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HomeMy WebLinkAboutWPO202000009 Study WPO VSMP 2020-04-20Safe Routes to School (SRTS) — Greer/Jouett Bicycle and Pedestrian Improvements Project # EN18-002-975 Hydraulic Design Report Albemarle County, Virginia April 20, 2020 Prepared by: Kimley-Horn & Associates, Inc. 1700 Willow Lawn Dr., Suite 200 Richmond, VA 23230 Owner: Albemarle County TIRI 0�+ �l Michael R. Mitchell Ur— No. 055634 �j AL Michael R Mitchell 2020.04.23 09:19:15-04'00' Kimley-Horn and Associates, Inc. Richmond, VA Hydraulic Engineer Kimley)))Horn o �jRGINZe', 2 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 3 TABLE OF CONTENTS DRAINAGE NARRATIVE APPENDIX A: SITE INFORMATION USDA Soil Survey Maps & Data APPENDIX B: DRAINAGE AREA MAPS Pre -Development Drainage Area Map Post -Development Drainage Area Map APPENDIX C: WATER QUALITY Water Quality Compliance Summary Water Quality Compliance Calculations APPENDIX D: WATER QUANTITY Water Quantity Compliance Summary Energy Balance Summary Applicable Hydrographs APPENDIX E: DETENTION BASIN ROUTING AND DESIGN Detention Summary Hydraflow Model for Outfall A Hydraflow Model for Outfall B Hydraflow Model for Outfall C APPENDIX F: STORM DRAINAGE SYSTEM COMPUTATIONS Storm Sewer and Hydraulic Grade Line Computations Grate Inlet Computations Ditch Computations Existing 24" Culvert at Outfall A Computation (Pre -Development) 1% Drainage Area Analysis for Outfall D 1% Drainage Area Analysis for Outfall E APPENDIX G: EROSION AND SEDIMENT CONTROL COMPUTATIONS Sediment Basin Sizing Computations Hydraflow Model for TSB-1 4 INTRODUCTION Project Description This report has been prepared for the Albemarle County Facilities Planning and Construction Department in support of the Safe Routes to School (SRTS) — Greer/Jouett Bicycle and Pedestrian Improvements project in Albemarle County, Virginia. The SRTS — Greer/Jouett Bicycle and Pedestrian Improvements will be in general conformance to the concept proposed within the Neighborhood Improvements Funding Initiative (NIFI) Design Consultant Study for Albemarle, Jouett, and Greer Schools dated September 2017. The SRTS — Greer/Jouett Bicycle and Pedestrian Improvements will run adjacent to Lambs Lane and continue along areas of the Albemarle High School campus near the Lambs Lane (Route 9885) / Lambs Road (Route 657) intersection. Lambs Lane is an undivided facility with a 12-foot lane and 2-foot graded shoulder in each direction. This project, including Lambs Lane itself, is located entirely on property owned by the County of Albemarle School Board. Lambs Lane provides access to Jack Jouett Middle School, Mary Carr Greer Elementary School, and parts of the Albemarle High School campus. The proposed improvements in Phase 1 total approximately 900 linear feet of shared -use -path and 300 linear feet of sidewalk. The project also consists of drainage design, stormwater management (SWM), pavement marking, and signing. There are three additional Phases as part of this project. Phase 2 proposes improvements totaling approximately 400 linear feet of sidewalk beginning at the western project limits and extending north to provide additional pedestrian access to Mary Carr Greer Elementary School. This Phase may be included with Phase 1 but was not included in the NIFI report or SRTS grant. Phase 3 proposes improvements totaling approximately 450 linear feet of sidewalk beginning at the eastern project limits and extending southeast to provide an alternate pedestrian route to Albemarle High School. This Phase may be included with Phase 1 but requires a slightly modified shared use path design. This Phase was not included in the NIFI report or SRTS grant. Phase 4 proposes mill and overlay improvements adjacent areas of full depth sawcut and pavement reconstruction to better maintain the pavement. This Phase may be included with Phase 1 but was not included in the NIFI report or SRTS grant. The following analyses and calculations included in this report reflect a scenario in which the Phase 1 and all three other Phases are constructed. This scenario would result in the largest impact area and require the full implementation of proposed SWM and drainage improvements. Proposed improvements that are required only for certain Phases are noted within this report. Project Area The applicable project site ("A -Site") that will be redeveloped and is subject to SWM requirements is 2.11 acres. This total area that is likely to be disturbed during construction (including maintenance activities) is 2.35 acres. See Appendix B for more information. Existing Drainage Conditions Existiniz Drainage Conditions In the existing condition, most stormwater runoff within the project limits is ultimately captured by drop inlet, culvert, or roadside ditch and conveyed to one of six outfalls. These outfalls are located within the Ivy Creek — Little Ivy Creek watershed (HUC 12NAHU6 = 020802040202/JR07). Per Albemarle County GIS data, this watershed is a water supply. • Outfall A o This outfall is an existing manmade culvert crossing of Lambs Lane near STA. 310+00. The culvert discharges into a manmade ditch on the northern side of Lambs Lane and continues north. o In the existing condition, this outfall collects stormwater runoff from along the southern roadside of Lambs Lane between approximate STA. 306+25 and 316+50. o Additional off -site runoff reaches this outfall from much of the Albemarle High School athletic complex located immediately to the south of the project site. • Outfall B o This outfall is an existing manmade culvert crossing of Lambs Lane near STA. 319+25. The culvert discharges into a manmade ditch on the northern side of Lambs Lane and crosses Lambs Road via another culvert near STA. 206+50 before continuing to the north in natural channel. o In the existing condition, this outfall collects stormwater runoff from along the southern roadside of Lambs Lane between approximate STA. 316+50 and 319+50. o This outfall also collects stormwater runoff from the area located between Lambs Lane and the Albemare High School parking lot / bus loop. o Additional off -site runoff reaches this outfall from along the western roadside of Lambs Road between approximate STA. 206+50 and the intersection with Hydraulic Road. o Additional off -site runoff reaches this outfall from much of the eastern half of the Albemarle High School campus and parking lot complex located southeast of the project site. • Outfall C o This outfall is an existing manmade storm sewer pipe leaving existing structure #7503. The storm sewer system continues to the southeast before discharging to a natural channel. o In the existing condition, this outfall collects stormwater runoff from along the southwest roadside of Lambs Lane between approximate STA. 303+00 and 305+00. • Outfall D o This outfall is an existing manmade paved ditch located immediately to the north of the lacrosse field on the northern side of Lambs Lane. The ditch continues to the north before discharging to an existing detention basin. 6 o In the existing condition, this outfall collects stormwater runoff from along the western roadside of Lambs Lane between approximate STA. 301+50 and 303+00. o Additional off -site runoff reaches this outfall from most of the parking lots located immediately to the east of Jack Jouett Middle School. o Additional off -site runoff reaches this outfall from along the eastern roadside of Lambs Lane between approximate STA. 301+50 and 305+00, including portions of the nearby lacrosse field. 0 Outfall E o This outfall is an existing sheetflow condition down a slope directly to the east of Mary Carr Greer Elementary School. An existing natural channel is established at the bottom of the slope, beginning with the discharge from the existing detention basin described above in the Outfall D section. o In the existing condition, this outfall collects stormwater runoff from along the western roadside of Lambs Lane between approximate STA. 301+50 and the bus loop for Mary Carr Greer Elementary School. o Additional off -site runoff reaches this outfall from the slope itself and the northern portion of the parking lot located immediately to the south of Mary Carr Greer Elementary School. Outfall F o This outfall is an existing sheetflow condition down a slope on the southeastern edge of the student driver training course located between Jack Jouett Middle School and Albemarle High School. An existing natural channel is established at the bottom of the slope and continues to the south. o In the existing condition, this outfall collects stormwater runoff from along the southern roadside of Lambs Lane between approximate STA. 305+00 and 306+25. o Additional off -site runoff reaches this outfall from the eastern portion of the student driver training course located between Jack Jouett Middle School and Albemarle High School. PROPOSED DRAINAGE IMPROVEMENTS Overview In the post -development condition, all stormwater runoff will continue to be captured by drop inlet, culvert, or roadside ditch and conveyed to one of six outfalls. The proposed drainage improvements are as follows: • Outfall A o A dry pond (BMP A) is proposed between the proposed shared use path and Lambs Lane near the existing low point at approximate STA. 310+00 to achieve Water Quantity compliance at Outfall A. o A ditch is proposed along the right side of the proposed shared use path between STA. 100+00 and 108+00 that will capture offsite runoff and prevent it from entering BMP A, thus reducing the required size of the proposed dry pond. ■ A storm sewer system with grate inlets (structures 4-1 to 4-5) is proposed to connect this proposed ditch to the existing culvert near STA. 310+00 at Outfall A. Structure 4-6 also connects to this storm sewer system and serves as the control structure for BMP A. In the existing condition, Outfall A operates as a culvert, with the incoming stormwater staging up at the culvert opening (HW/D=1.65 in the 10-year design storm). In the proposed condition, Outfall A operates as storm sewer. The storm sewer system has been designed to provide adequate capacity in the 10-year design storm, with HGL elevations remaining below the structure rim elevations. Pressure flow may exist in the proposed storm sewer system due to the capacity and elevation limitations set by the existing 24" culvert crossing Lambs Lane that is to remain in place. This is due to the existing culvert design (HW/D criteria instead of HGL criteria). o The existing ditch between the proposed shared use path and Lambs Lane from STA. 311+00 to 316+00 will remain in place, except for some slight grading between STA. 312+75 and 314+50 that is proposed to maintain adequate depth in an existing ditch section. o The entrance at STA. 306+25 is proposed to be reconstructed to create a flowline that diverts runoff from the southern roadside of Lambs Lane between approximate STA. 305+00 and 306+25 to Outfall A from Outfall F, thus avoiding detention needs at Outfall F. • Outfall B (Proposed Improvements Required Only for Phase 3) o A small dry pond (BMP B) is proposed between Lambs Lane and the existing retaining wall for the Albemarle High School parking lot to achieve Water Quantity compliance at Outfall B. A dual culvert of 4" PVC pipe (structure 5-1) serves as the control structure. o A ditch is proposed along the southern side of Lambs Lane between STA. 317+50 and 318+25 that will capture runoff and direct it to BMP B. • Outfall C (Proposed Improvements Required Only for Phase 2) o Grate inlets and a pipe run (structure 3-1 to 3-4) is proposed starting near STA. 303+75 to capture runoff reaching existing drainage structure #7503 near the Jack Jouett Middle School entrance off of Lambs Lane. o A detention pipe (BMP C) is proposed between structures 3-1 and 3-3 to achieve Water Quantity compliance at Outfall C. Structure 3-3 is a modified manhole that serves as the control structure. • Outfall D o There are no proposed drainage improvements at this outfall. • Outfall E o There are no proposed drainage improvements at this outfall. • Outfall F o There are no proposed drainage improvements at this outfall. o Some of the pre -development runoff to Outfall F is diverted to Outfall A via other improvements. Methodology Inlet, storm sewer, and hydraulic grade line calculations were performed using the Rational method in GEOPAK Drainage. Storm sewer and hydraulic grade line calculations were done under a 10-year design storm. Grate inlets were analyzed manually via a spreadsheet using a 6.5 inches/hour intensity. All grate inlets were analyzed for 50% clogging. Ditch calculations were done using the Tractive Force Method. The preceding calculations are presented in Appendix F. Times of concentration for overland flow were calculated using the Seelye method. Times of concentration for shallow concentrated flow were calculated using the TR-55 method. Times of concentration for channel flow were calculated using the Kirpich method. Times of concentration for off -site storm sewer were calculated manually, assuming an average velocity of 6 ft/s. Water Quantity compliance calculations were performed using the NRCS Method. Hydraflow Hydrographs Extension software was used to model BMP A, BMP B, and BMP C (see Appendix E) and TSB-1 (see Appendix G). Design Parameters Design Storms: 1-Year; 2-Year; 10-Year; 25-Year; 100-Year Manning's n-Values: Use n-Value Concrete Pipes 0.013 Pavement/Gutter Flow 0.015 CN Values(NRCS Method): Land Cover A -Soils B-Soils C-Soils D-Soils Forest/Open Space 30 55 70 77 Managed Turf 39 61 74 80 Impervious 98 98 98 98 24-Hour Precipitation Depth [Inchesl (MRCS Method): ]-Year 2-Year 10-Year 25-Year 100-Year 3.02 3.65 5.52 6.78 9.05 Source: NOAA (hops://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map cont.html?bkmrk=va) 9 C-Values (Rational Method): Impervious Managed Turf Forest / Open Space 0.9 0.5 0.3 NOTE: A C-value of 0.35 is used for managed turf areas when analyzing the proposed ditches and storm sewer that capture off -site runoff at Outfall A. This is to be consistent with the original design of the offsite drainage features as proposed in the Albemarle High School Renovations and Additions plans dated 0412811991. B, D, and E Factors (Rational Methods): Return Period B D E 2-Year 49.020 10.500 0.820 10-Year 46.950 9.500 0.730 Source: GEOPAK Drainage Library — Rainfall Data for Albemarle County Minimum Storm Pipe Size: 15" Minimum Proposed Pipe Slope: 0.67% (Exception to Detention Pipes — Minimum Proposed Pipe Slope: 0.32%) WATER QUANTITY COMPLIANCE This project must comply with part IIB of the VSMP regulations, which stipulates post - development stormwater runoff must meet Channel Protection criteria and Flood Control criteria. These criteria are addressed at each outfall as follows: • Outfall A is an existing manmade culvert crossing of Lambs Lane. A dry pond (BMP A) is proposed to achieve Water Quantity compliance at Outfall A. o The undetained 1-year Q contributed from the project site in the post - development condition is 1.17 cfs and the allowable Q to meet Energy Balance (given the pre- and post -development runoff volumes) with a 0.8 Improvement Factor is 0.06 cfs. Therefore, the overall 1-year Q in the post -development condition must be decreased 1.11 cfs below the overall 1-year Q in the pre - development condition to meet Channel Protection criteria. o After detention, the 1-year Q for the post -development discharge at Outfall A is 8.41 cfs, which is 1.15 cfs less than the pre -development discharge (9.56 cfs). Therefore, this outfall meets Channel Protection criteria. The 10-year Q for the post -development discharge at Outfall A is 31.12 cfs, which is less than the 35.76 cfs discharge in the pre -development condition. Therefore, this outfall meets Flood Protection criteria. • Outfall B is an existing manmade culvert crossing of Lambs Lane. A small dry pond (BMP B) is proposed to achieve Water Quantity compliance at Outfall B. o The undetained 1-year Q contributed from the project site in the post - development condition is 0.29 cfs and the allowable Q to meet Energy Balance 10 (given the pre- and post -development runoff volumes) with a 0.8 Improvement Factor is 0.10 cfs. Therefore, the overall 1-year Q in the post -development condition must be decreased 0.19 cfs below the overall 1-year Q in the pre - development condition to meet Channel Protection criteria. o After detention, the 1-year Q for the post -development discharge at Outfall B is 23.06 cfs, which is 0.22 cfs less than the pre -development discharge (23.28 cfs). Therefore, this outfall meets Channel Protection criteria. The 10-year Q for the post -development discharge at Outfall B is 49.90 cfs, which is less than the 49.92 cfs discharge in the pre -development condition. Therefore, this outfall meets Flood Protection criteria. • Outfall C is an existing manmade storm sewer pipe leaving existing structure #7503. A detention pipe (BMP C) is proposed to achieve Water Quantity compliance at Outfall C. o The undetained 1-year Q contributed from the project site in the post - development condition is 0.15 cfs and the allowable Q to meet Energy Balance (given the pre- and post -development runoff volumes) with a 0.8 Improvement Factor is 0.03 cfs. Therefore, the overall 1-year Q in the post -development condition must be decreased 0.12 cfs below the overall 1-year Q in the pre - development condition to meet Channel Protection criteria. o After detention, the 1-year Q for the post -development discharge at Outfall C is 0.78 cfs, which is 0.13 cfs less than the pre -development discharge (0.91 cfs). Therefore, this outfall meets Channel Protection criteria. The 10-year Q for the post -development discharge at Outfall C is 2.18 cfs, which is less than the 2.25 cfs discharge in the pre -development condition. Therefore, this outfall meets Flood Protection criteria. • Outfall D is an existing manmade paved ditch located immediately to the north of the lacrosse field on the northern side of Lambs Lane. The post -development impervious land cover at this outfall increases by 0.01 acres, leading to a 2-year Q increase of 0.07 cfs and a 10-year Q increase of 0.09 cfs. An analysis was performed to demonstrate that the existing system of storm sewer and ditches is adequate to convey the discharge to the point where the project area is less than 1% of the total drainage area to that point. These calculations are included in Appendix F. • Outfall E is an existing sheetflow condition down a slope directly to the east of Mary Carr Greer Elementary School. The post -development impervious land cover at this outfall increases by 0.02 acres, leading to a 2-year Q increase of 0.08 cfs and a 10-year Q increase of 0.09 cfs. An analysis was performed to demonstrate that the existing system of storm sewer and sheetflow is adequate to convey the discharge to the point where the project area is less than 1% of the total drainage area to that point. These calculations are included in Appendix F. 11 • Outfall F is an existing sheetflow condition down a slope on the southeastern edge of the student driver training course located between Jack Jouett Middle School and Albemarle High School. Due to proposed drainage improvements, this outfall achieves water quantity compliance reducing drainage area. The overall impervious drainage area reduces from 0.54 acres in the pre -development condition to 0.48 acres in the post - development condition. The 1-year Q for the post -development runoff from the project site at Outfall F is 0.01 cfs, which is less than the 2.33 cfs maximum allowed by the result of the Energy Balance formula using an Improvement Factor of 0.8. Therefore, this outfall meets Channel Protection criteria. The overall 10-year Q in the post -development condition at Outfall F is 2.30 cfs, which is less than the 2.64 cfs in the pre -development condition. Therefore, this outfall meets Flood Protection criteria. Summary water quantity tables and calculations are presented in Appendix D. WATER QUALITY COMPLIANCE This project meets water quality compliance entirely through the purchase of nutrient credits. No BMPs are proposed to be utilized for water quality compliance. The following table summarizes the pre -development and post -development site conditions and phosphorus loading conditions. Additional water quality calculations are included in Appendix C. "A -SITE" MANAGED FORESTED ADJUSTED IMPERVIOUS Total Load Reduction SCENARIO [AREA] TURF AREA AREA P LOAD 0.76 AREA (AC.) Required (Ib/yr) (AC.) (AC.) (AC.) (LB/YR) PRE- Total Load Reduction DEVELOPMENT 2.11 0.03 1.15 0.92 0.64 Provided by BMPs (lb/yr) 0.00 POST- Remaining TP Credits to be DEVELOPMENT 2.11 0.39 1.72 0.00 1.63 Purchased (lb/yr) 0.76 APPENDIX A M O 718400 718500 718600 38° 4' 49" N { Q 26 v F. P �5 a t.1 JJ NS z v -- - 4w tl �. g v 40 38° 4' 25" N it I i I . 718400 718500 718600 718700 3 m o Map Scale: 1:3,580 if printed on B landscape (17" x 11") sheet. M Meters N 0 50 100 200 300 Feet 0 150 300 Ei00 900 Map projection: Web Mercator Comer coordinates: WGS84 Edge tits: UTM Zone 17N WGS84 USDA Natural Resources Conservation Service 718700 43U L=l M of II AASHTO Group Classification (Surface) —Albemarle County, Virginia 718800 718900 719000 719100 $@8 4't1D 718800 718900 719000 719100 Web Soil Survey National Cooperative Soil Survey 719200 719300 719400 719200 s t. S m N W 719600 38° 4' 49" N Ar hite ... IA r. 4. d 'sue 38° 4' 25" N 719300 719400 719500 719600 3 1 /9/2020 Page 1 of 4 Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons 0 A-1 0 A-1-a 0 A-1-b 0 A-2 A-2-4 0 A-2-5 0 A-2-6 0 A-2-7 0 A-3 0 A-4 0 A-5 0 A-6 0 A-7 0 A-7-5 0 A-7-6 0 A-8 0 Not rated or not available Soil Rating Lines A-1 A-1-a A-1-b ~ A-2 AASHTO Group Classification (Surface) —Albemarle County, Virginia MAP LEGEND A-2-4 �r A-2-5 r�r A-2-6 rV A-2-7 A-3 A-4 r I A-5 A-6 r I A-7 A-7-5 A-7-6 r A-8 r r Not rated or not available Soil Rating Points 0 A-1 0 A-1-a 13 A-1-b ■ A-2 ® A-2-4 A-2-5 ■ A-2-6 A-2-7 A-3 A-4 0 A-5 ® A-6 MAP INFORMATION p A-7 The soil surveys that comprise your AOI were mapped at 1:15,800. A-7-5 A-7-6 Warning: Soil Map may not be valid at this scale. 9 A-8 Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil 0 Not rated or not available line placement. The maps do not show the small areas of Water Features contrasting soils that could have been shown at a more detailed scale. Streams and Canals Transportation Please rely on the bar scale on each map sheet for map Rails measurements. Interstate Highways Source of Map: Natural Resources Conservation Service Web Soil Survey URL: US Routes Coordinate System: Web Mercator (EPSG:3857) Major Roads Maps from the Web Soil Survey are based on the Web Mercator Local Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Background Albers equal-area conic projection, should be used if more Aerial Photography accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 13, Sep 17, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 1/9/2020 Conservation Service National Cooperative Soil Survey Page 2 of 4 AASHTO Group Classification (Surface) —Albemarle County, Virginia AASHTO Group Classification (Surface) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 2D Albemarle fine sandy A-4 0.3 0.2% loam, 15 to 25 percent slopes Culpeper fine sandy A-4 13.2% 21 B 15.5 loam, 2 to 7 percent slopes 21C Culpeper fine sandy A-4 16.8 14.3% loam, 7 to 15 percent slopes 21 D Culpeper fine sandy A-4 4.0 3.4% loam, 15 to 25 percent slopes 34C Glenelg loam, 7 to 15 A-6 0.2 0.2% percent slopes 39E Hazel loam, 25 to 45 A-4 2.1 1.8% percent slopes 40E Hazel loam, 25 to 45 A-4 0.0 0.0% percent slopes, very stony 47D Philomont sandy loam, A-4 8.1 6.9% 15 to 25 percent slopes 48D Philomont sandy loam, A-4 13.5 11.6% 15 to 25 percent slopes, very stony 65B Pacolet sandy loam, 2 to A-4 1.5 1.3% 7 percent slopes 65C Pacolet sandy loam, 7 to A-4 7.1 6.1 % 15 percent slopes 88 Udorthents, loamy, 2 to 36.5 31.2% 25 percent slopes 94C Toast sandy loam, 7 to A-4 11.6 9.9% 15 percent slopes Totals for Area of Interest 117.1 100.0% usDA Natural Resources Web Soil Survey 1/9/2020 Conservation Service National Cooperative Soil Survey Page 3 of 4 AASHTO Group Classification (Surface) —Albemarle County, Virginia Description AASHTO group classification is a system that classifies soils specifically for geotechnical engineering purposes that are related to highway and airfield construction. It is based on particle -size distribution and Atterberg limits, such as liquid limit and plasticity index. This classification system is covered in AASHTO Standard No. M 145-82. The classification is based on that portion of the soil that is smaller than 3 inches in diameter. The AASHTO classification system has two general classifications: (i) granular materials having 35 percent or less, by weight, particles smaller than 0.074 mm in diameter and (ii) silt -clay materials having more than 35 percent, by weight, particles smaller than 0.074 mm in diameter. These two divisions are further subdivided into seven main group classifications, plus eight subgroups, for a total of fifteen for mineral soils. Another class for organic soils is used. For each soil horizon in the database one or more AASHTO Group Classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) USDA Natural Resources Web Soil Survey 1/9/2020 Conservation Service National Cooperative Soil Survey Page 4 of 4 M O 718400 718500 718600 38° 4' 49" N 26 r N V N r N V M V N V 8 n V n N V 38° 4' 25" N 718400 718500 718600 71870C 3 m o Map Scale: 1:3,580 if printed on B landscape (17" x 11") sheet. M Meters N 0 50 100 200 300 Feet 0 150 300 600 900 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 USDA Natural Resources Conservation Service Hydrologic Soil Group —Albemarle County, Virginia 718700 718800 718900 719000 719100 719200 719300 719400 719500 718800 718900 719000 719100 719200 719300 719400 719500 Web Soil Survey National Cooperative Soil Survey S m N W 719600 38° 4' 49" N O N r N V N V Q 8 n r N O 38° 4' 25" N 719600 3 1 /9/2020 Page 1 of 4 MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons F] A A/D B B/D C 0 C/D 0 D Not rated or not available Soil Rating Lines A A A A/D x, r B ,.�.r B/D r C C/D D r r Not rated or not available Soil Rating Points 0 A ■ A/D ■ B ■ B/D Hydrologic Soil Group —Albemarle County, Virginia MAP INFORMATION p C The soil surveys that comprise your AOI were mapped at 1:15,800. 0 C/D ® D Warning: Soil Map may not be valid at this scale. p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed scale. Transportation §_§_+ Rails Please rely on the bar scale on each map sheet for map Interstate Highways measurements. US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Local Roads Maps from the Web Soil Survey are based on the Web Mercator Background projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 13, Sep 17, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 1/9/2020 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —Albemarle County, Virginia Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 2D Albemarle fine sandy C 0.3 0.2% loam, 15 to 25 percent slopes Culpeper fine sandy B 13.2% 21 B 15.5 loam, 2 to 7 percent slopes 21C Culpeper fine sandy B 16.8 14.3% loam, 7 to 15 percent slopes 21 D Culpeper fine sandy B 4.0 3.4% loam, 15 to 25 percent slopes 34C Glenelg loam, 7 to 15 B 0.2 0.2% percent slopes 39E Hazel loam, 25 to 45 B 2.1 1.8% percent slopes 40E Hazel loam, 25 to 45 B 0.0 0.0% percent slopes, very stony 47D Philomont sandy loam, A 8.1 6.9% 15 to 25 percent slopes 48D Philomont sandy loam, A 13.5 11.6% 15 to 25 percent slopes, very stony 65B Pacolet sandy loam, 2 to B 1.5 1.3% 7 percent slopes 65C Pacolet sandy loam, 7 to B 7.1 6.1 % 15 percent slopes 88 Udorthents, loamy, 2 to 36.5 31.2% 25 percent slopes 94C Toast sandy loam, 7 to B 11.6 9.9% 15 percent slopes Totals for Area of Interest 117.1 100.0% usDA Natural Resources Web Soil Survey 1/9/2020 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Albemarle County, Virginia Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 1/9/2020 Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX B t /l- OUTFALL E (OUTFALL E) J / I I / � / i OUTFACE D I I / I / OUTFALL ss \ 6 OUTFACE F J/ \ J 41 S6B -- OUTFALL OVERALLAREA (acres) OVERALL CN Tc (minutes) SITE AREA (acres) SITE CN A 10.55 69.3 12 1.36 57.0 B 8.40 89.2 10 0.49 61.0 C 0.38 82.3 5 0.14 61.0 D 3.21 73.9 5 0.03 61.0 E 1.54 81.2 5 0.03 61.0 F 0.54 75.3 5 0.07 77.9 /ss 6 OUTFALL F � 41 OUTFACE E I% ANALYSIS POINT WATERSHED [FOR OUTFALL El 1 I / I OUTFALL D \ S6B OUTFALL A OUTFALL B OUTFALL C � � s OUTFALL OVERALLAREA (acres) OVERALL CN Tc (minutes) SITE AREA (acres) SITE CN A 10.61 703 12 1.41 68.3 B 8.40 89.5 10 0.49 65.0 C 0.38 84.9 5 0.14 68.6 D 3.21 74.1 5 0.03 82.2 E 1.54 81.6 5 0.03 81.0 F 0.48 74.6 5 0.01 61.0 APPENDIX C Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications list: 2013 Draft Stds & Specs Site Summary - Linear Development Project' Total Rainfall (in): 43 Total Disturbed Acreage: 2.11 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) A soils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.92 0.00 0.00 0.92 44 Managed Turf (acres) 0.00 1.15 0.00 0.00 1.15 54 Impervious Cover (acres) 0.00 0.03 0.00 0.00 0.03 2 2.11 100 Post-ReDevelopment Land Cover (acres) Asoils I BSoils I CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 1.72 0.00 0.00 1.72 82 Impervious Cover (acres) 0.00 0.39 0.00 0.00 0.39 18 2.11 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post Post- Adjusted Pre- (Post-ReDevelopment ReDevelopment Development opment ReDevelopment & New Impervious) (Newel pervious) Site Rv 0.34 0.21 0.95 0.16 Treatment Volume (ft3) 2,589 1,367 1,222 1,016 TP Load (lb/yr) 1.63 0.86 0.77 0.64 Baseline TP Load (]b/yr): 0.7185821439853 'Reduction below new development load limitation not required 08* Total TP Load Reduction Required (lb/yr) 0.76 N/A*** ***This is a linear development project Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 1 11.64 4.74 Pre- Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load per acre Load per acre TP Load per acre (lb/acre/yr) (lb/acre/yr) 16 acre r 0.36 0.77 0.49 ---------------------------------------------------------------------------------------------------------------------------------------------- Site Compliance Summary- 'Linear Development Project Maximum % Reduction Required Below 20% * Note: % Reduction will reduce past -development TP load to less than or equal to baseline load of 0.72 lb/yr (0.41 lb/oc/yr) Pre-ReDevelopment Load [Post-Dev Reduction Requirement - Post-Dev TP load - baseline load of 0.72 lb/yr], baseline load -site area x 0.41 Ib/oc/yr Total Runoff Volume Reduction (ft') 0 Total TP Load Reduction Achieved (lb/yr) 0.00 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load (lb/yr) 1.63 Remaining TP Load Reduction (lb/yr) Required 0.76 *Reduction below new development load limitation not required --------------------------------------- Summary Print M Linear Development Project? yes Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) --) rest/Open Space la<r spacer rundisturbed, pootectetl forest/open space oeforestetl lantl 0.92 092 (Managed Tud(a<res) -- disturbed, gaded for yards or other tort to be mowetl/managed 1.15 1.15 lmpervlpusCWer la<res) 0.03 0.03 I I elopment Land Cover (acres) Asolls 95pils csails DSIM Totals n Space loots) -undisturbed, esUopen space or reforested land 0.00 0.00 ad(a<res) -- disturbed, gaded for turf to be mowetl/managetl 1.72 1.72 wer(a<res) 0.39 0.39 Area Check OK. OK. OK. OK. 2.11 Land Cover Summory-Pre Land Cover Summary-Past(H-1 ev.&New Impervious Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover (acres) 0.92 0.57 Cover (acres) Forest/Open Space Weighted Rv(farest) 0.03 0.03 Weighed Rvlforest) 0.. %Forest 44% 32% %Forest 0% Managed Turf Cover(acre,) 1.15 1.15 Manag'd'u11- 1]2 Weigh.d.(turf) 0,20 0.20 Weighted Rv(turq 0.20 %Managed Turf 54% 66% %Managetl Turf 82% Impervious Cover(a-) 0.03 0.03 Impervious Cover (acres) 0.39 Rv(impervious) 0.95 0.95 Rvlimpervious) 0.95 %Impervious 2% 2% %Impervious Is% Total site Area (saes) -1 1.75 anal Site Area( acres) 2.11 Site Rv 0.14 0.16 nnal Post Oev Site Rv 094 Treatment Volume and Nutrient Load PreA-elopment Treatment Volume (aae-h) 0.0242 0.0233 Final Past-Develnpme Treatment Volume lane-Nj 0.0594 Pre-ReDevelopment Treatment Volume (cubicle.) 1,055 1,016 Final Past-Developme reatment Vol- (cubicle.) 2,589 Pr ReDevelopment TP Load pb/yr) 0.66 0.64 FinalPost- Develo pment TP Load (lb/yr) 1.63 Pre RIC-I'I6/acre/Yrioad per acre D.31 0.36 iu a a re n pb/eve/vrl k:Ail:. saline TP Load (lb/yr) (0.411bs/xre/w xpiied to pre retlevelopmenc area exiutling pernous 0. JI ' Adjusted Land Cover Summary: pr¢ Re0evelopmem londrover minus Pervious loud cover (fores(/open spore or mom Nrff acreage PfoPosetl7ornewimperviouscover. 4d/urted total acreage is ronsirtent with Post-ReDevelopment dosage (minus. I. f new impervious <auerf. Column (shows loud reduction requriemen[Jaf clew impervious cover(bosedon new development loatllimit, g.4116s/a<'re/year). data input ml6 onstaM values calculation cells Total disturbed area entered? L-d Cover Summary -Post Lpnd CMrSMMary-~ ost fte0evelopment Post -Development New lmpe 1- foresUOpenSpace 0.00 Cover lace ) Welgh[ed Rvlforezc) 0.00 %Forest 0% Managed Turf Cover 172 lac esl Weighted Rv(turf) 020 %Managed Turf 98% MD., Impervious 003 New Impervious Cover Cover (acres) (acres) Rvllm loos) 0.95 Rvlim loos) 0.95 ors % otal ReDev. Site Area 1.75 T loots) RI. - site Rv o.21 Treatment Volume and Nutrient Load Pevelopment Post -Development Treatment Volume 0.0314 Treatment Volume 0.0280 (acre-h) la<re-h) Post-ReDevelopment Post -Development Treatment Volume 1,36] Treatment Volumelabi< 1,222 (cubic leH) fee[) o - evelopmenl Pazt-DevelopmentTP • st -d(TP) 0.86 oadpb/y4 O.T7 (lb/yr)" Ilh/xre/Y.1 oas R ee 11 Development toad) TP Load Reduction TP Load Redu.ion gequiredfor gedeveloped 0.14 Required far New 0.62 rt Area (Ih/yr) Impervious Area (lb/yr) ReduMon below new development load a'.limitotion not requiretl TP Load Reduction Required (lb/yr) 0.76 Nitrogen Loads (Informational Purposes Only) Final Posl-Development TN Load Pre-ReDevelopment TN Load (Ib/yr) 4.]4 (Post-ReDevelopment&New Impervious) 11.64 Ob/yr) APPENDIX D Stormwater Outfall Table Site Area (Acres) 2.11 Outfall A* Outfall B* Outfall C** Outfall D Outfall E*** Outfall F Pre -Development Drainage Area From Site (Acres; 1.36 0.49 0.14 0.03 0.03 0.07 Post -Development Drainage Area From Site (Acres; 1.41 0.49 0.14 0.03 0.03 0.01 Pre -Development Overall Drainage Area (Acres) 10.55 8.40 0.38 3.21 1.54 0.54 Post -Development Overall Drainage Area (Acres) 10.61 8.40 0.38 3.21 1.54 0.48 Runoff Reduction (cf) 0 0 0 0 0 0 Receiving Channel Type (Natural, Restored, or Manmade) Manmade Manmade Manmade Manmade Natural Natural Channel Protection Compliance Method Energy Balance Energy Balance Energy Balance 2 yr. Post Q is Non -Erosive and conveyed by Manmade Systems until 1% of Watershed 2 yr. Post Q is Non -Erosive and conveyed by Manmade Systems until 1% of Watershed Energy Balance Flood Protection Compliance Method 10 yr. Post Q < 10 yr. Pre Q 10 yr. Post Q < 10 yr. Pre Q 10 yr. Post Q < 10 yr. Pre Q Confines 10 yr. Post Q until 1% of Watershed Confines 10 yr. Post Q until 1% of Watershed 10 yr. Post Q < 10 yr. Pre Q 1-year 2-year 10-year 1-year 2-year 10-year 1-year 2-year 10-year 1-year 2-year 10-year 1-year 2-year 10-year 1-year 2-year 10-year CN Existing 69.3 N/A 69.3 89.2 N/A 89.2 82.3 N/A 82.3 N/A 73.9 73.9 N/A 81.2 81.2 77.9 N/A 75.3 RVExisting(CU FT) 27399 N/A 93565 60834 N/A 134993 1,830 N/A 4627 N/A 14618 30331 N/A 9674 18179 271 N/A 5338 QExisting (CFS) 9.56 N/A 35.76 23.28 N/A 49.92 0.91 N/A 2.25 N/A 7.31 15.02 N/A 4.79 8.86 0.14 N/A 2.64 CN Developed 70.7 N/A 70.7 89.5 N/A 89.5 84.9 N/A 84.9 N/A 74.1 74.1 N/A 81.6 81.6 61.0 N/A 74.6 RVDeveloped(CU FT) 29928 N/A 97226 61452 N/A 135256 2066 N/A 4967 N/A 14757 30530 N/A 9834 18387 13 N/A 4640 QDeveloped (CFS) 8.41 N/A 31.12 23.06 N/A 49.90 0.78 N/A 2.18 N/A 7.38 15.11 N/A 4.87 8.95 0.78 N/A 2.30 `Allowed(CFS) 8.45 N/A 35.76 23.09 N/A 49.92 0.79 N/A 2.25 N/A N/A 40.00 N/A N/A 9.00 2.33 N/A 2.64 VDeveloped (ft/S) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 19.27 N/A N/A 3.S0 N/A N/A N/A N/A VAllowed (ft/S) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (Paved) N/A N/A 4.00 N/A N/A N/A N/A VExisting (ft/S) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 19.22 N/A N/A 3.48 N/A N/A N/A N/A Outfall Location (Lats/Longs) 38.0770,-78.5034 38.0771,-78.5004 38.0770,-78.5054 38.0782,-78.5043 38.0791,-78.5043 38.0763,-78.5049 NOTE: All 1-year calculations are derived from the drainage area within the site boundaries. All 2-year and 10-year calculations are derived from the overall drainage area reaching the outfall. *Detention Basins [BMP A and BMP B] are utilized at Outfalls A and B to meet Water Quantity requirements. All calculations for these outfalls reflect overall pre -development undetained runoff vs. overall post -development detained runoff. See Energy Balance Summary and Detention Summary [this page] for more information. **An Underground Detention System [BMP C] is utilized at Outfall C to meet Water Quantity requirements. All calculations for this outfall reflect overall pre -development undetained runoff vs. overall post -development detained runoff. See Energy Balance Summary and Detention Summary [this page] for more information. BMP C has been designed to meet the Water Quantity requirements necessary under the scenario that Additive Bid Item #1 is constructed along with the Base Bid. ***Calculations at Outfall E are analyzed at the point of confluence between Outfall E and a watershed totaling 22.66 acres [1% Point]. ENERGY BALANCE SUMMARY PRE -DEVELOPMENT Outfall Area (acres) CN Tc (minutes) Runoff Volume (cu ft) 1-yr Q (cfs) A 1.36 57.0 12 1283 0.21 B 0.49 61.0 10 684 0.17 C 0.14 61.0 5 178 0.07 D 0.03 61.0 5 38 0.02 E 0.03 61.0 5 38 0.02 F 0.07 1 77.9 5 271 0.14 POST -DEVELOPMENT Outfall Area (acres) CN Tc (minutes) Runoff Volume (cu ft) Undetained 1- yr Q (cfs) 1-yr Q Allowable (cfs) 1-yr Q Improvement Required (cfs) A 1.41 68.3 12 3430 1.17 0.06 1.11 B 0.49 65.0 10 945 0.29 0.10 0.19 C 0.14 68.6 5 316 0.15 0.03 0.12 D 0.03 82.2 5 144 0.07 0.00 N/A E 0.03 81.0 5 136 0.07 0.00 N/A F 0.01 61.0 5 13 0.01 2.33 N/A *ALL AP PEN DICES REFERENCES CORRESPOND TO DRAINAGE REPORT 1-YEAR (cfs) 2-YEAR (cfs) 10-YEAR (cfs) Post -development Discharge (Q) - Outfall A 8.41 N/A 31.12 "Outfall A- Post" "Outfall A- Post" Hydrograph Title, Number, & Page Reference (See Drainage Report) Hyd. No. 4 - Pg. 9 N/A Hyd. No. 4 - Pg. 14 [Appendix E [Appendix E Post -development Discharge(Q)- Outfall B 23.06 N/A 49.90 "Outfall B- Post" "0utfaII B- Post" Hydrograph Title, Number, & Page Reference (See Drainage Report) Hyd. No. 4 - Pg. 9 N/A Hyd. No. 4 - Pg. 14 [Appendix E [Appendix E Post -development Discharge (Q) - Outfall C 0.78 N/A 2.18 "BMP C" "BMP C" Hydrograph Title, Number, & Page Reference (See Drainage Report) Hyd. No. 1 - Pg. 5 N/A Hyd. No. 2 - Pg. 10 [Appendix E [Appendix E Post -development Discharge(Q)- Outfall D N/A 7.38 15.11 "Outfall D - Overall - Post" "Outfall D - Overall - Post" Hydrograph Title, Number, & Page Reference (See Drainage Report) N/A Hyd. No. 16 - Pg. 43 Hyd. No. 16 - Pg. 68 [Appendix D] [Appendix D] Post -development Discharge(Q)- Outfall E N/A 4.87 8.95 "OutfallE- Overall - Post" "0utfaIIE-Overall-Post" Hydrograph Title, Number, & Page Reference (See Drainage Report) N/A Hyd. No. 20 - Pg. 47 Hyd. No. 20 - Pg. 72 [Appendix D [Appendix D Post -development Discharge(Q)- Outfall F 0.78 N/A 2.30 "Outfall F - Overall - Post" "Outfall F - Overall - Post" Hydrograph Title, Number, & Page Reference (See Drainage Report) Hyd. No. 24 - Pg.26 N/A Hyd. No. 24 - Pg.76 [Appendix D [Appendix D Hydraflow Table of Contents Jack Jouett Hydrographs.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hydrograph Return Period Recap............................................................................. 1 1 -Year SummaryReport......................................................................................................................... 2 HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Outfall A - Site - Pre.............................................................. 3 Hydrograph No. 2, SCS Runoff, Outfall A - Site - Post............................................................ 4 Hydrograph No. 3, SCS Runoff, Outfall A - Overall - Pre ......................................................... 5 Hydrograph No. 4, SCS Runoff, Outfall A - Overall - Post ....................................................... 6 Hydrograph No. 5, SCS Runoff, Outfall B - Site - Pre.............................................................. 7 Hydrograph No. 6, SCS Runoff, Outfall B - Site - Post............................................................ 8 Hydrograph No. 7, SCS Runoff, Outfall B - Overall - Pre ......................................................... 9 Hydrograph No. 8, SCS Runoff, Outfall B - Overall - Post ..................................................... 10 Hydrograph No. 9, SCS Runoff, Outfall C - Site - Pre............................................................ 11 Hydrograph No. 10, SCS Runoff, Outfall C - Site - Post ........................................................ 12 Hydrograph No. 11, SCS Runoff, Outfall C - Overall - Pre ..................................................... 13 Hydrograph No. 12, SCS Runoff, Outfall C - Overall - Post ................................................... 14 Hydrograph No. 13, SCS Runoff, Outfall D - Site - Pre .......................................................... 15 Hydrograph No. 14, SCS Runoff, Outfall D - Site - Post ........................................................ 16 Hydrograph No. 15, SCS Runoff, Outfall D - Overall - Pre ..................................................... 17 Hydrograph No. 16, SCS Runoff, Outfall D - Overall - Post ................................................... 18 Hydrograph No. 17, SCS Runoff, Outfall E - Site - Pre .......................................................... 19 Hydrograph No. 18, SCS Runoff, Outfall E - Site - Post ........................................................ 20 Hydrograph No. 19, SCS Runoff, Outfall E - Overall - Pre ..................................................... 21 Hydrograph No. 20, SCS Runoff, Outfall E - Overall - Post ................................................... 22 Hydrograph No. 21, SCS Runoff, Outfall F - Site - Pre .......................................................... 23 Hydrograph No. 22, SCS Runoff, Outfall F - Site - Post ......................................................... 24 Hydrograph No. 23, SCS Runoff, Outfall F - Overall - Pre ..................................................... 25 Hydrograph No. 24, SCS Runoff, Outfall F - Overall - Post ................................................... 26 2 - Year SummaryReport....................................................................................................................... 27 HydrographReports................................................................................................................. 28 Hydrograph No. 1, SCS Runoff, Outfall A - Site - Pre............................................................ 28 Hydrograph No. 2, SCS Runoff, Outfall A - Site - Post.......................................................... 29 Hydrograph No. 3, SCS Runoff, Outfall A - Overall - Pre ....................................................... 30 Hydrograph No. 4, SCS Runoff, Outfall A - Overall - Post ..................................................... 31 Hydrograph No. 5, SCS Runoff, Outfall B - Site - Pre............................................................ 32 Hydrograph No. 6, SCS Runoff, Outfall B - Site - Post.......................................................... 33 Hydrograph No. 7, SCS Runoff, Outfall B - Overall - Pre ....................................................... 34 Hydrograph No. 8, SCS Runoff, Outfall B - Overall - Post ..................................................... 35 Hydrograph No. 9, SCS Runoff, Outfall C - Site - Pre............................................................ 36 Hydrograph No. 10, SCS Runoff, Outfall C - Site - Post ........................................................ 37 Hydrograph No. 11, SCS Runoff, Outfall C - Overall - Pre ..................................................... 38 Hydrograph No. 12, SCS Runoff, Outfall C - Overall - Post ................................................... 39 Hydrograph No. 13, SCS Runoff, Outfall D - Site - Pre .......................................................... 40 Hydrograph No. 14, SCS Runoff, Outfall D - Site - Post ........................................................ 41 Hydrograph No. 15, SCS Runoff, Outfall D - Overall - Pre ..................................................... 42 Contents Continued... Jack Jouett Hydrographs.gpw Hydrograph No. 16, SCS Runoff, Outfall D - Overall - Post ................................................... 43 Hydrograph No. 17, SCS Runoff, Outfall E - Site - Pre .......................................................... 44 Hydrograph No. 18, SCS Runoff, Outfall E - Site - Post ........................................................ 45 Hydrograph No. 19, SCS Runoff, Outfall E - Overall - Pre ..................................................... 46 Hydrograph No. 20, SCS Runoff, Outfall E - Overall - Post ................................................... 47 Hydrograph No. 21, SCS Runoff, Outfall F - Site - Pre .......................................................... 48 Hydrograph No. 22, SCS Runoff, Outfall F - Site - Post ......................................................... 49 Hydrograph No. 23, SCS Runoff, Outfall F - Overall - Pre ..................................................... 50 Hydrograph No. 24, SCS Runoff, Outfall F - Overall - Post ................................................... 51 10 -Year SummaryReport....................................................................................................................... 52 HydrographReports................................................................................................................. 53 Hydrograph No. 1, SCS Runoff, Outfall A - Site - Pre............................................................ 53 Hydrograph No. 2, SCS Runoff, Outfall A - Site - Post.......................................................... 54 Hydrograph No. 3, SCS Runoff, Outfall A - Overall - Pre ....................................................... 55 Hydrograph No. 4, SCS Runoff, Outfall A - Overall - Post ..................................................... 56 Hydrograph No. 5, SCS Runoff, Outfall B - Site - Pre............................................................ 57 Hydrograph No. 6, SCS Runoff, Outfall B - Site - Post.......................................................... 58 Hydrograph No. 7, SCS Runoff, Outfall B - Overall - Pre ....................................................... 59 Hydrograph No. 8, SCS Runoff, Outfall B - Overall - Post ..................................................... 60 Hydrograph No. 9, SCS Runoff, Outfall C - Site - Pre............................................................ 61 Hydrograph No. 10, SCS Runoff, Outfall C - Site - Post ........................................................ 62 Hydrograph No. 11, SCS Runoff, Outfall C - Overall - Pre ..................................................... 63 Hydrograph No. 12, SCS Runoff, Outfall C - Overall - Post ................................................... 64 Hydrograph No. 13, SCS Runoff, Outfall D - Site - Pre .......................................................... 65 Hydrograph No. 14, SCS Runoff, Outfall D - Site - Post ........................................................ 66 Hydrograph No. 15, SCS Runoff, Outfall D - Overall - Pre ..................................................... 67 Hydrograph No. 16, SCS Runoff, Outfall D - Overall - Post ................................................... 68 Hydrograph No. 17, SCS Runoff, Outfall E - Site - Pre .......................................................... 69 Hydrograph No. 18, SCS Runoff, Outfall E - Site - Post ........................................................ 70 Hydrograph No. 19, SCS Runoff, Outfall E - Overall - Pre ..................................................... 71 Hydrograph No. 20, SCS Runoff, Outfall E - Overall - Post ................................................... 72 Hydrograph No. 21, SCS Runoff, Outfall F - Site - Pre .......................................................... 73 Hydrograph No. 22, SCS Runoff, Outfall F - Site - Post ......................................................... 74 Hydrograph No. 23, SCS Runoff, Outfall F - Overall - Pre ..................................................... 75 Hydrograph No. 24, SCS Runoff, Outfall F - Overall - Post ................................................... 76 IDFReport.................................................................................................................. 77 Hydrograph Return Period Re Hcydapraf w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 0.213 0.000 ------- ------- 2.536 ------- ------- 7.329 Outfall A - Site - Pre 2 SCS Runoff ------ 1.173 0.000 ------- ------- 4.601 ------- ------- 10.51 Outfall A - Site - Post 3 SCS Runoff ------ 9.561 0.000 ------- ------- 35.76 ------- ------- 80.47 Outfall A - Overall - Pre 4 SCS Runoff ------ 10.75 0.000 ------- ------- 37.95 ------- ------- 83.45 Outfall A - Overall - Post 5 SCS Runoff ------ 0.170 0.000 ------- ------- 1.152 ------- ------- 3.007 Outfall B - Site - Pre 6 SCS Runoff ------ 0.292 0.000 ------- ------- 1.395 ------- ------- 3.367 Outfall B - Site - Post 7 SCS Runoff ------ 23.28 0.000 ------- ------- 49.92 ------- ------- 87.04 Outfall B - Overall - Pre 8 SCS Runoff ------ 23.55 0.000 ------- ------- 50.19 ------- ------- 87.27 Outfall B - Overall - Post 9 SCS Runoff ------ 0.068 0.000 ------- ------- 0.401 ------- ------- 1.007 Outfall C - Site - Pre 10 SCS Runoff ------ 0.151 0.000 ------- ------- 0.549 ------- ------- 1.220 Outfall C - Site - Post 11 SCS Runoff ------ 0.907 0.000 ------- ------- 2.245 ---- ------- 4.180 Outfall C - Overall - Pre 12 SCS Runoff ------ 1.021 0.000 ------- ------- 2.381 ------- ------- 4.309 Outfall C - Overall - Post 13 SCS Runoff ------ 0.015 0.000 ------- ------- 0.086 ------- ------- 0.216 Outfall D - Site - Pre 14 SCS Runoff ------ 0.071 0.000 ------- ------- 0.177 ------- ------- 0.330 Outfall D - Site - Post 15 SCS Runoff ------ 4.975 7.310 ------- ------- 15.02 ------- ------- 31.08 Outfall D - Overall - Pre 16 SCS Runoff ------ 5.035 7.380 ------- ------- 15.11 ------- ------- 31.19 Outfall D - Overall - Post 17 SCS Runoff ------ 0.015 0.000 ------- ------- 0.086 ------- ------- 0.216 Outfall E - Site - Pre 18 SCS Runoff ------ 0.068 0.000 ------- ------- 0.172 ------- ------- 0.325 Outfall E - Site - Post 19 SCS Runoff ------ 3.498 4.789 ------- ------- 8.860 ------- ------- 16.70 Outfall E - Overall - Pre 20 SCS Runoff ------ 3.563 4.866 ------- ------- 8.948 ------- ------- 16.79 Outfall E - Overall - Post 21 SCS Runoff ------ 0.135 0.000 ------- ------- 0.369 ------- ------- 0.724 Outfall F - Site - Pre 22 SCS Runoff ------ 0.005 0.000 ------- ------- 0.029 ------- ------- 0.072 Outfall F - Site - Post 23 SCS Runoff ------ 0.908 0.000 ------- ------- 2.639 ------- ------- 5.358 Outfall F - Overall - Pre 24 SCS Runoff ------ 0.775 0.000 ------- ------- 2.296 ------- ------- 4.706 Outfall F - Overall - Post Proj. file: Jack Jouett Hydrographs.gpw Thursday, 01 / 9 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) Peak flow (cfs) Time interval (min) 2 Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description Outfall A - Site - Pre SCS Runoff 0.213 724 1,283 2 SCS Runoff 1.173 2 722 3,430 ------ ------ ------ Outfall A - Site - Post 3 SCS Runoff 9.561 2 722 27,399 ------ ------ ------ Outfall A - Overall - Pre 4 SCS Runoff 10.75 2 722 30,099 ------ ------ ------ Outfall A - Overall - Post 5 SCS Runoff 0.170 2 724 684 ------ ------ ------ Outfall B - Site - Pre 6 SCS Runoff 0.292 2 722 945 ------ ------ ------ Outfall B - Site - Post 7 SCS Runoff 23.28 2 720 60,834 ------ ------ ------ Outfall B - Overall - Pre 8 SCS Runoff 23.55 2 720 61,628 ------ ------ ------ Outfall B - Overall - Post 9 SCS Runoff 0.068 2 718 178 ------ ------ ------ Outfall C - Site - Pre 10 SCS Runoff 0.151 2 718 316 ------ ------ ------ Outfall C - Site - Post 11 SCS Runoff 0.907 2 718 1,830 ------ ------ ------ Outfall C - Overall - Pre 12 SCS Runoff 1.021 2 716 2,066 ------ ------ ------ Outfall C - Overall - Post 13 SCS Runoff 0.015 2 718 38 ------ ------ ------ Outfall D - Site - Pre 14 SCS Runoff 0.071 2 718 144 ------ ------ ------ Outfall D - Site - Post 15 SCS Runoff 4.975 2 718 10,004 ------ ------ ------ Outfall D - Overall - Pre 16 SCS Runoff 5.035 2 718 10,117 ------ ------ ------ Outfall D - Overall - Post 17 SCS Runoff 0.015 2 718 38 ------ ------ ------ Outfall E - Site - Pre 18 SCS Runoff 0.068 2 718 136 ------ ------ ------ Outfall E - Site - Post 19 SCS Runoff 3.498 2 718 7,033 ------ ------ ------ Outfall E - Overall - Pre 20 SCS Runoff 3.563 2 718 7,170 ------ ------ ------ Outfall E - Overall - Post 21 SCS Runoff 0.135 2 718 271 ------ ------ ------ Outfall F - Site - Pre 22 SCS Runoff 0.005 2 718 13 ------ ------ ------ Outfall F - Site - Post 23 SCS Runoff 0.908 2 718 1,819 ------ ------ ------ Outfall F - Overall - Pre 24 SCS Runoff 0.775 2 718 1,556 ------ ------ ------ Outfall F - Overall - Post Jack Jouett Hydrographs.gpw Return Period: 1 Year Thursday, 01 / 9 / 2020 I Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Outfall A - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.213 cfs Storm frequency = 1 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,283 cuft Drainage area = 1.360 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 1 Outfall A - Site - Pre Hyd. No. 1 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 Outfall A - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.410 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 2 Outfall A - Site - Post Hyd. No. 2 -- 1 Year Thursday, 01 / 9 / 2020 = 1.173 cfs = 12.03 hrs = 3,430 cuft = 68.3 = 0 ft = 12.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Outfall A - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 9.561 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 27,399 cuft Drainage area = 10.550 ac Curve number = 69.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 M 4.00 2.00 0.00 0 2 4 Hyd No. 3 Outfall A - Overall - Pre Hyd. No. 3 -- 1 Year 6 8 10 12 14 16 Q (cfs) 10.00 M 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall A - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 10.75 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 30,099 cuft Drainage area = 10.610 ac Curve number = 70.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 4.00 2.00 0.00 ' ' 0 2 4 Hyd No. 4 6 8 Outfall A - Overall - Post Hyd. No. 4 -- 1 Year Q (cfs) 12.00 10.00 M 4.00 2.00 i . I I I I I I Ix 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 5 Outfall B - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.490 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 5 Outfall B - Site - Pre Hyd. No. 5 -- 1 Year Thursday, 01 / 9 / 2020 = 0.170 cfs = 12.07 hrs = 684 cuft = 61 = 0 ft = 10.00 min = Type II = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 6 Outfall B - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.292 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 945 cuft Drainage area = 0.490 ac Curve number = 65 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 6 Outfall B - Site - Post Hyd. No. 6 -- 1 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 7 Outfall B - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 23.28 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 60,834 cuft Drainage area = 8.400 ac Curve number = 89.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 ' 0 2 4 Hyd No. 7 Outfall B - Overall - Pre Hyd. No. 7 -- 1 Year Q (cfs) 24.00 20.00 16.00 12.00 4.00 ' ' ' I I ' 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 8 Outfall B - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 23.55 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 61,628 cuft Drainage area = 8.400 ac Curve number = 89.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 0 2 4 Hyd No. 8 6 8 Outfall B - Overall - Post Hyd. No. 8 -- 1 Year Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 -r ' ' ' ' - ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 9 Outfall C - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.068 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 178 cuft Drainage area = 0.140 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 9 Outfall C - Site - Pre Hyd. No. 9 -- 1 Year Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 10 Outfall C - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.140 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 10 Outfall C - Site - Post Hyd. No. 10 -- 1 Year Thursday, 01 / 9 / 2020 = 0.151 cfs = 11.97 hrs = 316 cuft = 68.6 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 11 Outfall C - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 0.907 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 1,830 cuft Drainage area = 0.380 ac Curve number = 82.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 11 Outfall C - Overall - Pre Hyd. No. 11 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 12 Outfall C - Overall - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.380 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 I I of Outfall C - Overall - Post Hyd. No. 12 -- 1 Year Thursday, 01 / 9 / 2020 = 1.021 cfs = 11.93 hrs = 2,066 cuft = 84.9 = 0 ft = 5.00 min = Type II = 484 2 4 6 8 10 12 14 16 18 20 22 Hyd No. 12 Q (cfs) 2.00 1.00 0.00 24 Time (hrs) Hydrograph Report 15 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 13 Outfall D - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 13 Outfall D - Site - Pre Hyd. No. 13 -- 1 Year Thursday, 01 / 9 / 2020 = 0.015 cfs = 11.97 hrs = 38 cuft = 61 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 16 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 14 Outfall D - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 14 Outfall D - Site - Post Hyd. No. 14 -- 1 Year Thursday, 01 / 9 / 2020 = 0.071 cfs = 11.97 hrs = 144 cuft = 82.2 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 15 Outfall D - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 4.975 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 10,004 cuft Drainage area = 3.210 ac Curve number = 73.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 15 6 8 Outfall D - Overall - Pre Hyd. No. 15 -- 1 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 16 Outfall D - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 5.035 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 10,117 cuft Drainage area = 3.210 ac Curve number = 74.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 16 6 8 Outfall D - Overall - Post Hyd. No. 16 -- 1 Year Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 ' ' ' I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 17 Outfall E - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 17 Outfall E - Site - Pre Hyd. No. 17 -- 1 Year Thursday, 01 / 9 / 2020 = 0.015 cfs = 11.97 hrs = 38 cuft = 61 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 18 Outfall E - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.068 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 136 cuft Drainage area = 0.030 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 18 Outfall E - Site - Post Hyd. No. 18 -- 1 Year Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 19 Outfall E - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 3.498 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 7,033 cuft Drainage area = 1.540 ac Curve number = 81.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 19 Outfall E - Overall - Pre Hyd. No. 19 -- 1 Year 6 8 10 12 14 16 Q (cfs) 4.00 3.00 2.00 1.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 20 Outfall E - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 3.563 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 7,170 cuft Drainage area = 1.540 ac Curve number = 81.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 20 Outfall E - Overall - Post Hyd. No. 20 -- 1 Year 6 8 10 12 14 16 Q (cfs) 4.00 3.00 2.00 1.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report 23 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 21 Outfall F - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.070 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 21 Outfall F - Site - Pre Hyd. No. 21 -- 1 Year Thursday, 01 / 9 / 2020 = 0.135 cfs = 11.97 hrs = 271 cuft = 77.9 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 22 Outfall F - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.005 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 13 cuft Drainage area = 0.010 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall F - Site - Post Q (cfs) Hyd. No. 22 -- 1 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 22 Time (hrs) Hydrograph Report 25 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 23 Outfall F - Overall - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.540 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 23 Outfall F - Overall - Pre Hyd. No. 23 -- 1 Year Thursday, 01 / 9 / 2020 = 0.908 cfs = 11.97 hrs = 1,819 cuft = 75.3 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 24 Outfall F - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 0.775 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 1,556 cuft Drainage area = 0.480 ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 24 Outfall F - Overall - Post Hyd. No. 24 -- 1 Year Q (cfs) 1.00 0.90 0.80 0.70 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 27 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) Peak flow (cfs) Time interval (min) 2 Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description Outfall A - Site - Pre SCS Runoff 0.000 n/a 0 2 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall A - Site - Post 3 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall A - Overall - Pre 4 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall A - Overall - Post 5 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall B - Site - Pre 6 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall B - Site - Post 7 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall B - Overall - Pre 8 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall B - Overall - Post 9 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall C - Site - Pre 10 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall C - Site - Post 11 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall C - Overall - Pre 12 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall C - Overall - Post 13 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall D - Site - Pre 14 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall D - Site - Post 15 SCS Runoff 7.310 2 718 14,618 ------ ------ ------ Outfall D - Overall - Pre 16 SCS Runoff 7.380 2 718 14,757 ------ ------ ------ Outfall D - Overall - Post 17 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall E - Site - Pre 18 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall E - Site - Post 19 SCS Runoff 4.789 2 716 9,674 ------ ------ ------ Outfall E - Overall - Pre 20 SCS Runoff 4.866 2 716 9,834 ------ ------ ------ Outfall E - Overall - Post 21 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall F - Site - Pre 22 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall F - Site - Post 23 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall F - Overall - Pre 24 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Outfall F - Overall - Post Jack Jouett Hydrographs.gpw Return Period: 2 Year Thursday, 01 / 9 / 2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Outfall A - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 1.360 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall A - Site - Pre Hyd. No. 1 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 1 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 Outfall A - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.410 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall A - Site - Post Hyd. No. 2 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 2 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 68.3 = 0 ft = 12.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Outfall A - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 10.550 ac Curve number = 69.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall A - Overall - Pre Hyd. No. 3 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 3 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall A - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 10.610 ac Curve number = 70.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0.0 0.3 Hyd No. 4 Outfall A - Overall - Post Hyd. No. 4 -- 2 Year Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 0.7 1.0 1.3 1.7 2.0 Time (hrs) Hydrograph Report 32 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 5 Outfall B - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.490 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall B - Site - Pre Hyd. No. 5 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 5 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 61 = 0 ft = 10.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 6 Outfall B - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.490 ac Curve number = 65 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall B - Site - Post Hyd. No. 6 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 6 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 7 Outfall B - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 8.400 ac Curve number = 89.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0.0 0.3 Hyd No. 7 Outfall B - Overall - Pre Hyd. No. 7 -- 2 Year Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 0.7 1.0 1.3 1.7 2.0 Time (hrs) Hydrograph Report 35 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 8 Outfall B - Overall - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 8.400 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall B - Overall - Post Hyd. No. 8 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 8 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 89.5 = 0 ft = 10.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 9 Outfall C - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.140 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall C - Site - Pre Hyd. No. 9 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 9 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) Hydrograph Report 37 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 10 Outfall C - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.140 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall C - Site - Post Hyd. No. 10 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 10 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 68.6 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 38 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 11 Outfall C - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.380 ac Curve number = 82.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall C - Overall - Pre Hyd. No. 11 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 11 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) Hydrograph Report 39 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 12 Outfall C - Overall - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.380 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall C - Overall - Post Hyd. No. 12 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 12 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 84.9 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) Hydrograph Report 40 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 13 Outfall D - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall D - Site - Pre Hyd. No. 13 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 13 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 61 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) Hydrograph Report 41 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 14 Outfall D - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall D - Site - Post Hyd. No. 14 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 14 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 82.2 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 15 Outfall D - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 7.310 cfs Storm frequency = 2 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 14,618 cuft Drainage area = 3.210 ac Curve number = 73.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 8.00 4.00 2.00 0.00 ' 0 2 4 Hyd No. 15 Outfall D - Overall - Pre Hyd. No. 15 -- 2 Year 6 8 10 12 14 16 Q (cfs) 8.00 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report 43 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 16 Outfall D - Overall - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 3.210 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 8.00 4.00 2.00 0.00 ' 0 2 4 Hyd No. 16 Outfall D - Overall - Post Hyd. No. 16 -- 2 Year 6 8 10 12 14 16 Thursday, 01 / 9 / 2020 = 7.380 cfs = 11.97 hrs = 14,757 cuft = 74.1 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 17 Outfall E - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.030 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall E - Site - Pre Hyd. No. 17 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 17 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) 45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 18 Outfall E - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.030 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall E - Site - Post Hyd. No. 18 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 18 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) 46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 19 Outfall E - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 4.789 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 9,674 cuft Drainage area = 1.540 ac Curve number = 81.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 19 6 8 Outfall E - Overall - Pre Hyd. No. 19 -- 2 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 10 12 14 16 18 20 22 24 26 Time (hrs) 47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 20 Outfall E - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 4.866 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 9,834 cuft Drainage area = 1.540 ac Curve number = 81.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 -1' 0 2 4 Hyd No. 20 Outfall E - Overall - Post Hyd. No. 20 -- 2 Year 6 8 10 12 14 Q (cfs) 5.00 4.00 3.00 2.00 1.00 'I I 10.00 16 18 20 22 24 Time (hrs) Hydrograph Report 48 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 21 Outfall F - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.070 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall F - Site - Pre Hyd. No. 21 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 21 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 77.9 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 22 Outfall F - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.010 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall F - Site - Post Hyd. No. 22 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 22 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) Hydrograph Report 50 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 23 Outfall F - Overall - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.540 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.65 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall F - Overall - Pre Hyd. No. 23 -- 2 Year 0.01 0.00 0.0 0.3 0.7 1.0 Hyd No. 23 Thursday, 01 / 9 / 2020 = 0.000 cfs = n/a = 0 cuft = 75.3 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 1.3 1.7 2.0 Time (hrs) 51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 24 Outfall F - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Drainage area = 0.480 ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.65 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 Outfall F - Overall - Post Hyd. No. 24 -- 2 Year 0.0 0.3 0.7 1.0 Hyd No. 24 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 1.3 1.7 2.0 Time (hrs) 52 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) Peak flow (cfs) Time interval (min) 2 Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description Outfall A - Site - Pre SCS Runoff 2.536 722 7,089 2 SCS Runoff 4.601 2 722 12,053 ------ ------ ------ Outfall A - Site - Post 3 SCS Runoff 35.76 2 722 93,565 ------ ------ ------ Outfall A - Overall - Pre 4 SCS Runoff 37.95 2 720 98,927 ------ ------ ------ Outfall A - Overall - Post 5 SCS Runoff 1.152 2 722 3,103 ------ ------ ------ Outfall B - Site - Pre 6 SCS Runoff 1.395 2 722 3,685 ------ ------ ------ Outfall B - Site - Post 7 SCS Runoff 49.92 2 720 134,993 ------ ------ ------ Outfall B - Overall - Pre 8 SCS Runoff 50.19 2 720 136,008 ------ ------ ------ Outfall B - Overall - Post 9 SCS Runoff 0.401 2 718 806 ------ ------ ------ Outfall C - Site - Pre 10 SCS Runoff 0.549 2 718 1,100 ------ ------ ------ Outfall C - Site - Post 11 SCS Runoff 2.245 2 716 4,627 ------ ------ ------ Outfall C - Overall - Pre 12 SCS Runoff 2.381 2 716 4,968 ------ ------ ------ Outfall C - Overall - Post 13 SCS Runoff 0.086 2 718 173 ------ ------ ------ Outfall D - Site - Pre 14 SCS Runoff 0.177 2 716 364 ------ ------ ------ Outfall D - Site - Post 15 SCS Runoff 15.02 2 716 30,331 ------ ------ ------ Outfall D - Overall - Pre 16 SCS Runoff 15.11 2 716 30,530 ------ ------ ------ Outfall D - Overall - Post 17 SCS Runoff 0.086 2 718 173 ------ ------ ------ Outfall E - Site - Pre 18 SCS Runoff 0.172 2 716 352 ------ ------ ------ Outfall E - Site - Post 19 SCS Runoff 8.860 2 716 18,179 ------ ------ ------ Outfall E - Overall - Pre 20 SCS Runoff 8.948 2 716 18,387 ------ ------ ------ Outfall E - Overall - Post 21 SCS Runoff 0.369 2 716 750 ------ ------ ------ Outfall F - Site - Pre 22 SCS Runoff 0.029 2 718 58 ------ ------ ------ Outfall F - Site - Post 23 SCS Runoff 2.639 2 716 5,338 ------ ------ ------ Outfall F - Overall - Pre 24 SCS Runoff 2.296 2 716 4,640 ------ ------ ------ Outfall F - Overall - Post Jack Jouett Hydrographs.gpw Return Period: 10 Year Thursday, 01 / 9 / 2020 53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Outfall A - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 2.536 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 7,089 cuft Drainage area = 1.360 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 1 Outfall A - Site - Pre Hyd. No. 1 -- 10 Year 6 8 10 12 14 16 Q (cfs) 3.00 2.00 1.00 1% ' 0.00 18 20 22 24 26 Time (hrs) 54 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 2 Outfall A - Site - Post Hydrograph type = SCS Runoff Peak discharge = 4.601 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 12,053 cuft Drainage area = 1.410 ac Curve number = 68.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' 0 2 4 Hyd No. 2 6 8 Outfall A - Site - Post Hyd. No. 2 -- 10 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 ' ' ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Outfall A - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 35.76 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 93,565 cuft Drainage area = 10.550 ac Curve number = 69.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 3 Outfall A - Overall - Pre Hyd. No. 3 -- 10 Year 6 8 10 12 14 16 Q (cfs) 40.00 30.00 20.00 10.00 - ' 0.00 18 20 22 24 26 Time (hrs) 56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall A - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 37.95 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 98,927 cuft Drainage area = 10.610 ac Curve number = 70.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 40.00 30.00 20.00 10.00 0.00 ' ' 0 2 4 Hyd No. 4 Outfall A - Overall - Post Hyd. No. 4 -- 10 Year 6 8 10 12 14 16 Q (cfs) 40.00 30.00 20.00 10.00 - ' 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report 57 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 5 Outfall B - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.490 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 5 Outfall B - Site - Pre Hyd. No. 5 -- 10 Year Thursday, 01 / 9 / 2020 = 1.152 cfs = 12.03 hrs = 3,103 cuft = 61 = 0 ft = 10.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report 58 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 6 Outfall B - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.490 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 6 Outfall B - Site - Post Hyd. No. 6 -- 10 Year Thursday, 01 / 9 / 2020 = 1.395 cfs = 12.03 hrs = 3,685 cuft = 65 = 0 ft = 10.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) 59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 7 Outfall B - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 49.92 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 134,993 cuft Drainage area = 8.400 ac Curve number = 89.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 7 6 8 Outfall B - Overall - Pre Hyd. No. 7 -- 10 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 ' ' ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 8 Outfall B - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 50.19 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 136,008 cuft Drainage area = 8.400 ac Curve number = 89.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 50.00 30.00 20.00 10.00 0.00 ' ' 0 2 4 Hyd No. 8 6 8 Outfall B - Overall - Post Hyd. No. 8 -- 10 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 ' ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 61 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 9 Outfall C - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.401 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 806 cuft Drainage area = 0.140 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 Hyd No. 9 Outfall C - Site - Pre Hyd. No. 9 -- 10 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 62 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 10 Outfall C - Site - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.140 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 10 Outfall C - Site - Post Hyd. No. 10 -- 10 Year Thursday, 01 / 9 / 2020 = 0.549 cfs = 11.97 hrs = 1,100 cuft = 68.6 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 1.00 0.90 0.80 0.70 0.50 0.40 0.30 0.20 0.10 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 63 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 11 Outfall C - Overall - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.380 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 3.00 2.00 1.00 0.00 ' ' 0.0 2.0 Hyd No. 11 Outfall C - Overall - Pre Hyd. No. 11 -- 10 Year Thursday, 01 / 9 / 2020 = 2.245 cfs = 11.93 hrs = 4,627 cuft = 82.3 = 0 ft = 5.00 min = Type II = 484 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 3.00 2.00 1.00 ---1 0.00 22.0 Time (hrs) Hydrograph Report 64 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 12 Outfall C - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 2.381 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 4,968 cuft Drainage area = 0.380 ac Curve number = 84.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 12 Outfall C - Overall - Post Hyd. No. 12 -- 10 Year 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 3.00 2.00 1.00 ---1 0.00 22.0 Time (hrs) Hydrograph Report 65 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 13 Outfall D - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 13 Outfall D - Site - Pre Hyd. No. 13 -- 10 Year Thursday, 01 / 9 / 2020 = 0.086 cfs = 11.97 hrs = 173 cuft = 61 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 66 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 14 Outfall D - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.177 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 364 cuft Drainage area = 0.030 ac Curve number = 82.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall D - Site - Post Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 Li 0.05 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 14 Time (hrs) 67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 15 Outfall D - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 15.02 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 30,331 cuft Drainage area = 3.210 ac Curve number = 73.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 3.00 0.00 ' ' 0 2 4 Hyd No. 15 6 8 Outfall D - Overall - Pre Hyd. No. 15 -- 10 Year Q (cfs) 18.00 15.00 12.00 M 3.00 -&-- ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 68 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 16 Outfall D - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 15.11 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 30,530 cuft Drainage area = 3.210 ac Curve number = 74.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 18.00 15.00 12.00 3.00 0.00 ' ' 0 2 4 Hyd No. 16 6 8 Outfall D - Overall - Post Hyd. No. 16 -- 10 Year Q (cfs) 18.00 15.00 12.00 M 3.00 .A.-- ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 69 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 17 Outfall E - Site - Pre Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.030 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 2 4 Hyd No. 17 Outfall E - Site - Pre Hyd. No. 17 -- 10 Year Thursday, 01 / 9 / 2020 = 0.086 cfs = 11.97 hrs = 173 cuft = 61 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 0.10 0.09 0.08 0.07 0.05 0.04 0.03 0.02 0.01 J- 0.00 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) 70 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 18 Outfall E - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.172 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 352 cuft Drainage area = 0.030 ac Curve number = 81 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall E - Site - Post Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 18 Time (hrs) 71 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 19 Outfall E - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 8.860 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 18,179 cuft Drainage area = 1.540 ac Curve number = 81.2 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 M 4.00 2.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 19 Outfall E - Overall - Pre Hyd. No. 19 -- 10 Year 6.0 8.0 Q (cfs) 10.00 M 4.00 2.00 T ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 72 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 20 Outfall E - Overall - Post Hydrograph type = SCS Runoff Peak discharge = 8.948 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 18,387 cuft Drainage area = 1.540 ac Curve number = 81.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 10.00 M 4.00 2.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 20 Outfall E - Overall - Post Hyd. No. 20 -- 10 Year 6.0 8.0 Q (cfs) 10.00 M 4.00 2.00 T ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 73 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 21 Outfall F - Site - Pre Hydrograph type = SCS Runoff Peak discharge = 0.369 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 750 cuft Drainage area = 0.070 ac Curve number = 77.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 00 0 2 4 Hyd No. 21 Outfall F - Site - Pre Hyd. No. 21 -- 10 Year Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0 00 6 8 10 12 14 16 18 20 22 24 Time (hrs) 74 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 22 Outfall F - Site - Post Hydrograph type = SCS Runoff Peak discharge = 0.029 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 58 cuft Drainage area = 0.010 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Outfall F - Site - Post Q (cfs) Hyd. No. 22 -- 10 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 22 Time (hrs) 75 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 23 Outfall F - Overall - Pre Hydrograph type = SCS Runoff Peak discharge = 2.639 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 5,338 cuft Drainage area = 0.540 ac Curve number = 75.3 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 23 Outfall F - Overall - Pre Hyd. No. 23 -- 10 Year 6 8 10 12 14 16 18 20 22 Q (cfs) 3.00 2.00 1.00 -- 0.00 24 Time (hrs) Hydrograph Report 76 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 24 Outfall F - Overall - Post Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.480 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.52 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 24 Outfall F - Overall - Post Hyd. No. 24 -- 10 Year Thursday, 01 / 9 / 2020 = 2.296 cfs = 11.93 hrs = 4,640 cuft = 74.6 = 0 ft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 Q (cfs) 3.00 2.00 1.00 --11 0.00 24 Time (hrs) 77 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 33.6300 10.0800 0.8400 -------- 2 40.1300 10.3000 0.8300 -------- 3 0.0000 0.0000 0.0000 - - -- 5 45.0000 9.0000 0.8000 -------- 10 46.9300 9.8300 0.7800 -------- 25 48.0700 9.3700 0.7500 -------- 50 47.2600 8.7000 0.7200 ----- 100 46.4300 8.1100 0.6900 -------- File name: DALE.IDF Intensity = B / (Tc + D)^E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 3.44 2.71 2.25 1.93 1.69 1.51 1.37 1.26 1.16 1.08 1.01 0.95 2 4.17 3.30 2.75 2.37 2.08 1.87 1.69 1.55 1.44 1.34 1.25 1.18 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.45 4.27 3.54 3.04 2.68 2.40 2.18 2.00 1.85 1.72 1.62 1.52 10 5.73 4.57 3.83 3.32 2.94 2.65 2.42 2.23 2.07 1.93 1.81 1.71 25 6.51 5.21 4.38 3.81 3.39 3.06 2.80 2.58 2.40 2.25 2.12 2.00 50 7.18 5.74 4.84 4.22 3.75 3.40 3.11 2.88 2.68 2.52 2.37 2.25 100 7.86 6.29 5.32 4.65 4.15 3.77 3.46 3.21 3.00 2.81 2.66 2.52 Tc = time in minutes. Values may exceed 60. CIV\113038 - Albemarle Ctv On-Call\34 JackJouett\Enaineerina\Computations\Hydraulics\iack Jouett Hvdraflow.DCD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.02 3.65 0.00 0.00 5.52 0.00 0.00 9.05 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 APPENDIX E DETENTION SUMMARY *ALL HYDROGRAPH REFERENCES CORRESOND TO APPENDIX E 1-YEAR (cfs) 10-YEAR (cfs) 100-YEAR (cfs) OF DRAINAGE REPORT Post -Development Inflowto BMP A 4.17 10.91 20.93 Hydrograph Title, Number, & Page Reference (See Drainage Report) "Incoming to BMP A" "Incoming to BMP A" "Incoming to BMP A" H d.No.1-Pg. 4 H d.No.1-Pg. 11 H d.No.1-Pg. 16 Post -Development Outflow from BMP A 0.99 2.88 19.14 Hydrograph Title, Number, & Page Reference (See Drainage Report) BMP A" "BMP A" "BMP A" H d. No. 2 - Pg. 5 H d. No. 2 - Pg. 12 H d. No. 2 - Pg. 17 Post -Development Inflowto BMP B 1.32 3.37 6.37 Hydrograph Title, Number, & Page Reference (See Drainage Report) "Incoming to BMP B" "Incoming to BMP B" "Incoming to BMP B" Hyd. No. 1 - Pg. 4 H d. No. 1 - Pg. 11 H d. No. 1 - Pg. 16 Post -Development Outflow from BMP B 0.66 2.75 6.21 Hydrograph Title, Number, & Page Reference (See Drainage Report) BMP B" "BMP B" "BMP B" H d. No. 2 - Pg. 5 H d. No. 2 - Pg. 12 H d. No. 2 - Pg. 17 Post -Development Inflowto BMP C 1.02 2.38 4.31 Hydrograph Title, Number, & Page Reference (See Drainage Report) "Incoming to BMP C" "Incoming to BMP C" "Incoming to BMP C" H d. No. 1 - Pg. 4 H d. No. 1 - Pg. 9 H d. No. 1 - Pg. 12 Post -Development Outflow from BMP C 0.78 2.18 4.25 "BMP C" "BMP C" "BMP C" Hydrograph Title, Number, &Page Reference (See Drainage Report) H d. No. 2 - Pg. 5 H d. No. 2 - Pg.10 H d. No. 2 - Pg. 13 Hydraflow Table of Contents Jack Jouett BMP A.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Incoming to BMP A............................................................... 4 Hydrograph No. 2, Reservoir, BMP A...................................................................................... 5 PondReport - BMP A.......................................................................................................... 6 Hydrograph No. 3, SCS Runoff, Bypass to Outfall A............................................................... 8 Hydrograph No. 4, Combine, Outfall A - Post.......................................................................... 9 10 -Year SummaryReport....................................................................................................................... 10 HydrographReports................................................................................................................. 11 Hydrograph No. 1, SCS Runoff, Incoming to BMP A............................................................. 11 Hydrograph No. 2, Reservoir, BMP A.................................................................................... 12 Hydrograph No. 3, SCS Runoff, Bypass to Outfall A............................................................. 13 Hydrograph No. 4, Combine, Outfall A - Post........................................................................ 14 100 -Year SummaryReport....................................................................................................................... 15 HydrographReports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Incoming to BMP A............................................................. 16 Hydrograph No. 2, Reservoir, BMP A.................................................................................... 17 Hydrograph No. 3, SCS Runoff, Bypass to Outfall A............................................................. 18 Hydrograph No. 4, Combine, Outfall A - Post........................................................................ 19 OFReport.................................................................................................................. 20 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 1 3 Oft Legend Hvd. Origin Description 1 SCS Runoff Incoming to BMP A 2 Reservoir BMP A 3 SCS Runoff Bypass to Outfall A 4 Combine Outfall A - Post Project: Jack Jouett BMP A.gpw Thursday, 01 / 9 / 2020 Hydrograph Return Period ReHydraf wcap Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Hydrograph Description 1 SCS Runoff ------ 4.170 ------- ------- ------- 10.91 ------- ------- 20.93 Incoming to BMP A 2 Reservoir 1 0.985 ------- ------- ------- 2.881 ------- ------- 19.14 BMP A 3 SCS Runoff ------ 7.441 ------- ------- ------- 28.63 ------- ------- 65.01 Bypass to Outfall A 4 Combine 2,3 8.412 ------- ------- ------- 31.12 ------- ------- 83.41 Outfall A - Post Proj. file: Jack Jouett BMP A.gpw Thursday, 01 / 9 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 4.170 Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 718 8,355 Incoming to BMP A 2 Reservoir 0.985 2 726 8,349 1 551.49 2,739 BMP A 3 SCS Runoff 7.441 2 722 21,579 ------ ------ --- - Bypass to Outfall A 4 Combine 8.412 2 722 29,928 2,3 ------ ------ Outfall A - Post Jack Jouett BMP A.gpw Return Period: 1 Year Thursday, 01 / 9 / 2020 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP A Hydrograph type = SCS Runoff Peak discharge = 4.170 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 8,355 cuft Drainage area = 1.970 ac Curve number = 79.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0 2 4 Hyd No. 1 6 8 Incoming to BMP A Hyd. No. 1 -- 1 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 I ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 2 BMP A Hydrograph type = Reservoir Peak discharge = 0.985 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 8,349 cuft Inflow hyd. No. = 1 - Incoming to BMP A Max. Elevation = 551.49 ft Reservoir name = BMP A Max. Storage = 2,739 cuft Storage Indication method used BMP A Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 2,739 cuft Pond Report 6 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Pond No. 1 - BMP A Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 550.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 550.00 1,096 0 0 1.00 551.00 1,984 1,518 1,518 2.00 552.00 3,099 2,521 4,039 3.00 553.00 4,464 3,760 7,799 4.00 554.00 6,044 5,234 13,033 5.00 555.00 7,838 6,921 19,954 5.50 555.50 8,797 4,156 24,110 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 6.00 6.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00 Span (in) = 24.00 6.00 6.00 0.00 Crest El. (ft) = 553.00 0.00 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 550.00 550.00 551.50 0.00 Weir Type = 1 --- --- --- Length (ft) = 24.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) = 1.80 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 550.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.10 152 550.10 0.03 is 0.03 is 0.00 --- 0.00 --- --- --- --- --- 0.026 0.20 304 550.20 0.11 is 0.10 is 0.00 --- 0.00 --- --- --- --- --- 0.100 0.30 455 550.30 0.21 is 0.21 is 0.00 --- 0.00 --- --- --- --- --- 0.205 0.40 607 550.40 0.35 is 0.33 is 0.00 --- 0.00 --- --- --- --- --- 0.335 0.50 759 550.50 0.48 is 0.45 is 0.00 --- 0.00 --- --- --- --- --- 0.452 0.60 911 550.60 0.52 is 0.52 is 0.00 --- 0.00 --- --- --- --- --- 0.525 0.70 1,063 550.70 0.60 is 0.59 is 0.00 --- 0.00 --- --- --- --- --- 0.595 0.80 1,214 550.80 0.65 is 0.65 is 0.00 --- 0.00 --- --- --- --- --- 0.651 0.90 1,366 550.90 0.73 is 0.71 is 0.00 --- 0.00 --- --- --- --- --- 0.708 1.00 1,518 551.00 0.78 is 0.76 is 0.00 --- 0.00 --- --- --- --- --- 0.762 1.10 1,770 551.10 0.84 is 0.81 is 0.00 --- 0.00 --- --- --- --- --- 0.812 1.20 2,022 551.20 0.89 is 0.86 is 0.00 --- 0.00 --- --- --- --- --- 0.859 1.30 2,274 551.30 0.90 is 0.90 is 0.00 --- 0.00 --- --- --- --- --- 0.903 1.40 2,526 551.40 0.95 is 0.95 is 0.00 --- 0.00 --- --- --- --- --- 0.950 1.50 2,778 551.50 1.01 is 0.99 is 0.00 --- 0.00 --- --- --- --- --- 0.992 1.60 3,030 551.60 1.07 is 1.03 is 0.03 is --- 0.00 --- --- --- --- --- 1.062 1.70 3,282 551.70 1.20 is 1.06 is 0.11 is --- 0.00 --- --- --- --- --- 1.176 1.80 3,535 551.80 1.34 is 1.09 is 0.23 is --- 0.00 --- --- --- --- --- 1.322 1.90 3,787 551.90 1.48 is 1.12 is 0.36 is --- 0.00 --- --- --- --- --- 1.484 2.00 4,039 552.00 1.64 is 1.15 is 0.47 is --- 0.00 --- --- --- --- --- 1.623 2.10 4,415 552.10 1.74 is 1.18 is 0.56 is --- 0.00 --- --- --- --- --- 1.740 2.20 4,791 552.20 1.90 is 1.21 is 0.63 is --- 0.00 --- --- --- --- --- 1.845 2.30 5,167 552.30 1.99 is 1.24 is 0.70 is --- 0.00 --- --- --- --- --- 1.943 2.40 5,543 552.40 2.08 is 1.27 is 0.76 is --- 0.00 --- --- --- --- --- 2.034 2.50 5,919 552.50 2.18 is 1.30 is 0.82 is --- 0.00 --- --- --- --- --- 2.121 2.60 6,295 552.60 2.20 is 1.33 is 0.87 is --- 0.00 --- --- --- --- --- 2.203 2.70 6,671 552.70 2.28 is 1.36 is 0.92 is --- 0.00 --- --- --- --- --- 2.284 2.80 7,047 552.80 2.38 is 1.39 is 0.97 is --- 0.00 --- --- --- --- --- 2.360 2.90 7,423 552.90 2.48 is 1.42 is 1.01 is --- 0.00 --- --- --- --- --- 2.433 3.00 7,799 553.00 2.50 is 1.45 is 1.06 is --- 0.00 --- --- --- --- --- 2.504 3.10 8,322 553.10 4.19 is 1.41 is 1.10 is --- 1.68 --- --- --- --- --- 4.194 3.20 8,846 553.20 7.32 is 1.34 is 1.14 is --- 4.77 --- --- --- --- --- 7.245 3.30 9,369 553.30 11.19 oc 1.21 is 1.18 is --- 8.75 --- --- --- --- --- 11.14 3.40 9,893 553.40 15.50 oc 1.01 is 1.01 is --- 13.47 --- --- --- --- --- 15.50 3.50 10,416 553.50 20.39 is 0.78 is 0.78 is --- 18.83 --- --- --- --- --- 20.39 Continues on next page... 7 BMP A Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 3.60 10,939 553.60 22.76 is 3.70 11,463 553.70 23.78 is 3.80 11,986 553.80 24.55 is 3.90 12,509 553.90 25.19 is 4.00 13,033 554.00 25.77 is 4.10 13,725 554.10 26.29 is 4.20 14,417 554.20 26.79 is 4.30 15,109 554.30 27.25 is 4.40 15,801 554.40 27.70 is 4.50 16,493 554.50 28.14 is 4.60 17,185 554.60 28.57 is 4.70 17,877 554.70 28.98 is 4.80 18,569 554.80 29.38 is 4.90 19,261 554.90 29.78 is 5.00 19,954 555.00 30.17 is 5.05 20,369 555.05 30.37 is 5.10 20,785 555.10 30.56 is 5.15 21,200 555.15 30.75 is 5.20 21,616 555.20 30.94 is 5.25 22,032 555.25 31.12 is 5.30 22,447 555.30 31.31 is 5.35 22,863 555.35 31.49 is 5.40 23,278 555.40 31.68 is 5.45 23,694 555.45 31.86 is 5.50 24,110 555.50 32.04 is ...End Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.55 is 0.55 is --- 21.66 s --- --- --- --- --- 22.76 0.45 is 0.45 is --- 22.87 s --- --- --- --- --- 23.78 0.38 is 0.38 is --- 23.78 s --- --- --- --- --- 24.54 0.33 is 0.33 is --- 24.53 s --- --- --- --- --- 25.19 0.30 is 0.30 is --- 25.17 s --- --- --- --- --- 25.76 0.26 is 0.26 is --- 25.76 s --- --- --- --- --- 26.29 0.24 is 0.24 is --- 26.30 s --- --- --- --- --- 26.78 0.22 is 0.22 is --- 26.82 s --- --- --- --- --- 27.25 0.20 is 0.20 is --- 27.30 s --- --- --- --- --- 27.70 0.18 is 0.18 is --- 27.76 s --- --- --- --- --- 28.13 0.17 is 0.17 is --- 28.20 s --- --- --- --- --- 28.54 0.16 is 0.16 is --- 28.64 s --- --- --- --- --- 28.96 0.15 is 0.15 is --- 29.07 s --- --- --- --- --- 29.37 0.14 is 0.14 is --- 29.46 s --- --- --- --- --- 29.75 0.13 is 0.13 is --- 29.90 s --- --- --- --- --- 30.17 0.13 is 0.13 is --- 30.09 s --- --- --- --- --- 30.35 0.13 is 0.13 is --- 30.29 s --- --- --- --- --- 30.55 0.12 is 0.12 is --- 30.48 s --- --- --- --- --- 30.73 0.12 is 0.12 is --- 30.64 s --- --- --- --- --- 30.89 0.12 is 0.12 is --- 30.82 s --- --- --- --- --- 31.05 0.11 is 0.11 is --- 31.07 s --- --- --- --- --- 31.30 0.11 is 0.11 is --- 31.26 s --- --- --- --- --- 31.48 0.11 is 0.11 is --- 31.40 s --- --- --- --- --- 31.62 0.11 is 0.11 is --- 31.57 s --- --- --- --- --- 31.78 0.10 is 0.10 is --- 31.74 s --- --- --- --- --- 31.95 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Bypass to Outfall A Hydrograph type = SCS Runoff Peak discharge = 7.441 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 21,579 cuft Drainage area = 8.640 ac Curve number = 68.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 8.00 4.00 2.00 0.00 ' ' 0 2 4 Hyd No. 3 Bypass to Outfall A Hyd. No. 3 -- 1 Year 6 8 10 12 14 16 Q (cfs) 8.00 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) Hydrograph Report 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall A - Post Hydrograph type = Combine Peak discharge = 8.412 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 29,928 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 8.640 ac Outfall A - Post Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 10 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 10.91 2 716 22,271 Incoming to BMP A 2 Reservoir 2.881 2 724 22,265 1 553.02 7,916 BMP A 3 SCS Runoff 28.63 2 722 74,961 ------ ------ --- - Bypass to Outfall A 4 Combine 31.12 2 722 97,226 2,3 ------ ------ Outfall A - Post Jack Jouett BMP A.gpw Return Period: 10 Year Thursday, 01 / 9 / 2020 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP A Hydrograph type = SCS Runoff Peak discharge = 10.91 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 22,271 cuft Drainage area = 1.970 ac Curve number = 79.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 12.00 10.00 � It 4.00 2.00 0.00 ' ' 0 2 4 Hyd No. 1 Incoming to BMP A Hyd. No. 1 -- 10 Year 6 8 10 12 14 Q (cfs) 12.00 10.00 M 4.00 2.00 ' 0.00 16 18 20 22 24 Time (hrs) Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 2 BMP A Hydrograph type = Reservoir Peak discharge = 2.881 cfs Storm frequency = 10 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 22,265 cuft Inflow hyd. No. = 1 - Incoming to BMP A Max. Elevation = 553.02 ft Reservoir name = BMP A Max. Storage = 7,916 cuft Storage Indication method used Q (cfs) 12.00 10.00 4.00 2.00 0.00 ' ' 0 2 4 Hyd No. 2 6 8 10 Hyd No. 1 BMP A Hyd. No. 2 -- 10 Year 12 Q (cfs) 12.00 10.00 4.00 2.00 ' 0.00 14 16 18 20 22 24 26 Time (hrs) Total storage used = 7,916 cuft 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Bypass to Outfall A Hydrograph type = SCS Runoff Peak discharge = 28.63 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 74,961 cuft Drainage area = 8.640 ac Curve number = 68.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 30.00 25.00 15.00 10.00 5.00 0.00 1 1 1 0 2 4 Hyd No. 3 6 8 Bypass to Outfall A Hyd. No. 3 -- 10 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 J - I I I I 1 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall A - Post Hydrograph type = Combine Peak discharge = 31.12 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 97,226 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 8.640 ac Outfall A - Post Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 15 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 20.93 Time interval (min) Time to Peak (min) Hyd. volume (cuft) 44,104 Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 716 Incoming to BMP A 2 Reservoir 19.14 2 718 44,099 1 553.49 10,282 BMP A 3 SCS Runoff 65.01 2 720 168,763 ------ ------ --- - Bypass to Outfall A 4 Combine 83.41 2 720 212,862 2,3 ------ ------ Outfall A - Post Jack Jouett BMP A.gpw Return Period: 100 Year Thursday, 01 / 9 / 2020 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP A Hydrograph type = SCS Runoff Peak discharge = 20.93 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 44,104 cuft Drainage area = 1.970 ac Curve number = 79.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Incoming to BMP A Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 1 Time (hrs) Hydrograph Report 17 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 2 BMP A Hydrograph type = Reservoir Peak discharge = 19.14 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 44,099 cuft Inflow hyd. No. = 1 - Incoming to BMP A Max. Elevation = 553.49 ft Reservoir name = BMP A Max. Storage = 10,282 cuft Storage Indication method used BMP A Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 10,282 cuft 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Bypass to Outfall A Hydrograph type = SCS Runoff Peak discharge = 65.01 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 168,763 cuft Drainage area = 8.640 ac Curve number = 68.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 12.00 min Total precip. = 9.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 70.00 50.00 FA' 30.00 20.00 10.00 0.00 ' ' 0 2 4 Hyd No. 3 6 8 Bypass to Outfall A Hyd. No. 3 -- 100 Year Q (cfs) 70.00 50.00 40.00 30.00 20.00 10.00 'r ' ' ' ' - ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall A - Post Hydrograph type = Combine Peak discharge = 83.41 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 212,862 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 8.640 ac Outfall A - Post Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 20 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 33.6300 10.0800 0.8400 -------- 2 40.1300 10.3000 0.8300 -------- 3 0.0000 0.0000 0.0000 - - -- 5 45.0000 9.0000 0.8000 -------- 10 46.9300 9.8300 0.7800 -------- 25 48.0700 9.3700 0.7500 -------- 50 47.2600 8.7000 0.7200 ----- 100 46.4300 8.1100 0.6900 -------- File name: DALE.IDF Intensity = B / (Tc + D)^E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 3.44 2.71 2.25 1.93 1.69 1.51 1.37 1.26 1.16 1.08 1.01 0.95 2 4.17 3.30 2.75 2.37 2.08 1.87 1.69 1.55 1.44 1.34 1.25 1.18 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.45 4.27 3.54 3.04 2.68 2.40 2.18 2.00 1.85 1.72 1.62 1.52 10 5.73 4.57 3.83 3.32 2.94 2.65 2.42 2.23 2.07 1.93 1.81 1.71 25 6.51 5.21 4.38 3.81 3.39 3.06 2.80 2.58 2.40 2.25 2.12 2.00 50 7.18 5.74 4.84 4.22 3.75 3.40 3.11 2.88 2.68 2.52 2.37 2.25 100 7.86 6.29 5.32 4.65 4.15 3.77 3.46 3.21 3.00 2.81 2.66 2.52 Tc = time in minutes. Values may exceed 60. CIV\113038 - Albemarle Ctv On-Call\34 JackJouett\Enaineerina\Computations\Hydraulics\iack Jouett Hvdraflow.DCD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.02 0.00 0.00 0.00 5.52 0.00 0.00 9.05 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydraflow Table of Contents Jack Jouett BMP B.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Incoming to BMP B............................................................... 4 Hydrograph No. 2, Reservoir, BMP B....................................................................................... 5 PondReport - BMP B.......................................................................................................... 6 Hydrograph No. 3, SCS Runoff, Bypass to Outfall B............................................................... 8 Hydrograph No. 4, Combine, Outfall B - Post.......................................................................... 9 10 -Year SummaryReport....................................................................................................................... 10 HydrographReports................................................................................................................. 11 Hydrograph No. 1, SCS Runoff, Incoming to BMP B............................................................. 11 Hydrograph No. 2, Reservoir, BMP B..................................................................................... 12 Hydrograph No. 3, SCS Runoff, Bypass to Outfall B............................................................. 13 Hydrograph No. 4, Combine, Outfall B - Post........................................................................ 14 100 -Year SummaryReport....................................................................................................................... 15 HydrographReports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Incoming to BMP B............................................................. 16 Hydrograph No. 2, Reservoir, BMP B..................................................................................... 17 Hydrograph No. 3, SCS Runoff, Bypass to Outfall B............................................................. 18 Hydrograph No. 4, Combine, Outfall B - Post........................................................................ 19 OFReport.................................................................................................................. 20 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 1 3 CD 4 Legend Hvd. Origin Description 1 SCS Runoff Incoming to BMP B 2 Reservoir BMP B 3 SCS Runoff Bypass to Outfall B 4 Combine Outfall B - Post Project: Jack Jouett BMP B.gpw Thursday, 01 / 9 / 2020 Hydrograph Return Period ReHydraf wcap Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Hydrograph Description 1 SCS Runoff ------ 1.322 ------- ------- ------- 3.369 ------- ------- 6.374 Incoming to BMP B 2 Reservoir 1 0.664 ------- ------- ------- 2.747 ------- ------- 6.208 BMP B 3 SCS Runoff ------ 22.40 ------- ------- ------- 47.15 ------- ------- 81.54 Bypass to Outfall B 4 Combine 2,3 23.06 ------- ------- ------- 49.90 ------- ------- 87.14 Outfall B - Post Proj. file: Jack Jouett BMP B.gpw Thursday, 01 / 9 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 1.322 Time interval (min) Time to Peak (min) 718 Hyd. volume (cuft) 2,655 Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 Incoming to BMP B 2 Reservoir 0.664 2 722 2,654 1 560.17 512 BMP B 3 SCS Runoff 22.40 2 720 58,797 ------ ------ --- - Bypass to Outfall B 4 Combine 23.06 2 720 61,452 2,3 ------ ------ Outfall B - Post Jack Jouett BMP B.gpw Return Period: 1 Year Thursday, 01 / 9 / 2020 Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Incoming to BMP B Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.590 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 1 Incoming to BMP B Hyd. No. 1 -- 1 Year Thursday, 01 / 9 / 2020 = 1.322 cfs = 11.97 hrs = 2,655 cuft = 80.9 = 0 ft = 5.00 min = Type II = 484 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 BMP B Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - Incoming to BMP B Max. Elevation Reservoir name = BMP B Max. Storage Storage Indication method used. Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 2 BMP B Hyd. No. 2 -- 1 Year Thursday, 01 / 9 / 2020 = 0.664 cfs = 12.03 hrs = 2,654 cuft = 560.17 ft = 512 cuft 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Total storage used = 512 cuft Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Pond No. 1 - BMP B Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 559.00 ft Stage / Storage Table Stage (ft) Elevation (ft) 0.00 559.00 1.00 560.00 2.00 561.00 3.00 562.00 4.00 563.00 Contour area (sqft) 225 560 992 1,513 1,803 Incr. Storage (cult) 0 380 766 1,243 1,656 Total storage (cuft) 0 380 1,146 2,389 4,045 Thursday, 01 / 9 / 2020 Culvert / Orifice Structures [A] Rise (in) = 4.00 Span (in) = 4.00 No. Barrels = 2 Invert El. (ft) = 559.00 Length (ft) = 25.00 Slope (%) = 1.00 N-Value = .013 Orifice Coeff. = 0.60 Multi -Stage = n/a [B] [C] Inactive 0.00 5.00 0.00 1 0 558.00 0.00 0.00 0.00 0.00 0.00 .013 .013 0.60 0.60 Yes No [PrPRSr] 0.00 0.00 0 0.00 0.00 n/a n/a 0.60 No Weir Structures [A] [B] Crest Len (ft) Inactive 6.00 Crest El. (ft) = 565.00 561.00 Weir Coeff. = 3.33 2.60 Weir Type = 1 Broad Multi -Stage = Yes No Exfil.(inihr) = 0.000 (by Wet area) TW Elev. (ft) = 0.00 [C] [D] 0.00 0.00 0.00 0.00 3.33 3.33 --- --- No No Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 559.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000 0.10 38 559.10 0.05 is 0.00 --- --- 0.00 0.00 --- --- --- --- 0.047 0.20 76 559.20 0.17 is 0.00 --- --- 0.00 0.00 --- --- --- --- 0.166 0.30 114 559.30 0.31 is 0.00 --- --- 0.00 0.00 --- --- --- --- 0.308 0.40 152 559.40 0.36 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.358 0.50 190 559.50 0.41 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.411 0.60 228 559.60 0.46 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.458 0.70 266 559.70 0.50 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.500 0.80 304 559.80 0.54 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.539 0.90 342 559.90 0.58 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.575 1.00 380 560.00 0.61 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.610 1.10 457 560.10 0.64 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.642 1.20 533 560.20 0.67 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.673 1.30 610 560.30 0.70 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.702 1.40 686 560.40 0.73 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.730 1.50 763 560.50 0.76 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.758 1.60 839 560.60 0.78 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.784 1.70 916 560.70 0.81 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.809 1.80 993 560.80 0.83 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.834 1.90 1,069 560.90 0.86 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.858 2.00 1,146 561.00 0.88 oc 0.00 --- --- 0.00 0.00 --- --- --- --- 0.881 2.10 1,270 561.10 0.90 oc 0.00 --- --- 0.00 0.49 --- --- --- --- 1.397 2.20 1,394 561.20 0.93 oc 0.00 --- --- 0.00 1.39 --- --- --- --- 2.321 2.30 1,519 561.30 0.95 oc 0.00 --- --- 0.00 2.56 --- --- --- --- 3.510 2.40 1,643 561.40 0.97 oc 0.00 --- --- 0.00 3.95 --- --- --- --- 4.914 2.50 1,767 561.50 0.99 oc 0.00 --- --- 0.00 5.51 --- --- --- --- 6.503 2.60 1,892 561.60 1.01 oc 0.00 --- --- 0.00 7.25 --- --- --- --- 8.257 2.70 2,016 561.70 1.03 oc 0.00 --- --- 0.00 9.13 --- --- --- --- 10.16 2.80 2,140 561.80 1.05 oc 0.00 --- --- 0.00 11.16 --- --- --- --- 12.21 2.90 2,265 561.90 1.07 oc 0.00 --- --- 0.00 13.31 --- --- --- --- 14.38 3.00 2,389 562.00 1.09 oc 0.00 --- --- 0.00 15.60 --- --- --- --- 16.69 3.10 2,554 562.10 1.11 oc 0.00 --- --- 0.00 18.00 --- --- --- --- 19.10 3.20 2,720 562.20 1.12 oc 0.00 --- --- 0.00 20.51 --- --- --- --- 21.63 3.30 2,886 562.30 1.14 oc 0.00 --- --- 0.00 23.12 --- --- --- --- 24.26 3.40 3,051 562.40 1.16 oc 0.00 --- --- 0.00 25.84 --- --- --- --- 27.00 3.50 3,217 562.50 1.18 oc 0.00 --- --- 0.00 28.66 --- --- --- --- 29.83 3.60 3,382 562.60 1.19 oc 0.00 --- --- 0.00 31.57 --- --- --- --- 32.76 3.70 3,548 562.70 1.21 oc 0.00 --- --- 0.00 34.57 --- --- --- --- 35.78 Continues on next page 7 BMP B Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 3.80 3,713 562.80 1.23 oc 3.90 3,879 562.90 1.24 oc 4.00 4,045 563.00 1.26 oc ...End Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 --- --- 0.00 37.67 --- --- --- --- 38.89 0.00 --- --- 0.00 40.85 --- --- --- --- 42.09 0.00 --- --- 0.00 44.12 --- --- --- --- 45.38 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Bypass to Outfall B Hydrograph type = SCS Runoff Peak discharge = 22.40 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 58,797 cuft Drainage area = 7.810 ac Curve number = 90.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 ' ' 0 2 4 Hyd No. 3 6 8 Bypass to Outfall B Hyd. No. 3 -- 1 Year Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 -r ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 9 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall B - Post Hydrograph type = Combine Peak discharge = 23.06 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 61,452 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 7.810 ac Q (cfs) 24.00 20.00 16.00 12.00 M 4.00 0.00 ' 1` 0 2 4 Hyd No. 4 6 8 10 Hyd No. 2 Outfall B - Post Hyd. No. 4 -- 1 Year 12 14 16 Hyd No. 3 Q (cfs) 24.00 20.00 16.00 12.00 8.00 4.00 0.00 18 20 22 24 26 Time (hrs) 10 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 3.369 Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 716 6,905 Incoming to BMP B 2 Reservoir 2.747 2 720 6,905 1 561.24 1,439 BMP B 3 SCS Runoff 47.15 2 720 128,351 ------ ------ --- - Bypass to Outfall B 4 Combine 49.90 2 720 135,256 2,3 ------ ------ Outfall B - Post Jack Jouett BMP B.gpw Return Period: 10 Year Thursday, 01 / 9 / 2020 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP B Hydrograph type = SCS Runoff Peak discharge = 3.369 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 6,905 cuft Drainage area = 0.590 ac Curve number = 80.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' ' 0.0 2.0 Hyd No. 1 4.0 6.0 8.0 Incoming to BMP B Hyd. No. 1 -- 10 Year Q (cfs) 4.00 3.00 2.00 1.00 �r ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 12 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 BMP B Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - Incoming to BMP B Max. Elevation Reservoir name = BMP B Max. Storage Storage Indication method used. Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 2 4 Hyd No. 2 BMP B Hyd. No. 2 -- 10 Year Thursday, 01 / 9 / 2020 = 2.747 cfs = 12.00 hrs = 6,905 cuft = 561.24 ft = 1,439 cuft 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Total storage used = 1,439 cuft Q (cfs) 4.00 3.00 2.00 1.00 1 0.00 26 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Bypass to Outfall B Hydrograph type = SCS Runoff Peak discharge = 47.15 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 128,351 cuft Drainage area = 7.810 ac Curve number = 90.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 3 6 8 Bypass to Outfall B Hyd. No. 3 -- 10 Year Q (cfs) 50.00 40.00 30.00 20.00 10.00 ' ' ' ' ' - ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 14 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall B - Post Hydrograph type = Combine Peak discharge = 49.90 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 135,256 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 7.810 ac Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0 2 4 Hyd No. 4 Outfall B - Post Hyd. No. 4 -- 10 Year 6 8 10 Hyd No. 2 12 14 16 Hyd No. 3 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 18 20 22 24 26 Time (hrs) 15 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 6.374 Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 716 13,506 Incoming to BMP B 2 Reservoir 6.208 2 718 13,505 1 561.48 1,744 BMP B 3 SCS Runoff 81.54 2 720 229,594 ------ ------ --- - Bypass to Outfall B 4 Combine 87.14 2 720 243,099 2,3 ------ ------ Outfall B - Post Jack Jouett BMP B.gpw Return Period: 100 Year Thursday, 01 / 9 / 2020 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP B Hydrograph type = SCS Runoff Peak discharge = 6.374 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 13,506 cuft Drainage area = 0.590 ac Curve number = 80.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 7.00 . M 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.0 2.0 Hyd No. 1 Incoming to BMP B Hyd. No. 1 -- 100 Year 4.0 6.0 8.0 Q (cfs) 7.00 M 5.00 4.00 3.00 2.00 1.00 -T ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hydrograph Report 17 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 2 BMP B Hydrograph type = Reservoir Peak discharge = 6.208 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 13,505 cuft Inflow hyd. No. = 1 - Incoming to BMP B Max. Elevation = 561.48 ft Reservoir name = BMP B Max. Storage = 1,744 cuft Storage Indication method used BMP B Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 1,744 cuft 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 3 Bypass to Outfall B Hydrograph type = SCS Runoff Peak discharge = 81.54 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 229,594 cuft Drainage area = 7.810 ac Curve number = 90.1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 9.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Bypass to Outfall B Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 90.00 90.00 80.00 80.00 70.00 i 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 3 Time (hrs) Hydrograph Report 19 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 4 Outfall B - Post Hydrograph type = Combine Peak discharge = 87.14 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 243,099 cuft Inflow hyds. = 2, 3 Contrib. drain. area = 7.810 ac Outfall B - Post Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) Hyd No. 4 Hyd No. 2 Hyd No. 3 20 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 33.6300 10.0800 0.8400 -------- 2 40.1300 10.3000 0.8300 -------- 3 0.0000 0.0000 0.0000 - - -- 5 45.0000 9.0000 0.8000 -------- 10 46.9300 9.8300 0.7800 -------- 25 48.0700 9.3700 0.7500 -------- 50 47.2600 8.7000 0.7200 ----- 100 46.4300 8.1100 0.6900 -------- File name: DALE.IDF Intensity = B / (Tc + D)^E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 3.44 2.71 2.25 1.93 1.69 1.51 1.37 1.26 1.16 1.08 1.01 0.95 2 4.17 3.30 2.75 2.37 2.08 1.87 1.69 1.55 1.44 1.34 1.25 1.18 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.45 4.27 3.54 3.04 2.68 2.40 2.18 2.00 1.85 1.72 1.62 1.52 10 5.73 4.57 3.83 3.32 2.94 2.65 2.42 2.23 2.07 1.93 1.81 1.71 25 6.51 5.21 4.38 3.81 3.39 3.06 2.80 2.58 2.40 2.25 2.12 2.00 50 7.18 5.74 4.84 4.22 3.75 3.40 3.11 2.88 2.68 2.52 2.37 2.25 100 7.86 6.29 5.32 4.65 4.15 3.77 3.46 3.21 3.00 2.81 2.66 2.52 Tc = time in minutes. Values may exceed 60. CIV\113038 - Albemarle Ctv On-Call\34 JackJouett\Enaineerina\Computations\Hydraulics\iack Jouett Hvdraflow.DCD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.02 0.00 0.00 0.00 5.52 0.00 0.00 9.05 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydraflow Table of Contents Jack Jouett BMP C.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Incoming to BMP C............................................................... 4 Hydrograph No. 2, Reservoir, BMP C...................................................................................... 5 PondReport - BMP C.......................................................................................................... 6 10 -Year SummaryReport......................................................................................................................... 8 HydrographReports................................................................................................................... 9 Hydrograph No. 1, SCS Runoff, Incoming to BMP C............................................................... 9 Hydrograph No. 2, Reservoir, BMP C.................................................................................... 10 100 -Year SummaryReport....................................................................................................................... 11 HydrographReports................................................................................................................. 12 Hydrograph No. 1, SCS Runoff, Incoming to BMP C............................................................. 12 Hydrograph No. 2, Reservoir, BMP C.................................................................................... 13 OFReport.................................................................................................................. 14 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 0 Legend Hvd. Origin Description SCS Runoff Incoming to BMP C 2 Reservoir BMP C Project: Jack Jouett BMP C.gpw Thursday, 01 / 9 / 2020 Hydrograph Return Period ReHydraf wcap Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Hydrograph Description 1 SCS Runoff ------ 1.021 ------- ------- ------- 2.381 ------- ------- 4.309 Incoming to BMP C 2 Reservoir 1 0.782 ------- ------- ------- 2.181 ------- ------- 4.247 BMP C Proj. file: Jack Jouett BMP C.gpw Thursday, 01 / 9 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 1.021 Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 716 2,066 Incoming to BMP C 2 Reservoir 0.782 2 720 2,066 1 555.08 189 BMP C Jack Jouett BMP C.gpw Return Period: 1 Year Thursday, 01 / 9 / 2020 Hydrograph Report 4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Incoming to BMP C Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 0.380 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.02 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 2.00 1.00 I I of Incoming to BMP C Hyd. No. 1 -- 1 Year Thursday, 01 / 9 / 2020 = 1.021 cfs = 11.93 hrs = 2,066 cuft = 84.9 = 0 ft = 5.00 min = Type II = 484 2 4 6 8 10 12 14 16 18 20 22 Hyd No. 1 Q (cfs) 2.00 1.00 0.00 24 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 BMP C Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - Incoming to BMP C Max. Elevation Reservoir name = BMP C Max. Storage Storage Indication method used. Q (cfs) 2.00 1.00 0.00 0 2 4 Hyd No. 2 BMP C Hyd. No. 2 -- 1 Year Thursday, 01 / 9 / 2020 = 0.782 cfs = 12.00 hrs = 2,066 cuft = 555.08 ft = 189 cuft 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 fl—HTH1 Total storage used = 189 cuft Q (cfs) 2.00 1.00 1 0.00 26 Time (hrs) Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Pond No. 1 - BMP C Pond Data UG Chambers -Invert elev. = 553.90 ft, Rise x Span = 2.50 x 2.50 ft, Barrel Len = 100.00 ft, No. Barrels = 1, Slope = 0.30%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 553.90 n/a 0 0 0.28 554.18 n/a 12 12 0.56 554.46 n/a 42 53 0.84 554.74 n/a 57 111 1.12 555.02 n/a 66 176 1.40 555.30 n/a 69 246 1.68 555.58 n/a 69 315 1.96 555.86 n/a 66 380 2.24 556.14 n/a 57 438 2.52 556.42 n/a 42 479 2.80 556.70 n/a 11 491 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 15.00 6.00 3.00 0.00 Span (in) = 15.00 6.00 18.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft) = 553.90 553.90 555.10 0.00 Length (ft) = 22.00 0.00 0.00 0.00 Slope (%) = 0.45 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a Yes Yes No Weir Structures [A] [B] [C] [D] Crest Len (ft) = 16.00 4.00 0.00 0.00 Crest El. (ft) = 559.58 555.90 0.00 0.00 Weir Coeff. = 3.33 3.33 3.33 3.33 Weir Type = 1 Rect --- --- Multi-Stage = Yes Yes No No Exfil.(in/hr) = 0.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 553.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- 0.03 1 553.93 0.00 oc 0.00 is 0.00 --- 0.00 0.00 --- --- 0.06 2 553.96 0.01 oc 0.01 is 0.00 --- 0.00 0.00 --- --- 0.08 3 553.98 0.02 oc 0.02 is 0.00 --- 0.00 0.00 --- --- 0.11 5 554.01 0.03 is 0.03 is 0.00 --- 0.00 0.00 --- --- 0.14 6 554.04 0.05 is 0.05 is 0.00 --- 0.00 0.00 --- --- 0.17 7 554.07 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- --- 0.20 8 554.10 0.09 oc 0.09 is 0.00 --- 0.00 0.00 --- --- 0.22 9 554.12 0.11 oc 0.11 is 0.00 --- 0.00 0.00 --- --- 0.25 10 554.15 0.14 oc 0.14 is 0.00 --- 0.00 0.00 --- --- 0.28 12 554.18 0.17 oc 0.16 is 0.00 --- 0.00 0.00 --- --- 0.31 16 554.21 0.20 oc 0.20 is 0.00 --- 0.00 0.00 --- --- 0.34 20 554.24 0.23 oc 0.23 is 0.00 --- 0.00 0.00 --- --- 0.36 24 554.26 0.26 oc 0.26 is 0.00 --- 0.00 0.00 --- --- 0.39 28 554.29 0.29 oc 0.29 is 0.00 --- 0.00 0.00 --- --- 0.42 32 554.32 0.32 oc 0.32 is 0.00 --- 0.00 0.00 --- --- 0.45 37 554.35 0.35 oc 0.35 is 0.00 --- 0.00 0.00 --- --- 0.48 41 554.38 0.39 oc 0.38 is 0.00 --- 0.00 0.00 --- --- 0.50 45 554.40 0.40 oc 0.40 is 0.00 --- 0.00 0.00 --- --- 0.53 49 554.43 0.44 oc 0.42 is 0.00 --- 0.00 0.00 --- --- 0.56 53 554.46 0.46 oc 0.44 is 0.00 --- 0.00 0.00 --- --- 0.59 59 554.49 0.48 oc 0.46 is 0.00 --- 0.00 0.00 --- --- 0.62 65 554.52 0.50 oc 0.48 is 0.00 --- 0.00 0.00 --- --- 0.64 71 554.54 0.51 oc 0.50 is 0.00 --- 0.00 0.00 --- --- 0.67 76 554.57 0.51 oc 0.51 is 0.00 --- 0.00 0.00 --- --- 0.70 82 554.60 0.53 oc 0.53 is 0.00 --- 0.00 0.00 --- --- 0.73 88 554.63 0.55 oc 0.55 is 0.00 --- 0.00 0.00 --- --- 0.76 94 554.66 0.57 oc 0.57 is 0.00 --- 0.00 0.00 --- --- 0.78 99 554.68 0.60 oc 0.58 is 0.00 --- 0.00 0.00 --- --- 0.81 105 554.71 0.62 oc 0.60 is 0.00 --- 0.00 0.00 --- --- 0.84 111 554.74 0.62 oc 0.62 is 0.00 --- 0.00 0.00 --- --- 0.87 117 554.77 0.64 oc 0.63 is 0.00 --- 0.00 0.00 --- --- --- --- 0.000 --- --- 0.002 --- --- 0.008 --- --- 0.017 --- --- 0.030 --- --- 0.046 --- --- 0.066 --- --- 0.089 --- --- 0.113 --- --- 0.139 --- --- 0.164 --- --- 0.196 --- --- 0.225 --- --- 0.260 --- --- 0.290 --- --- 0.321 --- --- 0.353 --- --- 0.382 --- --- 0.404 --- --- 0.422 --- --- 0.442 --- --- 0.461 --- --- 0.479 --- --- 0.497 --- --- 0.515 --- --- 0.535 --- --- 0.553 --- --- 0.568 --- --- 0.583 --- --- 0.597 --- --- 0.616 --- --- 0.631 Continues on next page... 7 BMP C Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.90 124 554.80 0.66 oc 0.64 is 0.00 --- 0.00 0.00 --- --- --- --- 0.644 0.92 130 554.82 0.66 oc 0.66 is 0.00 --- 0.00 0.00 --- --- --- --- 0.658 0.95 137 554.85 0.68 oc 0.68 is 0.00 --- 0.00 0.00 --- --- --- --- 0.676 0.98 144 554.88 0.70 oc 0.69 is 0.00 --- 0.00 0.00 --- --- --- --- 0.688 1.01 150 554.91 0.70 oc 0.70 is 0.00 --- 0.00 0.00 --- --- --- --- 0.701 1.04 157 554.94 0.72 oc 0.72 is 0.00 --- 0.00 0.00 --- --- --- --- 0.717 1.06 163 554.96 0.75 oc 0.73 is 0.00 --- 0.00 0.00 --- --- --- --- 0.729 1.09 170 554.99 0.75 oc 0.75 is 0.00 --- 0.00 0.00 --- --- --- --- 0.746 1.12 176 555.02 0.77 oc 0.76 is 0.00 --- 0.00 0.00 --- --- --- --- 0.757 1.15 183 555.05 0.77 oc 0.77 is 0.00 --- 0.00 0.00 --- --- --- --- 0.768 1.18 190 555.08 0.79 oc 0.78 is 0.00 --- 0.00 0.00 --- --- --- --- 0.784 1.20 197 555.10 0.81 oc 0.79 is 0.00 is --- 0.00 0.00 --- --- --- --- 0.795 1.23 204 555.13 0.84 oc 0.80 is 0.03 is --- 0.00 0.00 --- --- --- --- 0.834 1.26 211 555.16 0.88 oc 0.81 is 0.08 is --- 0.00 0.00 --- --- --- --- 0.882 1.29 218 555.19 0.95 oc 0.81 is 0.13 is --- 0.00 0.00 --- --- --- --- 0.942 1.32 225 555.22 1.02 oc 0.81 is 0.20 is --- 0.00 0.00 --- --- --- --- 1.010 1.34 232 555.24 1.09 oc 0.81 is 0.28 is --- 0.00 0.00 --- --- --- --- 1.087 1.37 239 555.27 1.19 oc 0.80 is 0.36 is --- 0.00 0.00 --- --- --- --- 1.166 1.40 246 555.30 1.26 oc 0.80 is 0.46 is --- 0.00 0.00 --- --- --- --- 1.257 1.43 252 555.33 1.35 oc 0.79 is 0.56 is --- 0.00 0.00 --- --- --- --- 1.350 1.46 259 555.36 1.44 oc 0.79 is 0.65 is --- 0.00 0.00 --- --- --- --- 1.442 1.48 266 555.38 1.51 oc 0.79 is 0.72 is --- 0.00 0.00 --- --- --- --- 1.508 1.51 273 555.41 1.57 oc 0.79 is 0.78 is --- 0.00 0.00 --- --- --- --- 1.569 1.54 280 555.44 1.64 oc 0.79 is 0.84 is --- 0.00 0.00 --- --- --- --- 1.625 1.57 287 555.47 1.69 oc 0.79 is 0.89 is --- 0.00 0.00 --- --- --- --- 1.678 1.60 294 555.50 1.73 oc 0.79 is 0.94 is --- 0.00 0.00 --- --- --- --- 1.733 1.62 301 555.52 1.79 oc 0.79 is 0.99 is --- 0.00 0.00 --- --- --- --- 1.782 1.65 308 555.55 1.84 oc 0.80 is 1.03 is --- 0.00 0.00 --- --- --- --- 1.829 1.68 315 555.58 1.89 oc 0.80 is 1.08 is --- 0.00 0.00 --- --- --- --- 1.873 1.71 321 555.61 1.92 oc 0.80 is 1.12 is --- 0.00 0.00 --- --- --- --- 1.919 1.74 328 555.64 1.96 oc 0.80 is 1.16 is --- 0.00 0.00 --- --- --- --- 1.962 1.76 334 555.66 2.01 oc 0.81 is 1.20 is --- 0.00 0.00 --- --- --- --- 2.002 1.79 341 555.69 2.05 oc 0.81 is 1.23 is --- 0.00 0.00 --- --- --- --- 2.043 1.82 348 555.72 2.09 oc 0.81 is 1.27 is --- 0.00 0.00 --- --- --- --- 2.080 1.85 354 555.75 2.12 oc 0.81 is 1.31 is --- 0.00 0.00 --- --- --- --- 2.117 1.88 361 555.78 2.15 oc 0.81 is 1.34 is --- 0.00 0.00 --- --- --- --- 2.151 1.90 367 555.80 2.19 oc 0.81 is 1.37 is --- 0.00 0.00 --- --- --- --- 2.183 1.93 374 555.83 2.21 oc 0.80 is 1.41 is --- 0.00 0.00 --- --- --- --- 2.207 1.96 380 555.86 2.23 oc 0.79 is 1.44 is --- 0.00 0.00 --- --- --- --- 2.233 1.99 386 555.89 2.28 oc 0.81 is 1.47 is --- 0.00 0.00 --- --- --- --- 2.278 2.02 392 555.92 2.35 oc 0.82 is 1.50 is --- 0.00 0.03 --- --- --- --- 2.347 2.04 398 555.94 2.48 oc 0.83 is 1.53 is --- 0.00 0.12 --- --- --- --- 2.482 2.07 403 555.97 2.65 oc 0.83 is 1.56 is --- 0.00 0.26 --- --- --- --- 2.651 2.10 409 556.00 2.85 oc 0.84 is 1.59 is --- 0.00 0.42 --- --- --- --- 2.847 2.13 415 556.03 3.05 oc 0.84 is 1.60 is --- 0.00 0.61 --- --- --- --- 3.048 2.16 421 556.06 3.26 oc 0.84 is 1.60 is --- 0.00 0.82 --- --- --- --- 3.259 2.18 426 556.08 3.49 oc 0.84 is 1.60 is --- 0.00 1.05 --- --- --- --- 3.485 2.21 432 556.11 3.72 oc 0.83 is 1.59 is --- 0.00 1.30 --- --- --- --- 3.722 2.24 438 556.14 3.97 oc 0.83 is 1.58 is --- 0.00 1.57 --- --- --- --- 3.969 2.27 442 556.17 4.23 oc 0.82 is 1.56 is --- 0.00 1.85 --- --- --- --- 4.226 2.30 446 556.20 4.49 oc 0.81 is 1.54 is --- 0.00 2.15 --- --- --- --- 4.492 2.32 450 556.22 4.76 oc 0.79 is 1.51 is --- 0.00 2.46 --- --- --- --- 4.764 2.35 454 556.25 5.04 oc 0.78 is 1.48 is --- 0.00 2.78 --- --- --- --- 5.042 2.38 459 556.28 5.33 oc 0.76 is 1.45 is --- 0.00 3.12 --- --- --- --- 5.325 2.41 463 556.31 5.61 oc 0.74 is 1.40 is --- 0.00 3.47 --- --- --- --- 5.612 2.44 467 556.34 5.90 oc 0.71 is 1.36 is --- 0.00 3.84 --- --- --- --- 5.902 2.46 471 556.36 6.19 oc 0.68 is 1.30 is --- 0.00 4.21 --- --- --- --- 6.194 2.49 475 556.39 6.48 oc 0.65 is 1.24 is --- 0.00 4.58 s --- --- --- --- 6.477 2.52 479 556.42 6.70 oc 0.63 is 1.20 is --- 0.00 4.88 s --- --- --- --- 6.701 2.55 481 556.45 6.90 oc 0.61 is 1.16 is --- 0.00 5.13 s --- --- --- --- 6.900 2.58 482 556.48 7.08 oc 0.59 is 1.12 is --- 0.00 5.37 s --- --- --- --- 7.083 2.60 483 556.50 7.26 oc 0.57 is 1.09 is --- 0.00 5.60 s --- --- --- --- 7.255 2.63 484 556.53 7.42 oc 0.55 is 1.06 is --- 0.00 5.80 s --- --- --- --- 7.415 2.66 485 556.56 7.57 oc 0.54 is 1.03 is --- 0.00 6.00 s --- --- --- --- 7.568 2.69 486 556.59 7.71 oc 0.52 is 1.00 is --- 0.00 6.19 s --- --- --- --- 7.712 2.72 488 556.62 7.85 oc 0.51 is 0.97 is --- 0.00 6.37 s --- --- --- --- 7.850 2.74 489 556.64 7.98 oc 0.50 is 0.95 is --- 0.00 6.54 s --- --- --- --- 7.982 2.77 490 556.67 8.11 oc 0.48 is 0.92 is --- 0.00 6.70 s --- --- --- --- 8.109 2.80 491 556.70 8.21 is 0.47 is 0.89 is --- 0.00 6.84 s --- --- --- --- 8.206 ...End Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 2.381 Time interval (min) Time to Peak (min) 716 Hyd. volume (cuft) 4,968 Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 Incoming to BMP C 2 Reservoir 2.181 2 718 4,967 1 555.84 367 BMP C Jack Jouett BMP C.gpw Return Period: 10 Year Thursday, 01 / 9 / 2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP C Hydrograph type = SCS Runoff Peak discharge = 2.381 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 4,968 cuft Drainage area = 0.380 ac Curve number = 84.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.52 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 3.00 2.00 1.00 0.00 ' ' 0.0 2.0 Hyd No. 1 4.0 6.0 8.0 Incoming to BMP C Hyd. No. 1 -- 10 Year Q (cfs) 3.00 2.00 1.00 T ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 BMP C Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - Incoming to BMP C Max. Elevation Reservoir name = BMP C Max. Storage Storage Indication method used. Q (cfs) 3.00 2.00 1.00 I I of 2 4 Hyd No. 2 BMP C Hyd. No. 2 -- 10 Year 6 8 10 Hyd No. 1 Thursday, 01 / 9 / 2020 = 2.181 cfs = 11.97 hrs = 4,967 cuft = 555.84 ft = 367 cuft 12 14 16 18 20 22 Total storage used = 367 cuft Q (cfs) 3.00 2.00 1.00 --11 0.00 24 Time (hrs) 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 4.309 Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 716 9,334 Incoming to BMP C 2 Reservoir 4.247 2 718 9,333 1 556.21 442 BMP C Jack Jouett BMP C.gpw Return Period: 100 Year Thursday, 01 / 9 / 2020 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to BMP C Hydrograph type = SCS Runoff Peak discharge = 4.309 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 9,334 cuft Drainage area = 0.380 ac Curve number = 84.9 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Incoming to BMP C Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 1 Time (hrs) Hydrograph Report 13 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd. No. 2 BMP C Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 1 - Incoming to BMP C Max. Elevation Reservoir name = BMP C Max. Storage Storage Indication method used. Q (cfs) 5.00 4.00 3.00 2.00 1.00 BMP C Hyd. No. 2 -- 100 Year Thursday, 01 / 9 / 2020 = 4.247 cfs = 11.97 hrs = 9,333 cuft = 556.21 ft = 442 cuft 0.00 ' ' ' ' 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 Hyd No. 2 Hyd No. 1 Total storage used = 442 cuft Q (cfs) 5.00 4.00 3.00 2.00 1.00 --"- 0.00 20.0 Time (hrs) 14 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 33.6300 10.0800 0.8400 -------- 2 40.1300 10.3000 0.8300 -------- 3 0.0000 0.0000 0.0000 - - -- 5 45.0000 9.0000 0.8000 -------- 10 46.9300 9.8300 0.7800 -------- 25 48.0700 9.3700 0.7500 -------- 50 47.2600 8.7000 0.7200 ----- 100 46.4300 8.1100 0.6900 -------- File name: DALE.IDF Intensity = B / (Tc + D)^E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 3.44 2.71 2.25 1.93 1.69 1.51 1.37 1.26 1.16 1.08 1.01 0.95 2 4.17 3.30 2.75 2.37 2.08 1.87 1.69 1.55 1.44 1.34 1.25 1.18 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.45 4.27 3.54 3.04 2.68 2.40 2.18 2.00 1.85 1.72 1.62 1.52 10 5.73 4.57 3.83 3.32 2.94 2.65 2.42 2.23 2.07 1.93 1.81 1.71 25 6.51 5.21 4.38 3.81 3.39 3.06 2.80 2.58 2.40 2.25 2.12 2.00 50 7.18 5.74 4.84 4.22 3.75 3.40 3.11 2.88 2.68 2.52 2.37 2.25 100 7.86 6.29 5.32 4.65 4.15 3.77 3.46 3.21 3.00 2.81 2.66 2.52 Tc = time in minutes. Values may exceed 60. CIV\113038 - Albemarle Ctv On-Call\34 JackJouett\Enaineerina\Computations\Hydraulics\iack Jouett Hvdraflow.DCD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.02 0.00 0.00 0.00 5.52 0.00 0.00 9.05 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 APPENDIX F VDOT STORM SEWER TABULATION REPORI ROAD: Lambs Lane UNITS: US Customary X NETWORK NAME Outfall A Sheet: of PROJECT#: EN18-002-975 Metric(SI) Prepared by: MRM Date: 1/912020 onn�n 119 H DRAINAGE < IN HYDRAULIC GRADE LINE PIPE SIZE Z NOTES AND LOCATION K W AREA (ao. or ha.) E Uo i E ELEVATION it or mm) u E p REMARKS UPPER END y a C ^ O E E W F Q ,S E a 2 0 `o X E W a O J ° `o u w w CROWN ELEVATION COUNTY or CITY: Albemarle County W 0. J W ... C O g ... C a `o RISE LL UPPER FLOWLINE ELEVATION FREOUENCY(yrs): 10 c a Z a o.<o. a I43 ° t J f Z 0Q Z C i u U O LL i 0 O O O Q > W i z a F 0 < m o J a z p LL ALIGNMENT NAME o z O z � MANNINGS "n": 0,013 W U �z F va O~ N O f O z gw C H a C = W I-J W J W W �^ z w SPAN -W w W > 6 a STATION LL a LOWER I- pt o. a ^ u z < < r w U W E w E J E J m _ O D. C W m a �! z W f O f O W 6 O J p. G 3 p J �° W W D O W W C O o m > � H U < H i? U U i Z = 0S u. o. z a H LL a 1- E NOTES/ REMARKS SUP 4-1 11A18M-011er Other 0.430 2.210 0.946 12,01) 5,01 0.946 4,73 556.12 0.66 555.46 555.36 0.10 32.67 18 1 0.205% 9.71 22.97 0.06 555.45 554.10 1.35 102+17.00 1 11.93 Rt. 4-2 553.95 552.60 1.35 4.13 % SUP 4-2 DI-5 Grate Grate 0.490 5.220 3.504 12.06 4.99 3.504 17.48 556.00 0.64 555.36 554.08 554.65 552.78 0.72 1.30 75.89 30" X 19" Ellipse 1 2.1019/6 9.71 28.45 0.13 plpe Slope (%) Is �= Friction Slope 102+50.00 10.33 Rt. d-3 552.50 551.20 1.30 1.71% Pressure Flow may exist! SUP 4-3 DI-5 Grate Grate 0.400 1.220 3.992 12.19 4.97 3.992 19.83 557.96 3.31 554.65 553.10 553.73 552.70 0.92 0.40 28.71 24 1 0.775% 9.31 28.73 0.05 103+25.00 10.00 - 44 551.10 550.70 0.40 1 39% 4-6 Pipe End_Non-Outlet Other 0.000 0.000 0.000 0.00 0.00 0.000 0.00 553.00 0.55 552.45 552.00 552.44 551.80 0.01 0.20 11.08 24 i 00001/6 6.08 32.69 0.03 102+43.43 -49.57 Lt. 4-5 550.00 549.80 0.20 1 80% SUP 4.4 MH-12 Junction 3.992 12.19 4.97 3.992 19.83 556.00 2.27 553.73 552.60 552.44 551.80 1.29 0.80 59.48 24 1 0.7759/6 9.19 28.22 0.11 103+40.00 -18.00 Lt. 4-5 550.60 549.80 0.80 134% 4-5 MH-12 Junction 3.992 12.37 5.66 3.992 22.59 -154.00 1.56 552.44 551.70 546.76 547.80 5.69 3.90 64.57 24 1 1.006% 16.79 59.80 0.06 103+02.80 -58.47 Lt. OudallA 549.70 545.80 3.90 604% Remarks: Computations done using Geopak Drainage Page i of i Project: SRTS— Greer/Jouett Bicycle and Pedestrian Improvements Grate Inlet Calcs Created: 12/19/2019 Undated: 4/15/2020 Structure Type Area, A Perimeter, P Ponding Depth Allowable, d Weir Control Flow, Qw Orifice Control Flow, Qo Design Capacity, Qde, Actual Flow, Q, _, Clae:>Q,d„ai ft2 ft ft cfs cfs cfs cfs 3-1 Std. DI-7; Type III Grate 3.25 12.80 0.3 3.15 4.79 3.15 0.05 OKAY 3-2 Std. DI-7; Type III Grate 3.25 12.80 0.3 3.15 4.79 3.15 1.88 OKAY 4-2 Std. DI-5; Type I Grate 6 12.80 1.45 33.52 19.42 19.42 16.63 OKAY 4-3 Std. DI-5; Type III Grate 3.25 12.80 0.7 11.24 7.31 7.31 3.17 OKAY Project: SRTS - Greer/Jouett Bicycle and Pedestrian Improvement i = B / (Tc + D)E INTENSITY FACTORS Ki m l ey >>> H o r n Project #: EN18-002-975 STORM EVENT B D E Date: 4/16/2020 2 -year 49.02 10.50 0.82 Locality: Albemarle 10 -year 46.95 9.50 0.73 Roadside Ditch Calculations VDOT Form LD-268 Protective Covering* C o l Station to Station Area Area of CA - inc. CA - accum. Left Side Slope Right Side Slope Bottom Width t, 2 Year Slope Type n Hydraulic Radius Allowable Shear Calculated Shear Allowable Velocity Calculated Velocity 10 Year Qlo Depth Provided Depth C = 0.9 C = 0.5 C = 0.3 I Q I Q acre acre acre acre ft min in/hr cfs ft/ft ft lb/ft' Ib/ftZ fps fps in/hr cfs ft ft LT 108+00 LT 107+00 0.67 0.38 0.26 0.03 0.48 0.48 6:1 3:1 0.0 5.0 5.18 2.50 0.0140 EC-2 TYPE 1 0.04 0.27 1.5 0.2 N/A 1.83 6.67 3.22 0.61 1.00 LT 107+00 LT 106+00 0.15 0.06 0.09 0.00 0.10 0.58 6:1 3:1 0.0 5.9 4.94 2.88 0.0246 EC-2 TYPE 1 0.04 0.25 1.5 0.4 N/A 2.34 6.38 3.71 0.58 0.75 1 LT 106+00 LT 105+00 0.12 0.05 1 0.07 1 0.00 0.08 0.67 6:1 1 3:1 1 0.0 6.6 4.77 1 3.18 0.0221 1 EC-2 TYPE 1 0.04 0.27 1 1.5 0.4 1 N/A 2.30 6.17 4.10 0.61 0.75 LT 105+00 LT 104+00 0.10 0.05 0.05 0.00 0.07 0.74 6:1 2:1 0.0 7.3 4.61 3.39 0.0278 EC-2 TYPE 1 0.04 0.27 1.5 0.5 N/A 2.61 5.97 4.39 0.63 1.00 LT 104+00 LT 103+50 0.05 0.03 0.03 0.00 0.04 0.77 6:1 2:1 0.0 7.7 4.55 3.51 0.0372 EC-2 TYPE 1 0.04 0.26 1.5 0.6 N/A 2.94 5.89 4.55 0.60 1.00 * Temporary linings designed for 2-year storm * Permanent linings designed for 10-year storm Protective Covering* C o l Station to Station Area Area of CA - inc. CA - accum. Left Side Slope Right Side Slope Bottom Width t, 2 Year Slope Type n Hydraulic Radius Allowable Shear Calculated Shear Allowable Velocity Calculated Velocity 10 Year Qlo Depth Provided Depth C = 0.9 C = 0.35 C = 0.3 I Q I Q acre acre acre acre ft min in/hr cfs ft/ft ft lb/ft' Ib/ftZ fps fps in/hr cfs ft ft RT Begin Ditch RT 100+00 0.51 0.00 0.51 0.00 0.18 0.18 10:1 2:1 0.0 5.0 5.18 0.93 0.1791 EC-2 TYPE 1 0.04 0.10 1.5 1.1 4.0 3.46 6.67 1.19 0.23 1.10 2 RT 100+00 RT 101+00 0.14 0.00 0.14 0.00 0.05 0.23 2:1 2:1 0.0 5.5 5.05 1.16 0.0060 EC-2 TYPE 1 0.04 0.30 1.5 0.1 4.0 1.29 6.51 1.49 0.74 1.50 RT 101+00 RT 102+00 1.54 0.32 1.22 0.00 0.72 0.95 2:1 2:1 1 0.0 12.0 3.82 3.61 0.0060 EC-2 TYPE 1 0.04 0.46 1.5 0.2 4.0 1.71 5.00 4.73 1.14 2.00 RT 108+00 RT 107+00 0.13 0.02 0.10 0.01 0.06 0.06 2:1 2:1 0.0 5.0 5.18 0.30 0.0050 EC-2 TYPE 1 0.04 0.19 1.5 0.1 4.0 0.86 6.67 0.39 0.46 1.50 RT 107+00 RT 106+00 0.20 0.02 0.18 0.00 0.08 0.14 2:1 2:1 0.0 6.9 4.70 0.64 0.0201 EC-2 TYPE 1 0.04 0.19 1.5 0.2 4.0 1.75 6.08 0.83 0.47 1.50 3 RT 106+00 RT 105+00 0.73 0.08 0.65 0.01 0.30 0.44 2:1 2:1 0.0 7.9 4.50 1.97 0.0352 EC-2 TYPE 1 0.04 0.26 1.5 0.6 4.0 2.86 5.84 2.55 0.65 1.50 RT 105+00 RT 104+00 0.08 0.00 0.07 0.01 0.03 0.46 2:1 2:1 0.0 8.5 4.39 2.04 0.0351 EC-2 TYPE 1 0.04 0.27 1.5 0.6 4.0 2.88 5.70 2.64 0.66 1.50 RT 104+00 RT 103+25 1 0.08 1 0.00 0.07 1 0.02 1 0.03 0.49 1 2:1 1 2:1 1 0.0 1 8.9 1 4.31 1 2.12 1 0.0351 EC-2 TYPE 1 1 0.04 1 0.27 1.5 1 0.6 1 4.0 2.91 1 5.60 1 2.76 1 0.67 1 0.70 * Temporary linings designed for 2-year storm * Permanent linings designed for 10-year storm Protective Covering* o a, Station to Station Area Area of CA - inc. CA - accum. Left Side Slope Right Side Slope Bottom Width tc 2 Year Slope Type n Hydraulic Radius Allowable Shear Calculated Shear Allowable Velocity Calculated Velocity 10 Year Qlo Depth Provided Depth C = 0.9 C = 0.35 C = 0.3 I Q I Q acre acre acre acre ft min n/hr cfs ft/ft ft lb/ft' Ib/ftZ fps fps in/hr cfs ft ft 4 RT 102+75 RT 102+50 5.22 1 1.37 3.78 1 0.06 2.58 1 2.58 1 2:1 3.51 0.0 1 12.0 1 3.82 9.84 0.0228 EC-2 TYPE 1 0.04 0.48 1.5 0.7 4.0 3.43 5.00 12.89 1.13 1.45 * Temporary linings designed for 2-year storm * Permanent linings designed for 10-year storm Protective Covering* Area of Bottom 2 Year Hydraulic Allowable Calculated Allowable Calculated 10 Year o Area CA - Left Side Right Side t, Slope Qlo Depth Provided Depth C = 0.9 C = 0.5 C = 0.3 I Q I Q Station to Station CA - inc. Width Type n Radius Shear Shear Velocity Velocity a accum. Slope Slope acre acre acre acre ft min in/hr cfs ft/ft ft lb/ft' Ib/ftZ fps fps in/hr cfs ft ft 5 RT 317+85 RT 318+25 0.47 0.30 0.17 0.00 0.36 0.36 4:1 4:1 0.0 5.0 5.18 1.85 0.0708 EC-2 TYPE 1 0.04 0.29 1.5 1.3 4.0 3.20 6.67 2.38 0.42 1.00 RT 317+50 RT 317+85 0.41 0.29 0.12 0.00 0.32 0.32 4:1 14:1 0.0 5.0 5.18 1.67 0.0316 Exist Ditch 0.04 0.29 1.5 0.6 N/A 1.90 6.67 2.15 0.34 0.53 * Temporary linings designed for 2-year storm * Permanent linings designed for 10-year storm Culvert Calculator Report Exist. 24" Culvert at Outfall A - 10yr (Pre -Development) Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 555.50 ft Headwater Depth/Height 1.65 Computed Headwater Elevation 553.25 ft Discharge 24.84 cfs Inlet Control HW Elev. 553.25 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 553.05 ft Control Type Inlet Control Grades Upstream Invert Length 549.95 ft 69.40 ft Downstream Invert Constructed Slope 545.80 ft 0.059798 ft/ft Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream S2 Steep Supercritical 15.58 ft/s Depth, Downstream Normal Depth Critical Depth Critical Slope 1.01 ft 0.94 ft 1.76 ft 0.010867 ft/ft Section Section Shape Section Material Section Size Number Sections Circular Concrete 24 inch 1 Mannings Coefficient Span Rise 0.013 2.00 ft 2.00 ft Outlet Control Properties Outlet Control HW Elev. Ke 553.05 ft 0.20 Upstream Velocity Head Entrance Loss 1.12 ft 0.22 ft Inlet Control Properties Inlet Control HW Elev. Inlet Type K M C Y 553.25 ft Beveled ring, 45' bevels 0.00180 2.50000 0.03000 0.74000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form Submerged 3.1 ft2 3 A 1 Project Engineer: michael.mitchell k:\...\hydraulics\jack jouett culvert.cvm Kimley-Horn (Cary), N CAROLINA CulvertMaster v3.3 [03.03.00.04] 01/21/20 02:24:35 PM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 Worksheet for Outfall D - Pre - 2yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.250 ft/ft Left Side Slope 2.000 H:V Right Side Slope 2.000 H:V Discharge 7.31 cfs Results Normal Depth 0.44 ft Flow Area 0.4 ftz Wetted Perimeter 2.0 ft Hydraulic Radius 0.20 ft Top Width 1.74 ft Critical Depth 0.96 ft Critical Slope 0.004 ft/ft Velocity 19.22 ft/s Velocity Head 5.74 ft Specific Energy 6.18 ft Froude Number 7.258 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.44 ft Critical Depth 0.96 ft Channel Slope 0.250 ft/ft Critical Slope 0.004 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster JJ_Flowmaster.fm8 Center [10.02.00.01 ] 1/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Outfall D - Post - 2yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.250 ft/ft Left Side Slope 2.000 H:V Right Side Slope 2.000 H:V Discharge 7.38 cfs Results Normal Depth 0.44 ft Flow Area 0.4 ftz Wetted Perimeter 2.0 ft Hydraulic Radius 0.20 ft Top Width 1.75 ft Critical Depth 0.97 ft Critical Slope 0.004 ft/ft Velocity 19.27 ft/s Velocity Head 5.77 ft Specific Energy 6.21 ft Froude Number 7.262 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.44 ft Critical Depth 0.97 ft Channel Slope 0.250 ft/ft Critical Slope 0.004 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster JJ_Flowmaster.fm8 Center [10.02.00.01 ] 1/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Outfall D - Capacity Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.250 ft/ft Left Side Slope 2.000 H:V Right Side Slope 2.000 H:V Discharge 40.00 cfs Results Normal Depth 0.82 ft Flow Area 1.4 ftz Wetted Perimeter 3.7 ft Hydraulic Radius 0.37 ft Top Width 3.30 ft Critical Depth 1.90 ft Critical Slope 0.003 ft/ft Velocity 29.40 ft/s Velocity Head 13.43 ft Specific Energy 14.25 ft Froude Number 8.070 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.82 ft Critical Depth 1.90 ft Channel Slope 0.250 ft/ft Critical Slope 0.003 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster JJ_Flowmaster.fm8 Center [10.02.00.01 ] 1/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Outfall E - Pre - 2yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.250 ft/ft Left Side Slope 10.000 H:V Right Side Slope 10.000 H:V Bottom Width 25.00 ft Discharge 4.79 cfs Results Normal Depth 0.05 ft Flow Area 1.4 ftz Wetted Perimeter 26.1 ft Hydraulic Radius 0.05 ft Top Width 26.08 ft Critical Depth 0.10 ft Critical Slope 0.028 ft/ft Velocity 3.48 ft/s Velocity Head 0.19 ft Specific Energy 0.24 ft Froude Number 2.673 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.05 ft Critical Depth 0.10 ft Channel Slope 0.250 ft/ft Critical Slope 0.028 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster JJ_Flowmaster.fm8 Center [10.02.00.01 ] 1/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Outfall E - Post - 2yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.250 ft/ft Left Side Slope 10.000 H:V Right Side Slope 10.000 H:V Bottom Width 25.00 ft Discharge 4.87 cfs Results Normal Depth 0.05 ft Flow Area 1.4 ftz Wetted Perimeter 26.1 ft Hydraulic Radius 0.05 ft Top Width 26.09 ft Critical Depth 0.10 ft Critical Slope 0.028 ft/ft Velocity 3.50 ft/s Velocity Head 0.19 ft Specific Energy 0.25 ft Froude Number 2.677 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.05 ft Critical Depth 0.10 ft Channel Slope 0.250 ft/ft Critical Slope 0.028 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster JJ_Flowmaster.fm8 Center [10.02.00.01 ] 1/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Outfall E - Capacity Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.250 ft/ft Left Side Slope 10.000 H:V Right Side Slope 10.000 H:V Bottom Width 25.00 ft Discharge 9.00 cfs Results Normal Depth 0.08 ft Flow Area 2.0 ftz Wetted Perimeter 26.6 ft Hydraulic Radius 0.08 ft Top Width 26.56 ft Critical Depth 0.16 ft Critical Slope 0.025 ft/ft Velocity 4.46 ft/s Velocity Head 0.31 ft Specific Energy 0.39 ft Froude Number 2.855 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.08 ft Critical Depth 0.16 ft Channel Slope 0.250 ft/ft Critical Slope 0.025 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster JJ_Flowmaster.fm8 Center [10.02.00.01 ] 1/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 APPENDIX G Proiect Data Project: SRTS Greer/Jouett Bicycle and Pedestrian Improvements Project#: EN18-002-975 Date: 1/9/2020 Locality: Albemarle Sediment Basin Design TS13-1 Contributing Drainage Area 1.97 acres Wet/Dry Storage Required 67.0 cu yd/ac Wet/Dry Storage Required 3,564 cu ft Equation for Estimated Storage S = A*E2 + B*E + C A = 702.238 B =-771,980.036 C = 212,162,061.001 Area (scl Storage Stage (ft) ft) (cu ft) 550.00 1,096 0 551.00 1,984 1,540 552.00 3,099 4,082 553.00 4,464 7,863 554.00 6,044 13,117 555.00 7,838 20,058 555.50 8,797 24,217 Storage Volume Bottom of Trap 550.00 ft 0 cu ft Sediment Cleanout Level 551.00 ft 1,220 cu ft 1,904 cu ft max buildup Top of Wet Storage 552.00 ft 3,809 cu ft Top of Dry Storage 553.00 ft 7,802 cu ft 3,993 cu ft above wet vol. Overflow Spillway N/A ft Top of Embankment 555.50 ft 23,929 cu ft Freeboard Provided 2.11 ft Top of Riser 553.00 ft 25-yr elev. 553.39 ft Dewatering Orifice Calculation d Diameter of orifice 3.16 in d Diameter of orifice 0.26 ft A Flow area of orifice 0.05 sf h Average driving head 0.50 ft Q Volumetric flowrate 0.18 cfs S total storage of dry 3993 cf Stage -Storage Curve for Stormwater Detention of TSB-1 30,000 25,000 100 20,000 ° u 15,000 m 0 10,000 = 702.238xz y - 77 ,980.036x + RZ = 1.000 212,16 ,061.001 5,000 001, 0 549.00 550.00 551.00 552.00 553.00 554.00 555.00 556.00 Stage (ft) Hydraflow Table of Contents Jack Jouett TSB-1.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 25 - Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Incoming to TSB-1................................................................ 4 Hydrograph No. 2, Reservoir, TSB-1........................................................................................ 5 PondReport - TSB-1........................................................................................................... 6 OFReport.................................................................................................................... 8 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Mn Legend Hvd. Origin Description SCS Runoff Incoming to TSB-1 2 Reservoir TSB-1 Project: Jack Jouett TSB-1.gpw Thursday, 01 / 9 / 2020 Hydrograph Return Period ReHydraf wcap Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr T25-yr 50-yr 100-yr Hydrograph Description 1 SCS Runoff ------ ------- ------- ------- ------- ------- 14.48 ------- ------- Incoming to TSB-1 2 Reservoir 1 ------- ------- ------- --- ---- ------- 9.541 ------- ------- TSB-1 Proj. file: Jack Jouett TSB-1.gpw Thursday, 01 / 9 / 2020 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3DO 2019 by Autodesk, Inc. v2020 Hyd. No. 1 Hydrograph type (origin) SCS Runoff Peak flow (cfs) 14.48 Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description 2 716 29,896 Incoming to TSB-1 2 Reservoir 9.541 2 720 29,890 1 553.28 9,154 TSB-1 Jack Jouett TSB-1.9pw Return Period: 25 Year Thursday, 01 / 9 / 2020 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 1 Incoming to TSB-1 Hydrograph type = SCS Runoff Peak discharge = 14.48 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 29,896 cuft Drainage area = 1.970 ac Curve number = 79.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.78 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 15.00 12.00 .M 3.00 0.00 ' ' 0.0 2.0 Hyd No. 1 4.0 6.0 8.0 Incoming to TSBA Hyd. No. 1 -- 25 Year Q (cfs) 15.00 12.00 M 3.00 T ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Hyd. No. 2 TSB-1 Hydrograph type = Reservoir Peak discharge = 9.541 cfs Storm frequency = 25 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 29,890 cuft Inflow hyd. No. = 1 - Incoming to TSB-1 Max. Elevation = 553.28 ft Reservoir name = TSB-1 Max. Storage = 9,154 cuft Storage Indication method used. Q (cfs) 15.00 12.00 3.00 0.00 0 2 4 Hyd No. 2 TSBA Hyd. No. 2 -- 25 Year 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Total storage used = 9,154 cuft Q (cfs) 15.00 12.00 M 3.00 ---� 0.00 26 Time (hrs) Pond Report 6 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Pond No. 1 - TSBA Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 550.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 550.00 1,096 0 0 1.00 551.00 1,984 1,518 1,518 2.00 552.00 3,099 2,521 4,039 3.00 553.00 4,464 3,760 7,799 4.00 554.00 6,044 5,234 13,033 5.00 555.00 7,838 6,921 19,954 5.50 555.50 8,797 4,156 24,110 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 4.00 Inactive 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00 Span (in) = 24.00 4.00 6.00 0.00 Crest El. (ft) = 553.00 0.00 0.00 0.00 No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 550.00 552.00 551.50 0.00 Weir Type = 1 --- --- --- Length (ft) = 24.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) = 1.80 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi -Stage = n/a Yes Yes No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 550.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.10 152 550.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.20 304 550.20 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.30 455 550.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.40 607 550.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.50 759 550.50 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.60 911 550.60 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.70 1,063 550.70 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.80 1,214 550.80 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 0.90 1,366 550.90 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.00 1,518 551.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.10 1,770 551.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.20 2,022 551.20 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.30 2,274 551.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.40 2,526 551.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.50 2,778 551.50 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.60 3,030 551.60 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.70 3,282 551.70 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.80 3,535 551.80 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 1.90 3,787 551.90 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 2.00 4,039 552.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000 2.10 4,415 552.10 0.03 is 0.02 is 0.00 --- 0.00 --- --- --- --- --- 0.024 2.20 4,791 552.20 0.08 is 0.08 is 0.00 --- 0.00 --- --- --- --- --- 0.083 2.30 5,167 552.30 0.16 is 0.15 is 0.00 --- 0.00 --- --- --- --- --- 0.154 2.40 5,543 552.40 0.20 is 0.20 is 0.00 --- 0.00 --- --- --- --- --- 0.203 2.50 5,919 552.50 0.24 is 0.24 is 0.00 --- 0.00 --- --- --- --- --- 0.243 2.60 6,295 552.60 0.29 is 0.28 is 0.00 --- 0.00 --- --- --- --- --- 0.277 2.70 6,671 552.70 0.32 is 0.31 is 0.00 --- 0.00 --- --- --- --- --- 0.307 2.80 7,047 552.80 0.35 is 0.33 is 0.00 --- 0.00 --- --- --- --- --- 0.334 2.90 7,423 552.90 0.38 is 0.36 is 0.00 --- 0.00 --- --- --- --- --- 0.360 3.00 7,799 553.00 0.38 is 0.38 is 0.00 --- 0.00 --- --- --- --- --- 0.384 3.10 8,322 553.10 2.09 is 0.41 is 0.00 --- 1.68 --- --- --- --- --- 2.090 3.20 8,846 553.20 5.19 is 0.43 is 0.00 --- 4.76 --- --- --- --- --- 5.191 3.30 9,369 553.30 9.23 is 0.45 is 0.00 --- 8.75 --- --- --- --- --- 9.199 3.40 9,893 553.40 13.94 oc 0.47 is 0.00 --- 13.47 --- --- --- --- --- 13.94 3.50 10,416 553.50 19.23 is 0.40 is 0.00 --- 18.83 --- --- --- --- --- 19.23 Continues on next page... 7 TSB-1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 3.60 10,939 553.60 22.58 is 3.70 11,463 553.70 23.69 is 3.80 11,986 553.80 24.50 is 3.90 12,509 553.90 25.16 is 4.00 13,033 554.00 25.75 is 4.10 13,725 554.10 26.28 is 4.20 14,417 554.20 26.78 is 4.30 15,109 554.30 27.25 is 4.40 15,801 554.40 27.70 is 4.50 16,493 554.50 28.14 is 4.60 17,185 554.60 28.56 is 4.70 17,877 554.70 28.98 is 4.80 18,569 554.80 29.38 is 4.90 19,261 554.90 29.78 is 5.00 19,954 555.00 30.17 is 5.05 20,369 555.05 30.37 is 5.10 20,785 555.10 30.56 is 5.15 21,200 555.15 30.75 is 5.20 21,616 555.20 30.94 is 5.25 22,032 555.25 31.12 is 5.30 22,447 555.30 31.31 is 5.35 22,863 555.35 31.49 is 5.40 23,278 555.40 31.68 is 5.45 23,694 555.45 31.86 is 5.50 24,110 555.50 32.04 is ...End Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.26 is 0.00 --- 22.32 s --- --- --- --- --- 22.58 0.21 is 0.00 --- 23.48 s --- --- --- --- --- 23.69 0.18 is 0.00 --- 24.32 s --- --- --- --- --- 24.49 0.15 is 0.00 --- 25.00 s --- --- --- --- --- 25.16 0.13 is 0.00 --- 25.60 s --- --- --- --- --- 25.74 0.12 is 0.00 --- 26.16 s --- --- --- --- --- 26.28 0.11 is 0.00 --- 26.66 s --- --- --- --- --- 26.77 0.10 is 0.00 --- 27.15 s --- --- --- --- --- 27.24 0.09 is 0.00 --- 27.61 s --- --- --- --- --- 27.70 0.08 is 0.00 --- 28.05 s --- --- --- --- --- 28.13 0.08 is 0.00 --- 28.45 s --- --- --- --- --- 28.53 0.07 is 0.00 --- 28.88 s --- --- --- --- --- 28.96 0.07 is 0.00 --- 29.31 s --- --- --- --- --- 29.38 0.06 is 0.00 --- 29.70 s --- --- --- --- --- 29.76 0.06 is 0.00 --- 30.10 s --- --- --- --- --- 30.16 0.06 is 0.00 --- 30.31 s --- --- --- --- --- 30.36 0.06 is 0.00 --- 30.45 s --- --- --- --- --- 30.51 0.06 is 0.00 --- 30.68 s --- --- --- --- --- 30.73 0.05 is 0.00 --- 30.85 s --- --- --- --- --- 30.91 0.05 is 0.00 --- 31.05 s --- --- --- --- --- 31.11 0.05 is 0.00 --- 31.21 s --- --- --- --- --- 31.26 0.05 is 0.00 --- 31.40 s --- --- --- --- --- 31.45 0.05 is 0.00 --- 31.62 s --- --- --- --- --- 31.67 0.05 is 0.00 --- 31.73 s --- --- --- --- --- 31.78 0.05 is 0.00 --- 31.99 s --- --- --- --- --- 32.04 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 9 / 2020 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 33.6300 10.0800 0.8400 -------- 2 40.1300 10.3000 0.8300 -------- 3 0.0000 0.0000 0.0000 - - -- 5 45.0000 9.0000 0.8000 -------- 10 46.9300 9.8300 0.7800 -------- 25 48.0700 9.3700 0.7500 -------- 50 47.2600 8.7000 0.7200 ----- 100 46.4300 8.1100 0.6900 -------- File name: DALE.IDF Intensity = B / (Tc + D)^E Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 3.44 2.71 2.25 1.93 1.69 1.51 1.37 1.26 1.16 1.08 1.01 0.95 2 4.17 3.30 2.75 2.37 2.08 1.87 1.69 1.55 1.44 1.34 1.25 1.18 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.45 4.27 3.54 3.04 2.68 2.40 2.18 2.00 1.85 1.72 1.62 1.52 10 5.73 4.57 3.83 3.32 2.94 2.65 2.42 2.23 2.07 1.93 1.81 1.71 25 6.51 5.21 4.38 3.81 3.39 3.06 2.80 2.58 2.40 2.25 2.12 2.00 50 7.18 5.74 4.84 4.22 3.75 3.40 3.11 2.88 2.68 2.52 2.37 2.25 100 7.86 6.29 5.32 4.65 4.15 3.77 3.46 3.21 3.00 2.81 2.66 2.52 Tc = time in minutes. Values may exceed 60. CIV\113038 - Albemarle Ctv On-Call\34 JackJouett\Enaineerina\Computations\Hydraulics\iack Jouett Hvdraflow.DCD Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.02 0.00 0.00 0.00 5.52 6.78 0.00 9.05 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00