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HomeMy WebLinkAboutWPO202100037 Calculations 2021-06-30 (2)Biscuit Run Park WPO Plan County of Albemarle, Virginia ENGINEERING CALCULATIONS Prepared for: Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 LIC. NO. 37088 Rik IONAL F% Prepared by: WOOLLLT ENGINEERING 210 5th Street NE Charlottesville, Virginia 22902 June 21. 2021 TABLE OF CONTENTS DIVISION 1 - Stormwater Management Summary page 1 Introduction Method of Analysis Assumptions Stormwater Management Analysis Summary and Conclusions Stormwater Management Apendix page 7 Pre -Construction Drainage Area Exhibit Post -Construction Drainage Area Exhibit USGS Streamstats Report Showing Point of Interest HydroCAD Report for Point of Interest Analysis VRRM Spreadsheet DIVISION 2 - Storm Conveyance Calculations Report page 36 Ditch Runoff and Velocity Summary Individual Pipe Calculation Reports DIVISION g - Storm Inlet Calculations Report page 114 Individual Inlet Reports VDOT LD-204 Form DIVISION 4 - Erosion Control Calculations Stormwater Basin 1 page 128 Woolley Engineering Biscuit Run Park Job # I8090 WPO Plan Division i - Stormwater Management Woolley Engineering Biscuit Run Park Job 418090 WPO Plan Introduction• These engineering calculations support the WPO plan that has been prepared by Anhold Associates and Woolley Engineering for the first phase of Biscuit Run Park. The calculations and support material meet both water quality standards and water quantity requirements for new development. This report has been prepared on behalf of The County of Albemarle Parks and Recreation Department in support of the development of the Biscuit Run Park project in Albemarle County, Virginia. Biscuit Run Park is located along Scottsville Road (Rt 20) within the Scottsville Magisterial District of the County of Albemarle. The County has entered a 99-year property lease agreement with the Commonwealth of Virginia Department of Conservation & Recreation to enable the property to be developed as a County Park. A park Master Plan was prepared by Anhold Associates and Woolley Engineering and was adopted by the County Board of Supervisors. The combination of parcels encompassing the park totals 1194.78 acres and is zoned Rural Areas (RA). The Park will likely be brought on-line in phased development. The current WPO Plan improvements are for phase 1 of the development. Phase 1 improvements for the park include: a new road entrance from Route 20 (Scottsville Road), a new access road into the park, a 75-space parking area with vault toilet and pedestrian improvements, stormwater management facilities, and multi -use walking and biking trails. The pre -construction conditions of the site are in various states of vegetation covering three vacant parcels. Stormwater from the site currently conveys via overland flow. There are no significant site improvements or stormwater treatment facilities existing on the site. There are three existing stormwater pipes that convey runoff off -site to the east side of Scottsville Road (Route 20). The flow from these conveyance pipes combine with flow from the east side of Scottsville Road in a channel before conveying through an existing box culvert back onto the Biscuit Run Park property. The proposed plan for phase 1 of the park includes two stormwater management biofilters. Biofilter #1, as shown on the post -construction drainage area exhibit in the stormwater management appendix, has a contributing drainage area of 0.18 acres and has a surface area of 286 square feet. This biofilter is located between the proposed parking area bays. Biofilter 42 has a contributing drainage area of 2.73 acres and has a surface area of 2,630 square feet. This biofilter is located to the south of the proposed access drive. Drainage areas for the biofilters are illustrated in the Pre -Construction Drainage Area Exhibit and the Post -Construction Drainage Area Exhibit found in the Stormwater Management Appendix. The proposed biofilters have been designed to offset the nutrient load removal required for the proposed improvements to Scottsville Road (Route 20), the park entrance, the park access road, and the proposed impervious surface improvements. The locations of the biofilters were chosen based on site conditions and general topography. Woolley Engineering Biscuit Run Park Job # 18090 WPO Plan 1 The proposed stormwater management biofilters meet stormwater management regulations for water quality under VSMP regulation 9VAC25-870-65. The proposed stormwater management plan meets water quantity regulations under 9VAC25-870-66 B.4.b by contributing less than 1 % of the proposed peak flow for a 1-year design storm. Method of Analysis: General Drainage areas were delineated for post -construction conditions of the site. Stormwater inlet sizing and pipe sizing were evaluated utilizing computer modeling software. Supporting documentation from these analyses are located within this document. The point of interest for our analysis was chosen in order to evaluate total pre - construction vs. post -construction flow rates exiting the site. This point allows for the quantification of both overland flow and concentrated flow since it is the point where all drainage exiting the site will converge. This point is illustrated on the USGS Streamstats report located in the Stormwater Appendix. Stormwater Quantity HydroCAD software was utilized to quantify the runoff volume for pre -construction and post -construction conditions. A large portion of the off -site contributing drainage areas were evaluated by utilizing the County's available GIS mapping. A HydroCAD Report stating the peak flow rates can be found in the Stormwater Appendix. Site conditions were analyzed for both the existing conditions and proposed conditions and a tabulation of pervious and impervious surfaces have been quantified. HydroCAD software was used to model the 1-year, 2-year, 10-year, and 100-year design storms using the SCS TR-20 method. Both pre -construction site conditions and post -construction site conditions were modelled using the HydroCAD software. Stormwater Quality The 2011 DEQ Specification #9 for bioretention was used as guidance to size and design the proposed biofilters for the site. A VRRM spreadsheet provided by the Virginia Department of Environmental Quality was used to determine the amount of pollutant removal required to meet stormwater quality compliance under the state regulations. A copy of the VRRM spreadsheet for this project can be found in the Stormwater Management Appendix. Woolley Engineering Biscuit Run Park Job # I8090 WPO Plan Assumptions: The Lag/CN method was used within the HydroCAD software to determine the time of concentration (Tc) values for each drainage area. An assumed value of Tc = 5 min. was used for drainage curb inlet calculations. An assumed value of Tc = 300 min. was used for flow through the biofilter. A curve number (CN) of 98 was assumed for all impervious surfaces and a CN of 69 or 79 were assumed for all pervious surfaces entered in the modelling software. These assumptions were based on soil information obtained from the USDA web soil survey. Off -site properties were assumed to include 1% of the total property as buildings and other impervious surfaces. Driveways were measured using County GIS information and assumed to have a width of 12'. Roadways were measuring using County GIS information and assumed to have a width of 24'. The following chart tabulates these assumptions. All of the information in the following chart was inputted into the HydroCAD software to determine the peak flow rates. Woolley Engineering Biscuit Run Park Job # I8090 WPO Plan 93 Biscuit Run Park Phase 1 - Assumed DA Values 6/21/2021 Biscuit Run Park (Proposed Development - Phase 1) Total Impervious Area: 1.47 ac On -Site Drainage Contributing to P.O.A. 39.14 ac Off -Site Properties (Assumed Impervious Surface) Total Impervious Area: 12.07 ac Drainage Contributing to P.O.A. Total: Assumed Impervious Surface Total Impervious Area: Total Drainage Area: 524.06 ac 13.54 ac 563.20 ac Pre -Construction Assumed Conditions Total Impervious Area: 12.07 ac Total Pervious Area: 551.13 ac Total Drainage Area: Post -Construction Assumed Conditions Total Impervious Area: Total Pervious Area: Total Drainage Area: 563.20 ac 13.54 ac 549.66 ac 563.20 ac Data compiled from various sources: physical surveys, Albemarle County GIS mapping, previous development plans, USGS Streamstats and aerial photography. All areas are approximate only. Woolley Engineering Job # I8090 Biscuit Run Park WPO Plan 4 Analysis: Water Quantity: Drainage from the site is relatively small in comparison to the total drainage area at the point of interest. The point of interest was chosen because it is the point where all added impervious surface runoff converges. The peak 1-year design stone flow at the point of interest is 490.16 cfs as shown in the HydroCAD report located in the stormwater management appendix. The peak 1-year design storm flow contribution from on -site improvements totals 4.21 cfs. This analysis meets the qualifications for VSMP regulations under 9VAC25-870-66-B.4.b since the on -site 1-year design storm is less than or equal to 1 % of the total peak flow at the point of interest. Water Quality: Two biofllters are proposed to meet water quality compliance requirements. Drainage values were inserted into the DEQ VRRM spreadsheet to determine water quality requirements. The VRRM summary can be found in the Appendix. The downstream waterway is the Rivanna River. The HUC for drainage leaving the site is 020802040402. Contributing Drainage Area for Proposed Biofilters IMPV (AC) I PERV (AC) I TOTAL Biofilter 1 0.13 0.06 0.18 Biofilter 2 0.87 1.86 2.73 1.00 1 1.92 1 2.92 Total Phosphorus Treatment Required Total Phosphorus Treatment Provided 2.67lb/ r lblyr Source: VRRM Spreadsheet (found in Stormwater Management Appendix) Equations and Variables: Storage Depth = depth of material * accepted void ratio Bioretention Soil Media Void ratio = 0.25 Gravel Void ratio = 0.40 Surface Storage Void ratio = 1.0 Surface Area (sq. ft.) = [(1.25 * Tv) — the volume reduced by an upstream BMP] / storage depth Woolley Engineering Biscuit Run Park Job # 18090 WPO Plan BIOFILTER - 1 (LEVEL 2) Target Tv = Pre-treatment 492 cf (from VRRM spreadsheet) 74 cf (15%of Tv) Surface Ponding 1 ft Media Depth 3 ft Gravel Depth 1 ft Storage Depth = = ft SA = 286 sf BIOFILTER - 2 (LEVEL 2) Target Tv = 4351 cf Pre-treatment 653 cf Surface Ponding 1 ft Media Depth 3 ft Gravel Depth 1 ft Storage Depth = SA = = ft 2530 sf (from VRRM spreadsheet) (15% of Tv) Proposed Biofilter #2 has two pre-treatment cells leading to the biofilter. The percentage of total flow coming from each direction was evaluated and then the pre-treatment cells were sized based on these values. PRE-TREATMENT CELL DRAINAGE ENTERING BIOFILTER 2 TOTAL DRAINAGE % OF STR ROUTING REQ. VOL. (AC) DRAINAGE (CFI Cell A 0.80 29 10-11-13 ROUTE 191 Cell B 1.94 71 14-15-16-17-18-19-20 ROUTE 462 2.74 Summary and Conclusions: This plan meets the VSMP regulations under Part II B, Water Quantity (9VAC25-870-66 13.4.b) by contributing less than 1% of drainage to the point of interest. This plan also meets the VSMP regulations under Part II B, Water Quality (9VAC25-870-65) with the implementation of two new proposed biofilters. Please refer to the VRRM Spreadsheet, located with this document. The total runoff reduction = 3,874 cf with the implementation of biofilter 41 and biofilter 42. Woolley Engineering Job # I8090 Biscuit Run Park WPO Plan R BISCUIT RUN PARK COMMONWEALTH OF VIRGINIA DEPT OF' _ CONSERVATION & RECREATION ' TMP: 90-6D, ZONED: RA FUTURE COUNTY PARK 1 1 I \ {f, (ROUTE 20) l PROPERTY LINE (TYP) WOOLLEY ENGINEERING Biscuit Run Park Consulting Civil Engineers Pre -Construction Drainage Exhibit 0 210 5th Street NE June 21, 2021 Charlottesville - Virginia 22902 0 (434) 973- 0045 www.woolley-eng.com Scale: 1" =100' 7 --- ------------- ------------- _ -- `---- BISCUIT RUN PARK" _ --N/F COMMONWEALTH OF VIRGINIA DEPT t`1 CONSERVATION 8 RECREATION " TMP: 90-6D, ZONED: RA FUTURE COUNTY PARK , , PROPOSED PARKING LOT PROPERTY LINE (TYP) BIOFILTER #1 CONTRIBUTING DRAINAGE AREA = 0.18 AC LOCATION OF BIOFILTER # 1 BIOFILTER #2 CONTRIBUTING DRAINAGE AREA = 2.73 AC LOCATION OF BIOFILTER #2 WOOLLEY ENGINEERING Biscuit Run Park Consulting Civil Engineers Post -Construction Drainage Exhibit E 210 5th Street NE June 21, 2021 Charlottesville - Virginia 22902 0 (434) 973.0045 www.woolley-eng.com Scale: not to scale 8 6/1712021 StreamStats StrearnStats Report - Biscuit Run Park Region ID: VA Workspace ID: VA20210617160936008000 Clicked Point (Latitude, Longitude): 37.97756,-78.51139 Time: 2021-06-17 12:09:52 -0400 a i r' r- vt� Fi ,.m F,i.,ri 0 f e �a \�o a` �y 0 Basin Characteristics Parameter Code Parameter Description DRNAREA Area that drains to a point on a stream Peak -Flow Statistics Parameters [Blue Ridge 2011 5144] Parameter Code Parameter Name Value Units DRNAREA Drainage Area 0.88 square miles Peak -Flow Statistics Flow Report [Blue Ridge 2011 5144] Value Unit 0.88 square miles Min Limit Max Limit 0.06 7866 q.. 9 https://streamstats.usgs.gov/ss/ 112 6/17/2021 StreamStats PII: Prediction Interval -Lower, Plu: Prediction Interval -Upper, SEp: Standard Error of Prediction, SE: Standard Error (other -- see report) Statistic Value Unit SEp 50-percent AEP flood 122 ft^3/s 17 42.9-percent AEP flood 146 ft^3/s 18 20-percent AEP flood 284 ft^3/s 20 10-percent AEP flood 450 ft^3/s 24 4-percent AEP flood 721 ft^3/s 29 2-percent AEP flood 990 ft^3/s 32 1-percent AEP flood 1420 ft^3/s 30 0.5-percent AEP flood 1800 ft^3/s 33 Peak -Flow Statistics Citations Austin, S.H., Krstolic, J.L., and Wiegand, Ute,2011, Peak -flow characteristics of Virginia streams: U.S. Geological Survey Scientific Investigations Report 2011 —5144, 106 p. + 3 tables and 2 appendixes on CD. (http://pubs.usgs.gov/sir/2011/5144/) USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty. USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthorized use. USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government. Application Version: 4.5.3 StreamStats Services Version: 1.2.22 NSS Services Version: 2.1.2 10 https://streamstats.usgs.gov/ss/ 212 PRE-CONST 1 TOTAL DRAINAGE TO POINT OF INTEREST Subcat Reach Aon Link POST-CONST 2 ON -SITE CONTRIBUTION TO POINT OF INTEREST 11 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 3.04 2 2 2-YR Type II 24-hr Default 24.00 1 3.68 2 3 10-YR Type II 24-hr Default 24.00 1 5.56 2 4 25-YR Type II 24-hr Default 24.00 1 6.84 2 5 50-YR Type II 24-hr Default 24.00 1 7.93 2 6 100-YR Type II 24-hr Default 24.00 1 9.14 2 12 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 588.800 79 50-75%Grass cover, Fair, HSG C (POST-CONST 2, PRE-CONST 1) 13.540 98 Paved parking, HSG B (POST-CONST 2, PRE-CONST 1) 602.340 79 TOTAL AREA 13 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 1-YR Rainta//=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST-CONST 2: ON -SITE Runoff Area=39.140 ac 3.76% Impervious Runoff Depth>1.28" Flow Length=2,664' Slope=0.0781 '/' Tc=624.9 min CN=80 Runoff=4.21 cfs 4.171 of Subcatchment PRE-CONST 1: TOTAL Runoff Area=563.200 ac 2.14% Impervious Runoff Depth=1.22' Flow Length=6,864' Slope=0.1632 '/' Tc=37.9 min CN=79 Runoff=490.16 cfs 57.155 of Total Runoff Area = 602.340 ac Runoff Volume = 61.326 of Average Runoff Depth = 1.22" 97.75% Pervious = 588.800 ac 2.25% Impervious = 13.540 ac 14 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 1-YR Rainta//=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Runoff = 4.21 cfs @ 20.17 hrs, Volume= 4.171 at, Depth> 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 1.470 98 Paved parking, HSG B 37.670 79 50-75% Grass cover, Fair, HSG C 39.140 80 Weighted Average 37.670 96.24% Pervious Area 1.470 3.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 2,664 0.0781 1.78 Lag/CN Method, 300.0 Direct Entry, Biofilter Direct Entrv. Biofilter 624.9 2,664 Total Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST 4.21 cfs r-r-rr-rr-r-rr-rr-r-r-rr-r�-r r r-r�-r-rr-r7-r r 4 1+YR :Raiinfai11=3 .II O4� Rtt#idfF IArW039.140 4c': r-r-rY-rY-r-rr-r7 i-r 7-r rY--rY-r-I-r-I-Y-rY-r-I-T--7-r-I-Y-r 3 ' R066ff 410in6=4;11,1i afl Ikuno# 1561 h��l 8 l l l l l l l l l l l l l l l l l l 2 - 1 Flti=B;f64„ N4p1=o 071 t6414.0:m' i'n': - - C'N;B'0' 0 5 6 7 8 6101112131415161718192021222324252627282930313233343536373839404142434445464748 Time (hours) 15 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 1-YR Rainta//=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 6 Hydrograph for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.00 9.00 0.45 0.00 0.00 9.50 0.50 0.00 0.00 10.00 0.55 0.00 0.00 10.50 0.62 0.01 0.00 11.00 0.71 0.02 0.00 11.50 0.86 0.05 0.00 12.00 2.02 0.57 0.00 12.50 2.23 0.71 0.01 13.00 2.35 0.78 0.08 13.50 2.43 0.84 0.20 14.00 2.49 0.88 0.37 14.50 2.55 0.92 0.59 15.00 2.59 0.95 0.87 15.50 2.64 0.99 1.22 16.00 2.68 1.01 1.63 16.50 2.71 1.04 2.12 17.00 2.74 1.06 2.59 17.50 2.77 1.08 3.02 18.00 2.80 1.10 3.40 18.50 2.83 1.12 3.69 19.00 2.85 1.14 3.91 19.50 2.87 1.16 4.08 20.00 2.89 1.17 4.19 20.50 2.91 1.19 4.20 21.00 2.93 1.20 4.17 21.50 2.95 1.21 4.11 22.00 2.97 1.23 3.99 22.50 2.99 1.24 3.84 23.00 3.01 1.25 3.66 23.50 3.02 1.27 3.42 24.00 3.04 1.28 3.19 24.50 3.04 1.28 2.99 25.00 3.04 1.28 2.80 25.50 3.04 1.28 2.64 26.00 3.04 1.28 2.48 26.50 3.04 1.28 2.33 27.00 3.04 1.28 2.19 27.50 3.04 1.28 2.06 28.00 3.04 1.28 1.93 28.50 3.04 1.28 1.80 29.00 3.04 1.28 1.67 29.50 3.04 1.28 1.55 30.00 3.04 1.28 1.43 30.50 3.04 1.28 1.31 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 3.04 1.28 1.20 31.50 3.04 1.28 1.09 32.00 3.04 1.28 0.99 32.50 3.04 1.28 0.89 33.00 3.04 1.28 0.80 33.50 3.04 1.28 0.72 34.00 3.04 1.28 0.64 34.50 3.04 1.28 0.57 35.00 3.04 1.28 0.50 35.50 3.04 1.28 0.45 36.00 3.04 1.28 0.40 36.50 3.04 1.28 0.35 37.00 3.04 1.28 0.31 37.50 3.04 1.28 0.28 38.00 3.04 1.28 0.25 38.50 3.04 1.28 0.22 39.00 3.04 1.28 0.20 39.50 3.04 1.28 0.18 40.00 3.04 1.28 0.16 40.50 3.04 1.28 0.14 41.00 3.04 1.28 0.12 41.50 3.04 1.28 0.11 42.00 3.04 1.28 0.10 42.50 3.04 1.28 0.09 43.00 3.04 1.28 0.08 43.50 3.04 1.28 0.07 44.00 3.04 1.28 0.06 44.50 3.04 1.28 0.05 45.00 3.04 1.28 0.05 45.50 3.04 1.28 0.04 46.00 3.04 1.28 0.03 46.50 3.04 1.28 0.03 47.00 3.04 1.28 0.02 47.50 3.04 1.28 0.02 48.00 3.04 1.28 0.02 IV Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 1-YR Rainfaii=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Runoff = 490.16 cfs @ 12.36 hrs, Volume= 57.155 af, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 12.070 98 Paved parking, HSG B 551.130 79 50-75% Grass cover, Fair, HSG C 563.200 79 Weighted Average 551.130 97.86% Pervious Area 12.070 2.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.9 6,864 0.1632 3.02 Lag/CN Method, Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Hydrograph I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I ■ RuneH J 490.16 cfs 1 t 1 500 II II I I I I I I I I I I I I I I I I I I I I I yI I I I I I I I r-1- rV-`r r FI 450 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 J_LJ_J_1_ _y_I_J_LJ_LJ_J_LJ-LJ_1_1_J_LJ_L -'�- L ain alb=L31.Q4�"I- I I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.+ 1 1(��' Iy���( I Ie I /� I I I I/N� I I I I- I- I, 400 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IRunof �Araa=563.20D halt 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r-r-I-y-r-1pry-ry-r-l-r-yyrr- .350 ' 1 1 Ir 1 1 1 1 1 1 1 1 1 1 1 1 1 IRulndff WbruhlOti 57L1551 Mfll 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I J_1_ 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I ' 300'IIIII I'1:Roo'ffb0j�0=4.22 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I rrl-#-F 4`- Y- I LL 250 ,^ 11 �n�L = 1� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r /T�� 111 i 1 -i--i 1---;-ii-ii-;--;-ii---;--i--i iCMp9=O•MY4�'/'�,_ 200 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 150 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C-NA79- �-I I-r-1-�-1-�-r-�-r-1-�-I I-r-1-�-1-�-r-�-r-1-�-I I-r�Fl�T 100 II I II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I '-L-LJ-4J-L-I-J-4J-4-I-L-LJ-LJ-L-I-J-LJ- I 50 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 I 1 1 1 1 1 1 1 I I I I I I I I I I I I Time (hours) 17 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 1-YR Rainta//=3.04" Prepared by Woolley Engineering HydroCADB 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.00 9.00 0.45 0.00 0.00 9.50 0.50 0.00 0.00 10.00 0.55 0.00 0.00 10.50 0.62 0.00 1.03 11.00 0.71 0.01 5.33 11.50 0.86 0.04 15.33 12.00 2.02 0.53 135.86 12.50 2.23 0.66 431.99 13.00 2.35 0.74 156.57 13.50 2.43 0.79 82.72 14.00 2.49 0.83 57.72 14.50 2.55 0.87 45.70 15.00 2.59 0.90 40.03 15.50 2.64 0.93 36.02 16.00 2.68 0.96 32.15 16.50 2.71 0.98 28.54 17.00 2.74 1.00 26.53 17.50 2.77 1.02 25.08 18.00 2.80 1.04 23.68 18.50 2.83 1.06 22.27 19.00 2.85 1.08 20.84 19.50 2.87 1.10 19.38 20.00 2.89 1.11 17.91 20.50 2.91 1.13 16.57 21.00 2.93 1.14 15.99 21.50 2.95 1.15 15.67 22.00 2.97 1.17 15.40 22.50 2.99 1.18 15.12 23.00 3.01 1.19 14.85 23.50 3.02 1.21 14.57 24.00 3.04 1.22 14.29 24.50 3.04 1.22 7.91 25.00 3.04 1.22 1.16 25.50 3.04 1.22 0.15 26.00 3.04 1.22 0.01 26.50 3.04 1.22 0.00 27.00 3.04 1.22 0.00 27.50 3.04 1.22 0.00 28.00 3.04 1.22 0.00 28.50 3.04 1.22 0.00 29.00 3.04 1.22 0.00 29.50 3.04 1.22 0.00 30.00 3.04 1.22 0.00 30.50 3.04 1.22 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 3.04 1.22 0.00 31.50 3.04 1.22 0.00 32.00 3.04 1.22 0.00 32.50 3.04 1.22 0.00 33.00 3.04 1.22 0.00 33.50 3.04 1.22 0.00 34.00 3.04 1.22 0.00 34.50 3.04 1.22 0.00 35.00 3.04 1.22 0.00 35.50 3.04 1.22 0.00 36.00 3.04 1.22 0.00 36.50 3.04 1.22 0.00 37.00 3.04 1.22 0.00 37.50 3.04 1.22 0.00 38.00 3.04 1.22 0.00 38.50 3.04 1.22 0.00 39.00 3.04 1.22 0.00 39.50 3.04 1.22 0.00 40.00 3.04 1.22 0.00 40.50 3.04 1.22 0.00 41.00 3.04 1.22 0.00 41.50 3.04 1.22 0.00 42.00 3.04 1.22 0.00 42.50 3.04 1.22 0.00 43.00 3.04 1.22 0.00 43.50 3.04 1.22 0.00 44.00 3.04 1.22 0.00 44.50 3.04 1.22 0.00 45.00 3.04 1.22 0.00 45.50 3.04 1.22 0.00 46.00 3.04 1.22 0.00 46.50 3.04 1.22 0.00 47.00 3.04 1.22 0.00 47.50 3.04 1.22 0.00 48.00 3.04 1.22 0.00 18 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 2-YR Rainta//=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST-CONST 2: ON -SITE Runoff Area=39.140 ac 3.76% Impervious Runoff Depth>1.78" Flow Length=2,664' Slope=0.0781 '/' Tc=624.9 min CN=80 Runoff=5.95 cfs 5.801 of Subcatchment PRE-CONST 1: TOTAL Runoff Area=563.200 ac 2.14% Impervious Runoff Depth=1.71' Flow Length=6,864' Slope=0.1632 '/' Tc=37.9 min CN=79 Runoff=701.01 cfs 80.118 of Total Runoff Area = 602.340 ac Runoff Volume = 85.919 of Average Runoff Depth = 1.71" 97.75% Pervious = 588.800 ac 2.25% Impervious = 13.540 ac 19 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 2-YR Rainfaii=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Runoff = 5.95 cfs C@ 20.16 hrs, Volume= 5.801 at, Depth> 1.78" Runoff by SCS TR-20 method, LIH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN Description 1.470 98 Paved parking, HSG B 37.670 79 50-75% Grass cover, Fair, HSG C 39.140 80 Weighted Average 37.670 96.24% Pervious Area 1.470 3.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 2,664 0.0781 1.78 Lag/CN Method, 300.0 Direct Entry, Biofilter 300.0 Direct Entrv. Biofilter 624.9 2,664 Total Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I Q Runaff ;-�;-'I-'� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _I_ _'I 2+YR:FZa1nfAHP3:68 RU66ff IArW039.140 4c: �o ' �area"Loa, a� �-#-I-i-FJ_i I_i I # �I-i I-J-4-I-�-i-I-J-F-I- -I-1-F 3 ' :: F16W L'ehoth"21,664 1 1 1 1 1 11 111 1 1 /cam %u� J1 I I I I I I I I I I I I I I I I I I I I I I I I I I I III �/44 v I I I I I I I I ( I I I I I I I I I I I I I -T-rl-rl-t-I I TI I 1-I rlI I -T I t- I I I I I I I 1 GN 80IT I-T-T-I-t-I-I-TII- -I--I- ' I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i I I 5 5 7 Time (hours) 0 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 2-YR Rainta//=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 11 Hydrograph for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.33 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.40 0.00 0.00 8.00 0.44 0.00 0.00 8.50 0.49 0.00 0.00 9.00 0.54 0.00 0.00 9.50 0.60 0.00 0.00 10.00 0.67 0.01 0.00 10.50 0.75 0.02 0.00 11.00 0.86 0.05 0.00 11.50 1.04 0.10 0.01 12.00 2.44 0.85 0.02 12.50 2.70 1.03 0.03 13.00 2.84 1.13 0.14 13.50 2.94 1.21 0.32 14.00 3.02 1.26 0.57 14.50 3.08 1.31 0.89 15.00 3.14 1.36 1.30 15.50 3.19 1.40 1.80 16.00 3.24 1.43 2.39 16.50 3.28 1.46 3.08 17.00 3.32 1.49 3.74 17.50 3.36 1.52 4.35 18.00 3.39 1.55 4.87 18.50 3.42 1.57 5.27 19.00 3.45 1.60 5.57 19.50 3.48 1.62 5.78 20.00 3.50 1.64 5.91 20.50 3.53 1.66 5.91 21.00 3.55 1.68 5.85 21.50 3.57 1.69 5.75 22.00 3.60 1.71 5.57 22.50 3.62 1.73 5.34 23.00 3.64 1.75 5.06 23.50 3.66 1.76 4.71 24.00 3.68 1.78 4.39 24.50 3.68 1.78 4.09 25.00 3.68 1.78 3.83 25.50 3.68 1.78 3.59 26.00 3.68 1.78 3.37 26.50 3.68 1.78 3.16 27.00 3.68 1.78 2.97 27.50 3.68 1.78 2.79 28.00 3.68 1.78 2.60 28.50 3.68 1.78 2.42 29.00 3.68 1.78 2.25 29.50 3.68 1.78 2.08 30.00 3.68 1.78 1.92 30.50 3.68 1.78 1.75 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 3.68 1.78 1.60 31.50 3.68 1.78 1.46 32.00 3.68 1.78 1.32 32.50 3.68 1.78 1.19 33.00 3.68 1.78 1.07 33.50 3.68 1.78 0.95 34.00 3.68 1.78 0.85 34.50 3.68 1.78 0.76 35.00 3.68 1.78 0.67 35.50 3.68 1.78 0.60 36.00 3.68 1.78 0.53 36.50 3.68 1.78 0.47 37.00 3.68 1.78 0.42 37.50 3.68 1.78 0.37 38.00 3.68 1.78 0.33 38.50 3.68 1.78 0.30 39.00 3.68 1.78 0.26 39.50 3.68 1.78 0.23 40.00 3.68 1.78 0.21 40.50 3.68 1.78 0.18 41.00 3.68 1.78 0.16 41.50 3.68 1.78 0.15 42.00 3.68 1.78 0.13 42.50 3.68 1.78 0.12 43.00 3.68 1.78 0.10 43.50 3.68 1.78 0.09 44.00 3.68 1.78 0.08 44.50 3.68 1.78 0.07 45.00 3.68 1.78 0.06 45.50 3.68 1.78 0.05 46.00 3.68 1.78 0.05 46.50 3.68 1.78 0.04 47.00 3.68 1.78 0.03 47.50 3.68 1.78 0.03 48.00 3.68 1.78 0.02 21 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 2-YR Rainfaii=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Runoff - 701.01 cfs @ 12.35 hrs, Volume= 80.118 af, Depth= 1.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 12.070 98 Paved parking, HSG B 551.130 79 50-75% Grass cover, Fair, HSG C 563.200 79 Weighted Average 551.130 97.86% Pervious Area 12.070 2.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.9 6,864 0.1632 3.02 Lag/CN Method, Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Hydrograph 750-: 700 701.01 cfspq -',---,-,---,-��--,-�,-:--.-�ti-��-.--,-Ir�- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I 650 -TK a� �=[3. BOO . V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • l{�II, M� TII Q=Y��� 4c- 550 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r-r-I-,-r-���-yyy^--1I��-([,-``rI,,^y-`{r1-1l-r4-1pr,j/-y( 500 1 1FW [td ! _! blL�1111Je VJLi� 11 e_ I_I_J_I I_I 1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 III M 450 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �y{��A1 1J 1 Jill -T-r,-r,-r-1-,-r,-r-.91r 400 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 3 J_LJ_J_L _L_u_ u_ LJ_ J_u_ LJ_1_u_ 1 1 1 1 u_LF�1_1_u J_ 1 _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 k J F Q�19� _ �I LL 350 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 fM T 1 TT -r"- �Pp =� 3 =rlrJ 300-= J_L �I_J_L L_LJ_LJ_L_I_J_L J_L_I_1_LJ_LJ_L_I_J_L J_ 250 ���. bL:rwrt r-r-I-,-I r-rl-r,-r-l-l-r,-r-l-r-rl-r,-r-l-l-r,-r-1- ��i l l 200 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �J J_L L _L_LJ_LJ_L_I_J_L J_L_I_L_LJ_LJ_L_I_J_L J_L 150 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,-r-I-,-r r-r,-r,-r-r,-r,-r-rr-r,-rr-r,-r,-r-rr-r,-rr-1-,-r,- 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 50 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I Time (hours) `IN Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 2-YR Rainta//=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 13 Hydrograph for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.33 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.40 0.00 0.00 8.00 0.44 0.00 0.00 8.50 0.49 0.00 0.00 9.00 0.54 0.00 0.00 9.50 0.60 0.00 0.60 10.00 0.67 0.01 3.05 10.50 0.75 0.02 7.38 11.00 0.86 0.04 15.24 11.50 1.04 0.08 31.50 12.00 2.44 0.80 213.18 12.50 2.70 0.98 609.82 13.00 2.84 1.07 214.74 13.50 2.94 1.15 111.30 14.00 3.02 1.20 76.89 14.50 3.08 1.25 60.67 15.00 3.14 1.29 53.01 15.50 3.19 1.33 47.61 16.00 3.24 1.37 42.42 16.50 3.28 1.40 37.60 17.00 3.32 1.43 34.90 17.50 3.36 1.45 32.96 18.00 3.39 1.48 31.09 18.50 3.42 1.51 29.21 19.00 3.45 1.53 27.30 19.50 3.48 1.55 25.37 20.00 3.50 1.57 23.42 20.50 3.53 1.59 21.66 21.00 3.55 1.61 20.88 21.50 3.57 1.62 20.46 22.00 3.60 1.64 20.09 22.50 3.62 1.66 19.72 23.00 3.64 1.67 19.35 23.50 3.66 1.69 18.98 24.00 3.68 1.71 18.61 24.50 3.68 1.71 10.29 25.00 3.68 1.71 1.51 25.50 3.68 1.71 0.20 26.00 3.68 1.71 0.01 26.50 3.68 1.71 0.00 27.00 3.68 1.71 0.00 27.50 3.68 1.71 0.00 28.00 3.68 1.71 0.00 28.50 3.68 1.71 0.00 29.00 3.68 1.71 0.00 29.50 3.68 1.71 0.00 30.00 3.68 1.71 0.00 30.50 3.68 1.71 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 3.68 1.71 0.00 31.50 3.68 1.71 0.00 32.00 3.68 1.71 0.00 32.50 3.68 1.71 0.00 33.00 3.68 1.71 0.00 33.50 3.68 1.71 0.00 34.00 3.68 1.71 0.00 34.50 3.68 1.71 0.00 35.00 3.68 1.71 0.00 35.50 3.68 1.71 0.00 36.00 3.68 1.71 0.00 36.50 3.68 1.71 0.00 37.00 3.68 1.71 0.00 37.50 3.68 1.71 0.00 38.00 3.68 1.71 0.00 38.50 3.68 1.71 0.00 39.00 3.68 1.71 0.00 39.50 3.68 1.71 0.00 40.00 3.68 1.71 0.00 40.50 3.68 1.71 0.00 41.00 3.68 1.71 0.00 41.50 3.68 1.71 0.00 42.00 3.68 1.71 0.00 42.50 3.68 1.71 0.00 43.00 3.68 1.71 0.00 43.50 3.68 1.71 0.00 44.00 3.68 1.71 0.00 44.50 3.68 1.71 0.00 45.00 3.68 1.71 0.00 45.50 3.68 1.71 0.00 46.00 3.68 1.71 0.00 46.50 3.68 1.71 0.00 47.00 3.68 1.71 0.00 47.50 3.68 1.71 0.00 48.00 3.68 1.71 0.00 a3 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 10-YR Rainta//=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 14 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST-CONST 2: ON -SITE Runoff Area=39.140 ac 3.76% Impervious Runoff Depth>3.38' Flow Length=2,664' Slope=0.0781 '/' Tc=624.9 min CN=80 Runoff=11.52 cfs 11.037 of Subcatchment PRE-CONST 1: TOTAL Runoff Area=563.200 ac 2.14% Impervious Runoff Depth=3.29' Flow Length=6,864' Slope=0.1632'/' Tc=37.9 min CN=79 Runoff=1,372.46 cfs 154.383 of Total Runoff Area = 602.340 ac Runoff Volume = 165.420 of Average Runoff Depth = 3.30" 97.75% Pervious = 588.800 ac 2.25% Impervious = 13.540 ac 24 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 10-YR Rainta//=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Runoff = 11.52 cfs @ 20.14 hrs, Volume= 11.037 af, Depth> 3.38" Runoff by SCS TR-20 method, LIH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.56" Area (ac) CN 1.470 98 Paved parking, HSG B 37.670 79 50-75% Grass cover, Fair, HSG C 39.140 80 Weighted Average 37.670 96.24% Pervious Area 1.470 3.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 2,664 0.0781 1.78 Lag/CN Method, 300.0 Direct Entry, Biofilter Direct Entrv. Biofilter 624.9 2,664 Total Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST I I I I I I I I I I I I I I I I I I I I I 11.52 cf_I_I_I_I_I_I_I_I_I_I _I_I_I_I_I I_I_I_I_I_I_I_ i]Runaff 12 IIIIIIIIII s _ _____ l�R Iainfalf=S,*8 I I I I -I, -I I___ - I I I 10 I I I I I I I I I I I I I I I I I I I I I I I I I p`I I ya=391:40: at I I I I I I I I I I 9 I 8 I I I I I I I I I I I I I I I I I I I RiI Vb1brf't6T14.0371fI I I I I I ---------------- - --- ----- -ii I I I I 7- ROO# 4e00a _48 I 6lovlji�r�gt�l=,6�4''I LL I IILIL J I I I I I I I I I I I I I I I I I I I I I I I I I I --------------- I II%�}II�I /I IQ I I I I I I I I I I I I I I I I I I I I I I I I I I I I y� --r-I-I--r----I-I--r-I--I ,-�-� -r-� ,-r ICN IVO'' 3 f I I I 1/j I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 - rr-r-rr-r-rr-r�-rr-r-r,-r -I-r -----r--- 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 5 6 7 8 9 101112131415161718192021222324252627282930313233343536373839404142434445464748 Time (hours) 25 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 10-YR Rainta//=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 16 Hydrograph for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.35 0.00 0.00 5.50 0.40 0.00 0.00 6.00 0.44 0.00 0.00 6.50 0.50 0.00 0.00 7.00 0.55 0.00 0.00 7.50 0.61 0.00 0.00 8.00 0.67 0.01 0.00 8.50 0.74 0.02 0.00 9.00 0.82 0.04 0.00 9.50 0.91 0.06 0.01 10.00 1.01 0.09 0.01 10.50 1.13 0.13 0.02 11.00 1.31 0.20 0.04 11.50 1.57 0.32 0.07 12.00 3.69 1.79 0.12 12.50 4.09 2.11 0.18 13.00 4.29 2.29 0.43 13.50 4.44 2.41 0.83 14.00 4.56 2.51 1.36 14.50 4.66 2.60 2.02 15.00 4.75 2.67 2.87 15.50 4.82 2.74 3.87 16.00 4.89 2.80 5.02 16.50 4.96 2.85 6.36 17.00 5.01 2.90 7.61 17.50 5.07 2.95 8.75 18.00 5.12 3.00 9.72 18.50 5.17 3.04 10.43 19.00 5.21 3.08 10.94 19.50 5.26 3.12 11.28 20.00 5.29 3.15 11.47 20.50 5.33 3.18 11.41 21.00 5.36 3.21 11.21 21.50 5.40 3.24 10.95 22.00 5.43 3.27 10.56 22.50 5.47 3.30 10.07 23.00 5.50 3.33 9.50 23.50 5.53 3.36 8.79 24.00 5.56 3.39 8.14 24.50 5.56 3.39 7.55 25.00 5.56 3.39 7.04 25.50 5.56 3.39 6.57 26.00 5.56 3.39 6.13 26.50 5.56 3.39 5.73 27.00 5.56 3.39 5.36 27.50 5.56 3.39 5.02 28.00 5.56 3.39 4.67 28.50 5.56 3.39 4.33 29.00 5.56 3.39 4.01 29.50 5.56 3.39 3.70 30.00 5.56 3.39 3.41 30.50 5.56 3.39 3.11 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 5.56 3.39 2.84 31.50 5.56 3.39 2.58 32.00 5.56 3.39 2.33 32.50 5.56 3.39 2.10 33.00 5.56 3.39 1.89 33.50 5.56 3.39 1.68 34.00 5.56 3.39 1.50 34.50 5.56 3.39 1.34 35.00 5.56 3.39 1.19 35.50 5.56 3.39 1.05 36.00 5.56 3.39 0.94 36.50 5.56 3.39 0.83 37.00 5.56 3.39 0.74 37.50 5.56 3.39 0.66 38.00 5.56 3.39 0.59 38.50 5.56 3.39 0.52 39.00 5.56 3.39 0.46 39.50 5.56 3.39 0.41 40.00 5.56 3.39 0.37 40.50 5.56 3.39 0.33 41.00 5.56 3.39 0.29 41.50 5.56 3.39 0.26 42.00 5.56 3.39 0.23 42.50 5.56 3.39 0.21 43.00 5.56 3.39 0.18 43.50 5.56 3.39 0.16 44.00 5.56 3.39 0.14 44.50 5.56 3.39 0.13 45.00 5.56 3.39 0.11 45.50 5.56 3.39 0.09 46.00 5.56 3.39 0.08 46.50 5.56 3.39 0.07 47.00 5.56 3.39 0.05 47.50 5.56 3.39 0.04 48.00 5.56 3.39 0.04 91 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 10-YR Rainta//=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Runoff = 1,372.46 cfs@ 12.34 hrs, Volume= 154.383 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.56" Area (ac) CN 12.070 98 Paved parking, HSG B 551.130 79 50-75% Grass cover, Fair, HSG C 563.200 79 Weighted Average 551.130 97.86% Pervious Area 12.070 2.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.9 6,864 0.1632 3.02 Lag/CN Method, Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Hydrograph 1-r-I-T-i 7-77 r-rr-I-r-1-7-i 7 r1-r-I-T-i 7-77 r-I-r-1-7-i 7-i 7 r1-r-I-T-i 7- 1.500 J L �i_i_'i_i_'i_�_'I�_i �i_i_'i_1_'I�_� �i_i_'i_i_'i_i_'i_�_'I�_i i_i_'_i_ ■RUnoff 1,372.46 cfs 1.400 1.300 _r --i- H&hr I - �_-I_-i_�'u�-_yofL WIL 10 1,200 --,-I--,-I-,- 1,100 1,00ol[W11�G�1�rCt=14-,- 900 Iri � Runoff l-i -I-T_f -i 1 i i i i i i i I I I I I I I I I I 800 o 700 TrI th;,I 8I4`- LL soo I i--- Sllo'p'er0:��33.T y-f--+-I- -f--f--f-I-I--1-fy-f--4--i-Fy-f--f-I--Il-F1-Fy-f-I-4-I-i- 500 ITc#37.9: M1nl aoo CN*79; - 300 --r--T-- r--r--r--7--7-r--r--T--T-- r r--r--7--7--7-r--r--T--7_ 200 " 100 Time (hours) 27 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 10-YR Rainta//=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 18 Hydrograph for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.35 0.00 0.00 5.50 0.40 0.00 0.00 6.00 0.44 0.00 0.00 6.50 0.50 0.00 0.00 7.00 0.55 0.00 0.00 7.50 0.61 0.00 0.84 8.00 0.67 0.01 3.22 8.50 0.74 0.01 6.28 9.00 0.82 0.03 11.00 9.50 0.91 0.05 17.21 10.00 1.01 0.07 23.31 10.50 1.13 0.11 34.26 11.00 1.31 0.17 53.47 11.50 1.57 0.29 90.99 12.00 3.69 1.71 473.51 12.50 4.09 2.03 1,168.93 13.00 4.29 2.20 393.54 13.50 4.44 2.33 197.70 14.00 4.56 2.43 134.37 14.50 4.66 2.51 105.42 15.00 4.75 2.58 91.74 15.50 4.82 2.65 82.12 16.00 4.89 2.71 72.96 16.50 4.96 2.76 64.52 17.00 5.01 2.81 59.78 17.50 5.07 2.86 56.33 18.00 5.12 2.91 53.05 18.50 5.17 2.95 49.76 19.00 5.21 2.99 46.45 19.50 5.26 3.02 43.11 20.00 5.29 3.06 39.75 20.50 5.33 3.09 36.71 21.00 5.36 3.12 35.37 21.50 5.40 3.15 34.62 22.00 5.43 3.18 33.96 22.50 5.47 3.21 33.31 23.00 5.50 3.23 32.65 23.50 5.53 3.26 32.00 24.00 5.56 3.29 31.34 24.50 5.56 3.29 17.32 25.00 5.56 3.29 2.54 25.50 5.56 3.29 0.34 26.00 5.56 3.29 0.01 26.50 5.56 3.29 0.00 27.00 5.56 3.29 0.00 27.50 5.56 3.29 0.00 28.00 5.56 3.29 0.00 28.50 5.56 3.29 0.00 29.00 5.56 3.29 0.00 29.50 5.56 3.29 0.00 30.00 5.56 3.29 0.00 30.50 5.56 3.29 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 5.56 3.29 0.00 31.50 5.56 3.29 0.00 32.00 5.56 3.29 0.00 32.50 5.56 3.29 0.00 33.00 5.56 3.29 0.00 33.50 5.56 3.29 0.00 34.00 5.56 3.29 0.00 34.50 5.56 3.29 0.00 35.00 5.56 3.29 0.00 35.50 5.56 3.29 0.00 36.00 5.56 3.29 0.00 36.50 5.56 3.29 0.00 37.00 5.56 3.29 0.00 37.50 5.56 3.29 0.00 38.00 5.56 3.29 0.00 38.50 5.56 3.29 0.00 39.00 5.56 3.29 0.00 39.50 5.56 3.29 0.00 40.00 5.56 3.29 0.00 40.50 5.56 3.29 0.00 41.00 5.56 3.29 0.00 41.50 5.56 3.29 0.00 42.00 5.56 3.29 0.00 42.50 5.56 3.29 0.00 43.00 5.56 3.29 0.00 43.50 5.56 3.29 0.00 44.00 5.56 3.29 0.00 44.50 5.56 3.29 0.00 45.00 5.56 3.29 0.00 45.50 5.56 3.29 0.00 46.00 5.56 3.29 0.00 46.50 5.56 3.29 0.00 47.00 5.56 3.29 0.00 47.50 5.56 3.29 0.00 48.00 5.56 3.29 0.00 048 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 100-YR Rainta//=9.14" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 19 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment POST-CONST 2: ON -SITE Runoff Area=39.140 ac 3.76% Impervious Runoff Depth>6.70' Flow Length=2,664' Slope=0.0781 '/' Tc=624.9 min CN=80 Runoff=22.91 cfs 21.840 of Subcatchment PRE-CONST 1: TOTAL Runoff Area=563.200 ac 2.14% Impervious Runoff Depth=6.58' Flow Length=6,864' Slope=0.1632'/' Tc=37.9 min CN=79 Runoff=2,721.68 cfs 308.695 of Total Runoff Area = 602.340 ac Runoff Volume = 330.535 of Average Runoff Depth = 6.59" 97.75% Pervious = 588.800 ac 2.25% Impervious = 13.540 ac M Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 100-YR Rainfaii=9.14" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Runoff = 22.91 cfs @ 20.13 hrs, Volume= 21.840 af, Depth> 6.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=9.14" Area (ac) CN 1.470 98 Paved parking, HSG B 37.670 79 50-75% Grass cover, Fair, HSG C 39.140 80 Weighted Average 37.670 96.24% Pervious Area 1.470 3.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.9 2,664 0.0781 1.78 Lag/CN Method, 300.0 Direct Entry, Biofilter Direct Entrv. Biofilter 624.9 2,664 Total Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST l- r-rT- rl- r-I- l -r -r'I rr-rl- rr-T-I-I-, I I I I I, I, I I I I I I I 1 1 25 J_1-I_1_LJ_L I_L_L _I_L_LJ_1_I_J_LJ_1_I_ J_ LJ_ 1_I_ J_ LJ_1_I_ J_ LJ_ 1_ QRunaff 22 24Tr f11 _-I-rT-T--I-r--T--I-r1-T--I-r-T--I-r1-T- -- 23 J_ 1_1_1_LJ_1_LJ_L__ 22 rr-rrr-l-r-rT-rT-T r-rrrT-T-1-rr-1-r-1-rrI-T-1 i 1F 21 J_1_I_1_L 1_L_I_J_LJ_1 _1_L _I_J_LJ_ 1_I_ J_L I 20 �_ I-r-rl-r-l-r-rl-rr- rl-r-1 1i l-rr-r--I-r-I ���fff�KK� MI� ��.II TT 191�I /J� I/�I /�J II/y�I /�I /��I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 runoff Ai�i�—'{ 1140 a t- 16 Y-T-I-Y-r-I-T-I-Y-rr-I-Y-r-I- 7-rr-T-I-Y-H1 17 J_ 1J_1_ LJ_LJ_J_LJ1_LJ_1_1_QJ_LJ_1J_J_LJ_1_1_J_LJ_1J_J_LJ_1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1l\tittff Vblt�'1i#21:84a-if, - i6-+-r+-r-rT-l-r-r-r+-r-rT r-1-+-1 _15 J_1_1_I_I I_I _1_I_1_ 1_1_I_I I_1 1_ I_1_I_I_L I_L-1-11-I I-1-I-1-LJ-I-I-I-I I-I- 14 1-r-rT-ry-r -I-r #-1r+-r -,-�i 1 #-1-T-r -r� v13111_1 11 1 1_1-1-1-1 1-1 }1y_t1(-I- 12 _ _ 'Iv L�1_TY_ _ � •�r•Tf1`�i_,1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11�1a1I�J�'i_ 10 Y-#-I-T-r-I-#-I-4-#-I-4-r-I-#-I-4-r-4-r-I-#-I-4-ry¢ 9 1 e y_L L_1_ _fy_-P 1 624:9�mtn+- 7 1 1 1 1 1 1 1 1 _ I_ I_1_I_ I 1 1 1 1 1 1 �_ 1 1 1 1 1 1 ---- ----------------------- ---------------------------- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 b' J-1--L-L--1-I- LJ-1--J-L--L--J-LJ-L-L L--J-LJ------------ -L--A-L--���L I I I I I I I I I I I I I I I I I 7 I I I I I I I I I I I I I I I I I I I I 4 J_J_I_i_L_I_♦ _LJ-k--i-L--i--J-LJ-L-I-J-L -L J-L-I-J-L-I-L-I-J-F J-1- I I I I I I I ( I I I I I I I I I I I I I I I I I I I I 'L 1 I I I I I I I I I I I I I I I I I I I I I I I 0 5 6 7 8 9 101112131415161718192021222324252627282930313233343536373839404142434445464748 Time (hours) iclq Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 100-YR Rainta//=9.14" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 21 Hydrograph for Subcatchment POST-CONST 2: ON -SITE CONTRIBUTION TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.58 0.00 0.00 5.50 0.65 0.01 0.00 6.00 0.73 0.02 0.00 6.50 0.82 0.04 0.00 7.00 0.90 0.06 0.00 7.50 1.00 0.08 0.01 8.00 1.10 0.12 0.02 8.50 1.21 0.16 0.04 9.00 1.34 0.21 0.06 9.50 1.49 0.28 0.10 10.00 1.65 0.36 0.16 10.50 1.86 0.48 0.23 11.00 2.15 0.65 0.33 11.50 2.59 0.95 0.47 12.00 6.06 3.84 0.64 12.50 6.72 4.43 0.86 13.00 7.06 4.75 1.44 13.50 7.30 4.97 2.33 14.00 7.49 5.15 3.47 14.50 7.66 5.30 4.86 15.00 7.80 5.44 6.58 15.50 7.93 5.56 8.59 16.00 8.04 5.67 10.87 16.50 8.15 5.76 13.49 17.00 8.24 5.85 15.91 17.50 8.33 5.94 18.09 18.00 8.42 6.02 19.89 18.50 8.50 6.09 21.17 19.00 8.57 6.16 22.07 19.50 8.64 6.23 22.60 20.00 8.70 6.29 22.85 20.50 8.76 6.34 22.61 21.00 8.82 6.40 22.12 21.50 8.87 6.45 21.49 22.00 8.93 6.50 20.62 22.50 8.98 6.55 19.58 23.00 9.04 6.60 18.38 23.50 9.09 6.65 16.93 24.00 9.14 6.70 15.62 24.50 9.14 6.70 14.43 25.00 9.14 6.70 13.39 25.50 9.14 6.70 12.47 26.00 9.14 6.70 11.60 26.50 9.14 6.70 10.79 27.00 9.14 6.70 10.08 27.50 9.14 6.70 9.40 28.00 9.14 6.70 8.73 28.50 9.14 6.70 8.07 29.00 9.14 6.70 7.45 29.50 9.14 6.70 6.87 30.00 9.14 6.70 6.31 30.50 9.14 6.70 5.75 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 9.14 6.70 5.25 31.50 9.14 6.70 4.76 32.00 9.14 6.70 4.29 32.50 9.14 6.70 3.88 33.00 9.14 6.70 3.47 33.50 9.14 6.70 3.10 34.00 9.14 6.70 2.76 34.50 9.14 6.70 2.46 35.00 9.14 6.70 2.19 35.50 9.14 6.70 1.94 36.00 9.14 6.70 1.72 36.50 9.14 6.70 1.54 37.00 9.14 6.70 1.37 37.50 9.14 6.70 1.21 38.00 9.14 6.70 1.08 38.50 9.14 6.70 0.96 39.00 9.14 6.70 0.85 39.50 9.14 6.70 0.76 40.00 9.14 6.70 0.68 40.50 9.14 6.70 0.60 41.00 9.14 6.70 0.53 41.50 9.14 6.70 0.47 42.00 9.14 6.70 0.43 42.50 9.14 6.70 0.38 43.00 9.14 6.70 0.34 43.50 9.14 6.70 0.30 44.00 9.14 6.70 0.26 44.50 9.14 6.70 0.23 45.00 9.14 6.70 0.20 45.50 9.14 6.70 0.17 46.00 9.14 6.70 0.14 46.50 9.14 6.70 0.12 47.00 9.14 6.70 0.09 47.50 9.14 6.70 0.08 48.00 9.14 6.70 0.07 31 Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 100-YR Rainfaii=9.14" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Runoff = 2,721.68 cfs @ 12.33 hrs, Volume= 308.695 af, Depth= 6.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=9.14" Area (ac) CN 12.070 98 Paved parking, HSG B 551.130 79 50-75% Grass cover, Fair, HSG C 563.200 79 Weighted Average 551.130 97.86% Pervious Area 12.070 2.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.9 6,864 0.1632 3.02 Lag/CN Method, Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Hydrograph 3,000 i �J ciQV1, i�(� I 1 1 1 I I I I ■ Ruooff ~ 2,721.68 fI I I IF 11 IF ~I-h--+-I-4- 2,600 I I I I I I I I 1 I I I N11 YP I --- ----------- -------------------------------------- z,z00Are Ill l ' :�1 „ 1Twill 2,660 ,,80o IRUtc)ffMIPI11)16 gg; 1,60I I I I I I I I I I I I I I I I I I I I I I I I II I I I I I I I I ,--I T T T, T,-T-Tf1OtiL8ngW=6-,864"I - _ ,.aoo u. 1.200 - - - -- -I- i�I-I- _I_ �i_i �i_ i _I_ i _I_ �i_i i-----_------- I SI'IdP-I- I - I_'er0:11633'P'I T-T-I-T-I- -Y �I-Y �I-T-I-Y-I-Y-YT-T �I-T-I-Y-Y7-Y �I-T-I-Y-I-Y-I-Y-YT-T-I-T-I-Y- 000 ITC�37.19: Mlnl 600 -----_-- ___________-------- _____------ _______________________ 400 200 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Time (hours) GN Biscuit Run Park 210617_Point of Analysis for Water Quantity Analysis Type ii24-hr 100-YR Rainta//=9.14" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 23 Hydrograph for Subcatchment PRE-CONST 1: TOTAL DRAINAGE TO POINT OF INTEREST Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.00 0.58 0.00 0.08 5.50 0.65 0.01 2.35 6.00 0.73 0.01 6.70 6.50 0.82 0.03 11.74 7.00 0.90 0.05 17.20 7.50 1.00 0.07 23.00 8.00 1.10 0.10 29.10 8.50 1.21 0.14 36.34 9.00 1.34 0.19 49.08 9.50 1.49 0.25 64.46 10.00 1.65 0.33 77.10 10.50 1.86 0.45 102.50 11.00 2.15 0.61 146.59 11.50 2.59 0.90 229.52 12.00 6.06 3.73 1,026.82 12.50 6.72 4.33 2,278.12 13.00 7.06 4.64 741.00 13.50 7.30 4.86 363.13 14.00 7.49 5.04 243.61 14.50 7.66 5.19 190.30 15.00 7.80 5.32 165.11 15.50 7.93 5.44 147.45 16.00 8.04 5.55 130.74 16.50 8.15 5.64 115.41 17.00 8.24 5.73 106.76 17.50 8.33 5.82 100.46 18.00 8.42 5.90 94.49 18.50 8.50 5.97 88.53 19.00 8.57 6.04 82.55 19.50 8.64 6.11 76.54 20.00 8.70 6.16 70.51 20.50 8.76 6.22 65.07 21.00 8.82 6.27 62.64 21.50 8.87 6.33 61.28 22.00 8.93 6.38 60.07 22.50 8.98 6.43 58.88 23.00 9.04 6.48 57.68 23.50 9.09 6.53 56.49 24.00 9.14 6.58 55.30 24.50 9.14 6.58 30.56 25.00 9.14 6.58 4.48 25.50 9.14 6.58 0.59 26.00 9.14 6.58 0.02 26.50 9.14 6.58 0.00 27.00 9.14 6.58 0.00 27.50 9.14 6.58 0.00 28.00 9.14 6.58 0.00 28.50 9.14 6.58 0.00 29.00 9.14 6.58 0.00 29.50 9.14 6.58 0.00 30.00 9.14 6.58 0.00 30.50 9.14 6.58 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 31.00 9.14 6.58 0.00 31.50 9.14 6.58 0.00 32.00 9.14 6.58 0.00 32.50 9.14 6.58 0.00 33.00 9.14 6.58 0.00 33.50 9.14 6.58 0.00 34.00 9.14 6.58 0.00 34.50 9.14 6.58 0.00 35.00 9.14 6.58 0.00 35.50 9.14 6.58 0.00 36.00 9.14 6.58 0.00 36.50 9.14 6.58 0.00 37.00 9.14 6.58 0.00 37.50 9.14 6.58 0.00 38.00 9.14 6.58 0.00 38.50 9.14 6.58 0.00 39.00 9.14 6.58 0.00 39.50 9.14 6.58 0.00 40.00 9.14 6.58 0.00 40.50 9.14 6.58 0.00 41.00 9.14 6.58 0.00 41.50 9.14 6.58 0.00 42.00 9.14 6.58 0.00 42.50 9.14 6.58 0.00 43.00 9.14 6.58 0.00 43.50 9.14 6.58 0.00 44.00 9.14 6.58 0.00 44.50 9.14 6.58 0.00 45.00 9.14 6.58 0.00 45.50 9.14 6.58 0.00 46.00 9.14 6.58 0.00 46.50 9.14 6.58 0.00 47.00 9.14 6.58 0.00 47.50 9.14 6.58 0.00 48.00 9.14 6.58 0.00 03 Wgaiia Runod RMumon ANIp! WaMalma DEQVirginia Ruro Reduas Medmd New Developmem Compllam Spreadsbem-VeMlon3.0 BmPOesipn.s Iftnlieman. mllswelkspem She Summary Pm,e TRIe: Becuit Run Park L. i@iR Total Rainfall= 63 inches She Land Cover Summary A was BsMs CbEs DbIB Talals %&Tmal faren/Open(acres) L.OL B.OB B.OB B.OB O.W 0 Managed Turl(acem) L.OLI 1.93 IB.OB B.OBI 1.. 57 Impervious Cavm pees( Lm La] 1 0.00 o.OB La] 43 3.39 OL Site Tv and land Cover Nutrient loads xe M 0.53 TRement Velum¢ M E,41G TP Lend fib/,) 4.06 Tel Lead(Ib/yr) 2905 Total TP lead Reduction leyumed(Ib/yr) 2.6] Site Compliance Summary Total Runoff Volume Redmalon(W) 3,8]i Total TP lead Reduction Achend(lb/,) L70 Total TR Wall Reduttion ACseved(lb/,) LI.W Remaining Post Development TP load pb/m) L33 Remaining TP Wad Redualon (lb/yr( R..R,ulred "TARGET Te REDACTION MCEEDED BY 0.06 LB/YEAR" OAA DAB DAC DA.D DAE Total .rem/Open(acres) O.W D.nD D.nD D.DO D.O] D.nD Managed Turl James) Rim LB6 D.nD D.DO D.O] L92 ImpeMnus Cever(acres) 0.13 B.B] B.BB B.aB D.O] Lao Total.(avea) 0.19 2T3 0.00 0.00 O.DD Lea Drainage Area Compliance Summary Drainage Area A Summary land Cover summary A sans BsaEs Csolls Dsans .1 saf Total Poren/O"n(aoes) a.aL a.LD a.LD L.LD R. L managed Turlpoea) Lao a.o6 a.00 o.Iw nob 3z ImpeMwsCuer(.—) Lao a.13 a.00 o.0a 0.13 6B Managed Turf ImperviausCmrer TP load hom Downstream BMPTremment UmrealMlP Wad TPRemoved TP Remainng PraN[e Cf heas f1[di[Area Upstream heatmentta be laved (acreel Ras melfPl waniaesnel WNamlapbs) Im/yal IN/rrl Lm"Oled TotallmpeMmn CeverTeaadJ(avea) n13 Total Turfea NTeembulh—d 0.06 Total TP Wad sum a sion A[Mevetl In 0A Ib/ Total Tel Wad Reduttion Achived In D.A. Ib/ La3 Drainage Area B Summary Wnd Cover summary Asons Bsese Csolls Dsons .1 %&.1 Poeen/open(acres) Lao a.00 o.. Ren Ron 0 managed Ted(acem) out LB6 0.00 0.00 L86 6B Wm Impervious a(aoes) Lao a.A] a.00 a.00 0.8] sz 1 173 Managetlrurr imperviom cave¢ ry Wae hom Downrtream BMPTremment UmreateerP Wae TP(... moved TP Remainag RxU[e CfMIIAm fY[di[Aeea UReeme TremmentW he Imed L2 vaumelft'I Peamlresnb) Wvmmiapbal /yal Imtyrl Bnalwed Total ln,RMous Cever Treated (aura) o.e] Total Tuh Area Teemed LIC—) 1B6 I Ges I P Wad Reduction —even In — (Ib/1�1 Lib 34 Su mery Mm WgMa Runoff RMumon Wier! W IwaY IPMaalbl'I R mad ReeuDion ahtnee m M& n.g] Drainage Area CSummary mne corer Summary Rsons BSMs Csogs DBMh .1 .0.1 Porn/open lames) a.ao O.DO a.re0 D.DD D. o Managed Tudlaares) Dare O.DO 0.. o.DD D. 0 Imperi Dinner pares) Dare D.Oa a.0a D.OD D. 0 BMP SeMntlans D.. Managee Tusl Impervious Coer TrP load hom DownsVeam BMPTrealment DMrea1MTP maE TP RemoeeE TP Remaining Taetlee hetlit Area f1[di[Trea repstream hea[mentta be perm (acre:( vanmelx'I PrenicesnM) mvmnlre0ml Im/ya) Ib/vrl Emnloved TMallpemCnverTnatetl fennel) Dare TomlTmurl RrearouereMra la[ real Dare TomI TP ma! Reludion—n,-- In OA 11b/1�1 D.OD Total TR matl Reduc ion aM1ieved in D.0. 11b/W1 D.OD Drainage Area D Summary mne corer Summary R sons BSMs Csogs DS Ila .1 %&.1 Forest/open (acres) a.ao o.DD o.DD 0.re0 D.m 0 Managee Turf(acresl Dare o.DD O.DD O.DD D.m o Impervious Corm (aarea) Dare a.0a a.0re a.0re 0.N D I Dare Managee run Impemomfnve. ry mae hom Deanrtream BMvrreMment Jert elP mae TIP RemoreE TPgemalmrg vrmN[e credit Area Geer Area uP;d_ rreMmentm he (acren (aares) vwnmelx'1 manxes gan mvmniallml Im/yal Imtyrl Emplwee Thal lmpemoue Cn raff eetl pnel) D.aD Tomlrutl ArearreMetl (aCres) Dare TomITP mad geduCtion=a-etl In DA Ib/ Dare TODI TR matl Redu[xon aM1kred In D.& b/ Dare Drainage Area E Summary mne Corer Summery A sons BSMe C.I. Dsolls .1 %&TMaI Forest/open(acres) a.are 0.. D.rere DeD D. D Managed %d (acres) Dare 0.. O.DD o.DO D. D Impart ious mem(aD.) Dare a.0a D.Oa 0.. D. D D.. Mai nagearnd Impemonsum. rP mae hom Downxream BMV TreMmeat uMreatMlP mae TVRemeree TPRemal In, PraN[e Cretlltd: GNNArea Upeheam Trealmentm he (mren (aareal vMm"e lam( manaan I. mvmniallbsl Imtyrl Imtyrl EmDlovee Thal imp M.O.US ver aatedparea) D.OD TMalrurlaea Trotetl(2_a) na0 TotaITP mad gedunion aMere l In DA (lb/inrlD.aO Thal TR mae Redu dlon ANkved In DI b/ D.are 1 rnann1 - rsmren 1 ""'a" Hann 3.67 1 555 Tar et R.m.11 Eve nt in 3.031 Drainage Arem Rif BCal Drainage area Dminage AnmB Drainage AreaC Drainage AreaD Drainage ArmE H fl 73 0 0 0 gR xi 393 3,CR0 0 0 0 1-year Mum pmbtl RV eei RR lrminl v69 reP8 reN nC0 0.0] Rlij,Hnl 11l n51 nN 6C0 0.0] r MlunM n rs D 0 0 x-year Mum pmbtl m lwNnl zss v3re rem ram D.m .RRlwcin) 164 n93 nN a. 0.0] HaalunM M 6/ 0 0 0 1Uryear renurn Perlud anM lwNnl 3% L]E nN a. 0.0] lnjm ) 3A] 2A7 OM a. OW x MlunM m m D 1 o 1 D 35 Bumwry Pem Division 2 - Storm Conveyance Calculations Woolley Engineering Biscuit Run Park Job 418090 WPO Plan Z O u W 6 d � Y N ycZj '= M M C GO W W U w s O 0 s } 0 V M n1 N tp N N Ol 00 M e-I M Ol 00 g q M V V V M M V 00 Ol M U O w X a w � H U O � O j 2 � a } LL b n N tD O N O M M LL` 00 Vl 00 M N 1� V O 00 N U � O 2 w U > t= X D as L 0 O 3 o Ca G LL a O^t W 001 N N O W N W � d 0 0 0 eV tV eV tV N N O � K U } O o s � oq V S r rl N rl N V N V�� N d V1 V Ol 00 V 00 00 00 00 lD N z M m b M Ol N N N Z .-I M Ol Ol m �D N 00 w O .-I .-I O 30000000000 a w W tD .may N N V V O ill tD V m M m lD J N Vl N M N VI N VI N lf1 Z > W w� OL9 M Ot O N ti N VI N M N N N tp lD V1 127 2 a Q e-I rl e-I rl N N N N PIPE DESCRIPTION: Pipe 1 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HOPE Pipe Length = 133.71 ft Plan Length = 135.70 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.74 cfs Invert Elevation Downstream = 511.20 ft Invert Elevation Upstream = 512.60 ft Invert Slope = 1.05% Invert Slope (Plan Length) = 1.03% Rim Elevation Downstream = 513.00 ft Rim Elevation Upstream = 519.60 ft Natural Ground Slope = 4.94% Crown Elevation Downstream = 512.70 ft Crown Elevation Upstream = 514.10 ft ----FLOW INFORMATION ---- Catchment Area = 0.15 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.91 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.23 ac Weighted Coefficient = 0.883 Total Time of Concentration = 5.42 min Total Intensity = 6.56 in/hr Total Rational Flow = 1.34 cfs Total Flow = 1.34 cfs Uniform Capacity = 10.74 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 511.56 ft HGL Elevation Upstream = 512.96 ft HGL Slope = 1.05 % EGL Elevation Downstream = 511.83 ft EGL Elevation Upstream = 513.23 ft EGL Slope = 1.05 % 37 Critical Depth = 5.21 in Depth Downstream = 4.30 in Depth Upstream = 4.30 in Velocity Downstream = 4.15 ft/s Velocity Upstream = 4.15 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 4.15 ft/s Area Downstream = 0.32 ft"2 Area Upstream = 0.32 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.174 fit ----INLET INFORMATION ---- Downstream Inlet = Outfall 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.91 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.91 cfs Flow Intercepted by Current Inlet = 0.91 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 's 41.1 PIPE DESCRIPTION: Pipe 2 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HOPE Pipe Length = 45.45 fit Plan Length = 49.44 fit Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 13.03 cfs Invert Elevation Downstream = 512.80 ft Invert Elevation Upstream = 513.50 ft Invert Slope = 1.54% Invert Slope (Plan Length) = 1.42% Rim Elevation Downstream = 519.60 ft Rim Elevation Upstream = 517.50 ft Natural Ground Slope = -4.62% Crown Elevation Downstream = 514.30 ft Crown Elevation Upstream = 515.00 ft ----FLOW INFORMATION ---- Catchment Area = 0.08 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.46 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.08 ac Weighted Coefficient = 0.850 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 0.46 cfs Total Flow = 0.46 cfs Uniform Capacity = 13.03 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 513.13 ft HGL Elevation Upstream = 513.79 ft HGL Slope = 1.46 % EGL Elevation Downstream = 513.17 ft EGL Elevation Upstream = 513.88 ft EGL Slope = 1.56 % Q Critical Depth = 3.01 in Depth Downstream = 3.99 in Depth Upstream = 3.01 in Velocity Downstream = 1.58 ft/s Velocity Upstream = 2.36 ft/s Uniform Velocity Downstream = 3.46 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.29 ft"2 Area Upstream = 0.19 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = DI 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.46 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.46 cfs Flow Intercepted by Current Inlet = 0.46 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 nil PIPE DESCRIPTION: Pipe 8 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 8 Downstream Pipe = Outfall Pipe Material = HOPE Pipe Length = 144.98 ft Plan Length = 146.98 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 8.72 cfs Invert Elevation Downstream = 518.30 ft Invert Elevation Upstream = 519.30 ft Invert Slope = 0.69% Invert Slope (Plan Length) = 0.68% Rim Elevation Downstream = 520.00 ft Rim Elevation Upstream = 522.50 ft Natural Ground Slope = 1.72% Crown Elevation Downstream = 519.80 ft Crown Elevation Upstream = 520.80 ft ----FLOW INFORMATION ---- Catchment Area = 0.11 ac Runoff Coefficient = 0.560 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.42 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.78 ac Weighted Coefficient = 0.464 Total Time of Concentration = 5.41 min Total Intensity = 6.57 in/hr Total Rational Flow = 2.41 cfs Total Flow = 2.41 cfs Uniform Capacity = 8.72 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 518.84 ft HGL Elevation Upstream = 519.84 ft HGL Slope = 0.69 % EGL Elevation Downstream = 519.12 ft EGL Elevation Upstream = 520.12 ft EGL Slope = 0.69 % 41 Critical Depth = 7.05 in Depth Downstream = 6.47 in Depth Upstream = 6.47 in Velocity Downstream = 4.22 ft/s Velocity Upstream = 4.22 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 4.22 ft/s Area Downstream = 0.57 ft"2 Area Upstream = 0.57 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.035 fit ----INLET INFORMATION ---- Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.42 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.42 cfs Flow Intercepted by Current Inlet = 0.42 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 PIPE DESCRIPTION: Pipe 9 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HOPE Pipe Length = 50.29 fit Plan Length = 54.28 fit Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 14.81 cfs Invert Elevation Downstream = 519.50 ft Invert Elevation Upstream = 520.50 ft Invert Slope = 1.99% Invert Slope (Plan Length) = 1.84% Rim Elevation Downstream = 522.50 ft Rim Elevation Upstream = 524.00 ft Natural Ground Slope = 2.98% Crown Elevation Downstream = 521.00 ft Crown Elevation Upstream = 522.00 ft ----FLOW INFORMATION ---- Catchment Area = 0.32 ac Runoff Coefficient = 0.480 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.04 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.67 ac Weighted Coefficient = 0.448 Total Time of Concentration = 5.26 min Total Intensity = 6.62 in/hr Total Rational Flow = 2.02 cfs Total Flow = 2.02 cfs Uniform Capacity = 14.81 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 519.87 ft HGL Elevation Upstream = 520.87 ft HGL Slope = 1.99 % EGL Elevation Downstream = 520.41 ft EGL Elevation Upstream = 521.41 ft EGL Slope = 1.99 % E93 Critical Depth = 6.43 in Depth Downstream = 4.49 in Depth Upstream = 4.49 in Velocity Downstream = 5.86 ft/s Velocity Upstream = 5.86 ft/s Uniform Velocity Downstream = 5.86 ft/s Uniform Velocity Upstream = 5.86 ft/s Area Downstream = 0.34 ft"2 Area Upstream = 0.34 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.000 fit ----INLET INFORMATION ---- Downstream Inlet = DI 10 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1.04 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.04 cfs Flow Intercepted by Current Inlet = 1.04 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 U PIPE DESCRIPTION: Pipe 10 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 10 Downstream Pipe = Pipe 9 Pipe Material = HOPE Pipe Length = 73.05 fit Plan Length = 76.46 fit Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 37.46 cfs Invert Elevation Downstream = 520.70 ft Invert Elevation Upstream = 530.00 ft Invert Slope = 12.83% Invert Slope (Plan Length) = 12.16% Rim Elevation Downstream = 524.00 ft Rim Elevation Upstream = 538.00 ft Natural Ground Slope = 19.16% Crown Elevation Downstream = 522.20 ft Crown Elevation Upstream = 531.50 ft ----FLOW INFORMATION ---- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.35 ac Weighted Coefficient = 0.420 Total Time of Concentration = 5.12 min Total Intensity = 6.66 in/hr Total Rational Flow = 1.00 cfs Total Flow = 1.00 cfs Uniform Capacity = 37.46 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 520.87 ft HGL Elevation Upstream = 530.17 ft HGL Slope = 12.83 % EGL Elevation Downstream = 522.17 ft EGL Elevation Upstream = 531.47 ft EGL Slope = 12.83 % M7 Critical Depth = 4.47 in Depth Downstream = 2.02 in Depth Upstream = 2.02 in Velocity Downstream = 9.15 ft/s Velocity Upstream = 9.15 ft/s Uniform Velocity Downstream = 9.16 ft/s Uniform Velocity Upstream = 9.16 ft/s Area Downstream = 0.11 ft"2 Area Upstream = 0.11 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 4.013 fit ----INLET INFORMATION ---- Downstream Inlet = DI 11 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 91 PIPE DESCRIPTION: Pipe 11 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 11 Downstream Pipe = Pipe 10 Pipe Material = HOPE Pipe Length = 53.48 fit Plan Length = 57.25 fit Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 32.10 cfs Invert Elevation Downstream = 534.00 ft Invert Elevation Upstream = 539.00 ft Invert Slope = 9.39% Invert Slope (Plan Length) = 8.73% Rim Elevation Downstream = 538.00 ft Rim Elevation Upstream = 544.00 ft Natural Ground Slope = 11.22% Crown Elevation Downstream = 535.50 ft Crown Elevation Upstream = 540.50 ft ----FLOW INFORMATION ---- Catchment Area = 0.35 ac Runoff Coefficient = 0.420 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.01 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.35 ac Weighted Coefficient = 0.420 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1.01 cfs Total Flow = 1.01 cfs Uniform Capacity = 32.10 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 534.18 ft HGL Elevation Upstream = 539.71 ft HGL Slope = 10.38 % EGL Elevation Downstream = 535.24 ft EGL Elevation Upstream = 540.77 ft EGL Slope = 10.38 % 47 Critical Depth = 4.49 in Depth Downstream = 2.18 in Depth Upstream = 2.18 in Velocity Downstream = 8.24 ft/s Velocity Upstream = 8.24 ft/s Uniform Velocity Downstream = 8.23 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.12 ft"2 Area Upstream = 0.12 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = MH 12 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1.01 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.01 cfs Flow Intercepted by Current Inlet = 1.01 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 PIPE DESCRIPTION: Pipe 6 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Tutorial ----PIPE INFORMATION ---- Current Pipe = Pipe 6 Downstream Pipe = Outfall Pipe Material = HOPE Pipe Length = 53.08 fit Plan Length = 55.08 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.27 cfs Invert Elevation Downstream = 512.50 ft Invert Elevation Upstream = 513.00 ft Invert Slope = 0.94% Invert Slope (Plan Length) = 0.91% Rim Elevation Downstream = 514.00 ft Rim Elevation Upstream = 516.50 ft Natural Ground Slope = 4.71% Crown Elevation Downstream = 513.75 ft Crown Elevation Upstream = 514.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.14 ac Runoff Coefficient = 0.430 Inlet Time = 5.00 min Inlet Intensity = 7.29 in/hr Inlet Rational Flow = 0.44 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.35 ac Weighted Coefficient = 0.436 Total Time of Concentration = 5.29 min Total Intensity = 7.19 in/hr Total Rational Flow = 1.11 cfs Total Flow = 1.11 cfs Uniform Capacity = 6.27 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 512.86 fit HGL Elevation Upstream = 513.36 fit HGL Slope = 0.94 % EGL Elevation Downstream = 513.09 fit EGL Elevation Upstream = 513.59 fit EGL Slope = 0.94 % 49 Critical Depth = 4.97 in Depth Downstream = 4.27 in Depth Upstream = 4.27 in Velocity Downstream = 3.85 ft/s Velocity Upstream = 3.85 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 3.85 ft/s Area Downstream = 0.29 ft"2 Area Upstream = 0.29 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.150 fit ----INLET INFORMATION ---- Downstream Inlet = Outfall 5 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.44 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.44 cfs Flow Intercepted by Current Inlet = 0.44 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 's 6111 PIPE DESCRIPTION: Pipe 7 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Tutorial ----PIPE INFORMATION ---- Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HOPE Pipe Length = 46.61 fit Plan Length = 50.61 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.18 cfs Invert Elevation Downstream = 513.20 ft Invert Elevation Upstream = 513.50 ft Invert Slope = 0.64% Invert Slope (Plan Length) = 0.59% Rim Elevation Downstream = 516.50 ft Rim Elevation Upstream = 517.00 ft Natural Ground Slope = 1.07% Crown Elevation Downstream = 514.45 ft Crown Elevation Upstream = 514.75 ft ----FLOW INFORMATION ---- Catchment Area = 0.21 ac Runoff Coefficient = 0.440 Inlet Time = 5.00 min Inlet Intensity = 7.29 in/hr Inlet Rational Flow = 0.68 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.21 ac Weighted Coefficient = 0.440 Total Time of Concentration = 5.00 min Total Intensity = 7.29 in/hr Total Rational Flow = 0.68 cfs Total Flow = 0.68 cfs Uniform Capacity = 5.18 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 513.51 ft HGL Elevation Upstream = 513.87 ft HGL Slope = 0.79 % EGL Elevation Downstream = 513.64 ft EGL Elevation Upstream = 514.00 ft EGL Slope = 0.79 % 51 Critical Depth = 3.87 in Depth Downstream = 3.67 in Depth Upstream = 3.67 in Velocity Downstream = 2.92 ft/s Velocity Upstream = 2.92 ft/s Uniform Velocity Downstream = 2.92 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.23 ft"2 Area Upstream = 0.23 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = MH 6 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.68 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.68 cfs Flow Intercepted by Current Inlet = 0.68 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 6% PIPE DESCRIPTION: Pipe 1 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HOPE Pipe Length = 84.40 fit Plan Length = 85.81 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.23 cfs Invert Elevation Downstream = 524.00 ft Invert Elevation Upstream = 534.00 ft Invert Slope = 11.93% Invert Slope (Plan Length) = 11.65% Rim Elevation Downstream = 526.00 ft Rim Elevation Upstream = 541.00 ft Natural Ground Slope = 17.77% Crown Elevation Downstream = 525.25 ft Crown Elevation Upstream = 535.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.09 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.55 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1.49 ac Weighted Coefficient = 0.596 Total Time of Concentration = 6.67 min Total Intensity = 6.18 in/hr Total Rational Flow = 5.53 cfs Total Flow = 5.53 cfs Uniform Capacity = 22.23 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 524.42 ft HGL Elevation Upstream = 534.42 ft HGL Slope = 11.93 % EGL Elevation Downstream = 527.94 ft EGL Elevation Upstream = 537.94 ft EGL Slope = 11.93 % Critical Depth = 11.44 in Depth Downstream = 5.10 in Depth Upstream = 5.10 in Velocity Downstream = 15.04 ft/s 611 Velocity Upstream = 15.04 fit/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 15.04 fit/s Area Downstream = 0.37 ft"2 Area Upstream = 0.37 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 4.370 fit ----INLET INFORMATION ---- Downstream Inlet = EW 14 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.55 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.55 cfs Flow Intercepted by Current Inlet = 0.55 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 54 PIPE DESCRIPTION: Pipe 2 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HOPE Pipe Length = 61.00 fit Plan Length = 65.00 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.92 cfs Invert Elevation Downstream = 538.00 ft Invert Elevation Upstream = 538.70 ft Invert Slope = 1.15% Invert Slope (Plan Length) = 1.08% Rim Elevation Downstream = 541.00 ft Rim Elevation Upstream = 543.00 ft Natural Ground Slope = 3.28% Crown Elevation Downstream = 539.25 ft Crown Elevation Upstream = 539.95 ft ----FLOW INFORMATION ---- Catchment Area = 0.19 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.16 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1.40 ac Weighted Coefficient = 0.576 Total Time of Concentration = 6.50 min Total Intensity = 6.23 in/hr Total Rational Flow = 5.07 cfs Total Flow = 5.07 cfs Uniform Capacity = 6.92 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 538.79 ft HGL Elevation Upstream = 539.49 ft HGL Slope = 1.15 % EGL Elevation Downstream = 539.38 ft EGL Elevation Upstream = 540.08 ft EGL Slope = 1.15 % Critical Depth = 10.96 in Depth Downstream = 9.53 in Depth Upstream = 9.53 in Velocity Downstream = 6.16 ft/s f.77 Velocity Upstream = 6.16 ft/s Uniform Velocity Downstream = 6.16 ft/s Uniform Velocity Upstream = 6.16 ft/s Area Downstream = 0.82 ft"2 Area Upstream = 0.82 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.163 fit ----INLET INFORMATION ---- Downstream Inlet = DI 15 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1.16 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.16 cfs Flow Intercepted by Current Inlet = 1.16 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 °s 671 PIPE DESCRIPTION: Pipe 3 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HOPE Pipe Length = 67.16 fit Plan Length = 71.15 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.59 cfs Invert Elevation Downstream = 538.90 ft Invert Elevation Upstream = 539.60 ft Invert Slope = 1.04% Invert Slope (Plan Length) = 0.98% Rim Elevation Downstream = 543.00 ft Rim Elevation Upstream = 543.00 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 540.15 ft Crown Elevation Upstream = 540.85 ft ----FLOW INFORMATION ---- Catchment Area = 0.19 ac Runoff Coefficient = 0.430 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.55 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.43 ac Weighted Coefficient = 0.692 Total Time of Concentration = 5.05 min Total Intensity = 6.69 in/hr Total Rational Flow = 2.01 cfs Total Flow = 2.01 cfs Uniform Capacity = 6.59 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 539.90 fit HGL Elevation Upstream = 540.16 fit HGL Slope = 0.39 % EGL Elevation Downstream = 539.96 fit EGL Elevation Upstream = 540.38 fit EGL Slope = 0.63 % Critical Depth = 6.78 in Depth Downstream = 12.04 in Depth Upstream = 6.78 in Velocity Downstream = 1.90 ft/s 57 Velocity Upstream = 3.73 ft/s Uniform Velocity Downstream = 4.83 ft/s Uniform Velocity Upstream = 4.72 ft/s Area Downstream = 1.06 ft"2 Area Upstream = 0.54 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.000 fit ----INLET INFORMATION ---- Downstream Inlet = DI 16 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.55 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.55 cfs Flow Intercepted by Current Inlet = 0.55 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 °s L18 PIPE DESCRIPTION: Pipe 4 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HOPE Pipe Length = 23.21 fit Plan Length = 27.10 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 19.88 cfs Invert Elevation Downstream = 539.80 ft Invert Elevation Upstream = 542.00 ft Invert Slope = 9.52% Invert Slope (Plan Length) = 8.12% Rim Elevation Downstream = 543.00 ft Rim Elevation Upstream = 548.50 ft Natural Ground Slope = 23.70% Crown Elevation Downstream = 541.05 ft Crown Elevation Upstream = 543.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.24 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.46 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.24 ac Weighted Coefficient = 0.900 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1.46 cfs Total Flow = 1.46 cfs Uniform Capacity = 19.88 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 540.03 ft HGL Elevation Upstream = 542.93 ft HGL Slope = 12.54 % EGL Elevation Downstream = 541.42 ft EGL Elevation Upstream = 544.32 ft EGL Slope = 12.54 % Critical Depth = 5.74 in Depth Downstream = 2.75 in Depth Upstream = 2.75 in Velocity Downstream = 9.46 ft/s Velocity Upstream = 9.46 ft/s Uniform Velocity Downstream = 9.46 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.15 ft"2 Area Upstream = 0.15 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = DI 17 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1.46 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.46 cfs Flow Intercepted by Current Inlet = 1.46 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 °s 61Q PIPE DESCRIPTION: Pipe 5 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 5 Downstream Pipe = Pipe 2 Pipe Material = HOPE Pipe Length = 119.91 ft Plan Length = 123.84 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 11.94 cfs Invert Elevation Downstream = 538.90 ft Invert Elevation Upstream = 543.00 ft Invert Slope = 3.42% Invert Slope (Plan Length) = 3.31% Rim Elevation Downstream = 543.00 ft Rim Elevation Upstream = 547.00 ft Natural Ground Slope = 3.34% Crown Elevation Downstream = 540.15 ft Crown Elevation Upstream = 544.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.31 ac Runoff Coefficient = 0.530 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.11 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.78 ac Weighted Coefficient = 0.434 Total Time of Concentration = 5.88 min Total Intensity = 6.42 in/hr Total Rational Flow = 2.19 cfs Total Flow = 2.19 cfs Uniform Capacity = 11.94 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 539.66 ft HGL Elevation Upstream = 543.59 ft HGL Slope = 3.28 % EGL Elevation Downstream = 539.78 ft EGL Elevation Upstream = 543.82 ft EGL Slope = 3.37 % Critical Depth = 7.09 in Depth Downstream = 9.08 in Depth Upstream = 7.09 in Velocity Downstream = 2.81 ft/s W Velocity Upstream = 3.83 ft/s Uniform Velocity Downstream = 7.41 ft/s Uniform Velocity Upstream = 7.41 ft/s Area Downstream = 0.78 ft"2 Area Upstream = 0.57 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.609 fit ----INLET INFORMATION ---- Downstream Inlet = DI 16 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1.11 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.11 cfs Flow Intercepted by Current Inlet = 1.11 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 3% PIPE DESCRIPTION: Pipe 6 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = HOPE Pipe Length = 108.04 ft Plan Length = 112.00 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.39 cfs Invert Elevation Downstream = 543.20 ft Invert Elevation Upstream = 546.00 ft Invert Slope = 2.59% Invert Slope (Plan Length) = 2.50% Rim Elevation Downstream = 547.00 ft Rim Elevation Upstream = 550.00 ft Natural Ground Slope = 2.78% Crown Elevation Downstream = 544.45 ft Crown Elevation Upstream = 547.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.47 ac Runoff Coefficient = 0.370 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.18 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.47 ac Weighted Coefficient = 0.370 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1.18 cfs Total Flow = 1.18 cfs Uniform Capacity = 10.39 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 544.20 ft HGL Elevation Upstream = 546.51 ft HGL Slope = 2.13 % EGL Elevation Downstream = 544.22 ft EGL Elevation Upstream = 546.66 ft EGL Slope = 2.26 % Critical Depth = 5.13 in Depth Downstream = 12.00 in Depth Upstream = 5.13 in Velocity Downstream = 1.12 ft/s G43 Velocity Upstream = 3.17 ft/s Uniform Velocity Downstream = 5.62 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1.05 ft"2 Area Upstream = 0.37 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = DI 19 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 1.18 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.18 cfs Flow Intercepted by Current Inlet = 1.18 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 100.00 °s I-V 1S 11P DA 24 15" pipe Subcat Z 4on Llflk 65 Biscuit Run Park 210615 PIPE - DA 24 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 3.04 2 2 2-YR Type II 24-hr Default 24.00 1 3.68 2 3 10-YR Type II 24-hr Default 24.00 1 5.56 2 4 25-YR Type II 24-hr Default 24.00 1 6.84 2 5 50-YR Type II 24-hr Default 24.00 1 7.93 2 6 100-YR Type II 24-hr Default 24.00 1 9.14 2 Biscuit Run Park 210615 PIPE - DA 24 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.444 79 50-75%Grass cover, Fair, HSG C (1S) 0.017 98 Water Surface, HSG B (1S) 0.461 80 TOTAL AREA M Biscuit Run Park 210615 PIPE - DA 24 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 lip 540.50 535.00 40.0 0.1375 0.025 15.0 0.0 0.0 R&I Biscuit Run Park 210615_PIPE - DA 24 Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DA 24 Runoff Area=20,086sf 3.79%Impervious Runoff Depth>1.64' Flow Length=184' Slope=0.1603 '/' Tc=2.0 min CN=80 Runoff=1.56 cfs 0.063 of Pond 11 P: 15" pipe Peak Elev=541.15' Storage=0.000 of Inflow=1.56 cfs 0.063 of 15.0" Round Culvert n=0.025 L=40.0' 5=0.1375 '/' Outflow=1.56 cfs 0.063 of Total Runoff Area = 0.461 ac Runoff Volume = 0.063 of Average Runoff Depth = 1.64" 96.21 % Pervious = 0.444 ac 3.79% Impervious = 0.017 ac 3%, 210615_PIPE - DA 24 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: DA 24 Runoff = 1.56 cfs @ 11.92 hrs, Volume= 0.063 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (sf) CN 762 98 Water Surface, HSG B 19,324 79 50-75% Grass cover, Fair, HSG C 20,086 80 Weighted Average 19,324 96.21 % Pervious Area 762 3.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 184 0.1603 1.50 Lag/CN Method, Subcatchment 1S: DA 24 Hydrograph ❑Runoff 1.56 cfs Type Il 24yhr 2-YR RainfallT3.68" Runoff Area=20086'1, sf - - Rupoff', Volume=D.O63 af- ' Runoff De��pth>1.614" ° Flow Lehgth=184' LL Slppe=0.1603 '/' Yo=2! 0 min CN=80 Time (hours) ALI] 210615_PIPE - DA 24 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Pond 11P: 15" pipe Inflow Area = 0.461 ac, 3.79% Impervious, Inflow Depth > 1.64" for 2-YR event Inflow = 1.56 cfs @ 11.92 hrs, Volume= 0.063 of Outflow = 1.56 cfs @ 11.92 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 1.56 cfs @ 11.92 hrs, Volume= 0.063 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 541.15' C& 11.92 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time=0.0 min ( 786.6 - 786.6) Volume Invert Avail.Storage Storage Description #1 540.50' 0.001 of 15.0" Round CMP_Round 15" L= 40.0' S= 0.1500 '/' Device Routing Invert Outlet Devices #1 Primary 540.50' 15.0" Round CMP_Round 15" L= 40.0' Ke= 0.700 Inlet / Outlet Invert= 540.50' / 535.00' S= 0.1375'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 1.23 sf Primary OutFow Max=1.50 cfs @ 11.92 hrs HW=541.14' (Free Discharge) t1=CMP_Round 15" (Inlet Controls 1.50 cfs @ 2.40 fps) Pond 11 P: 15" pipe Hydrograph ■ Inflow ■ Primary Inflow Area=0.4;61 q'3c Peak Elev=541.15' S,torAge=0.Q00 ;af Rqund Culvert n,0.025 L=40;0' S;0.1375: Y' Time (hours) 71 Biscuit Run Park 210615_PIPE - DA 24 Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DA 24 Runoff Area=20,086sf 3.79%Impervious Runoff Depth>3.15' Flow Length=184' Slope=0.1603'/' Tc=2.0 min CN=80 Runoff=2.91 cfs 0.121 of Pond 11 P: 15" pipe Peak Elev=541.45' Storage=0.000 of Inflow=2.91 cfs 0.121 of 15.0" Round Culvert n=0.025 L=40.0' 5=0.1375'/' Outflow=2.91 cfs 0.121 of Total Runoff Area = 0.461 ac Runoff Volume = 0.121 of Average Runoff Depth = 3.15" 96.21 % Pervious = 0.444 ac 3.79% Impervious = 0.017 ac 72 210615_PIPE - DA 24 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: DA 24 Runoff = 2.91 cfs @ 11.92 hrs, Volume= 0.121 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.56" Area (sf) CN 762 98 Water Surface, HSG B 19,324 79 50-75% Grass cover, Fair, HSG C 20,086 80 Weighted Average 19,324 96.21 % Pervious Area 762 3.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 184 0.1603 1.50 Lag/CN Method, Subcatchment 1S: DA 24 Hydrograph 2.91 C■Runoff 3 fS Type 11 241hr 10-YR RainfallT5.56" Runoff Area=20 086:sf z I r--- ---- ;RuOoff',Volume=0 121,af I Runoff De��pth>3.1:5' LL Flow Lehgth=184' Slppe=II j6033 T- ' Yo=2A min CN=80 Time (hours) 73 210615_PIPE - DA 24 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond 11P: 15" pipe Inflow Area = 0.461 ac, 3.79% Impervious, Inflow Depth > 3.15" for 10-YR event Inflow = 2.91 cfs @ 11.92 hrs, Volume= 0.121 of Outflow = 2.91 cfs @ 11.92 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary = 2.91 cfs @ 11.92 hrs, Volume= 0.121 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 541.45' C& 11.92 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time=0.0 min ( 772.3 - 772.3 ) Volume Invert Avail.Storage Storage Description #1 540.50' 0.001 of 15.0" Round CMP_Round 15" L= 40.0' S= 0.1500 '/' Device Routing Invert Outlet Devices #1 Primary 540.50' 15.0" Round CMP_Round 15" L= 40.0' Ke= 0.700 Inlet / Outlet Invert= 540.50' / 535.00' S= 0.1375'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 1.23 sf Primary OutFow Max=2.81 cfs @ 11.92 hrs HW=541.42' (Free Discharge) t1=CMP_Round 15" (Inlet Controls 2.81 cfs @ 2.89 fps) Pond 11 P: 15" pipe Hydrograph ____ ■Inflow ■Primary Inflow Area=0.4,61 OC Peak Elev=541.45' S4t_or�ge=O.QOO1af Rqund Culvert n,0.025 r L=40, 0' S;0.1375: Y' Time (hours) 74 DA25 24" pipe Subcat Reach Aon Llflk 75 Biscuit Run Park 210615 PIPE - DA 27 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 3.04 2 2 2-YR Type II 24-hr Default 24.00 1 3.68 2 3 10-YR Type II 24-hr Default 24.00 1 5.56 2 4 25-YR Type II 24-hr Default 24.00 1 6.84 2 5 50-YR Type II 24-hr Default 24.00 1 7.93 2 6 100-YR Type II 24-hr Default 24.00 1 9.14 2 61i Biscuit Run Park 210615 PIPE - DA 27 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 2.588 79 50-75% Grass cover, Fair, HSG C (2S) 0.005 98 Water Surface, HSG B (2S) 2.593 79 TOTAL AREA 77 Biscuit Run Park 210615 PIPE - DA 27 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 10P 538.50 536.00 25.0 0.1000 0.025 24.0 0.0 0.0 78 Biscuit Run Park 210615_PIPE - DA 27 Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.01 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: DA 25 Runoff Area=112,935 sf 0.19% Impervious Runoff Depth>1.11' Flow Length=1,151' Slope=0.1156'/' Tc=10.8 min CN=79 Runoff=4.70 cfs 0.239 of Pond 10P: 24" pipe Peak Elev=539.50' Storage=0.000 of Inflow=4.70 cfs 0.239 of 24.0" Round Culvert n=0.025 L=25.0' 5=0.1000'/' Outflow=4.70 cfs 0.239 of Total Runoff Area = 2.593 ac Runoff Volume = 0.239 of Average Runoff Depth = 1.11" 99.81% Pervious = 2.588 ac 0.19% Impervious = 0.005 ac M 210615_PIPE - DA 27 Biscuit Run Park Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 2S: DA 25 Runoff = 4.70 cfs @ 12.03 hrs, Volume= 0.239 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (sf) CN 216 98 Water Surface, HSG B 112,719 79 50-75% Grass cover, Fair, HSG C 112,935 79 Weighted Average 112,719 99.81 % Pervious Area 216 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 1,151 0.1156 1.78 Lag/CN Method, Subcatchment 2S: DA 25 Hydrograph r--- r---- I_ r---- r--- r----r--- ■Runoff 4.70 CfS I I I I I I 4 I I i i i i LL ------------- 21 Type Il 24yhr 1-YR-Ra1nfaHT3:04"- R-noffl Arda=112;935'I sf -';Rupoff',Volum*'="' 39af- Runoff De'Ipth>1.41" Flow L'�enoth1,1-51'_ ---------}--- Slppe=0.1156 T Tc=10. 8 min -- CN=179 rime (hours) 80 210615_PIPE - DA 27 Biscuit Run Park Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Pond 10P: 24" pipe Inflow Area = 2.593 ac, 0.19% Impervious, Inflow Depth > 1.11" for 1-YR event Inflow = 4.70 cfs @ 12.03 hrs, Volume= 0.239 of Outflow = 4.70 cfs @ 12.03 hrs, Volume= 0.239 af, Atten= 0%, Lag= 0.0 min Primary = 4.70 cfs @ 12.03 hrs, Volume= 0.239 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Peak Elev= 539.50' 9 12.03 hrs Surt.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= 0.0 min calculated for 0.239 of (100% of inflow) Center -of -Mass det. time=0.0 min (802.6 - 802.6) Volume Invert Avail.Storage Storage Description #1 538.50' 0.002 of 24.0" Round CMP_Round 24" L= 25.0' S= 0.1000 '/' Device Routing Invert Outlet Devices #1 Primary 538.50' 24.0" Round CMP_Round 24" L= 25.0' Ke= 0.700 Inlet / Outlet Invert= 538.50' / 536.00' S= 0.1000'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFow Max=4.70 cfs @ 12.03 hrs HW=539.50' (Free Discharge) t1=CMP_Round 24" (Inlet Controls 4.70 cfs @ 3.00 fps) Pond 10P: 24" pipe Hydrograph s 4.70 cfS 4 r------r---r----r---r________ ■Inflow ■ Primary Inflow Area=2.5,93 $c ___;-Perak Elev=539.-5T- $tor$ge=0.Q00 ;af Rqund Culvert --------- na0:025 L=25;0' --- 1 _S*0:1001Y'T Time (hours) 81 Biscuit Run Park 210615_PIPE - DA 27 Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.01 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: DA 25 Runoff Area=112,935 sf 0.19% Impervious Runoff Depth>1.56' Flow Length=1,151' Slope=0.1156'/' Tc=10.8 min CN=79 Runoff=6.63 cfs 0.338 of Pond 10P: 24" pipe Peak Elev=539.72' Storage=0.000 of Inflow=6.63 cfs 0.338 of 24.0" Round Culvert n=0.025 L=25.0' 5=0.1000'/' Outflow=6.63 cfs 0.338 of Total Runoff Area = 2.593 ac Runoff Volume = 0.338 of Average Runoff Depth = 1.56" 99.81% Pervious = 2.588 ac 0.19% Impervious = 0.005 ac 82 210615_PIPE - DA 27 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2S: DA 25 Runoff = 6.63 cfs g 12.03 hrs, Volume= 0.338 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (sf) CN 216 98 Water Surface, HSG B 112,719 79 50-75% Grass cover, Fair, HSG C 112,935 79 Weighted Average 112,719 99.81 % Pervious Area 216 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 1,151 0.1156 1.78 Lag/CN Method, 0 LL .T- Subcatchment 2S: DA 25 Hydrograph I I I I I I I _y____+____i____+____i____+____+___ ■Runoff I I I I I I I I I I I I I I Ty1 a I1241hr_ 2-YR RainfallT3.68" Rd,ncy ff Arch--412,; 35 sf- Rupoff'i, Volume=0:�,338', of r 7---- r---- n Ruoff Depth>1.56" r-F]6wlengtb 1,151 Slppe=0.1'1156 'P TcFl a min rime (hours) 83 210615_PIPE - DA 27 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond 10P: 24" pipe Inflow Area = 2.593 ac, 0.19% Impervious, Inflow Depth > 1.56" for 2-YR event Inflow = 6.63 cfs @ 12.03 hrs, Volume= 0.338 of Outflow = 6.63 cfs g 12.03 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Primary = 6.63 cfs @ 12.03 hrs, Volume= 0.338 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Peak Elev= 539.72' @ 12.03 hrs Surt.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= 0.0 min calculated for 0.337 of (100% of inflow) Center -of -Mass det. time=0.0 min ( 795.4 - 795.4) Volume Invert Avail.Storage Storage Description #1 538.50' 0.002 of 24.0" Round CMP_Round 24" L= 25.0' S= 0.1000 '/' Device Routing Invert Outlet Devices #1 Primary 538.50' 24.0" Round CMP_Round 24" L= 25.0' Ke= 0.700 Inlet / Outlet Invert= 538.50' / 536.00' S= 0.1000'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFow Max=6.63 cfs @ 12.03 hrs HW=539.72' (Free Discharge) t1=CMP_Round 24" (Inlet Controls 6.63 cfs @ 3.31 fps) Pond 10P: 24" pipe Hydrograph , ___-____�____�___�____�___________�---�----r---�----�----*---�---- ■Inflow ■ Prima 6.63 cfs ry -- � -- " Inflow Area=;-2.5,93 Ac 6 Peak Elev=5302' - - StM _ _ 1-0.-QIIO"aT - n 4 ' Rqund Culvert LL n,0.025 3 2 S;0.1000:1/' Time (hours) 84 Biscuit Run Park 210615_PIPE - DA 27 Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 11 Time span=5.00-20.00 hrs, dt=0.01 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 2S: DA 25 Runoff Area=112,935 sf 0.19% Impervious Runoff Depth>3.05' Flow Length=1,151' Slope=0.1156'/' Tc=10.8 min CN=79 Runoff=12.68 cfs 0.658 of Pond 10P: 24" pipe Peak Elev=540.39' Storage=0.001 of Inflow=12.68 cfs 0.658 of 24.0" Round Culvert n=0.025 L=25.0' 5=0.1000'/' Outflow=12.68 cfs 0.658 of Total Runoff Area = 2.593 ac Runoff Volume = 0.658 of Average Runoff Depth - 3.05" 99.81% Pervious = 2.588 ac 0.19% Impervious - 0.005 ac 85 210615_PIPE - DA 27 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: DA 25 Runoff = 12.68 cfs @ 12.02 hrs, Volume= 0.658 af, Depth> 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=5.56" Area (sf) CN 216 98 Water Surface, HSG B 112,719 79 50-75% Grass cover, Fair, HSG C 112,935 79 Weighted Average 112,719 99.81 % Pervious Area 216 0.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 1,151 0.1156 1.78 Lag/CN Method, Subcatchment 2S: DA 25 Hydrograph I I ■ Runo,r ---J----}----I----;----�- 12.68 cfs-II----;----I�---�I----�----II----}-- I I I I I 13 I I I I I 12 ------- ----I---- ---------- I I I I I I ,Q I I I I I I 9 I 8 J____ 1___ J____ 1____I____ J__ --- 37 I I I I I I LL 6 I I I I I I I I I I I I 5 I - --,- - - -r I r I r 4 -----------I--------I---- I- 3 2 I I I I I I 1 I I I I 1 I 1 ,----- Type-0-243hr- 1D-YR Ralnfallr5:316'r ----- _L _J _L _J _1 RLin_off Arha=1124935sf -- IlRupoffl.Voiume_=_O;658;Elf - ---- Runoff Dapthl?1Q5" 1-FlbwL-errcothl=4,151- Sfpp64-.1159'F -- �r--- r____�r1---- To=10.8 min ---- I ---- --------- ---- --------IL J--------DN=79 - I I I I I ------------- Tim (hours) 101 210615_PIPE - DA 27 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond 10P: 24" pipe Inflow Area = 2.593 ac, 0.19% Impervious, Inflow Depth > 3.05" for 10-YR event Inflow = 12.68 cfs @ 12.02 hrs, Volume= 0.658 of Outflow = 12.68 cfs 9 12.03 hrs, Volume= 0.658 af, Atten= 0%, Lag= 0.0 min Primary = 12.68 cfs @ 12.03 hrs, Volume= 0.658 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Peak Elev= 540.39' C& 12.03 hrs Surt.Area= 0.001 ac Storage= 0.001 of Plug -Flow detention time= 0.0 min calculated for 0.658 of (100% of inflow) Center -of -Mass det. time=0.0 min ( 781.1 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 538.50' 0.002 of 24.0" Round CMP_Round 24" L= 25.0' S= 0.1000 '/' Device Routing Invert Outlet Devices #1 Primary 538.50' 24.0" Round CMP_Round 24" L= 25.0' Ke= 0.700 Inlet / Outlet Invert= 538.50' / 536.00' S= 0.1000'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf Primary OutFow Max=12.67 cfs @ 12.03 hrs HW=540.39' (Free Discharge) t1=CMP_Round 24" (Inlet Controls 12.67 cfs @ 4.13 fps) Pond 10P: 24" pipe Hydrograph 14 -Ti 12.681 I I I I I 12 I I I I I I I I I I I I ,Q I I I I I --- I I I I I 9 I I I I 8 i I - l I T -I 3 7- 6- I I I I I I I I I I 4 I I I I I ' I I I I 21 ■Inflow y F I I I I I ■Primary FrtR 10W A1�ea=2._=9_3-$c _I Peak Elev=540.39' ___-____-___ I I I I I I I ---------�24.0"- I I I I I -T Rqun4 Cnlvnrt_ ------- -i--------- r=0,025- I S;0.1000:'/' --r---1----I-- r - r I I I I I I Time (hours) 87 3S DA 26 \\A Subcat Reach X 4on Llnk 15" pipe 88 Biscuit Run Park 210615 PIPE - DA 29 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 3.04 2 2 2-YR Type II 24-hr Default 24.00 1 3.68 2 3 10-YR Type II 24-hr Default 24.00 1 5.56 2 4 25-YR Type II 24-hr Default 24.00 1 6.84 2 5 50-YR Type II 24-hr Default 24.00 1 7.93 2 6 100-YR Type II 24-hr Default 24.00 1 9.14 2 E-,Z Biscuit Run Park 210615 PIPE - DA 29 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.287 79 50-75% Grass cover, Fair, HSG C (3S) 0.005 98 Water Surface, HSG B (3S) 0.292 79 TOTAL AREA LSI] Biscuit Run Park 210615 PIPE - DA 29 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 10P 569.00 566.00 30.0 0.1000 0.025 15.0 0.0 0.0 ill Biscuit Run Park 210615_PIPE - DA 29 Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3S: DA 26 Runoff Area=12,711 sf 1.70% Impervious Runoff DepthA.11' Flow Length=180' Slope=0.1222 '/' Tc=2.4 min CN=79 Runoff=0.70 cfs 0.027 of Pond 10P: 15" pipe Peak Elev=569.42' Storage=0.000 of Inflow=0.70 cfs 0.027 of 15.0" Round Culvert n=0.025 L=30.0' 5=0.1000'/' Outflow=0.70 cfs 0.027 of Total Runoff Area = 0.292 ac Runoff Volume = 0.027 of Average Runoff Depth = 1.11" 98.30% Pervious = 0.287 ac 1.70% Impervious = 0.005 ac 0% 21O615_PIPE - DA 29 Biscuit Run Park Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: DA 26 Runoff = 0.70 cfs @ 11.93 hrs, Volume= 0.027 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (sf) CN 216 98 Water Surface, HSG B 12,495 79 50-75% Grass cover, Fair, HSG C 12,711 79 Weighted Average 12,495 98.30% Pervious Area 216 1.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 180 0.1222 1.26 Lag/CN Method, Subcatchment 3S: DA 26 Hydrograph ---J--L---J----`---J-- `---' ---- L--- J----L---J----l----1----1--- 0.75 o7 ' ---J---- L--- L----L---L---; --- ----; ---J,-Type-0-2"Ir 0.85 1 ----------------r---,----- I I I -1r-YR-R_a1nfa11T_3:Or4"- 0.8 0.55 __ ___ __ ____ _J _L _J _L _J I ___ __ __ __ __ ___ _L _J _L _J _L _I _L RUno�Ff Afea=12.711': sf ---,----r---,----r---,---r�p---, r---,- r--- 1----r 0.5 -�Rii;Vfllm�-0:027-af----L---J----L---J--o04 '-' LcfS-----;----r---;----r--------r--- ----Rurno#t De -tCt�1.1r1' 0.35 Ftlovlt Lehath=180' LL ___rr____r__I____r___03L-- J J�-S1ppe0:1''122a'r'- 0.25Tc--2.4m1m0.2- L0.15 DN=79 0 1 _Y0.05 Time (hours) ■ Runoff Ul 210615_PIPE - DA 29 Biscuit Run Park Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Pond 10P: 15" pipe Inflow Area = 0.292 ac, 1.70% Impervious, Inflow Depth > 1.11" for 1-YR event Inflow = 0.70 cfs @ 11.93 hrs, Volume= 0.027 of Outflow = 0.70 cfs @ 11.93 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs CC 11.93 hrs, Volume= 0.027 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 569.42' C& 11.93 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time=0.0 min ( 796.4 - 796.4) Volume Invert Avail.Storage Storage Description #1 569.00' 0.001 of 15.0" Round CMP_Round 15" L= 30.0' S= 0.1000 '/' Device Routing Invert Outlet Devices #1 Primary 569.00' 15.0" Round CMP_Round 15" L= 30.0' Ke= 0.700 Inlet / Outlet Invert= 569.00' / 566.00' S= 0.1000'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 1.23 sf Primary OutFow Max=0.66 cfs @ 11.93 hrs HW=569.40' (Free Discharge) t1=CMP_Round 15" (Inlet Controls 0.66 cfs @ 1.91 fps) Pond 10P: 15" pipe Hydrograph ,' --------L---,--- �_ 1L 1------L---J----�--- I I I I I 1 ■Inflow 0.75 ' / r____---I o.�o cfs r___r____r___ ---- -- ■Prima �y ' , ---t--------r-- In f lo* Area 2�19-2 ;ic - 0.7 0.55 1 Elev=5 9.42` - 0.8 / __--1�ea - T r l I - 1 r___r____r___ -�TV V��00-p• 0.55 / 0.5 / I I I I I I I I I M- 0.45^-__1___ v / __J _L J ._rr- Y �f 0.4 r LL 0.35 / 1 1 1 1 1 1 I n-1 - 5- 0.3 ,' 4---- 1 1 I F___a____1____L___H___ 0.25 I I 1 1 I 1 I 1 1 1 1 0.2 ' ;, -- --- --------1-S==b:1000" r 0.15 / _L _J _J 1 1 1 1 1 _J -------- _1 _J _L 1 1 1 1 1 0.1 -_r 11 Time (houB) M Biscuit Run Park 210615_PIPE - DA 29 Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3S: DA 26 Runoff Area=12,711 sf 1.70% Impervious Runoff DepthA.57" Flow Length=180' Slope=0.1222'/' Tc=2.4 min CN=79 Runoff=0.97 cfs 0.038 of Pond 10P: 15" pipe Peak Elev=569.50' Storage=0.000 of Inflow=0.97 cfs 0.038 of 15.0" Round Culvert n=0.025 L=30.0' 5=0.1000'/' Outflow=0.97 cfs 0.038 of Total Runoff Area = 0.292 ac Runoff Volume = 0.038 of Average Runoff Depth = 1.57" 98.30% Pervious = 0.287 ac 1.70% Impervious = 0.005 ac 01.1 210615_PIPE - DA 29 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: DA 26 Runoff = 0.97 cfs @ 11.93 hrs, Volume= 0.038 af, Depth> 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (sf) CN 216 98 Water Surface, HSG B 12,495 79 50-75% Grass cover, Fair, HSG C 12,711 79 Weighted Average 12,495 98.30% Pervious Area 216 1.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 180 0.1222 1.26 Lag/CN Method, Subcatchment 3S: DA 26 Hydrograph 0.97 Cfs ■ Ruuoff Type Il 241hr 2-YR RainfallT3.68" Runoff A';rea=12,711', sf Rupoff', Voiump=0.',038', of Runoff De��pth>1.57" LL Flow Length=180' Slppe=0.1222 '/' Yc=2!4 min CN=79 Time (hours) al 210615_PIPE - DA 29 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond 10P: 15" pipe Inflow Area = 0.292 ac, 1.70% Impervious, Inflow Depth > 1.57" for 2-YR event Inflow = 0.97 cfs @ 11.93 hrs, Volume= 0.038 of Outflow = 0.97 cfs @ 11.93 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.97 cfs @ 11.93 hrs, Volume= 0.038 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 569.50' C& 11.93 hrs Surt.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time=0.0 min ( 789.1 - 789.1 ) Volume Invert Avail.Storage Storage Description #1 569.00' 0.001 of 15.0" Round CMP_Round 15" L= 30.0' S= 0.1000 '/' Device Routing Invert Outlet Devices #1 Primary 569.00' 15.0" Round CMP_Round 15" L= 30.0' Ke= 0.700 Inlet / Outlet Invert= 569.00' / 566.00' S= 0.1000'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 1.23 sf Primary OutFow Max=0.92 cfs @ 11.93 hrs HW=569.48' (Free Discharge) t1=CMP_Round 15" (Inlet Controls 0.92 cfs @ 2.09 fps) Pond 10P: 15" pipe Hydrograph ■ Inflow r r----- -- ■Primary Inflow Area=0.x92 Oc Peak Elev=569.60' Storage=0.900 ;af 15.0" RQund Culvert n,0.025 L=30;0' S;0.1000:1/' Time (hours) Ob Biscuit Run Park 210615_PIPE - DA 29 Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 11 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3S: DA 26 Runoff Area=12,711 sf 1.70% Impervious Runoff Depth>3.05' Flow Length=180' Slope=0.1222'/' Tc=2.4 min CN=79 Runoff=1.83 cfs 0.074 of Pond 10P: 15" pipe Peak Elev=569.71' Storage=0.000 of Inflow=1.83 cfs 0.074 of 15.0" Round Culvert n=0.025 L=30.0' 5=0.1000'/' Outflow=1.83 cfs 0.074 of Total Runoff Area = 0.292 ac Runoff Volume = 0.074 of Average Runoff Depth = 3.05" 98.30% Pervious = 0.287 ac 1.70% Impervious = 0.005 ac Cij 210615_PIPE - DA 29 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: DA 26 Runoff = 1.83 cfs @ 11.93 hrs, Volume= 0.074 af, Depth> 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.56" Area (sf) CN 216 98 Water Surface, HSG B 12,495 79 50-75% Grass cover, Fair, HSG C 12,711 79 Weighted Average 12,495 98.30% Pervious Area 216 1.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 180 0.1222 1.26 Lag/CN Method, Subcatchment 3S: DA 26 Hydrograph 2 ■ Runoff 1.83 cfs Type Il 24yhr 10-YR RainfallT5.96" Runoff Area=12,711',sf Rupoff', Vol',ump=0.',074', of ------ -R-unoff-Depth".05"- LL Flow Lehgth=180' Slppe=0.1',222 T Yc=2!4 min CN=79 Time (hours) 99 210615_PIPE - DA 29 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond 10P: 15" pipe Inflow Area = 0.292 ac, 1.70% Impervious, Inflow Depth > 3.05" for 10-YR event Inflow = 1.83 cfs @ 11.93 hrs, Volume= 0.074 of Outflow = 1.83 cfs @ 11.93 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 1.83 cfs @ 11.93 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 569.71' @ 11.93 hrs Surf.Area= 0.000 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time=0.0 min ( 774.7 - 774.6 ) Volume Invert Avail.Storage Storage Description #1 569.00' 0.001 of 15.0" Round CMP_Round 15" L= 30.0' S= 0.1000 '/' Device Routing Invert Outlet Devices #1 Primary 569.00' 15.0" Round CMP_Round 15" L= 30.0' Ke= 0.700 Inlet / Outlet Invert= 569.00' / 566.00' S= 0.1000'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 1.23 sf Primary OutFow Max=1.72 cfs @ 11.93 hrs HW=569.69' (Free Discharge) t1=CMP_Round 15" (Inlet Controls 1.72 cfs @ 2.49 fps) Pond 10P: 15" pipe Hydrograph �--------------------- ------ - 5-- - - - - -- I _I _ I___ I I ■ Inflow 2 ■ Primary 1.83 cfs Inflow Area=O. 92 $c Peak Elev=569.71' I I I I Storage=0.900 ;af 15.011 I I I I I I ----I - Rqund COVOrt I LL n,0.025 I I I I L=30;0' I I I I I S;0.1000:1/' I I I Time (hours) Kill] DA 27 36" PIPE Subcat Reach X 4on Llflk 101 Biscuit Run Park 210615 PIPE - DA 31 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 3.04 2 2 2-YR Type II 24-hr Default 24.00 1 3.68 2 3 10-YR Type II 24-hr Default 24.00 1 5.56 2 4 25-YR Type II 24-hr Default 24.00 1 6.84 2 5 50-YR Type II 24-hr Default 24.00 1 7.93 2 6 100-YR Type II 24-hr Default 24.00 1 9.14 2 EDA Biscuit Run Park 210615 PIPE - DA 31 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 8.696 79 50-75%Grass cover, Fair, HSG C (4S) 8.696 79 TOTAL AREA Big] Biscuit Run Park 210615 PIPE - DA 31 Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Pipe Listing (selected nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 8P 526.20 526.00 36.0 0.0056 0.025 36.0 0.0 0.0 104 Biscuit Run Park 210615_PIPE - DA 31 Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.01 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 4S: DA 27 Runoff Area=378,798 sf 0.00% Impervious Runoff Depth>1.11' Flow Length=1,500' Slope=0.0940'/' Tc=14.8 min CN=79 Runoff=13.64 cfs 0.801 of Pond 8P: 36" PIPE Peak Elev=528.13' Storage=0.004 of Inflow=13.64 cfs 0.801 of 36.0" Round Culvert n=0.025 L=36.0' 5=0.0056 '/' Outflow=13.64 cfs 0.801 of Total Runoff Area = 8.696 ac Runoff Volume = 0.801 of Average Runoff Depth = 1.11" 100.00% Pervious = 8.696 ac 0.00% Impervious = 0.000 ac 111111.1 210615_PIPE - DA 31 Biscuit Run Park Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: DA 27 Runoff = 13.64 cfs @ 12.08 hrs, Volume= 0.801 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (sf) CN 0 98 Water Surface, HSG B 378,798 79 50-75% Grass cover, Fair, HSG C 378,798 79 Weighted Average 378,798 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 1,500 0.0940 1.69 Lag/CN Method, Subcatchment 4S: DA 27 Hydrograph 15 13: ,a 13 I 1 12 11 I _J _1 _I I I I I 9 1 1 1 ---J----1----1---- 1----L---J-- v g -Y -T -I 7 g I 1 1 1 1 1 5 1____1____1___J_ 4 I I 1 1 1------ 3I 2 I_____ J � EE 5 6 -- - ------------------ i I I '----'--_-i i I I ■Runoff T - -- TYpe-0-24yhr- 1-YR Rainfallr3.04rr __r--- ,---- r 7____ Runoff-Ar6a--&7&79& sib - ft off-VOo rmP=6 801; of - R_un_o_ ftD_ep_t_F_�;_1�J1_'_V_-_ T -Y J Flow-Le"th "OV t - - - -'- -Sipe=-0:094d 'F- - i----L C 79 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 106 210615_PIPE - DA 31 Biscuit Run Park Type 1124-hr 1-YR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Pond 8P: 36" PIPE Inflow Area = 8.696 ac, 0.00% Impervious, Inflow Depth > 1.11" for 1-YR event Inflow = 13.64 cfs @ 12.08 hrs, Volume= 0.801 of Outflow = 13.64 cfs @ 12.08 hrs, Volume= 0.801 af, Atten= 0%, Lag= 0.2 min Primary = 13.64 cfs @ 12.08 hrs, Volume= 0.801 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Peak Elev= 528.13' C& 12.08 hrs Surt.Area= 0.002 ac Storage= 0.004 of Plug -Flow detention time= 0.3 min calculated for 0.800 of (100% of inflow) Center -of -Mass det. time=0.2 min (805.8 - 805.6) Volume Invert Avail.Storage Storage Description #1 526.20' 0.006 of 36.0" Round CMP_Round 36" L= 36.0' S= 0.0056 '/' Device Routing Invert Outlet Devices #1 Primary 526.20' 36.0" Round CMP_Round 36" L= 36.0' Ke= 0.700 Inlet / Outlet Invert= 526.20' / 526.00' S= 0.00567' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 7.07 sf Primary OutFow Max=13.63 cfs @ 12.08 hrs HW=528.13' (Free Discharge) t1=CMP_Round 36" (Barrel Controls 13.63 cfs @ 4.04 fps) Pond 8P: 36" PIPE Hydrograph 15 ' ___T____�____T____1____r__ I I I I I �, 13.1 ,a I I I I I I I I I I I 13 ' , ---,----�---T--------T---, J 12 I I I I I I T 1 r-- I I I I I ,Q I I I 1 1 9 ' I I I 1 1 �a 8 I I I I 1 0 ---- 7 , I____r___-I 7 LL 8 , ----------- - 5 , I I I I 1 1 , -I -P 1 3 � I I I I 1 ____r___i____-___ Foinim ■Prima r y ••5 1�--- - - Peak E1&v_=_528A3' - I I I I I I %%Mge=0.1I -------1----k----1---- 4---J----L--- 36.0" -------'-----------I I I 1 1 1----I----r--- ---- -Rounc Ciulvert- I----'---- _ 1_ ---11---I ---------; L=360- I 1 1 1 I I ---- T---_1__S_=0__00.56� T 1 1 I I 1 1 I I Time (hours) 107 Biscuit Run Park 210615_PIPE - DA 31 Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.01 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 4S: DA 27 Runoff Area=378,798 sf 0.00% Impervious Runoff DepthA.56' Flow Length=1,500' Slope=0.0940'/' Tc=14.8 min CN=79 Runoff=19.31 cfs 1.131 of Pond 8P: 36" PIPE Peak Elev=528.55' Storage=0.005 of Inflow=19.31 cfs 1.131 of 36.0" Round Culvert n=0.025 L=36.0' 5=0.0056 '/' Outflow=19.31 cfs 1.130 of Total Runoff Area = 8.696 ac Runoff Volume = 1.131 of Average Runoff Depth = 1.56" 100.00% Pervious = 8.696 ac 0.00% Impervious = 0.000 ac 108 210615_PIPE - DA 31 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 4S: DA 27 Runoff = 19.31 cfs @ 12.07 hrs, Volume= 1.131 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (sf) CN 0 98 Water Surface, HSG B 378,798 79 50-75% Grass cover, Fair, HSG C 378,798 79 Weighted Average 378,798 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 1,500 0.0940 1.69 Lag/CN Method, Subcatchment 4S: DA 27 Hydrograph 21 ' I ■ Runo,r r---- ---, 19.31 cfs I I I zo 19 _J _1 _I _1 _L _J_Tyh__J4f LLLLLL 18 i �r//e _J _L _I _i -L -J _I -L I - -L 17 �]_L Q_J I��_4*(- I {_Xy i-RWnfa��r3.68"-- - -- y____ r____1____ --____r___ ---- ___i____,_ _ 18 15 ___�____r____i ___�----i ___ I__ ____ _ _ _ -__ -----T __-_--__-__-__-__ ]3iinofifAr3ea=378 798 sf- 1 1 14 - --- ---- --------I - - -- L---J-- I -1 1 13 ___�____L____I____L____ti___�__ _ u o_fi�VoIum�- = 12 1 111 ---------1----11----1---y----.-RunofFD v 11 1 1 1 1 1 1 tFt�1:.'I o ,o -- ;--------;--- ;----;--- --- + Flbw-L-e tFr;4,5A0' IL 9 _J _1 _I _1 _L _J _J _1 _L _J _J _1 8 I _J _L _I _L _ti _� _I _1 _L 7 -------- r____1____1____--______I----r----r---r----r----I----r: --- 6 - -- I----T----I------------- T----'7---;--c=14.9-mllw- 5 ___J____1___J____ 1____1_--- . _J____1___J____J____L___J/S I SF 4 _J _1 _I _1 _L __ _I____1____ L___J____ L_ i I 2 __________________,_ 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 109 210615_PIPE - DA 31 Biscuit Run Park Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond 8P: 36" PIPE Inflow Area = 8.696 ac, 0.00% Impervious, Inflow Depth > 1.56" for 2-YR event Inflow = 19.31 cfs@ 12.07 hrs, Volume= 1.131 of Outflow = 19.31 cfs @ 12.07 hrs, Volume= 1.130 af, Atten= 0%, Lag= 0.1 min Primary = 19.31 cfs @ 12.07 hrs, Volume= 1.130 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Peak Elev= 528.55' Cam+ 12.07 hrs Surt.Area= 0.002 ac Storage= 0.005 of Plug -Flow detention time= 0.3 min calculated for 1.130 of (100% of inflow) Center -of -Mass det. time=0.2 min ( 798.7 - 798.5) Volume Invert Avail.Storage Storage Description #1 526.20' 0.006 of 36.0" Round CMP_Round 36" L= 36.0' S= 0.0056 '/' Device Routing Invert Outlet Devices #1 Primary 526.20' 36.0" Round CMP_Round 36" L= 36.0' Ke= 0.700 Inlet / Outlet Invert= 526.20' / 526.00' S= 0.00567' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 7.07 sf Primary OutFow Max=19.29 cfs @ 12.07 hrs HW=528.55' (Free Discharge) t1=CMP_Round 36" (Barrel Controls 19.29 cfs @ 4.46 fps) Pond 8P: 36" PIPE Hydrograph -------�---- ■Inflow 21 ",', -------------- 19.31 cfs 20 -- #�o�nf�4�ea?8.*96 �C s ,g , , ; 1 1 1 ---,----I - - - -T --- I----r-- ------------- --- -- --- , - - - -i ---T----I----r---,----r--- - I-----__�_eakf_1e_ v=_5-2.8�55_'_-_ 17 , ---'--------'--------L-- _J _I _1 15 , ,', ___y____,____t____I------- C j - --- ,---- ,--- ir �qp�-0.90, 15 , 14 , ____ i ___!____! __ __!____-____ 13 12 ___ Rcmnd -IjfvPrt- - „ --------- --- ---- o ,0 L LL 9 ------------------�----�-- n,0A25- -----------------�---- -----�--- g __I____i ___T--------r-t=ror- 7 ____�____1___J____L__ -___J____1___J____L___J____L g ,' -----S;0_0058'Y' 4 3 Time (hours) 110 Biscuit Run Park 210615_PIPE - DA 31 Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 11 Time span=5.00-20.00 hrs, dt=0.01 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 4S: DA 27 Runoff Area=378,798 sf 0.00% Impervious Runoff Depth>3.04' Flow Length=1,500' Slope=0.0940'/' Tc=14.8 min CN=79 Runoff=37.20 cfs 2.204 of Pond 8P: 36" PIPE Peak Elev=529.93' Storage=0.006 of Inflow=37.20 cfs 2.204 of 36.0" Round Culvert n=0.025 L=36.0' 5=0.0056 '/' Outflow=37.19 cfs 2.204 of Total Runoff Area = 8.696 ac Runoff Volume = 2.204 of Average Runoff Depth = 3.04" 100.00% Pervious = 8.696 ac 0.00% Impervious = 0.000 ac 111 210615_PIPE - DA 31 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 4S: DA 27 Runoff = 37.20 cfs @ 12.07 hrs, Volume= 2.204 af, Depth> 3.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=5.56" Area (sf) CN 0 98 Water Surface, HSG B 378,798 79 50-75% Grass cover, Fair, HSG C 378,798 79 Weighted Average 378,798 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 1,500 0.0940 1.69 Lag/CN Method, Subcatchment 4S: DA 27 Hydrograph - 5 6 -1----'---- '--L---- ----1---- � � � � � � ■Runoff ----------I ---`T- PeIZ4.hf r 710.1 Rainfallr5:56" _____i____ r________ r____ Rtinoff, Area=3t8 -9& sf - ---, R�paff,1Vo�ump=2,2-04 of- t _L _J _L _I _1 ----:-Runa# Depth>3.04_'__ 7 _ FC6w=den-Oth*T45©T - SFppe=0:0940 T - Tc=14.8-min - -1----1----L---J----L---1----1---- --- CN=,79 - 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 112 210615_PIPE - DA 31 Biscuit Run Park Type 1124-hr 10-YR Rainfall=5.56" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond 8P: 36" PIPE Inflow Area = 8.696 ac, 0.00% Impervious, Inflow Depth > 3.04" for 10-YR event Inflow = 37.20 cfs @ 12.07 hrs, Volume= 2.204 of Outflow = 37.19 cfs @ 12.07 hrs, Volume= 2.204 af, Atten= 0%, Lag= 0.0 min Primary = 37.19 cfs @ 12.07 hrs, Volume= 2.204 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.01 hrs Peak Elev= 529.93' C& 12.07 hrs Storage= 0.006 of Plug -Flow detention time= 0.2 min calculated for 2.202 of (100% of inflow) Center -of -Mass det. time=0.2 min ( 784.4 - 784.2 ) Volume Invert Avail.Storage Storage Description #1 526.20' 0.006 of 36.0" Round CMP_Round 36" L= 36.0' S= 0.0056 7' Device Routing Invert Outlet Devices #1 Primary 526.20' 36.0" Round CMP_Round 36" L= 36.0' Ke= 0.700 Inlet / Outlet Invert= 526.20' / 526.00' S= 0.0056 7' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 7.07 sf Primary OutFow Max=37.17 cfs @ 12.07 hrs HW=529.93' (Free Discharge) t1=CMP_Round 36" (Barrel Controls 37.17 cfs @ 5.42 fps) Pond 8P: 36" PIPE Hydrograph ----------�--- '---- `--- J`---'--------+--- '---- `--- J--L--- I I ■ Inflow _--+---_�____�_'____'____+____�____�___�____�___ ■Primary 40 37.19 Cfs 38 - - -----------'--- -; Cl flov�c A ,wa=$ �C Peak Elv=59��3` - 3436 32 ' -------;--------------- -- -------*or ge=0: 10 Of 28 I I I " i____I____i __- r---- ---- r --- �I r I-i +tC.►L�_ 28 ,' ___�____i____1___ i____L__ __�____i____L___ i____L___� a2V ►L 24 " i 22 - RQundiC[vcf= c 20 I I I 1Ky�I 1�� M 18 ,' ___!-------- 1___J____LJ !____�____i___!____! ��L SZLat_ 18 ____i____1___ i____L___L _�____i____L___ i____L_t i_ L r 12 S;0:0056,T- g i----�---- ----I_----�- Time (hours) 113 Division 3 - Storm Inlet Calculations Woolley Engineering Biscuit Run Park Job 418090 WPO Plan STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA NLET NUMBER: 02 ROADWAY: STATION: 44+65 NLET TYPE lCurb Inlet CONTINUOUS GRADE OFFSET: 12 Ft. NLET LENGTH 6.00 Ft. RIGHT /A STANDARD: DI-3B Allowable Spread�B�Ft. RIM/GUTTER FLOW ELEV. 52O Ft. FLOW DATA TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge Total Discharge 10 Min. Inch/Hr. CFS CFS 5.00 0.150 0.120 0.785 6.54 0.000 0.150 0.120 1 0.785 0.785 INLET CHARACTERISTICS LONGITUDINAL SLOPE, S: 0.0100 Ft./Ft. PAVEMENT CROSS SLOPE, Sx: 0.0208 Ft./Ft. GUTTER WIDTH, W. 2.000 Ft. GUTTER CROSS SLOPE, Sw: 0.0833 Ft./Ft. DEPRESSION CROSS SLOPE: 0.1458 Ft./Ft. w/r: 0.46 COMPOSITE CROSS SLOPE: 0.1562 Ft./Ft. FLOW VELOCITY: 2.44 Ft./Sec. EFFICIENCY: 1.00 TOTAL DEPRESSION, a: 3.50 In.. LOCAL DEPR. WIDTH, Wa: 2.000 Ft. MANNINGS-n: 0.0150 LENGTH OF CURB OPENING REQUIRED FOR TOTAL INTERCEPTION: 5.15 Ft. DEPTH AT CURB: 2.58 In. GUTTER FLOW RATIO: 0.93 SPREAD AT OPENING: 4.34 Ft. Q INTERCEPTED: 0.79 CFS Q CARRYOVER: 0.00 CFS INLETSOFT ©BY ENSOFTEC, INC. 114 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA NLET NUMBER: 03 ROADWAY: STATION: NLET TYPE Curb Inlet CONTINUOUS GRADE OFFSET: 12 Ft. NLET LENGTH 6.00 Ft. RIGHT /ASTANDARD: DI-3B Allowable Spread�B�Ft. RIM/GUTTER FLOW ELEV. 517.5 Ft. FLOW DATA TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge Total Discharge 10 Min. Inch/Hr. CFS CFS 5.00 0.090 0.056 0.366 6.64 0.000 0.090 0.056 1 0.366 0.366 INLET CHARACTERISTICS LONGITUDINAL SLOPE, S: 0.0100 Ft./Ft. PAVEMENT CROSS SLOPE, Sx: 0.0208 Ft./Ft. GUTTER WIDTH, W. 2.000 Ft. GUTTER CROSS SLOPE, Sw: 0.0833 Ft./Ft. DEPRESSION CROSS SLOPE: 0.1458 Ft./Ft. w/r: 1.01 COMPOSITE CROSS SLOPE: 0.1666 Ft./Ft. FLOW VELOCITY: 2.23 Ft./Sec. EFFICIENCY: 1.00 TOTAL DEPRESSION, a: 3.50 In.. LOCAL DEPR. WIDTH, Wa: 2.000 Ft. MANNINGS-n: 0.0150 LENGTH OF CURB OPENING REQUIRED FOR TOTAL INTERCEPTION: 3.60 Ft. DEPTH AT CURB: 1.98 In. GUTTER FLOW RATIO: 1.00 SPREAD AT OPENING: 1.98 Ft. Q INTERCEPTED: 0.37 CFS Q CARRYOVER: 0.00 CFS INLETSOFT ©BY ENSOFTEC, INC. 115 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 06 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 4.00 Ft. RIGHT VA STANDARD: DI7213 Allowable SpreadF— 8� Ft. RIM/GUTTER FLOW ELEV. 516.5 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 0.00 0.000 0.000 0.970 0.000 0.000 0.000 1 0.970 0.000 0.970 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 4.000 Ft. GRATE WIDTH: 2.000 Ft. GRATE OPENING PERIMETER: 12.500 Ft. GRATE OPENING AREA: 3.330 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 1.67 In. Q INTERCEPTED: 0.97 CFS INLET PERFORMANCE: Weir Flow INLETSOFT ©BY ENSOFTEC, INC. 116 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 07 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 4.00 Ft. RIGHT VA STANDARD: DI7213 Allowable SpreadF— 8� Ft. RIM/GUTTER FLOW ELEV. 517 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 0.870 0.000 0.000 0.000 1 0.870 0.000 0.870 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 4.000 Ft. GRATE WIDTH: 2.000 Ft. GRATE OPENING PERIMETER: 12.500 Ft. GRATE OPENING AREA: 3.330 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 1.55 In. Q INTERCEPTED: 0.87 CFS INLET PERFORMANCE: Weir Flow INLETSOFT ©BY ENSOFTEC, INC. 117 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 10 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 2.50 Ft. RIGHT VASTANDARD: Allowable SpreadF— 8� Ft. RIM/GUTTER FLOW ELEV. 522.5 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 0.900 0.000 0.000 0.000 1 0.900 0.000 0.900 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 2.500 Ft. GRATE WIDTH: 2.500 Ft. GRATE OPENING PERIMETER: 9.000 Ft. GRATE OPENING AREA: 2.330 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 1.97 In. Q INTERCEPTED: 0.90 CFS INLET PERFORMANCE: Weir Flow INLETSOFT ©BY ENSOFTEC, INC. 118 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 11 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 2.50 Ft. RIGHT VA STANDARD: Allowable Spread $ Ft. RIM / GUTTER FLOW ELEV. 524 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 2.220 0.000 0.000 0.000 1 2.220 0.000 2.220 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 2.500 Ft. GRATE WIDTH: 2.500 Ft. GRATE OPENING PERIMETER: 9.000 Ft. GRATE OPENING AREA: 2.330 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 3.60 In. Q INTERCEPTED: 2.22 CFS INLET PERFORMANCE: Weir Flow INLETSOFT ©BY ENSOFTEC, INC. 119 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 13 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 1.50 Ft. RIGHT VA STANDARD: Allowable Spread 8 Ft. RIM / GUTTER FLOW ELEV. 543 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 2.210 0.000 0.000 0.000 1 2.210 0.000 2.210 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 1.500 Ft. GRATE WIDTH: 1.500 Ft. GRATE OPENING PERIMETER: 6.000 Ft. GRATE OPENING AREA: 1.100 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 6.71 In. QINTERCEPTED: 2.21 CFS INLET PERFORMANCE: Orifice FIDW INLETSOFT ©BY ENSOFTEC, INC. 120 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA NLET NUMBER: 15 ROADWAY: STATION: NLET TYPE Curb Inlet CONTINUOUS GRADE OFFSET: 12 Ft. NLET LENGTH 6.00 Ft. RIGHT /ASTANDARD: DI-3B Allowable Spread�B�Ft. RIM/GUTTER FLOW ELEV. 541 Ft. FLOW DATA TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge Total Discharge 10 Min. Inch/Hr. CFS CFS 5.00 0.090 0.072 0.363 5.04 0.000 0.090 0.072 1 0.363 0.363 INLET CHARACTERISTICS LONGITUDINAL SLOPE, S: 0.0100 Ft./Ft. PAVEMENT CROSS SLOPE, Sx: 0.0208 Ft./Ft. GUTTER WIDTH, W. 2.000 Ft. GUTTER CROSS SLOPE, Sw: 0.0833 Ft./Ft. DEPRESSION CROSS SLOPE: 0.1458 Ft./Ft. w/r: 1.01 COMPOSITE CROSS SLOPE: 0.1666 Ft./Ft. FLOW VELOCITY: 2.23 Ft./Sec. EFFICIENCY: 1.00 TOTAL DEPRESSION, a: 3.50 In.. LOCAL DEPR. WIDTH, We: 2.000 Ft. MANNINGS-n: 0.0150 LENGTH OF CURB OPENING REQUIRED FOR TOTAL INTERCEPTION: 3.59 Ft. DEPTH AT CURB: 1.98 In. GUTTER FLOW RATIO: 1.00 SPREAD AT OPENING: 1.98 Ft. Q INTERCEPTED: 0.36 CFS Q CARRYOVER: 0.00 CFS INLETSOFT ©BY ENSOFTEC, INC. 121 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA NLET NUMBER: 16 ROADWAY: STATION: NLET TYPE Curb Inlet CONTINUOUS GRADE OFFSET: 12 Ft. NLET LENGTH 6.00 Ft. RIGHT /ASTANDARD: DI-3B Allowable Spread�B�Ft. RIM/GUTTER FLOW ELEV. 543 Ft. FLOW DATA TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge Total Discharge 10 Min. Inch/Hr. CFS CFS 5.00 0.190 0.152 0.766 5.04 0.000 0.190 0.152 1 0.766 0.766 INLET CHARACTERISTICS LONGITUDINAL SLOPE, S: 0.0100 Ft./Ft. PAVEMENT CROSS SLOPE, Sx: 0.0208 Ft./Ft. GUTTER WIDTH, W. 2.000 Ft. GUTTER CROSS SLOPE, Sw: 0.0833 Ft./Ft. DEPRESSION CROSS SLOPE: 0.1458 Ft./Ft. w/r: 0.47 COMPOSITE CROSS SLOPE: 0.1569 Ft./Ft. FLOW VELOCITY: 2.44 Ft./Sec. EFFICIENCY: 1.00 TOTAL DEPRESSION, a: 3.50 In.. LOCAL DEPR. WIDTH, Wa: 2.000 Ft. MANNINGS-n: 0.0150 LENGTH OF CURB OPENING REQUIRED FOR TOTAL INTERCEPTION: 5.09 Ft. DEPTH AT CURB: 2.56 In. GUTTER FLOW RATIO: 0.93 SPREAD AT OPENING: 4.26 Ft. Q INTERCEPTED: 0.77 CFS Q CARRYOVER: 0.00 CFS INLETSOFT ©BY ENSOFTEC, INC. 122 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 17 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 1.50 Ft. RIGHT VA STANDARD: Allowable Spread 8 Ft. RIM / GUTTER FLOW ELEV. 543 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 1.240 0.000 0.000 0.000 1 1.240 0.000 1.240 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 1.500 Ft. GRATE WIDTH: 1.500 Ft. GRATE OPENING PERIMETER: 6.000 Ft. GRATE OPENING AREA: 1.100 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 3.20 In. QINTERCEPTED: 1.24 CFS INLET PERFORMANCE: Weir FIOW INLETSOFT ©BY ENSOFTEC, INC. 123 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA NLET NUMBER: 18 ROADWAY: STATION: NLET TYPE Curb Inlet CONTINUOUS GRADE OFFSET: 12 Ft. NLET LENGTH 8.00 Ft. RIGHT /ASTANDARD: DI-3B Allowable Spread�B�Ft. RIM/GUTTER FLOW ELEV. FLOW DATA TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge Total Discharge 10 Min. Inch/Hr. CFS CFS 5.00 0.240 0.192 0.968 5.04 0.000 0.240 0.192 1 0.968 0.968 INLET CHARACTERISTICS LONGITUDINAL SLOPE, S: 0.0100 Ft./Ft. PAVEMENT CROSS SLOPE, Sx: 0.0208 Ft./Ft. GUTTER WIDTH, W. 2.000 Ft. GUTTER CROSS SLOPE, Sw: 0.0833 Ft./Ft. DEPRESSION CROSS SLOPE: 0.1458 Ft./Ft. w/r: 0.40 COMPOSITE CROSS SLOPE: 0.1497 Ft./Ft. FLOW VELOCITY: 2.49 Ft./Sec. EFFICIENCY: 1.00 TOTAL DEPRESSION, a: 3.50 In.. LOCAL DEPR. WIDTH, Wa: 2.000 Ft. MANNINGS-n: 0.0150 LENGTH OF CURB OPENING REQUIRED FOR TOTAL INTERCEPTION: 5.77 Ft. DEPTH AT CURB: 2.76 In. GUTTER FLOW RATIO: 0.88 SPREAD AT OPENING: 5.04 Ft. Q INTERCEPTED: 0.97 CFS Q CARRYOVER: 0.00 CFS INLETSOFT ©BY ENSOFTEC, INC. 124 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 19 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 2.50 Ft. RIGHT VASTANDARD: Allowable SpreadF— 8� Ft. RIM/GUTTER FLOW ELEV. 547 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 2.090 0.000 0.000 0.000 1 2.090 0.000 2.090 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATELENGTH: 2.500 Ft. GRATE WIDTH: 2.500 Ft. GRATE OPENING PERIMETER: 9.000 Ft. GRATE OPENING AREA: 2.330 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 3.46 In. QINTERCEPTED: 2.09 CFS INLET PERFORMANCE: Weir Flow INLETSOFT ©BY ENSOFTEC, INC. 125 STORM WATER INLET COMPUTATIONS UNITS: ENGLISH Date: 6/16/21 PROJECT Biscuit Run Park DESIGNED BY: SFG COUNTY: Albemarle (Zone 2) STATE: VA CHECKED BY: NOAA STATION Charlottesville Date: INLET DATA INLET NUMBER: 20 ROADWAY: STATION: INLET TYPE lGrate Inlet in a Ditch SUMP OFFSET: INLET LENGTH 2.50 Ft. RIGHT VA STANDARD: Allowable Spread 8 Ft. RIM / GUTTER FLOW ELEV. 550 Ft. FLOW DATA LEFT RIGHT TOTAL Area Acres CA Discharge CFS STORM FREQUENCY (Years): Tc RAINFALL INTENSITY: Carryover Discharge LT Carryover Discharge RT Total Discharge 10 Min. Inch/Hr. CFS CFS CFS 5.00 0.000 0.000 0.000 5.04 0.000 0.000 2.840 0.000 0.000 0.000 1 2.840 0.000 2.840 INLET CHARACTERISTICS DITCH LONGITUDINAL SLOPE 0.0010 Ft./Ft. GRATE LENGTH: 2.500 Ft. GRATE WIDTH: 2.500 Ft. GRATE OPENING PERIMETER: 9.000 Ft. GRATE OPENING AREA: 2.330 SF. % OF GRATE CLOGGED: 50 TOTAL DEPTH AT INLET: 4.24 In. QINTERCEPTED: 2.84 CFS INLET PERFORMANCE: Weir FIOW INLETSOFT ©BY ENSOFTEC, INC. 126 0 ■II II II II■II■II �II,II,II,II�II,II, II II II II II III 127 Division 4 - Erosion Control Calculations Woolley Engineering Biscuit Run Park Job 418090 WPO Plan IBiscuit Run Park: Basin 1 Engineering Calculations for the Erosion & Sediment Control Plan emporary Sediment Basin Computations Disturbed Drainage Area: 3.8 Acre Storage Required: 67 (cy/ac) x 3.8 Acre 254.6 cy Dry Storage Required: 67 (cy/ac) x 3.8 Acre 254.6 cy Bottom of Basin: 510.00 Clean -out Elevation: 513.50 Orifice Elevation: 515.40 Pricipal Spillway: 518.00 Emergency Spillway: 519.00 Top of Dam: 520.00 Wet Storage Available: 256.2 cy Dry Storage Available: 260.2 cy Elevation Area (ftA2) Vol. (ftA3) Vol. (cy) Area (ac) 510.0 546 0.0125 512.0 1034 1580.0 58.52 0.0237 513.5 1484 1888.5 69.94 0.0341 514.0 1650 783.5 29.02 0.0379 515.4 2157 2664.9 98.70 0.0495 516.0 2394 1365.3 50.57 0.0550 518.0 3266 5660.0 209.63 0.0750 Sub -Total Clean Qa Elev.: 513.5 3468.5 128.5 Sub -Total Wet @ Elev.: 515.4 6916.9 256.2 Sub -Total Dry @a Elev.: 518.0 9690.2 260.2 Total: 13942.2 516.4 Woolley Engineering Job # 18090 Biscuit Run Park WPO Plan 128 1992 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project V�14G+%f j?U j �r � Basin # 1 Location Total area draining to basin: ? - S acres. Basin Volume Design Wet Storage: 3.14 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x �. gj acres = i2A—.4cu. yds. 2. Available basin volume = u�.ycu. yds. at elevation 1i15 .fit. (From storage - elevation curve) 3. Excavate V54. 2eu. yds. to obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x ?j • $ acres = I Zc5. 4-cu. yds. 5. Elevation corresponding to cleanout level = 1j 13. rj . (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 3. $ acres = 2rjlr. J�cu. yds. Woolley Engineering Biscuit Run Park Job # 18090 III - 112 WPO Plan 129 1992 3.14 8. Total available basin volume at crest of riser' = 112t6 .4 cu. yds. at elevation St8 . o. (From Storage - Elevation Curve) ' Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 022 in. 10. Diameter of flexible tubing = cj in. (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser Top of Dam = ''j 1 o Design High Water = 'Lc • o Upstream Toe of Dam =1:5 io , o Basin Shape 12. Length of Flow L = Effective Width We If > 2, baffles are not required 3s3�� 2.7 If < 2, baffles are required Runoff 13. Q2 = 88 cfs (From Chapter 5) 14. Q25 = IA-. %-a5 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity QP = Q2 = cfs. (riser and barrel) Without emergency spillway, required spillway capacity QP = Q25 = NA cfs. (riser and barrel) Woolley Engineering Job # 18090 Biscuit Run Park WPO Plan mill 1992 3.14 16. With emergency spillway: Assumed available head (h) = 1.0 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = hlL. ft. (Using Qu) h = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = 2 ► in. Actual head (h) = I o ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = 106 ft. Head (H) on barrel through embankment = 1 D • o ft. (From Plate 3.14-7). 19. Barrel diameter = 15 in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti -vortex device Diameter = '?o inches. Height = I1 inches. (From Table 3.14-D). Emergency SDillwav Design 21. Required spillway capacity Qe = Q25 - QP = A-- �'i cfs. 22. Bottom width (b) = 8 ft.; the slope of the exit channel (s) _ ft./foot; and the minimum length of the exit channel (x) _ .87 -Z__ ft. (From Table 3.14-C). Woolley Engineering III - 114 Biscuit Run Park Job # 18090 WPO Plan 131 1992 Anti -Seep Collar Design 23. Depth of water at principal spillway crest (Y) _ ft. Slope of upstream face of embankment (Z) = 2 :1. Slope of principal spillway barrel (Sb) = 0.5 % Length of barrel in saturated zone (LS) _ "'�76 ft. 24. Number of collars required = 1 dimensions = K t (from Plate 3.14-12). Final Design Elevations 25. Top of Dam = 5 20 . D Design High Water = 47 1 �. o Emergency Spillway Crest = S . o Principal Spillway Crest I S • o Dewatering Orifice Invert = 1 S • 'i- Cleanout Elevation = C5 '7 Elevation of Upstream Toe of Dam or Excavated Bottom of "Wet Storage Area" (if excavation was performed) o Woolley Engineering Job # 18090 3.14 Biscuit Run Park WPO Plan 132