.5036.000.00 No. Barrels = 1130 Invert El. (ft)= 13.0513.2516.900.00 Length (ft)= 30.005.005.000.00 Slope (%)= 0.501.001.00n/a N-Value = .013.013.013n/a Orifice Coeff.= 0.600.600.600.60 Multi-Stage = n/aYesYesNo Crest Len (ft)= 20.0050.00Inactive0.00 Crest El. (ft)= 18.0018.500.000.00 Weir Coeff.= 3.332.603.333.33 Weir Type = 1BroadRect--- Multi-Stage = YesNoNoNo Exfil.(in/hr)= 0.000(by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0 Stage (ft) 0.00 13.25 1.00 14.25 2.00 15.25 3.00 16.25 4.00 17.25 5.00 18.25 6.00 19.25 7.00 20.25 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 20 Post-Dev Outlet B (Detained) Hydrograph type= CombinePeak discharge= 0.484 cfs Storm frequency= 1 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 18,495 cuft Inflow hyds.= 14, 16Contrib. drain. area= 2.020 ac 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post-Dev Outlet B (Detained) Hyd. No. 20 -- 1 Year Hyd No. 20 Hyd No. 14 Hyd No. 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 21 Post-Dev Outlet C (Detained) Hydrograph type= CombinePeak discharge= 0.657 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 59,816 cuft Inflow hyds.= 13, 18Contrib. drain. area= 0.510 ac 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post-Dev Outlet C (Detained) Hyd. No. 21 -- 1 Year Hyd No. 21 Hyd No. 13 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 22 Post Out Total (Detained) Hydrograph type= CombinePeak discharge= 1.098 cfs Storm frequency= 1 yrsTime to peak= 740 min Time interval= 2 minHyd. volume= 80,995 cuft Inflow hyds.= 9, 20, 21Contrib. drain. area= 2.480 ac 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Out Total (Detained) Hyd. No. 22 -- 1 Year Hyd No. 22 Hyd No. 9 Hyd No. 20 Hyd No. 21 Hydrograph Summary Report Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff0.23427543,216------------------Pre DA 1.1 (Outlet A) 2SCS Runoff0.26527423,075------------------Pre DA 1.2 3SCS Runoff6.294273233,167------------------Pre DA 1.3 (Outlet C) 4SCS Runoff0.66427343,680------------------Pre DA 1.4 6Combine0.87027366,7552, 4,------------Pre-Dev Outlet B 7Combine7.121273443,1391, 3, 6------------Pre-Dev TOTAL OUT 9SCS Runoff0.77627404,784------------------Post DA 2.1 (Outlet A) 10SCS Runoff7.440272422,721------------------Post DA 2.2 11SCS Runoff7.613273030,883------------------Post DA 2.3A 12SCS Runoff26.40271853,237------------------Post DA 2.3B 13SCS Runoff0.71827181,475------------------Post DA 2.3C 14SCS Runoff0.92227324,654------------------Post DA 2.4 16Reservoir0.2552100222,4651017.7616,447DRY POND - WEST 17Combine29.17271884,12011, 12,------------Post Inflow to East Pond 18Reservoir0.5902117284,1191716.9365,177DRY POND - EAST 20Combine0.986273227,11914, 16,------------Post-Dev Outlet B (Detained) 21Combine0.965271885,59413, 18,------------Post-Dev Outlet C (Detained) 22Combine2.0562736117,4979, 20, 21------------Post Out Total (Detained) 37630.054 - Hydraflow - 2020.08.26-SJB.gpwReturn Period: 2 Year Thursday, 08 / 27 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 1 Pre DA 1.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 0.234 cfs Storm frequency= 2 yrsTime to peak= 754 min Time interval= 2 minHyd. volume= 3,216 cuft Drainage area= 4.530 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.50 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.700 x 98) + (0.010 x 55) + (3.470 x 39) + (0.350 x 61)] / 4.530 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre DA 1.1 (Outlet A) Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 2 Pre DA 1.2 Hydrograph type= SCS RunoffPeak discharge= 0.265 cfs Storm frequency= 2 yrsTime to peak= 742 min Time interval= 2 minHyd. volume= 3,075 cuft Drainage area= 4.620 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 6.40 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.680 x 30) + (3.200 x 55) + (0.140 x 70) + (0.470 x 39) + (0.100 x 61) + (0.030 x 74)] / 4.620 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Pre DA 1.2 Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 3 Pre DA 1.3 (Outlet C) Hydrograph type= SCS RunoffPeak discharge= 6.294 cfs Storm frequency= 2 yrsTime to peak= 732 min Time interval= 2 minHyd. volume= 33,167 cuft Drainage area= 15.470 ac Curve number= 61* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.90 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.840 x 98) + (5.710 x 55) + (0.260 x 70) + (1.740 x 39) + (5.920 x 61)] / 15.470 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) Pre DA 1.3 (Outlet C) Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 4 Pre DA 1.4 Hydrograph type= SCS RunoffPeak discharge= 0.664 cfs Storm frequency= 2 yrsTime to peak= 734 min Time interval= 2 minHyd. volume= 3,680 cuft Drainage area= 1.850 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.020 x 30) + (0.060 x 55) + (0.240 x 39) + (1.360 x 61) + (0.090 x 74) + (0.080 x 98)] / 1.850 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Pre DA 1.4 Hyd. No. 4 -- 2 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 6 Pre-Dev Outlet B Hydrograph type= CombinePeak discharge= 0.870 cfs Storm frequency= 2 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 6,755 cuft Inflow hyds.= 2, 4Contrib. drain. area= 6.470 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Pre-Dev Outlet B Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 7 Pre-Dev TOTAL OUT Hydrograph type= CombinePeak discharge= 7.121 cfs Storm frequency= 2 yrsTime to peak= 734 min Time interval= 2 minHyd. volume= 43,139 cuft Inflow hyds.= 1, 3, 6Contrib. drain. area= 20.000 ac 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-Dev TOTAL OUT Hyd. No. 7 -- 2 Year Hyd No. 7 Hyd No. 1 Hyd No. 3 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 9 Post DA 2.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 0.776 cfs Storm frequency= 2 yrsTime to peak= 740 min Time interval= 2 minHyd. volume= 4,784 cuft Drainage area= 2.480 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.40 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.820 x 98) + (1.660 x 61)] / 2.480 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post DA 2.1 (Outlet A) Hyd. No. 9 -- 2 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 10 Post DA 2.2 Hydrograph type= SCS RunoffPeak discharge= 7.440 cfs Storm frequency= 2 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 22,721 cuft Drainage area= 4.890 ac Curve number= 76* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.600 x 98) + (1.280 x 39) + (0.580 x 61) + (0.060 x 74)] / 4.890 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) Post DA 2.2 Hyd. No. 10 -- 2 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 11 Post DA 2.3A Hydrograph type= SCS RunoffPeak discharge= 7.613 cfs Storm frequency= 2 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 30,883 cuft Drainage area= 7.360 ac Curve number= 72* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 12.90 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(9.400 x 98) + (2.000 x 39) + (7.120 x 61) + (0.280 x 74)] / 7.360 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) Post DA 2.3A Hyd. No. 11 -- 2 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 12 Post DA 2.3B Hydrograph type= SCS RunoffPeak discharge= 26.40 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 53,237 cuft Drainage area= 9.560 acCurve number= 80 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 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 DA 2.3B Hyd. No. 12 -- 2 Year Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 13 Post DA 2.3C Hydrograph type= SCS RunoffPeak discharge= 0.718 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 1,475 cuft Drainage area= 0.510 acCurve number= 67 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post DA 2.3C Hyd. No. 13 -- 2 Year Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 14 Post DA 2.4 Hydrograph type= SCS RunoffPeak discharge= 0.922 cfs Storm frequency= 2 yrsTime to peak= 732 min Time interval= 2 minHyd. volume= 4,654 cuft Drainage area= 2.020 ac Curve number= 62* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 3.50 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.170 x 98) + (0.270 x 39) + (1.420 x 61) + (0.160 x 74)] / 2.020 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post DA 2.4 Hyd. No. 14 -- 2 Year Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 16 DRY POND - WEST Hydrograph type= ReservoirPeak discharge= 0.255 cfs Storm frequency= 2 yrsTime to peak= 1002 min Time interval= 2 minHyd. volume= 22,465 cuft Inflow hyd. No.= 10 - Post DA 2.2Max. Elevation= 17.76 ft Reservoir name= Dry Pond - WESTMax. Storage= 16,447 cuft Storage Indication method used. 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 Q (cfs) Time (min) DRY POND - WEST Hyd. No. 16 -- 2 Year Hyd No. 16 Hyd No. 10 Total storage used = 16,447 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 17 Post Inflow to East Pond Hydrograph type= CombinePeak discharge= 29.17 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 84,120 cuft Inflow hyds.= 11, 12Contrib. drain. area= 16.920 ac 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 Q (cfs) Time (min) Post Inflow to East Pond Hyd. No. 17 -- 2 Year Hyd No. 17 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 18 DRY POND - EAST Hydrograph type= ReservoirPeak discharge= 0.590 cfs Storm frequency= 2 yrsTime to peak= 1172 min Time interval= 2 minHyd. volume= 84,119 cuft Inflow hyd. No.= 17 - Post Inflow to East PondMax. Elevation= 16.93 ft Reservoir name= Dry Pond - EASTMax. Storage= 65,177 cuft Storage Indication method used. 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 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 Q (cfs) Time (min) DRY POND - EAST Hyd. No. 18 -- 2 Year Hyd No. 18 Hyd No. 17 Total storage used = 65,177 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 20 Post-Dev Outlet B (Detained) Hydrograph type= CombinePeak discharge= 0.986 cfs Storm frequency= 2 yrsTime to peak= 732 min Time interval= 2 minHyd. volume= 27,119 cuft Inflow hyds.= 14, 16Contrib. drain. area= 2.020 ac 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post-Dev Outlet B (Detained) Hyd. No. 20 -- 2 Year Hyd No. 20 Hyd No. 14 Hyd No. 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 21 Post-Dev Outlet C (Detained) Hydrograph type= CombinePeak discharge= 0.965 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 85,594 cuft Inflow hyds.= 13, 18Contrib. drain. area= 0.510 ac 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post-Dev Outlet C (Detained) Hyd. No. 21 -- 2 Year Hyd No. 21 Hyd No. 13 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 22 Post Out Total (Detained) Hydrograph type= CombinePeak discharge= 2.056 cfs Storm frequency= 2 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 117,497 cuft Inflow hyds.= 9, 20, 21Contrib. drain. area= 2.480 ac 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 3.00 3.00 Q (cfs) Time (min) Post Out Total (Detained) Hyd. No. 22 -- 2 Year Hyd No. 22 Hyd No. 9 Hyd No. 20 Hyd No. 21 Hydrograph Summary Report Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff2.062274012,826------------------Pre DA 1.1 (Outlet A) 2SCS Runoff2.780272612,264------------------Pre DA 1.2 3SCS Runoff20.86273086,687------------------Pre DA 1.3 (Outlet C) 4SCS Runoff2.34527309,871------------------Pre DA 1.4 6Combine4.848272622,1352, 4,------------Pre-Dev Outlet B 7Combine26.792730121,6491, 3, 6------------Pre-Dev TOTAL OUT 9SCS Runoff2.641273612,832------------------Post DA 2.1 (Outlet A) 10SCS Runoff15.08272445,090------------------Post DA 2.2 11SCS Runoff16.76272865,044------------------Post DA 2.3A 12SCS Runoff49.122716100,102------------------Post DA 2.3B 13SCS Runoff1.69327183,386------------------Post DA 2.3C 14SCS Runoff2.888273011,869------------------Post DA 2.4 16Reservoir2.569275244,7721018.1421,247DRY POND - WEST 17Combine55.502718165,14611, 12,------------Post Inflow to East Pond 18Reservoir8.1432756165,1431717.3082,766DRY POND - EAST 20Combine4.156273856,64114, 16,------------Post-Dev Outlet B (Detained) 21Combine8.2742754168,52813, 18,------------Post-Dev Outlet C (Detained) 22Combine13.792748238,0029, 20, 21------------Post Out Total (Detained) 37630.054 - Hydraflow - 2020.08.26-SJB.gpwReturn Period: 10 YearThursday, 08 / 27 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 1 Pre DA 1.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 2.062 cfs Storm frequency= 10 yrsTime to peak= 740 min Time interval= 2 minHyd. volume= 12,826 cuft Drainage area= 4.530 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.50 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.700 x 98) + (0.010 x 55) + (3.470 x 39) + (0.350 x 61)] / 4.530 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 Q (cfs) Time (min) Pre DA 1.1 (Outlet A) Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 2 Pre DA 1.2 Hydrograph type= SCS RunoffPeak discharge= 2.780 cfs Storm frequency= 10 yrsTime to peak= 726 min Time interval= 2 minHyd. volume= 12,264 cuft Drainage area= 4.620 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 6.40 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.680 x 30) + (3.200 x 55) + (0.140 x 70) + (0.470 x 39) + (0.100 x 61) + (0.030 x 74)] / 4.620 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 Q (cfs) Time (min) Pre DA 1.2 Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 3 Pre DA 1.3 (Outlet C) Hydrograph type= SCS RunoffPeak discharge= 20.86 cfs Storm frequency= 10 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 86,687 cuft Drainage area= 15.470 ac Curve number= 61* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.90 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.840 x 98) + (5.710 x 55) + (0.260 x 70) + (1.740 x 39) + (5.920 x 61)] / 15.470 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 DA 1.3 (Outlet C) Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 4 Pre DA 1.4 Hydrograph type= SCS RunoffPeak discharge= 2.345 cfs Storm frequency= 10 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 9,871 cuft Drainage area= 1.850 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.020 x 30) + (0.060 x 55) + (0.240 x 39) + (1.360 x 61) + (0.090 x 74) + (0.080 x 98)] / 1.850 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 Q (cfs) Time (min) Pre DA 1.4 Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 6 Pre-Dev Outlet B Hydrograph type= CombinePeak discharge= 4.848 cfs Storm frequency= 10 yrsTime to peak= 726 min Time interval= 2 minHyd. volume= 22,135 cuft Inflow hyds.= 2, 4Contrib. drain. area= 6.470 ac 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) Pre-Dev Outlet B Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 7 Pre-Dev TOTAL OUT Hydrograph type= CombinePeak discharge= 26.79 cfs Storm frequency= 10 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 121,649 cuft Inflow hyds.= 1, 3, 6Contrib. drain. area= 20.000 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 28.00 28.00 Q (cfs) Time (min) Pre-Dev TOTAL OUT Hyd. No. 7 -- 10 Year Hyd No. 7 Hyd No. 1 Hyd No. 3 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 9 Post DA 2.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 2.641 cfs Storm frequency= 10 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 12,832 cuft Drainage area= 2.480 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.40 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.820 x 98) + (1.660 x 61)] / 2.480 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 Q (cfs) Time (min) Post DA 2.1 (Outlet A) Hyd. No. 9 -- 10 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 10 Post DA 2.2 Hydrograph type= SCS RunoffPeak discharge= 15.08 cfs Storm frequency= 10 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 45,090 cuft Drainage area= 4.890 ac Curve number= 76* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.600 x 98) + (1.280 x 39) + (0.580 x 61) + (0.060 x 74)] / 4.890 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 DA 2.2 Hyd. No. 10 -- 10 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 11 Post DA 2.3A Hydrograph type= SCS RunoffPeak discharge= 16.76 cfs Storm frequency= 10 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 65,044 cuft Drainage area= 7.360 ac Curve number= 72* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 12.90 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(9.400 x 98) + (2.000 x 39) + (7.120 x 61) + (0.280 x 74)] / 7.360 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 DA 2.3A Hyd. No. 11 -- 10 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 12 Post DA 2.3B Hydrograph type= SCS RunoffPeak discharge= 49.12 cfs Storm frequency= 10 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 100,102 cuft Drainage area= 9.560 acCurve number= 80 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.21 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Post DA 2.3B Hyd. No. 12 -- 10 Year Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 13 Post DA 2.3C Hydrograph type= SCS RunoffPeak discharge= 1.693 cfs Storm frequency= 10 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 3,386 cuft Drainage area= 0.510 acCurve number= 67 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.21 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 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 Q (cfs) Time (min) Post DA 2.3C Hyd. No. 13 -- 10 Year Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 14 Post DA 2.4 Hydrograph type= SCS RunoffPeak discharge= 2.888 cfs Storm frequency= 10 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 11,869 cuft Drainage area= 2.020 ac Curve number= 62* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 5.21 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.170 x 98) + (0.270 x 39) + (1.420 x 61) + (0.160 x 74)] / 2.020 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 Q (cfs) Time (min) Post DA 2.4 Hyd. No. 14 -- 10 Year Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 16 DRY POND - WEST Hydrograph type= ReservoirPeak discharge= 2.569 cfs Storm frequency= 10 yrsTime to peak= 752 min Time interval= 2 minHyd. volume= 44,772 cuft Inflow hyd. No.= 10 - Post DA 2.2Max. Elevation= 18.14 ft Reservoir name= Dry Pond - WESTMax. Storage= 21,247 cuft Storage Indication method used. 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 Q (cfs) Time (min) DRY POND - WEST Hyd. No. 16 -- 10 Year Hyd No. 16 Hyd No. 10 Total storage used = 21,247 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 17 Post Inflow to East Pond Hydrograph type= CombinePeak discharge= 55.50 cfs Storm frequency= 10 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 165,146 cuft Inflow hyds.= 11, 12Contrib. drain. area= 16.920 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Post Inflow to East Pond Hyd. No. 17 -- 10 Year Hyd No. 17 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 18 DRY POND - EAST Hydrograph type= ReservoirPeak discharge= 8.143 cfs Storm frequency= 10 yrsTime to peak= 756 min Time interval= 2 minHyd. volume= 165,143 cuft Inflow hyd. No.= 17 - Post Inflow to East PondMax. Elevation= 17.30 ft Reservoir name= Dry Pond - EASTMax. Storage= 82,766 cuft Storage Indication method used. 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) DRY POND - EAST Hyd. No. 18 -- 10 Year Hyd No. 18 Hyd No. 17 Total storage used = 82,766 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 20 Post-Dev Outlet B (Detained) Hydrograph type= CombinePeak discharge= 4.156 cfs Storm frequency= 10 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 56,641 cuft Inflow hyds.= 14, 16Contrib. drain. area= 2.020 ac 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 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Post-Dev Outlet B (Detained) Hyd. No. 20 -- 10 Year Hyd No. 20 Hyd No. 14 Hyd No. 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 21 Post-Dev Outlet C (Detained) Hydrograph type= CombinePeak discharge= 8.274 cfs Storm frequency= 10 yrsTime to peak= 754 min Time interval= 2 minHyd. volume= 168,528 cuft Inflow hyds.= 13, 18Contrib. drain. area= 0.510 ac 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-Dev Outlet C (Detained) Hyd. No. 21 -- 10 Year Hyd No. 21 Hyd No. 13 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 22 Post Out Total (Detained) Hydrograph type= CombinePeak discharge= 13.79 cfs Storm frequency= 10 yrsTime to peak= 748 min Time interval= 2 minHyd. volume= 238,002 cuft Inflow hyds.= 9, 20, 21Contrib. drain. area= 2.480 ac 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 14.00 14.00 Q (cfs) Time (min) Post Out Total (Detained) Hyd. No. 22 -- 10 Year Hyd No. 22 Hyd No. 9 Hyd No. 20 Hyd No. 21 Hydrograph Summary Report Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff3.784273820,427------------------Pre DA 1.1 (Outlet A) 2SCS Runoff5.229272419,531------------------Pre DA 1.2 3SCS Runoff30.972730123,959------------------Pre DA 1.3 (Outlet C) 4SCS Runoff3.528273014,222------------------Pre DA 1.4 6Combine8.389272633,7532, 4,------------Pre-Dev Outlet B 7Combine41.352730178,1391, 3, 6------------Pre-Dev TOTAL OUT 9SCS Runoff3.978273418,487------------------Post DA 2.1 (Outlet A) 10SCS Runoff19.77272459,132------------------Post DA 2.2 11SCS Runoff22.62272886,996------------------Post DA 2.3A 12SCS Runoff62.692716128,906------------------Post DA 2.3B 13SCS Runoff2.31927184,655------------------Post DA 2.3C 14SCS Runoff4.237273016,851------------------Post DA 2.4 16Reservoir4.311274858,7881018.5226,723DRY POND - WEST 17Combine71.392718215,90211, 12,------------Post Inflow to East Pond 18Reservoir15.212748215,8951717.6398,549DRY POND - EAST 20Combine7.337273275,63814, 16,------------Post-Dev Outlet B (Detained) 21Combine15.442746220,55013, 18,------------Post-Dev Outlet C (Detained) 22Combine25.592738314,6769, 20, 21------------Post Out Total (Detained) 37630.054 - Hydraflow - 2020.08.26-SJB.gpwReturn Period: 25 YearThursday, 08 / 27 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 1 Pre DA 1.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 3.784 cfs Storm frequency= 25 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 20,427 cuft Drainage area= 4.530 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.50 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.700 x 98) + (0.010 x 55) + (3.470 x 39) + (0.350 x 61)] / 4.530 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Pre DA 1.1 (Outlet A) Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 2 Pre DA 1.2 Hydrograph type= SCS RunoffPeak discharge= 5.229 cfs Storm frequency= 25 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 19,531 cuft Drainage area= 4.620 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 6.40 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.680 x 30) + (3.200 x 55) + (0.140 x 70) + (0.470 x 39) + (0.100 x 61) + (0.030 x 74)] / 4.620 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 DA 1.2 Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 3 Pre DA 1.3 (Outlet C) Hydrograph type= SCS RunoffPeak discharge= 30.97 cfs Storm frequency= 25 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 123,959 cuft Drainage area= 15.470 ac Curve number= 61* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.90 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.840 x 98) + (5.710 x 55) + (0.260 x 70) + (1.740 x 39) + (5.920 x 61)] / 15.470 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 DA 1.3 (Outlet C) Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 4 Pre DA 1.4 Hydrograph type= SCS RunoffPeak discharge= 3.528 cfs Storm frequency= 25 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 14,222 cuft Drainage area= 1.850 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.020 x 30) + (0.060 x 55) + (0.240 x 39) + (1.360 x 61) + (0.090 x 74) + (0.080 x 98)] / 1.850 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Pre DA 1.4 Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 6 Pre-Dev Outlet B Hydrograph type= CombinePeak discharge= 8.389 cfs Storm frequency= 25 yrsTime to peak= 726 min Time interval= 2 minHyd. volume= 33,753 cuft Inflow hyds.= 2, 4Contrib. drain. area= 6.470 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) Pre-Dev Outlet B Hyd. No. 6 -- 25 Year Hyd No. 6 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 7 Pre-Dev TOTAL OUT Hydrograph type= CombinePeak discharge= 41.35 cfs Storm frequency= 25 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 178,139 cuft Inflow hyds.= 1, 3, 6Contrib. drain. area= 20.000 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 Q (cfs) Time (min) Pre-Dev TOTAL OUT Hyd. No. 7 -- 25 Year Hyd No. 7 Hyd No. 1 Hyd No. 3 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 9 Post DA 2.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 3.978 cfs Storm frequency= 25 yrsTime to peak= 734 min Time interval= 2 minHyd. volume= 18,487 cuft Drainage area= 2.480 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.40 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.820 x 98) + (1.660 x 61)] / 2.480 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post DA 2.1 (Outlet A) Hyd. No. 9 -- 25 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 10 Post DA 2.2 Hydrograph type= SCS RunoffPeak discharge= 19.77 cfs Storm frequency= 25 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 59,132 cuft Drainage area= 4.890 ac Curve number= 76* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.600 x 98) + (1.280 x 39) + (0.580 x 61) + (0.060 x 74)] / 4.890 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (min) Post DA 2.2 Hyd. No. 10 -- 25 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 11 Post DA 2.3A Hydrograph type= SCS RunoffPeak discharge= 22.62 cfs Storm frequency= 25 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 86,996 cuft Drainage area= 7.360 ac Curve number= 72* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 12.90 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(9.400 x 98) + (2.000 x 39) + (7.120 x 61) + (0.280 x 74)] / 7.360 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 Q (cfs) Time (min) Post DA 2.3A Hyd. No. 11 -- 25 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 12 Post DA 2.3B Hydrograph type= SCS RunoffPeak discharge= 62.69 cfs Storm frequency= 25 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 128,906 cuft Drainage area= 9.560 acCurve number= 80 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.20 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 Q (cfs) Time (min) Post DA 2.3B Hyd. No. 12 -- 25 Year Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 13 Post DA 2.3C Hydrograph type= SCS RunoffPeak discharge= 2.319 cfs Storm frequency= 25 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 4,655 cuft Drainage area= 0.510 acCurve number= 67 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.20 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 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 Q (cfs) Time (min) Post DA 2.3C Hyd. No. 13 -- 25 Year Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 14 Post DA 2.4 Hydrograph type= SCS RunoffPeak discharge= 4.237 cfs Storm frequency= 25 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 16,851 cuft Drainage area= 2.020 ac Curve number= 62* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 6.20 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.170 x 98) + (0.270 x 39) + (1.420 x 61) + (0.160 x 74)] / 2.020 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 DA 2.4 Hyd. No. 14 -- 25 Year Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 16 DRY POND - WEST Hydrograph type= ReservoirPeak discharge= 4.311 cfs Storm frequency= 25 yrsTime to peak= 748 min Time interval= 2 minHyd. volume= 58,788 cuft Inflow hyd. No.= 10 - Post DA 2.2Max. Elevation= 18.52 ft Reservoir name= Dry Pond - WESTMax. Storage= 26,723 cuft Storage Indication method used. 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) DRY POND - WEST Hyd. No. 16 -- 25 Year Hyd No. 16 Hyd No. 10 Total storage used = 26,723 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 17 Post Inflow to East Pond Hydrograph type= CombinePeak discharge= 71.39 cfs Storm frequency= 25 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 215,902 cuft Inflow hyds.= 11, 12Contrib. drain. area= 16.920 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Post Inflow to East Pond Hyd. No. 17 -- 25 Year Hyd No. 17 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 18 DRY POND - EAST Hydrograph type= ReservoirPeak discharge= 15.21 cfs Storm frequency= 25 yrsTime to peak= 748 min Time interval= 2 minHyd. volume= 215,895 cuft Inflow hyd. No.= 17 - Post Inflow to East PondMax. Elevation= 17.63 ft Reservoir name= Dry Pond - EASTMax. Storage= 98,549 cuft Storage Indication method used. 0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) DRY POND - EAST Hyd. No. 18 -- 25 Year Hyd No. 18 Hyd No. 17 Total storage used = 98,549 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 20 Post-Dev Outlet B (Detained) Hydrograph type= CombinePeak discharge= 7.337 cfs Storm frequency= 25 yrsTime to peak= 732 min Time interval= 2 minHyd. volume= 75,638 cuft Inflow hyds.= 14, 16Contrib. drain. area= 2.020 ac 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) Post-Dev Outlet B (Detained) Hyd. No. 20 -- 25 Year Hyd No. 20 Hyd No. 14 Hyd No. 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 21 Post-Dev Outlet C (Detained) Hydrograph type= CombinePeak discharge= 15.44 cfs Storm frequency= 25 yrsTime to peak= 746 min Time interval= 2 minHyd. volume= 220,550 cuft Inflow hyds.= 13, 18Contrib. drain. area= 0.510 ac 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 Q (cfs) Time (min) Post-Dev Outlet C (Detained) Hyd. No. 21 -- 25 Year Hyd No. 21 Hyd No. 13 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 22 Post Out Total (Detained) Hydrograph type= CombinePeak discharge= 25.59 cfs Storm frequency= 25 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 314,676 cuft Inflow hyds.= 9, 20, 21Contrib. drain. area= 2.480 ac 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 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 Out Total (Detained) Hyd. No. 22 -- 25 Year Hyd No. 22 Hyd No. 9 Hyd No. 20 Hyd No. 21 Hydrograph Summary Report Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff7.549273636,499------------------Pre DA 1.1 (Outlet A) 2SCS Runoff10.68272434,897------------------Pre DA 1.2 3SCS Runoff50.612730197,279------------------Pre DA 1.3 (Outlet C) 4SCS Runoff5.838273022,825------------------Pre DA 1.4 6Combine15.62272657,7222, 4,------------Pre-Dev Outlet B 7Combine70.832728291,5001, 3, 6------------Pre-Dev TOTAL OUT 9SCS Runoff6.611273429,671------------------Post DA 2.1 (Outlet A) 10SCS Runoff28.25272485,077------------------Post DA 2.2 11SCS Runoff33.432728128,132------------------Post DA 2.3A 12SCS Runoff86.832716181,479------------------Post DA 2.3B 13SCS Runoff3.50427167,081------------------Post DA 2.3C 14SCS Runoff6.840273026,600------------------Post DA 2.4 16Reservoir10.71273884,6981018.9432,795DRY POND - WEST 17Combine100.262716309,61111, 12,------------Post Inflow to East Pond 18Reservoir31.672738309,5971718.26130,440DRY POND - EAST 20Combine17.392730111,29914, 16,------------Post-Dev Outlet B (Detained) 21Combine32.092738316,67813, 18,------------Post-Dev Outlet C (Detained) 22Combine54.512736457,6479, 20, 21------------Post Out Total (Detained) 37630.054 - Hydraflow - 2020.08.26-SJB.gpwReturn Period: 100 YearThursday, 08 / 27 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 1 Pre DA 1.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 7.549 cfs Storm frequency= 100 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 36,499 cuft Drainage area= 4.530 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.50 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.700 x 98) + (0.010 x 55) + (3.470 x 39) + (0.350 x 61)] / 4.530 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 DA 1.1 (Outlet A) Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 2 Pre DA 1.2 Hydrograph type= SCS RunoffPeak discharge= 10.68 cfs Storm frequency= 100 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 34,897 cuft Drainage area= 4.620 ac Curve number= 50* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 6.40 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.680 x 30) + (3.200 x 55) + (0.140 x 70) + (0.470 x 39) + (0.100 x 61) + (0.030 x 74)] / 4.620 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Pre DA 1.2 Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 3 Pre DA 1.3 (Outlet C) Hydrograph type= SCS RunoffPeak discharge= 50.61 cfs Storm frequency= 100 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 197,279 cuft Drainage area= 15.470 ac Curve number= 61* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.90 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.840 x 98) + (5.710 x 55) + (0.260 x 70) + (1.740 x 39) + (5.920 x 61)] / 15.470 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Pre DA 1.3 (Outlet C) Hyd. No. 3 -- 100 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 4 Pre DA 1.4 Hydrograph type= SCS RunoffPeak discharge= 5.838 cfs Storm frequency= 100 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 22,825 cuft Drainage area= 1.850 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.020 x 30) + (0.060 x 55) + (0.240 x 39) + (1.360 x 61) + (0.090 x 74) + (0.080 x 98)] / 1.850 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 DA 1.4 Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 6 Pre-Dev Outlet B Hydrograph type= CombinePeak discharge= 15.62 cfs Storm frequency= 100 yrsTime to peak= 726 min Time interval= 2 minHyd. volume= 57,722 cuft Inflow hyds.= 2, 4Contrib. drain. area= 6.470 ac 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-Dev Outlet B Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 2 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 7 Pre-Dev TOTAL OUT Hydrograph type= CombinePeak discharge= 70.83 cfs Storm frequency= 100 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 291,500 cuft Inflow hyds.= 1, 3, 6Contrib. drain. area= 20.000 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (min) Pre-Dev TOTAL OUT Hyd. No. 7 -- 100 Year Hyd No. 7 Hyd No. 1 Hyd No. 3 Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 9 Post DA 2.1 (Outlet A) Hydrograph type= SCS RunoffPeak discharge= 6.611 cfs Storm frequency= 100 yrsTime to peak= 734 min Time interval= 2 minHyd. volume= 29,671 cuft Drainage area= 2.480 ac Curve number= 60* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 17.40 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.820 x 98) + (1.660 x 61)] / 2.480 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 DA 2.1 (Outlet A) Hyd. No. 9 -- 100 Year Hyd No. 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 10 Post DA 2.2 Hydrograph type= SCS RunoffPeak discharge= 28.25 cfs Storm frequency= 100 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 85,077 cuft Drainage area= 4.890 ac Curve number= 76* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(1.600 x 98) + (1.280 x 39) + (0.580 x 61) + (0.060 x 74)] / 4.890 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 Q (cfs) Time (min) Post DA 2.2 Hyd. No. 10 -- 100 Year Hyd No. 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 11 Post DA 2.3A Hydrograph type= SCS RunoffPeak discharge= 33.43 cfs Storm frequency= 100 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 128,132 cuft Drainage area= 7.360 ac Curve number= 72* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 12.90 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(9.400 x 98) + (2.000 x 39) + (7.120 x 61) + (0.280 x 74)] / 7.360 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 DA 2.3A Hyd. No. 11 -- 100 Year Hyd No. 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 12 Post DA 2.3B Hydrograph type= SCS RunoffPeak discharge= 86.83 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 181,479 cuft Drainage area= 9.560 acCurve number= 80 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 7.95 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 90.00 90.00 Q (cfs) Time (min) Post DA 2.3B Hyd. No. 12 -- 100 Year Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 13 Post DA 2.3C Hydrograph type= SCS RunoffPeak discharge= 3.504 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 7,081 cuft Drainage area= 0.510 acCurve number= 67 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 7.95 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Post DA 2.3C Hyd. No. 13 -- 100 Year Hyd No. 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 14 Post DA 2.4 Hydrograph type= SCS RunoffPeak discharge= 6.840 cfs Storm frequency= 100 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 26,600 cuft Drainage area= 2.020 ac Curve number= 62* Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= TR55Time of conc. (Tc)= 12.30 min Total precip.= 7.95 inDistribution= Type III Storm duration= 24 hrsShape factor= 484 * Composite (Area/CN) = [(0.170 x 98) + (0.270 x 39) + (1.420 x 61) + (0.160 x 74)] / 2.020 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 DA 2.4 Hyd. No. 14 -- 100 Year Hyd No. 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 16 DRY POND - WEST Hydrograph type= ReservoirPeak discharge= 10.71 cfs Storm frequency= 100 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 84,698 cuft Inflow hyd. No.= 10 - Post DA 2.2Max. Elevation= 18.94 ft Reservoir name= Dry Pond - WESTMax. Storage= 32,795 cuft Storage Indication method used. 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 Q (cfs) Time (min) DRY POND - WEST Hyd. No. 16 -- 100 Year Hyd No. 16 Hyd No. 10 Total storage used = 32,795 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 17 Post Inflow to East Pond Hydrograph type= CombinePeak discharge= 100.26 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 309,611 cuft Inflow hyds.= 11, 12Contrib. drain. area= 16.920 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 Q (cfs) Time (min) Post Inflow to East Pond Hyd. No. 17 -- 100 Year Hyd No. 17 Hyd No. 11 Hyd No. 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 18 DRY POND - EAST Hydrograph type= ReservoirPeak discharge= 31.67 cfs Storm frequency= 100 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 309,597 cuft Inflow hyd. No.= 17 - Post Inflow to East PondMax. Elevation= 18.26 ft Reservoir name= Dry Pond - EASTMax. Storage= 130,440 cuft Storage Indication method used. 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 20.00 20.00 40.00 40.00 60.00 60.00 80.00 80.00 100.00 100.00 120.00 120.00 Q (cfs) Time (min) DRY POND - EAST Hyd. No. 18 -- 100 Year Hyd No. 18 Hyd No. 17 Total storage used = 130,440 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 20 Post-Dev Outlet B (Detained) Hydrograph type= CombinePeak discharge= 17.39 cfs Storm frequency= 100 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 111,299 cuft Inflow hyds.= 14, 16Contrib. drain. area= 2.020 ac 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-Dev Outlet B (Detained) Hyd. No. 20 -- 100 Year Hyd No. 20 Hyd No. 14 Hyd No. 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 21 Post-Dev Outlet C (Detained) Hydrograph type= CombinePeak discharge= 32.09 cfs Storm frequency= 100 yrsTime to peak= 738 min Time interval= 2 minHyd. volume= 316,678 cuft Inflow hyds.= 13, 18Contrib. drain. area= 0.510 ac 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-Dev Outlet C (Detained) Hyd. No. 21 -- 100 Year Hyd No. 21 Hyd No. 13 Hyd No. 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2Thursday, 08 / 27 / 2020 Hyd. No. 22 Post Out Total (Detained) Hydrograph type= CombinePeak discharge= 54.51 cfs Storm frequency= 100 yrsTime to peak= 736 min Time interval= 2 minHyd. volume= 457,647 cuft Inflow hyds.= 9, 20, 21Contrib. drain. area= 2.480 ac 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 Q (cfs) Time (min) Post Out Total (Detained) Hyd. No. 22 -- 100 Year Hyd No. 22 Hyd No. 9 Hyd No. 20 Hyd No. 21 _________________________________________________________________________________________________________________ WATER QUALITY CALCULATIONS Project: Circle K - Wilmington AirportProject No.: 37630.054 Calculated By: TKDDate: 08/26/2020 Dry Extended Detention Basin Design 1) Impervious Area Impervious AreaAcres Offsite Impervious Area 0.00 Onsite Impervious Area 1.60 Total Impervious Area 1.60 Total Drainage Area To BMP 4.89 Percent Impervious Area33% 2.A) Water Quality Runoff Volume Calculation (Required) Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(I)Where:Rv = Runoff Coefficient, in/in I = Percent Impervious I=33% Rv =0.344 Runoff volume, S=(Design rainfall) (Rv) (Drainage Area) Design Rainfall =1.5 inch Drainage Area = 4.89 acres Storage Required =9,172cu. ft. * Must have forebay if storage required is over 10 acre-inches (36,300 c.f.) Detention Volume Required9,172cu ft 25% Additonal Sed. Storage 11,465 cu ft (Minimum volume required at bottom of spillway) 2.B) Water Quality Runoff Volume Calculation (Provided) Contour Elevation Contour Area Incremental Volume Accumulated VolumeStage, Z sq ftcu ftcu ftft 14.500 000.00Bottom of Basin/Outlet 15.00136 34340.50 16.002,596 1,3661,4001.50 17.0010,108 6,3527,7522.50 17.7012,050 7,75515,5073.20Orifice for Water Quality 18.0012,882 3,74019,2473.50 18.5014,342 6,80626,0534.00Top of Control Structure 19.0015,819 7,54033,5934.50Spillway Crest 20.0018,921 17,37050,9635.50 20.5015,071 8,49859,4616.00Top of Basin *Green shading is water quality elevation; Maximum allowed depth of dry pond = 10 ft Provided Volume of Dry Basin 33,593 cu ft (to bottom of spillway) 3) Size Water Quality Orifice for (2-5) Day Drawdown for Runoff Volume Q= CdA(2gh)1/2 (Orifice Equation; Cd=0.60 & h=h/3; Pg 3-13 BMP Manual) 3.20 Water Quality Stage (ft) 1.25 Orfice Diameter (inches) 1.05Driving Head (h/3) to Centroid of Orifice (ft) 0.04Drawdown Rate (cfs) 15,507 Water Quality Volume (VWQ) VWQ/(Q x 86,400)Drawdown Time (days) 4.3 Drawdown Time (days) (2 - 5 days) TIMMONS GROUP Drainage Area to BMP Water Quality Runoff Volume: IIIA Project: Circle K - Wilmington AirportProject No.: 37630.054 Calculated By: TKDDate: 08/26/2020 Dry Extended Detention Basin Design 1) Impervious Area Impervious AreaAcres Offsite Impervious Area 0.00 Onsite Impervious Area 9.40 Total Impervious Area 9.40 Total Drainage Area To BMP 17.43 Percent Impervious Area54% 2.A) Water Quality Runoff Volume Calculation (Required) Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987) Rv = 0.05 + 0.009(I)Where:Rv = Runoff Coefficient, in/in I = Percent Impervious I=54% Rv =0.535 Runoff volume, S=(Design rainfall) (Rv) (Drainage Area) Design Rainfall =1.5 inch Drainage Area = 17.43 acres Storage Required =50,810cu. ft. * Must have forebay if storage required is over 10 acre-inches (36,300 c.f.) Detention Volume Required50,810cu ft 25% Additonal Sed. Storage 63,513 cu ft (Minimum volume required at bottom of spillway) 2.B) Water Quality Runoff Volume Calculation (Provided) Contour Elevation Contour Area Incremental Volume Accumulated VolumeStage, Z sq ftcu ftcu ftft 13.250 000.00Bottom of Basin/Outlet 14.00422 1581580.75 15.0010,266 5,3445,5021.75 16.0034,768 22,51728,0192.75 16.9044,578 35,70663,7253.65WQE 17.0045,225 4,49068,2153.75Top of Control Structure 18.0051,886 48,556116,7714.75Spillway Crest 19.0057,018 54,452171,2235.75 19.5060,014 29,258200,4816.25Top of Basin *Green shading is water quality elevation; Maximum allowed depth of dry pond = 10 ft Provided Volume of Dry Basin 116,771 cu ft (to bottom of spillway) 3) Size Water Quality Orifice for (2-5) Day Drawdown for Runoff Volume Q = CdA(2gh)1/2 (Orifice Equation; Cd=0.60 & h=h/3; Pg 3-13 BMP Manual) 3.65 Water Quality Stage (ft) 2.50 Orfice Diameter (inches) 1.18Driving Head (h/3) to Centroid of Orifice (ft) 0.18Drawdown Rate (cfs) 63,725 Water Quality Volume (VWQ) VWQ/(Q x 86,400)Drawdown Time (days) 4.1 Drawdown Time (days) (2 - 5 days) TIMMONS GROUP Drainage Area to BMP Water Quality Runoff Volume: IIIB Pre Treatment Grass Swale - IIIA Area (A) =4.36 (Acres) Coef. (C) = 0.77 (Dimensionless) Inte. (I) =0.75 (in/hr) Flow (Q10) =2.5 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.040 (Dimensionless)Ditch Length = 150 LF Slope =0.001(ft/ft)Highest Elevation = 16.5 Z Required =2.14RatioLowest Elevation = 16.35 Side Slope (M) =6 :1 Flow Depth (Y) =0.50 ft 6.0 in Bottom Width (B) =6.00 ft 72.0 in Freeboard = 0.50 ft 6.0 in T=YxDxSY = Weight of water (62.4 LB/CUFT) T = 0.03LB/SFD=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net0.45 LB/SF Curled Mat1.55S751.55 Class A (4"@9"THK)2.00S1501.75 Class B (8"@18"THK)3.50SC1502.10 Class I (12"@22"THK)5.00C1252.25 Class II (18"@30"THK)7.50P3008.00 New A =4.50SF New P =12.08Wetted perimeterL=240V New R =0.37Hydraulic radiusV<=0.625 Z Actual =2.33 Must be greater than z required=>2.14 Okay New V =0.61fps HRT = 4.1 min Liner:#N/A LB/SF > 0.04 LB/SF #N/A Min. Ditch Depth = 1 ft 6 1 Side Slope 6:1 *RED IS USER INPUT 6.000.5018 Grassed SwalePre Treatment Grass Swale - IIIA Top Width = 18 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force Hydraulic Residence Time Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 37630.054 DITCH NAME CALCULATED BY Jacob Dooley Circle K - Airport Blvd Ditch Liner Grass Grass General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.00 Bottom Width (ft) Flow Depth (Y) = 0.5 ft Ditch Geometry Bottom Width (B) = 6 ft Top Width (ft)Flow Depth (ft) LATEST REVISION: 8/27/2020 4:03 PM Pre Treatment Grass Swale - IIIB Area (A) =15.17 (Acres) Coef. (C) = 0.77 (Dimensionless) Inte. (I) =0.75 (in/hr) Flow (Q10) =8.8 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.060 (Dimensionless)Ditch Length = 150 LF Slope =0.002(ft/ft)Highest Elevation = 14.8 Z Required =8.64RatioLowest Elevation = 14.55 Side Slope (M) =5 :1 Flow Depth (Y) =0.50 ft 6.0 in Bottom Width (B) =27.00 ft 324.0 in Freeboard = 0.25 ft 3.0 in T=YxDxSY = Weight of water (62.4 LB/CUFT) T = 0.05LB/SFD=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net0.45 LB/SF Curled Mat1.55S751.55 Class A (4"@9"THK)2.00S1501.75 Class B (8"@18"THK)3.50SC1502.10 Class I (12"@22"THK)5.00C1252.25 Class II (18"@30"THK)7.50P3008.00 New A =14.75SF New P =32.10Wetted perimeterL=240V New R =0.46Hydraulic radiusV<=0.625 Z Actual =8.78 Must be greater than z required=>8.64 Okay New V =0.60fps HRT = 4.1 min Liner:1.55 LB/SF > 0.06 LB/SF Okay Min. Ditch Depth = 0.75 ft 5 1 Side Slope 5:1 *RED IS USER INPUT 27.000.5034.5 Grassed SwalePre Treatment Grass Swale - IIIB Top Width = 34.5 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force Hydraulic Residence Time Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 37630.054 DITCH NAME CALCULATED BY Jacob Dooley Circle K - Airport Blvd Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 0.75 Bottom Width (ft) Flow Depth (Y) = 0.5 ft Ditch Geometry Bottom Width (B) = 27 ft Top Width (ft)Flow Depth (ft) LATEST REVISION: 8/27/2020 4:20 PM VEGETATIVE SWALE IIIA Area (A) =(Acres) Coef. (C) = (Dimensionless) Inte. (I) =(in/hr) Flow (Q10) =2.6 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.030 (Dimensionless)Ditch Length = 60 LF Slope =0.003(ft/ft)Highest Elevation = 14.2 Z Required =0.90RatioLowest Elevation = 14 Side Slope (M) =3 :1 Flow Depth (Y) =0.50 ft 6.0 in Bottom Width (B) =5.00 ft 60.0 in Freeboard = 0.50 ft 6.0 in T=YxDxSY = Weight of water (62.4 LB/CUFT) T = 0.10LB/SFD=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net0.45 LB/SF Curled Mat1.55S751.55 Class A (4"@9"THK)2.00S1501.75 Class B (8"@18"THK)3.50SC1502.10 Class I (12"@22"THK)5.00C1252.25 Class II (18"@30"THK)7.50P3008.00 New A =3.25SF New P =8.16Wetted perimeter New R =0.40Hydraulic radius Z Actual =1.76 Must be greater than z required=>0.90 Okay New V =1.55fps Liner:1.55 LB/SF > 0.11 LB/SF Okay Min. Ditch Depth = 1 ft 3 1 Side Slope 3:1 *RED IS USER INPUT Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.00 Bottom Width (ft) Flow Depth (Y) = 0.5 ft Ditch Geometry Bottom Width (B) = 5 ft Top Width (ft)Flow Depth (ft) Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 37630.054 DITCH NAME CALCULATED BY Jacob Dooley CIRCLE K - AIRPORT 5.000.5011 PERMANENT DIVERSION DITCH:VEGETATIVE SWALE IIIA Top Width = 11 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force LATEST REVISION: 9/1/2020 2:21 PM VEGETATIVE SWALE IIIB Area (A) =(Acres) Coef. (C) = (Dimensionless) Inte. (I) =(in/hr) Flow (Q10) =8.1 (cfs) Line channel with:6 " rip-rap (Assume 6" even if using grass) Manning n =0.030 (Dimensionless)Ditch Length = 60 LF Slope =0.003(ft/ft)Highest Elevation = 12.8 Z Required =2.91RatioLowest Elevation = 12.61 Side Slope (M) =3 :1 Flow Depth (Y) =0.75 ft 9.0 in Bottom Width (B) =6.00 ft 72.0 in Freeboard = 0.50 ft 6.0 in T=YxDxSY = Weight of water (62.4 LB/CUFT) T = 0.15LB/SFD=Depth of flow in channel (ft) S=Slope of channel (ft/ft) LB/SF Jute Net0.45 LB/SF Curled Mat1.55S751.55 Class A (4"@9"THK)2.00S1501.75 Class B (8"@18"THK)3.50SC1502.10 Class I (12"@22"THK)5.00C1252.25 Class II (18"@30"THK)7.50P3008.00 New A =6.19SF New P =10.74Wetted perimeter New R =0.58Hydraulic radius Z Actual =4.28 Must be greater than z required=>2.91 Okay New V =1.93fps Liner:1.55 LB/SF > 0.15 LB/SF Okay Min. Ditch Depth = 1.25 ft 3 1 Side Slope 3:1 *RED IS USER INPUT 6.000.7513.5 PERMANENT DIVERSION DITCH:VEGETATIVE SWALE IIIB Top Width = 13.5 ft Variable Quantities (Ditch Width & Depth) This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct; select appropriate lining based on tractive force) Watershed Data Known Quantities Compute Tractive Force Drainage Ditch Design (Velocity Constraint) PROJECT NAME PROJECT NUMBER 37630.054 DITCH NAME CALCULATED BY Jacob Dooley CIRCLE K - AIRPORT Ditch Liner North American Green, S75 North American Green, S75 General Lining North American Green Lining Determine If Z Actual Is Greater Than Z Required Minimum Design Geometry Min. Ditch Depth (ft) 1.25 Bottom Width (ft) Flow Depth (Y) = 0.75 ft Ditch Geometry Bottom Width (B) = 6 ft Top Width (ft)Flow Depth (ft) LATEST REVISION: 9/1/2020 2:26 PM _________________________________________________________________________________________________________________ STORMWATER OPERATION AND MAINTENANCE AGREEMENT Permit Number:___________________ (to be provided by DWQ) Drainage Area Number:_____________ Form SW401-Dry Detention O&M-Rev.3 Page 1 of 4 Dry Extended Detention Basin Operation and Maintenance Agreement I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP. The dry extended detention basin system is defined as the dry detention basin, outlet structure, pretreatment including forebays and the vegetated filter if one is provided. This system (check one): does does not incorporate a vegetated filter at the outlet. This system (check one): does does not incorporate pretreatment other than a forebay. Important maintenance procedures:  The drainage area will be managed to reduce the sediment load to the dry extended detention basin.  Immediately after the dry extended detention basin is established, the vegetation will be watered twice weekly if needed until the plants become established (commonly six weeks).  No portion of the dry extended detention pond will be fertilized after the first initial fertilization that is required to establish the vegetation.  I will maintain the vegetation in and around the basin at a height of approximately six inches.  Once a year, a dam safety expert will inspect the embankment. After the dry extended detention basin is established, it will be inspected once a quarter and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in a known set location and will be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMP element: Potential problem: How I will remediate the problem: The entire BMP Trash/debris is present. Remove the trash/debris. The perimeter of the dry extended detention basin Areas of bare soil and/or erosive gullies have formed. Regrade the soil if necessary to remove the gully, and then plant a ground cover and water until it is established. Provide lime and a one-time fertilizer application. Form SW401-Dry Detention O&M-Rev.3 Page 2 of 4 BMP element: Potential problem: How I will remediate the problem: The inlet device: pipe or swale The pipe is clogged (if applicable). Unclog the pipe. Dispose of the sediment off-site. The pipe is cracked or otherwise damaged (if applicable). Replace the pipe. Erosion is occurring in the swale (if applicable). Regrade the swale if necessary to smooth it over and provide erosion control devices such as reinforced turf matting or riprap to avoid future problems with erosion. The forebay Sediment has accumulated and reduced the depth to 75% of the original design depth (see diagram below). Search for the source of the sediment and remedy the problem if possible. Remove the sediment and dispose of it in a location where it will not cause impacts to streams or the BMP. Erosion has occurred or riprap is displaced. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Weeds are present. Remove the weeds, preferably by hand. If pesticides are used, wipe them on the plants rather than spraying. The main treatment area Sediment has accumulated and reduced the depth to 75% of the original design depth (see diagram below). Search for the source of the sediment and remedy the problem if possible. Remove the sediment and dispose of it in a location where it will not cause impacts to streams or the BMP. Revegetate disturbed areas immediately with sod (preferred) or seed protected with securely staked erosion mat. Water is standing more than 5 days after a storm event. Check outlet structure for clogging. If it is a design issue, consult an appropriate professional. Weeds and noxious plants are growing in the main treatment area. Remove the plants by hand or by wiping them with pesticide (do not spray). Form SW401-Dry Detention O&M-Rev.3 Page 3 of 4 BMP element: Potential problem: How I will remediate the problem: The embankment Shrubs or trees have started to grow on the embankment. Remove shrubs or trees immediately. Grass cover is unhealthy or eroding. Restore the health of the grass cover – consult a professional if necessary. Signs of seepage on the downstream face. Consult a professional. Evidence of muskrat or beaver activity is present. Use traps to remove muskrats and consult a professional to remove beavers. An annual inspection by an appropriate professional shows that the embankment needs repair. Make all needed repairs. The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of damage have occurred at the outlet. Contact the NC Division of Water Quality 401 Oversight Unit at 919- 733-1786. The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the basin depth reads 15.50 feet in the main pond, the sediment shall be removed. When the basin depth reads NA feet in the forebay, the sediment shall be removed. BASIN DIAGRAM (fill in the blanks) Temporary Pool Elevation 17.70 Sediment Removal El. NA Temporary Pool Temporary Pool Volume Sediment Removal Elevation 15.50 Volume Bottom Elevation NA 25% Sediment Bottom Elevation 14.50 25% Sediment Storage Storage FOREBAY MAIN POND Permit Number:_______________________ (to be provided by DWQ) Form SW401-Dry Detention O&M-Rev.3 Page 4 of 4 I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Project name:CIRCLE K - NTI AIRPORT BLVD WILMINGTON - NC.115 BMP drainage area number:PHASE 3A Print name:DICK GRANSEUR Title:DIRECTOR - NEW HANOVER COUNTY AIRPORT AUTHORITY Address:1740 AIRPORT BLVD, WILMINGTON, NC 28405 Phone:910-341-4333 Signature: Date: Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, _____________________________________, a Notary Public for the State of ____________________, County of ____________________, do hereby certify that ______________________________________ personally appeared before me this day of _________________, _______, and acknowledge the due execution of the forgoing dry detention basin maintenance requirements. Witness my hand and official seal, SEAL My commission expires Permit Number:___________________ (to be provided by DWQ) Drainage Area Number:_____________ Form SW401-Dry Detention O&M-Rev.3 Page 1 of 4 Dry Extended Detention Basin Operation and Maintenance Agreement I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP. The dry extended detention basin system is defined as the dry detention basin, outlet structure, pretreatment including forebays and the vegetated filter if one is provided. This system (check one): does does not incorporate a vegetated filter at the outlet. This system (check one): does does not incorporate pretreatment other than a forebay. Important maintenance procedures:  The drainage area will be managed to reduce the sediment load to the dry extended detention basin.  Immediately after the dry extended detention basin is established, the vegetation will be watered twice weekly if needed until the plants become established (commonly six weeks).  No portion of the dry extended detention pond will be fertilized after the first initial fertilization that is required to establish the vegetation.  I will maintain the vegetation in and around the basin at a height of approximately six inches.  Once a year, a dam safety expert will inspect the embankment. After the dry extended detention basin is established, it will be inspected once a quarter and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in a known set location and will be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMP element: Potential problem: How I will remediate the problem: The entire BMP Trash/debris is present. Remove the trash/debris. The perimeter of the dry extended detention basin Areas of bare soil and/or erosive gullies have formed. Regrade the soil if necessary to remove the gully, and then plant a ground cover and water until it is established. Provide lime and a one-time fertilizer application. Form SW401-Dry Detention O&M-Rev.3 Page 2 of 4 BMP element: Potential problem: How I will remediate the problem: The inlet device: pipe or swale The pipe is clogged (if applicable). Unclog the pipe. Dispose of the sediment off-site. The pipe is cracked or otherwise damaged (if applicable). Replace the pipe. Erosion is occurring in the swale (if applicable). Regrade the swale if necessary to smooth it over and provide erosion control devices such as reinforced turf matting or riprap to avoid future problems with erosion. The forebay Sediment has accumulated and reduced the depth to 75% of the original design depth (see diagram below). Search for the source of the sediment and remedy the problem if possible. Remove the sediment and dispose of it in a location where it will not cause impacts to streams or the BMP. Erosion has occurred or riprap is displaced. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Weeds are present. Remove the weeds, preferably by hand. If pesticides are used, wipe them on the plants rather than spraying. The main treatment area Sediment has accumulated and reduced the depth to 75% of the original design depth (see diagram below). Search for the source of the sediment and remedy the problem if possible. Remove the sediment and dispose of it in a location where it will not cause impacts to streams or the BMP. Revegetate disturbed areas immediately with sod (preferred) or seed protected with securely staked erosion mat. Water is standing more than 5 days after a storm event. Check outlet structure for clogging. If it is a design issue, consult an appropriate professional. Weeds and noxious plants are growing in the main treatment area. Remove the plants by hand or by wiping them with pesticide (do not spray). Form SW401-Dry Detention O&M-Rev.3 Page 3 of 4 BMP element: Potential problem: How I will remediate the problem: The embankment Shrubs or trees have started to grow on the embankment. Remove shrubs or trees immediately. Grass cover is unhealthy or eroding. Restore the health of the grass cover – consult a professional if necessary. Signs of seepage on the downstream face. Consult a professional. Evidence of muskrat or beaver activity is present. Use traps to remove muskrats and consult a professional to remove beavers. An annual inspection by an appropriate professional shows that the embankment needs repair. Make all needed repairs. The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site. The outlet device is damaged Repair or replace the outlet device. The receiving water Erosion or other signs of damage have occurred at the outlet. Contact the NC Division of Water Quality 401 Oversight Unit at 919- 733-1786. The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. When the basin depth reads 15.00 feet in the main pond, the sediment shall be removed. When the basin depth reads NA feet in the forebay, the sediment shall be removed. BASIN DIAGRAM (fill in the blanks) Temporary Pool Elevation 16.90 Sediment Removal El. NA Temporary Pool Temporary Pool Volume Sediment Removal Elevation 15.00 Volume Bottom Elevation NA 25% Sediment Bottom Elevation 13.25 25% Sediment Storage Storage FOREBAY MAIN POND Permit Number:_______________________ (to be provided by DWQ) Form SW401-Dry Detention O&M-Rev.3 Page 4 of 4 I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Project name:CIRCLE K - NTI AIRPORT BLVD WILMINGTON - NC.115 BMP drainage area number:PHASE 3B Print name:DICK GRANSEUR Title:DIRECTOR - NEW HANOVER COUNTY AIRPORT AUTHORITY Address:1740 AIRPORT BLVD, WILMINGTON, NC 28405 Phone:910-341-4333 Signature: Date: Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, _____________________________________, a Notary Public for the State of ____________________, County of ____________________, do hereby certify that ______________________________________ personally appeared before me this day of _________________, _______, and acknowledge the due execution of the forgoing dry detention basin maintenance requirements. Witness my hand and official seal, SEAL My commission expires Permit Name:___________________ (to be provided by DWQ) Drainage Area Number:___________ Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2 Grassed Swale Operation and Maintenance Agreement I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP. Important maintenance procedures:  The drainage area of the grassed swale will be carefully managed to reduce the sediment load to the grassed swale.  After the first-time fertilization to establish the grass in the swale, fertilizer will not be applied to the grassed swale. The grassed swale will be inspected once a quarter. Records of operation and maintenance will be kept in a known set location and will be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMP element: Potential problem: How I will remediate the problem: The entire length of the swale Trash/debris is present. Remove the trash/debris. Areas of bare soil and/or erosive gullies have formed. Regrade the soil if necessary to remove the gully, and then re-sod (or plant with other appropriate species) and water until established. Provide lime and a one-time fertilizer application. Sediment covers the grass at the bottom of the swale. Remove sediment and dispose in an area that will not impact streams or BMPs. Re-sod if necessary. Vegetation is too short or too long. Maintain vegetation at a height of approximately six inches. The receiving water Erosion or other signs of damage have occurred at the outlet. Contact the NC Division of Water Quality 401 Oversight Unit at 919- 733-1786. Permit Number:_______________________ (to be provided by DWQ) Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2 I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Project name:CIRCLE K - NTI AIRPORT BLVD WILMINGTON - NC.115 BMP drainage area number:PHASE 3A Print name:Dick Granseur Title:Director - New Hanover County Airport Authority Address:1740 Airport Blvd, Wilmington, NC 28405 Phone:910-341-4333 Signature: Date: Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, _____________________________________, a Notary Public for the State of ____________________, County of ____________________, do hereby certify that ______________________________________ personally appeared before me this day of _________________, _______, and acknowledge the due execution of the forgoing grassed swale maintenance requirements. Witness my hand and official seal, SEAL My commission expires Permit Name:___________________ (to be provided by DWQ) Drainage Area Number:___________ Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2 Grassed Swale Operation and Maintenance Agreement I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP. Important maintenance procedures:  The drainage area of the grassed swale will be carefully managed to reduce the sediment load to the grassed swale.  After the first-time fertilization to establish the grass in the swale, fertilizer will not be applied to the grassed swale. The grassed swale will be inspected once a quarter. Records of operation and maintenance will be kept in a known set location and will be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. BMP element: Potential problem: How I will remediate the problem: The entire length of the swale Trash/debris is present. Remove the trash/debris. Areas of bare soil and/or erosive gullies have formed. Regrade the soil if necessary to remove the gully, and then re-sod (or plant with other appropriate species) and water until established. Provide lime and a one-time fertilizer application. Sediment covers the grass at the bottom of the swale. Remove sediment and dispose in an area that will not impact streams or BMPs. Re-sod if necessary. Vegetation is too short or too long. Maintain vegetation at a height of approximately six inches. The receiving water Erosion or other signs of damage have occurred at the outlet. Contact the NC Division of Water Quality 401 Oversight Unit at 919- 733-1786. Permit Number:_______________________ (to be provided by DWQ) Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2 I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the system or responsible party. Project name:CIRCLE K - NTI AIRPORT BLVD WILMINGTON - NC.115 BMP drainage area number:PHASE 3B Print name:Dick Granseur Title:Director - New Hanover County Airport Authority Address:1740 Airport Blvd, Wilmington, NC 28405 Phone:910-341-4333 Signature: Date: Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a resident of the subdivision has been named the president. I, _____________________________________, a Notary Public for the State of ____________________, County of ____________________, do hereby certify that ______________________________________ personally appeared before me this day of _________________, _______, and acknowledge the due execution of the forgoing grassed swale maintenance requirements. Witness my hand and official seal, SEAL My commission expires _________________________________________________________________________________________________________________ STORM PIPE HGL CALCULATIONS