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Home My WebLink AboutWPO202300009 Calculations 2023-03-27Biscuit Run Park: Phase is Entrance and Parking WPO Plan County of Albemarle, Virginia ENGINEERING CALCULATIONS Prepared for: Albemarle County 401 McIntire Road Charlottesville, Virginia 22902 Prepared by: WOOLLEY ENGINEERING 210 Sth Street NE Charlottesville, Virginia 22902 March 22, 2023 Woolley Engineering Biscuit Run Park: Phase In Entrance and Parking Job 9 22120 WPO Plan TALE OF CONTENTS DIVISION t - Stormwater Management Summary page 1 Introduction Method of Analysis Assumptions Stormwater Management Analysis Summary and Conclusions Stormwater Management Apendix page 6 Pre -Construction Drainage Area Exhibit Post -Construction Drainage Area Exhibit HydroCAD Reports for each Point of Analysis VRRM Spreadsheet DIVISION 2 - Storm Conveyance Calculations Report page 45 Ditch Runoff and Velocity Summary Individual Pipe Calculation Reports Appendix - Roadway Improvement Calculations Report page 85 Drainage Narrative and Calculations Report Prepared by Kimley Horn Woolley Engineering Biscuit Run Park: Phase la Entrance and Parking Job # 22120 WPO Plan Division i - Stormwater Management Woolley Engineering Biscuit Run Park: Phase ]a Entrance and Parking Job 4 22120 WPO Plan Introduction• The engineering calculations contained within this report support the WPO plan that has been prepared by Anhold Associates and Woolley Engineering for Phase la of Biscuit Run Park. The calculations and support material demonstrate that the project meets both water quality standards and water quantity requirements for new development. This report has been prepared on behalf of The County of Albemarle Facilities Planning & Construction 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 a of the development. Phase 1 a 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, and stormwater management facilities. 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 stormwater management plan for phase la of the park includes three proposed stormwater basins that will be used to meet State Regulations for stormwater quantity. A shallow stormwater quantity control basin is being proposed within drainage area 1 to meet energy balance, 1-YR 24-HR design storm, requirements. Larger stormwater basins are proposed within drainage areas 3 and 5. The location of each basin was chosen based on site conditions and general topography. Albemarle County intends to purchase offsite nutrient credits to meet stormwater management regulations for water quality under VSMP regulation 9VAC25-870-65 and Albemarle County Code Section 17-502.A.2. The proposed stormwater management plan meets water quantity regulations under 9VAC25-870-66B.3.a. for channel protection by meeting energy balance at the six individual chosen points of interest. The proposed stormwater plan meets flood protection quantity regulations under 9VAC25-870-66 C.1. by containing the 10-YR, 24-hr design storm within each drainage conveyance ditch. Woolley Engineering Biscuit Run Park. Phase la Entrance and Parking Job # 22120 WPO Plan Method of Analysis: General Method of Analysis: The six points of interest for our analysis were chosen as the point where all drainage from each drainage divide converge. These points allow for the quantification of stormwater including all new improvements. Adjacent property information, field -run survey, and County GIS documents were utilized to develop the limits of each drainage divide. Rain data was obtained from NOAA National Weather Service Data. Soil information was obtained from the United States Department of Agriculture Natural Resources Conservation Service for soil surveys. As determined by USDA resources, the soil type for the project area is fully within hydrologic soil group type B. Stormwater Quantity Pre -construction and post -construction flows were modelled using HydroCAD software to demonstrate that this project meets energy balance and State stormwater regulations. The projected flow rates for the 1-YR, 24-HR storm were then analyzed to confirm that energy balance requirements will be achieved with the proposed site improvements. HydroCAD Reports showing the peak flow rates for each of the six points of interest can be found in the Stormwater Appendix on plan sheet C-601. Stormwater Quality A VRRM spreadsheet provided by the Virginia Department of Environmental Quality was utilized to determine the amount of pollutant removal required to meet stormwater quality compliance under the State regulations. Impervious and pervious surfaces for pre -construction and post -construction site conditions were quantified and entered into the Standard DEQ VRRM spreadsheet for new development. This method of evaluation allowed us to ensure that State required stormwater quality benchmarks are being met with the proposed site improvements. A copy of the VRRM spreadsheet for this project can be found in the Stormwater Management Appendix. Woolley Engineering Biscuit Run Park: Phase la Entrance and Parking Job # 22120 WPO Plan q Assumptions' The Lag/CN method was used within the HydroCAD software to determine the time of concentration (Tc) values for each drainage area. A curve number (CN) of 98 was assumed for all impervious surfaces, a CN of 58 was assumed for the proposed meadow cover area, and a CN of 55 was assumed for all wooded areas. These assumptions were based on soil information obtained from the U.S. Department of Agriculture (USDA) web soil survey, the USDA National Engineering Handbook and with the recommendations found in the Virginia Stormwater Management Handbook Volume II, Chapter 4, Table 4-6b for agricultural lands. The existing wooded area of the park was primarily pasture land as recently as 15 years ago. Due to the abundance of pioneer tree species that populates the park today, there is currently a good amount of young undergrowth shrub and meadow grasses interspersed amongst the wooded areas. Woolley Engineering Biscuit Run Park: Phase la Entrance and Parking Job # 22120 WPO Plan Analysis: Water Quantity: Channel Protection: Pre -construction and post -construction peak flows and runoff volumes were calculated at each point of interest. See the summary for these calculations on plan sheet C-602. Drainage conveyed at each point of interest is shown to meet energy balance in the post - construction condition of the site. The energy balance at the point of interest for the 1- YR, 24-hr design storm is being met with the proposed site improvements. This satisfies VSMP regulations under Part II B, Water Quantity (9VAC25-870-66.B.3.a.). Flood Protection: The post -construction condition of the site includes 9.9 acres of disturbed area. Containing the 10-YR, 24-hr design storm within stormwater conveyance channels will satisfy VSMP regulations under Part II B, Water Quantity (9VAC25-870-66.C.1.). Water Quality: The Owner (Albemarle County, Lessee) is eligible to purchase offsite nutrient credits under Albemarle County Code, Chapter 17, Sec. 17-502.A.2. due to the total post - construction pollution control (measured in phosphorus) requirement totaling less than 10 lb/yr. The County intends to purchase offsite stormwater nutrient credits to meet State Regulated stormwater quality requirements. The County will purchase nutrient credits to meet Water Quality (9VAC25-870-65). The DEQ VRRM spreadsheet summary can be found in the Stormwater Appendix. The proposed improvements require 2.85 lb/yr of total phosphorus nutrient loads. Total Phosphorus Nutrient Total Phosphorus Nutrient Reserved Nutrient Credits Required Credits to be Purchased Credits for Future Build - out 2.85lb/ r 3.0lb/ r 0.15lb/ r Source: VRRM Spreadsheet (found in Stormwater Management Appendix) Woolley Engineering Biscuit Run Park: Phase la Entrance and Parking Job # 22120 WPO Plan Summary and Conclusions: This plan meets the VSMP regulations under Part II B, Water Quantity for Channel Protection (9VAC25-870-66 13.3.a.) by meeting energy balance requirements for the 1- YR, 24-HR design storm. The plan meets VSMP regulations under Part II B, Water Quantity for Flood Protection (9VAC25-870-66.C.1.) by containing the 10-YR, 24-hr design storm within the stormwater conveyance ditches. This plan also meets the VSMP regulations under Part II B, Water Quality (9VAC25- 870-65) with the purchase of offsite stormwater nutrient credits. Woolley Engineering Biscuit Run Park: Phase la Entrance and Parking Job # 22120 WPO Plan �7 Stormwater Management Appendix Woolley Engineering Biscuit Run Park: Phase ]a Entrance and Parking Job 4 22120 WPO Plan 100 Stormwater Management Narrative: Water Quantity: Pre -Construction Site Conditions: There are six drainage divides located within the project area. Stormwater quantity was evaluated at each of these points of interest for pre -construction and post -construction conditions. Point of Interest 1: Drainage area 1 drains via overland flow to the point of interest. In the pre -construction condition the drainage area is wooded with a mix of deciduous and non -deciduous trees. Point of Interest 2: Drainage area 2 drains via overland flow to the point of interest prior to entering an exisiting 24" CMP. This pipe conveys under the existing roadway. In the pre -construction condition the drainage area is wooded with a mix of deciduous and non -deciduous trees. A portion of the drainage contains runoff from Avon Street Ext. and Scottsville Road (Route 20) which converge at point of interest 2. Point of Interest 3: Drainage area 3 drains via overland flow to the point of interest. This point of interest is located at the ouff all of an existing 21" DI pipe. This pipe conveys under the existing roadway. In the pre -construction condition the drainage area is wooded with a mix of deciduous and non -deciduous trees. A portion of the existing roadway for Scottsville Road (Route 20) conveys through point of interest 3. Point of Interest 4: Drainage area 4 drains via overland flow to the point of interest located at the outfall of an exisitng 18" CMP. This pipe conveys under the existing roadway. In the pre -construction condition the drainage area is wooded with a mix of deciduous and non -deciduous trees. A portion of the existing roadway for Scottsville Road (Route 20) conveys through point of interest 4. Point of Interest 5: Drainage area 5 drains via overland flow to the point of interest prior to entering an unnamed tributary. In the pre -construction condition the drainage area is wooded with a mix of deciduous and non -deciduous trees. Point of Interest 6: Drainage area 6 drains via overland flow to the point of interest prior to entering an unnamed tributary. In the pre -construction condition the drainage area is wooded with a mix of deciduous and non -deciduous trees. A portion of the existing roadway for Scottsville Road (Route 20) conveys through point of interest 6. Post -Construction Site Conditions: Post -construction improvements include adding three stormwater quantity basins to control stormwater exiting the site. The post -construction conditions of the site were evaluated at each point of interest to ensure State Regulations are being met. The following improvements were made to the existing drainage pattern in order to meet energy balance requirements: Point of Interest 1: The post -construction condition for drainage area 1 includes a proposed shallow stormwater quantity basin (basin 1). Post -construction drainage for drainage area 1 will flow through the basin to the point of interest before travelling overland and ultimately entering an existing culvert. Point of Interest 2: Post -construction drainage for drainage area 2 flows through the point of interest before entering the existing 24" CMP. The majority of the runoff from the proposed roadway improvements that were flowing into point of interest 2 in the pre -construction condition will be re-routed. This drainage from drainage area 2 and will combine with runoff from drainage area 3. Point of Interest 3: Post -construction drainage for drainage area 3 flows through existing 21" DI pipe before outfalling at the point of interest. A proposed stormwater quantity basin (basin 2) will be used to meet State Regulation energy balance calculations. Point of Interest 4: Post -construction drainage for drainage area 4 flows through the point of interest before entering the existing 18" CMP. An existing shallow stormwater quantity control device will be utilized to reduce the stormwater peak flow rate within the existing Swale. This device is located just upstream of the right-of-way line within the existing Swale for drainage area 4. See sheet C-211 for existing basin location and details. Point of Interest Post -construction drainage for drainage area 5 flows through the point of interest before entering the existing tributary to Biscuit Run. A stormwater quantity basin (basin 3) will be utilized to meet State Regulation energy balance requirements. See sheet C-621 for basin details. Point of Interest 6: Post -construction drainage for drainage area 6 flows through the point of interest before entering the existing tributary to Biscuit Run. The majority of runoff from drainage area 6 will enter a proposed ditch and be re-routed to combine with drainage area 5. Method of Analysis: The six points of interest for our analysis were chosen as the point where all drainage from each drainage divide converge. These points allow for the quantification of stormwater including all new improvements. Three stormwater quantity control basins are being proposed on -site to meet State regulations and energy balance. Adjacent property information, field -run survey, and County GIS documents were utilized to develop the limits of each drainage divide. Rain data was obtained from NOAA National Weather Service Data. Soil information was obtained from the United States Department of Agriculture Natural Resources Conservation Service for soil surveys. A curve number (CN) of 98 was assumed for all impervious surfaces, a CN of 58 was assumed for the proposed meadow cover area, and a CN of 55 was assumed for all wooded areas. These assumptions were based on soil information obtained from the U.S. Department of Agriculture (USDA) web soil survey, the USDA National Engineering Handbook and with the recommendations found in the Virginia Stormwater Management Handbook Volume II, Chapter 4, Table 4-6b for agricultural lands. The existing wooded area of the park was primarily pasture land as recently as 15 years ago. Due to the abundance of pioneer tree species that populates the park today, there is currently a good amount of young undergrowth shrub and meadow grasses interspersed amongst the wooded areas. Pre -construction and post -construction flows were modelled using HydroCAD software to demonstrate that this project meets energy balance and State regulations. The modelling software projected flow rates were then analyzed to confirm that energy balance requirements will be achieved with the proposed site improvements. Summary: Channel Protection: Pre -construction and post -construction peak flows and runoff volumes were calculated at each point of interest. See the summary for these calculations on plan sheet C-602. Drainage conveyed at each point of interest is shown to meet energy balance in the post -construction condition of the site. The energy balance at the point of interest for the 1-YR, 24-hr storm is being met with the proposed site improvements. This satifies VSMP regulations under Part II B, Water Quantity (9VAC25-870-66.B.3.a.). Flood Protection: The post -construction condition of the site includes 9.9 acres of land disturbance. The containment of the 10-YR, 24-hr storm event within the proposed conveyance ditches satisfies VSMP regulations under Part II B, Water Quantity (9VAC25-870-66.C.1.). See sheets C-610 & C-611 for ditch calculations and details. 1 VIIII VI III I"IN LJI Water Quality: Pre -Construction Site Conditions: There are no existing stormwater quality measures located on -site. Post -Construction Site Conditions: The Owner (Albemarle County, Lesee) is eligible to purchase offsite nutrient credits under Albemarle County Code, Chapter 17, Sec. 17-502.A.2. due to the total post -construction pollution control (measured in phosphorus) requirement totalling less than 10 lb/yr. The County intends to purchase offsite stormwater nutrient credits to meet State Regulated stormwater quality requirements. Method of Analysis: Impervious and pervious surfaces for pre -construction and post -construction site conditions were quanitfied and entered into the DEQ VRRM spreadsheet. This allowed us to ensure that State required stormwater quality benchmarks are being met with the proposed site improvements. Summary: The County will purchase nutrient credits to meet Water Quality (9VAC25-870-65). The DEQ VRRM spreadsheet summary can be found on sheet C-630 of the plan set. The proposed improvements require 2.85 Ib/yr of total phosporus nutrient loads. NOTE: APPROVED INITIAL SITE PLAN SDP202100015 APPROVED WPO PLAN W P0202300009 ALBEMARLE COUNTY CLIENT 401 MCI NTIRE ROAD CHARLOTTESVILLE, VA 22901 ADDRESS BISCUIT RUN PHASE 1A, ENTRANCE AND PARKING PROJECT VSMP/WPO PLAN AMENDMENT #1 ANHOLD ASSOCIATES 8311 Rockfish Gap Turnpike Greenwood, VA 22943 434.882.3420 anholdla.com WOOLLEY ENGINEERING 210 5th Street NE Charlottesville, VA 22902 434.973.0045 wool ley-eng.com TH OF T U ERIC W. WOOLLEY 9 LIC. NO. 37088 G ZONAL '% REVISION: NO. DESCRIPTION DATE SCALE: 11I = 1001 SHEET NAME: PRE -CONSTRUCTION DRAINAGE DIVIDES SHEET NUMBER: C-600 March 22, 2023 dmwingl.Qwg © Anhold Associates 2021 Sheet 637 of 43 100 "' _. ".- 1 VIIYI VI IIYILI\LJI J I\I VI 1I_VI-7V( I 3 2 n POINT OF INTEREST 3 POINT OF INTEREST 2 POINT OF INTEREST 1 Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 1.22 cfs RVpre-developed 0.34 of RVdeveloped 0.39 of I.F. 0.80 Max Allowed Qdeveloped 0.85 cfs Peak Qdeveloped Achieved 0.85 cfs Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' (Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 1.02 cfs RVpre-developed 0.20 of RVdeveloped 0.17 of I.F. 0.80 Max Allowed Qdeveloped 0.94 cfs Peak Qdeveloped Achieved 0.78 cfs Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' (Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.18 cfs RVpre-developed 0.04 of RVdeveloped 0.03 of I.F. 0.80 Max Allowed Qdeveloped 0.20 cfs Peak Qdeveloped Achieved 0.06 cfs 6 5 4 POINT OF INTEREST 6 POINT OF INTEREST 5 POINT OF INTEREST 4 Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.40 cfs RVpre-developed 0.07 of RVdeveloped 0.02 of I.F. 0.80 Max Allowed Qdeveloped 0.96 cfs Peak Qdeveloped Achieved 0.15 cfs Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed ` RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.40 cfs RVpre-developed 0.13 of RVdeveloped 0.23 of I.F. 0.80 Max Allowed Qdeveloped 0.19 cfs Peak Qdeveloped Achieved 1 0.15 cfs Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.77 cfs RVpre-developed 0.21 of RVdeveloped 0.17 of I.F. 0.80 Max Allowed Qdeveloped 0.75 cfs Peak Qdeveloped Achieved 0.55 cfs DITCH LOCATION Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed ` RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.40 cfs RVpre-developed 0.13 of RVdeveloped 0.23 of I.F. 0.80 Max Allowed Qdeveloped 0.19 cfs Peak Qdeveloped Achieved 1 0.15 cfs Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.77 cfs RVpre-developed 0.21 of RVdeveloped 0.17 of I.F. 0.80 Max Allowed Qdeveloped 0.75 cfs Peak Qdeveloped Achieved 0.55 cfs DITCH LOCATION Energy Balance Equation Summary Biscuit Run Park: 1-Year 24-Hour Design Storm: Qdeveloped = I.F.' )Qpre-developed' RVpre-developed)/RVdeveloped Point of Interest Analysis: Qpre-developed 0.77 cfs RVpre-developed 0.21 of RVdeveloped 0.17 of I.F. 0.80 Max Allowed Qdeveloped 0.75 cfs Peak Qdeveloped Achieved 0.55 cfs DITCH LOCATION DITCH LOCATION TOTAL AREA (AC) TOTAL IMPERVIOUS (AC) 5-A 3.10 0.38 3-A 1.23 0.40 3-B 0.27 0.04 3-C 0.41 0.07 3-D 1.24 - 3-E 1.54 NOTES: SEE SHEET C-610 & UPC 119207 SHEET 2A FOR ROUTE 20 DITCH PLANS AND DETAILS SEE SHEET C-61 1 1 FOR ON -SITE DITCH PLANS AND DETAILS 0 3-E 3-D /f 0 3-C i' 1 1 r 1 ' POST CONSTRUCTION SUB -DRAINAGE AREA KEY ALBEMARLE COUNTY CLIENT 401 MCI NTIRE ROAD CHARLOTTESVILLE, VA 22901 ADDRESS BISCUIT RUN PHASE 1A, ENTRANCE AND PARKING PROJECT VSMP/WPO PLAN AMENDIM ENT #1 ANHOLD ASSOCIATES 8311 Rockfish Gap Turnpike Greenwood, VA 22943 434.882.3420 anholdla.com WOOLLEY ENGINEERING 210 5th Street NE Charlottesville, VA 22902 434.973.0045 wool ley-eng.com r OF v jjj r� U ERIC W. WOOLLEY 9 LIC. NO. 37088 G ZONAL '% REVISION: NO. DESCRIPTION DATE SCALE: 11I = 1001 SHEET NAME: POST -CONSTRUCTION DRAINAGE DIVIDES SITE ENERGY BALANCE SUMMARY 1-YR, 24-HR DESIGN STORM SHEET NUMBER: C-601 DATE: March 22, 2023 tlrewingl.Qwg ©Anhold Associates 2021 Sheet -;138 of 43 PRE1 PRE-1 Sub4 Reach Aon Llflk 230322_POST CONSTRUCTION POA-1 BISCUIT RUN PARK PH 1A - POA-1 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PRE1: PRE-1 Runoff = 0.18 cfs @ 12.21 hrs, Volume= 0.041 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.000 98 Paved parking, HSG B 2.400 55 Woods, Good, HSG B 2.400 55 Weighted Average 2.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 980 0.1200 0.92 Lag/CN Method, Subcatchment PRE1: PRE-1 Hydrograph 02 _- 11 _r-r--T--T--rQ__r____�__T--r-r__r--r-r-r-r--r--r-�--r-T--r--r_ 6_19 -r-r -T - 0.10 �{� -1 -T -T -r -T -T -T {��i -T -T -T 6 16 -T- r T-I-1 AT-Ye617 6.16 T__ II 7 - _ _____I__�WR1_rdart304'e_- 0.15 ' _____ 0.14 ' -----I____-_-- I I ________________--- I__Rd"ff'IAf58$-2400 ad - I I I I I I I I I I I I I I I I 0.13 I I __I__J__J__1_- I - 041 --II--_-J --_I1 ___1I 6.12 1_LL- ---11�v-• -- -- 0.11 ktll lOf D"t&10:4_ 7 0.1 0.09 LL 0.06 ---;--; -; -- --Hope0.07 0.06 � I I I I I I I I I I I } I � I *M1 - --;--; -- - 1 TC=1!7J- - 0.05 0.04 0.03 --r-T--r--r--r--r--1--T--r 0.02 I 1 1 I 1--r--r- 1 1 1 1 1 1 __r 1_ r__T_ _1__r 0.01 1 1 1 1 1 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hove) ■ Runoff POST1 POST. STORMWATER QUANTITY BASIN 1 Subcat Reach X 4on Llflk 10 230322_POST CONSTRUCTION POA-1 BISCUIT RUN PARK PH 1A - POA-1 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment POST1: POST-1 Runoff = 0.24 cfs @ 12.19 hrs, Volume= 0.046 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.000 98 Paved parking, HSG B 1.680 55 Woods, Good, HSG B 0.720 58 Meadow, non -grazed, HSG B 2.400 56 Weighted Average 2.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 980 0.1200 0.94 Lag/CN Method, Subcatchment POST1: POST-1 Hydrograph I I I I I I I i I I I I I I I I I I I 0.24 cfs 1 i 0.24 0.22 I 1 1 I 02 I I I I 0 18 I I I _ 0.16 -------'1-- 0.14 __I_ 1 1 LL 0.12 Q., I 1 I I 0.08 0 06 I 1 1 0.04 I 1 1 --rr--r 0.02 ----i--i----I'I---I'I--;--i-- --I'--YX'IPe-��i-----1_r- -I I .--:--Ij----- --.--1-YR RainfaUm3.0�4"'- I I I I I I I I I I I I I I I I -r--R-dn6f At--e&2.40Qx - ----;--1-- UnOff'Vgfgrr►ie�0:$# - -- -- -- --'1, --'1----Iundfi�l'IDeptCi0:23�• I I I I I I I I I I I I I I I I --,--;--, --,----,--; 146Wv'ICen--11- 0 --1--1-- ' -, ---,--;- --,--,--;- ;-I-Ope=(0.1200Ir- -1--J--1--1--L--L--I--, 4w 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 Time (hours) ■ Runoff 11 230322_POST CONSTRUCTION POA-1 BISCUIT RUN PARK PH 1A - POA-1 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 12 Summary for Pond 1: STORMWATER QUANTITY BASIN 1 Inflow Area = 2.400 ac, 0.00% Impervious, Inflow Depth = 0.23" for 1-YR event Inflow = 0.24 cfs @ 12.19 hrs, Volume= 0.046 of Outflow = 0.06 cfs @ 13.97 hrs, Volume= 0.030 af, Atten= 75%, Lag= 107.0 min Primary = 0.06 cfs @ 13.97 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 561.52' C& 13.97 hrs Surf.Area= 774 sf Storage= 738 cf Plug -Flow detention time= 262.3 min calculated for 0.030 of (64% of inflow) Center -of -Mass det. time=120.8 min ( 1,090.3 - 969.5 ) Volume Invert Avail.Storage Storage Description #1 560.00' 1,159 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SUrt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 560.00 222 0 0 561.00 562 392 392 562.00 972 767 1,159 Device Routing Invert Outlet Devices #1 Primary 561.50' 10.0' long x 6.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFow Max=0.06 cfs @ 13.97 hrs HW=561.52' (Free Discharge) t1=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.32 fps) 12 230322_POST CONSTRUCTION POA-1 BISCUIT RUN PARK PH 1A - POA-1 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 13 Pond 1: STORMWATER QUANTITY BASIN 1 0.28 __I__+__+_ 0.24 CfSa+++Ia++Ia+Ia ■Pnmary 1 t�f lokc A ea=;2.4 0_'la 0.24 -' -" -' -�-" -� -' -" -'--" _ I I I I I I I I I I I I IP I I I ILcq��Y/JI I I I I ..{ I0.22 I I I I I I I I I I I 6.2 Storauo-, 1 I ct I I I I I I I I I I I I I I I I I I I I I I _0.16 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 0.14 __I__7__r__F 3 , , I I I I I I I I I I I I I I I I I I I I I LL 0.12 , , ----- --'--------- --------L------L--L------------ 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 0.08 I I I C I I I I I I I I I I I I I I I I 0.06 CIQ S I 0.04 -----i--L--i--L------i---------`----�-- I I I I I I I 0.02 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 13 PRE2 PRE-2 Subcat Reach Aon Llflk 14 230322_PRECO NSTRUCTIO N BISCUIT RUN PARK PH 1A - POA-2 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment PRE2: PRE-2 Runoff = 1.02 cfs @ 12.31 hrs, Volume= 0.195 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.480 98 Paved parking, HSG B 7.680 55 Woods, Good, HSG B 8.160 58 Weighted Average 7.680 94.12% Pervious Area 0.480 5.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.2 1,558 0.0988 0.99 Lag/CN Method, Subcatchment PRE2: PRE-2 Hydrograph ■Runoff 1.02 cfs r Ype 11;24-Fllr 1-YR R'ainfa11:;3.04 Rtinbff Aret=8.1:60 alp rkOnO'f(V9111t+m6=;0. j 9$ elf kunoff:De0'h40.29"' M F16 W, Ldnath=1,S58' $100=0-0�98,8 7 Tc=16 . min CN=58 Time (hours) W rOST2 J POA-2 Subcat Reach X 4on Llnk 1161 230322_POST CONSTRUCTION POA-2 BISCUIT RUN PARK PH 1A - POA-2 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment POST2: POA-2 Runoff = 0.78 cfs @ 12.34 hrs, Volume= 0.170 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.360 98 Paved parking, HSG B 7.520 55 Woods, Good, HSG B 7.880 57 Weighted Average 7.520 95.43% Pervious Area 0.360 4.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.9 1,558 0.0988 0.96 Lag/CN Method, Subcatchment POST2: POA-2 Hydrograph 0.85 ' ■Runoff -L-J -J - O.�O �L -II -I _ o {i�� 0.8 0.75 __ I______ _____I__ I__I__I __1___I__ I__ I_ __I___ I{� I//� - I I I I I I I I I I I I 1 I I I I I11 07 --r--1-- i-- i--r 1 1W1wiw��r9 /1I1� 0.85 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L1-- --;--;----1-- --;--;-------R-Uff6ff'`Ateg=rs'80 0.8 Rib— --1------------ 0.550.5 __;__Ji__i__i__i _Ji__i__i__;___'i _�'^Tff i�Y��"'T�`�•T��_�M-_ --I--;--;--;- ; -r-- ----1--;--jZUnof_f .26,- .45 0.45 1 1 1D_ _epth:;0_ -F� -yI LL o.a 1 RdwLU"th..'� $� _1 0.35 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --1---�--�--�--� 1 1 0.3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _____________ 0.25 'Tc=26.� xm' 02 / , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1,- *- - --'-- *-CN=5r- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.15 --L-J-_J__1___ 0.1 1 ------ 0.05 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 Time (hours) MA PRE3 PRE-3 Subcat Reach Aon Llflk 18 230322_PRECO NSTRUCTIO N BISCUIT RUN PARK PH 1A - POA-3 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment PRE3: PRE-3 Runoff = 1.22 cfs @ 12.48 hrs, Volume= 0.337 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.290 98 Paved parking, HSG B 17.180 55 Woods, Good, HSG B 17.470 56 Weighted Average 17.180 98.34% Pervious Area 0.290 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.8 1,900 0.0905 0.94 Lag/CN Method, Subcatchment PRE3: PRE-3 Hydrograph ■ RunoH 1.22 cfs 1. T0411; 24-h'�r Ruhoff Ard&17.470 at ROnpff'1Vp1Lpm6:=0.$37 4f kunoff:De0'hT0.23"' F16%q Lbn6th=1,900' $100=0-0007 Tc=33 8min CN-56 Time (hours) rR] 3A POST CONST SIN DRAINAGE 2 BASIN 2 4 [2AA] EMERGENCY POINT OF ANALYSIS SPILLWAY DITCH Subcat Reach X 4on LIDk FLOW 20 230322_POST CONSTRUCTION POA-3 BISCUIT RUN PARK PH 1A - POA-3 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 3A: POST CONST BASIN DRAINAGE Runoff = 1.39 cfs @ 12.33 hrs, Volume= 0.273 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.650 98 Paved parking, HSG B 10.240 55 Woods, Good, HSG B 0.080 61 >75% Grass cover, Good, HSG B 0.470 58 Meadow, non -grazed, HSG B 11.440 58 Weighted Average 10.790 94.32% Pervious Area 0.650 5.68% Impervious Area Tc Length Slope Velocity ,nin) (feet) (ft/ft) (ft/sec) 27.5 1,580 0.0920 0.96 Description Lag/CN Method, Subcatchment 3A: POST CONST BASIN DRAINAGE 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 ■ RUnoff 1.39 cfs I I I I I I I Type 11 24-'1hr I I I I I I I I 1-YR Rainfall=3.04" I I I I I I I I I I I I I -- 'I I =I --r- -- Ru oif Ale; '�'L .4!40 c Rpn ' Vojume=;0.�73'4f kunoff Diepth=0.29" I I I I Fldw Length=1'1,580' I I I I I I I S1'Iopp=0.0$20'P Tic=27. min I I I I I CNI=58I I I I 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) 21 BISCUIT RUN PARK PH 1A - POA-3 230322_POST CONSTRUCTION POA-3 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 313: OVERLAND FLOW Runoff = 0.84 cfs @ 12.62 hrs, Volume= 0.190 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.800 98 Paved parking, HSG B 4.440 55 Woods, Good, HSG B 0.210 61 >75% Grass cover, Good, HSG B 0.530 58 Meadow, non -grazed, HSG B 5.980 61 Weighted Average 5.180 86.62% Pervious Area 0.800 13.38% Impervious Area Tc Length Slope Velocity Capacity Description 20.5 200 0.0757 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.68" 28.1 Direct Entry, 48.6 200 Total Subcatchment 313: OVERLAND FLOW Hydrograph --I- I I I I I I I I I I I I ■Runoff v 0.9 0_._8_4 CfS rrrf-_-_--_-_i --_-- 1*;-_-_-_-_-r *-_-_-_i -_-- '-_U-_--_iI-_o-- 08 I�7___7_____f7 0.85 iQ--y r___r_,___r____T____7___7__r__7_e ri~-pN-�_� �+7LL_i�_i= __Vr_a_ 7 0pp_�_rr� - __ r 0.75 7___r_-y-Y-I-T-I ------- IAY RaiMH%FF-3.04" 97 ---I-Rdnof Area=5980c0.65 -----~--~---f 0.II----R'jn'#-V-0IILIfFe 0.I199-1a# 0.55____,_____n0.5 LL 0.4 I--------- I -- ------LTII -------Ii -- ------TI ------ --IT -_-__-__iI ------II -_-_-_1I -II -_ - 11I - -L-- 0.35 --- ---IiS4 p�.07T5-7--�Ii --p-- --L L-J-__L9.3_______L__J_L__J1__J1__J___Ty+=.-ftnI 0.25IL --I------I--- I ---I--- I ---I---I---I---I ----F0.2 CN-{VJ- 0.15 I I T------------- 0.1 ----IIII n L'- _ nw 25 Time (hours) 04 BISCUIT RUN PARK PH 1A - POA-3 230322_POST CONSTRUCTION POA-3 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 23 Summary for Reach 2A: EMERGENCY SPILLWAY DITCH Inflow = 0.00 cfs g 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at, Atten= Oho, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank -Full Depth= 1.00' Flow Area= 8.0 sf, Capacity= 150.45 cfs 6.00' x 1.00' deep channel, n= 0.025 Earth, clean & winding Side Slope Z-value= 2.07' Top Width= 10.00' Length= 90.0' Slope= 0.1433'/' Inlet Invert= 542.90', Outlet Invert= 530.00' 0 LL j / . Reach 2A: EMERGENCY SPILLWAY DITCH Hydrograph I I I I I I I I I I I I I I I I I AYg.; Flew Depth=p.Q0' I I I I I I I I MaX:Ve1=0.00 fps I I I I I I I 6=p.025 I I I I I I I I I I I I I I I I I I L=90,0' I I I I I I I I S=0;141331II'P CapalciV=150.45 cfs 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 10 15 20 25 30 35 40 45 50 55 Time (hours) 95 ■ Inflow ■ outflow 23 BISCUIT RUN PARK PH 1A - POA-3 230322_POST CONSTRUCTION POA-3 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 24 Summary for Pond 2: BASIN 2 Inflow Area = 11.440 ac, 5.68% Impervious, Inflow Depth = 0.29" for 1-YR event Inflow = 1.39 cfs @ 12.33 hrs, Volume= 0.273 of Outflow = 0.13 cfs @ 24.03 hrs, Volume= 0.199 af, Atten= 91%, Lag= 702.3 min Primary = 0.13 cfs @ 24.03 hrs, Volume= 0.199 of Secondary = 0.00 cfs 9 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 539.12' @ 24.03 hrs Surt.Area= 7,835 sf Storage= 8,025 cf Plug -Flow detention time=1,228.3 min calculated for 0.199 of (73% of inflow) Center -of -Mass det. time=1,116.1 min ( 2,077.8 - 961.7 ) Volume Invert Avail.Storage Storage Description #1 538.00' 89,123 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 537.00' 0 cf 3.0" Round Infiltration Pipe Inside #3 L= 3.0' #3 537.00' 3 cf Gravel Infiltration (Prismatic) Listed below (Recalc) 8 cf Overall - 0 cf Embedded = 8 cf x 40.0% Voids 89,126 cf Total Available Storage Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 538.00 6,550 0 0 540.00 8,839 15,389 15,389 542.00 11,358 20,197 35,586 543.00 12,685 12,022 47,608 544.00 14,069 13,377 60,985 546.00 14,069 28,138 89,123 Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 537.00 8 0 0 538.00 8 Device Routing Invert Outlet Devices #1 Primary 533.00' 15.0" Round Culvert L= 95.0' Ke= 0.900 Inlet / Outlet Invert= 533.00' / 529.00' S= 0.0421 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 537.00' 0.2" Horiz. Orifice/Grate X 4.00 columns X 2 rows C= 0.600 Limited to weir flow at low heads #3 Device 1 538.75' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 541.30' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 543.00' 6.0' long x 30.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 24 230322_POST CONSTRUCTION POA-3 BISCUIT RUN PARK PH 1A - POA-3 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 25 Primary OutFlow Max=0.13 cfs @ 24.03 hrs HW=539.12' (Free Discharge) t1=Culvert (Passes 0.13 cfs of 10.93 cfs potential flow) 12=Orifice/Grate (Orifice Controls 0.01 cfs 9 7.00 fps) 3=Orifice/Grate (Orifice Controls 0.12 cfs 9 2.36 fps) 4=Orifice/Grate ( Controls 0.00 cfs) econdaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=537.00' (Free Discharge) =Broad-Crestedd Rectangular Weir ( Controls 0.00 cfs) 1 1.39 cfS 0.13 cfs Pond 2: BASIN 2 Hydrograph Inflow 14rea=11.440 41c Peak EIov='538.12' y yl flr0gq=8,025-cf 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 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 45 50 55 60 65 70 75 80 85 90 95 Time (hours) ■ Inflow ■ outflow ■ Primary ■ Secondary 041 BISCUIT RUN PARK PH 1A - POA-3 230322_POST CONSTRUCTION POA-3 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 26 Summary for Link 3: POINT OF ANALYSIS Inflow Area = 17.420 ac, 8.32% Impervious, Inflow Depth > 0.27" for 1-YR event Inflow = 0.85 cfs @ 12.62 hrs, Volume= 0.389 of Primary = 0.85 cfs @ 12.62 hrs, Volume= 0.389 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3: POINT OF ANALYSIS 0.95 ', cfs I I I I I I I I 1 I I I o.l 85 9.9 ------ ---'I, ----;1---, Infiobv-A---' - Tr4�fl c;l 0.85 , . __�_ _r__7---r--7---r--r__r---r--�---r--r--r---r--�---r--r--r 0.8 -r---r------r--r--r 0.75 0.7 0.65 -I __l -I __I 0.8 ,' I 1 I T I r r I_ I 0.55 v 0.5 I I I I I I I I I I I I I c0.45 �I- ,' - -----1------1---1--J --- r--'-----L--L---0.4 1---'---1---1--J I 1 _L _� _I _1 _J _L _1 _ I _L _J _ 0.35 ,' 1 IF 1 1 0.3 1 1 1 0.2 02 --- -1 -1 -L -J -L I---y -� 0.15 1 1 0.1 0.05 Time (horns) ■ Inflow ■ Primary 26 PRE4 PRE-4 Subcat Reach Aon Llflk MA 230322_PRECO NSTRUCTIO N BISCUIT RUN PARK PH 1A - POA-4 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment PRE4: PRE-4 Runoff = 0.77 cfs @ 12.46 hrs, Volume= 0.208 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.140 98 Paved parking, HSG B 10.630 55 Woods, Good, HSG B 10.770 56 Weighted Average 10.630 98.70% Pervious Area 0.140 1.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 1,685 0.0794 0.86 Lag/CN Method, Subcatchment PRE4: PRE-4 Hydrograph ------- -- -- -- ---- -- --'-- ------ -- -- ---- 0.85 08 I I I 1 0.77 cfs 1 1 I I 0.75 07 / I 1 1 I I _--1--L--L--1-----J--4=YR RainfaFh3:E?4"- 1 1 1 1 1 1 0.85 1 1 1 1 1 1 1 I I I 1 1 I I -F -I I Runoff Arda=10.770 ad T__r__I___y-i--1�_1_p7�{T`_,_r -1 --- Ip__ T,/_�_ T__ r_-I- 0.55 --1-- --�-----�I-- --i--i --Ii 100•• 1 1Y1�M•••1v=17• �elf 1 0.5 1JJ_ IJ1L__L_L__I _ I fu-off: fi .�3"- = 0.45--1---I-- I- ---- 1-- 1 --1--1---I-- 1-- 1 - 1-I----,��- LL 04 Rdwlr��._ytktl=A,665� _r....... r _l 0.35 1 1 1 1 1 1 1 1 0.3 ope= - _'0 9 'r - 0.25 I I I 1 1 1 , = /i n --r--I---i---i--�_-r--r--r-11--T1 --r1 ---VVV--r--I ilN -Mil•��• 02 - -- 0.15 --I-- -- -- -------I---C, 1 I 1 1 1 1 N=560.1 1 1 1 1 1 1 0.05 1 Time (hours) ■ Runoff 28 rOST4 POST4 Subcat Reach Aon Llflk 29 230322_POST CONSTRUCTION POA-4 BISCUIT RUN PARK PH 1A - POA-4 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment POST4: POST4 Runoff = 0.55 cfs @ 12.51 hrs, Volume= 0.171 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.000 98 Paved parking, HSG B 9.990 55 Woods, Good, HSG B 9.990 55 Weighted Average 9.990 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.6 1,685 0.0794 0.84 Lag/CN Method, Subcatchment POST4: POST4 Hydrograph I I I I I I I I I I I I I I I I I 0.8 1 1 --I--;--r--Jr--'� - 0.5 I I 1 I 'I I I I I I I I �-WQ� RQinf�IlLz3A4"'_ 6.45 ---- -- -- - ----- ---------Rdn6ff'I-Atjee-S.9�9aad- �1AI flip �I t1'1 �Ip�',I/� .�'I{ / � I I 0.3 - LL - --r ----,--;--FidWIL6roth--4 685'- 0.25 1 I� 1 - 1 1 1 1 0.2 1 1 1 1 0.15 I I I I I I 1 1 I I I 1 1 1 I (/��I 1 1 _L_J _J _1 L _I___I _J _1 _1 _L _I _I _1_CN#55 I I I I I I I I I I I I TJ 0.1 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_ 0.05 I I 1 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hove) ■ Runoff 30 PRE5 PRE-5 Subcat Reach Aon Llflk 31 230322_PRECO NSTRUCTIO N BISCUIT RUN PARK PH 1A - POA-5 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment PRE5: PRE-5 Runoff = 0.40 cfs @ 12.63 hrs, Volume= 0.134 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.000 98 Paved parking, HSG B 7.800 55 Woods, Good, HSG B 7.800 55 Weighted Average 7.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 40.5 2,028 0.0737 0.84 Lag/CN Method, iYlleTiF.1MI rT iMIN NU .1 %M U NMI Hydrograph 1 044 _ 1 1 1 1 ,__7__f__1__,__7__7__r__r__I__,__ 1 1 1 1 1 7__ r__r__r__I__7__7__r__r__ .Runes 0.42 --'-----'--' 0.40cfS 1 1 1 1 ------ -----I-- -- -------'r---- -- -- - h 0.4 ' --L-J--J--1-- - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ---J--1--1--L--1---1--J--1--1--J-�[�pIl.�-Tll1r - 0.38 --1--+-L--,--�- -1--L--+__+--L--1---1--'--+--+-+- 1 0.30 11 1 1 1 1 1 1 1 I I I I I 1 1 11 I fi YWRainfa[M3-.Q4"- 0.32 0.3 O28 ' _r_ __,__,__ 1 _ __,__r__ __,__ ffV- 1 ='� ' �1�_4_`q_�—I 1 1 1 1 1 1 1 1 ---- 1 T 1 _�F_ —A Fj 0.24 I/y�_+��_ r`_ noff I© pthc;V.i •Ir �I 0.22 LL 0.2 ' ' 1 0 .18 0.16 L_J__J__1_ I I _ I __1__1__L__L__I__ __1__L_ eo _ _ __ 0.14 I I I I I I I I I I I I li� _1 _1 _L _L _I _J _1 _1 _L _I _I 1 ' 0.12 1 1 -r-y -, -r ai ,MI 17/��411 -MM - -r -r -r -I -, -+ -r -r- 1+{III q-• 01 0.06 --------- 1 1 ----------�--------'--'- 1 1 1 1 1 1 1 1 1 1 1 0.06 -L-�--� �--1--1--L--1--�--1--+--�--1---1--A +--L--1--- � 0.04 -1----'--'--r- -1-------'--1---1---1--------r--1--- 0.02 1 1 1 1 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hove) 32 �IPOST5 POST 5 3 3A QUANTITY BASIN 3 Subcat Reach Aon Llflk OUTFALL CHANNEL 33 230322_POST CONSTRUCTION POA-5 BISCUIT RUN PARK PH 1A - POA-5 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment POST5: POST 5 Runoff = 0.98 cfs @ 12.44 hrs, Volume= 0.237 af, Depth= 0.26" 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 0.400 98 Paved parking, HSG B 10.610 55 Woods, Good, HSG B 11.010 57 Weighted Average 10.610 96.37% Pervious Area 0.400 3.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.6 1,645 0.0737 0.84 Lag/CN Method, Subcatchment POST5: POST 5 Hydrograph 0.98cfs r7 r t ,_ _,__,_ ,-- tYpi� IM "�4, hrl R I- iinfallr-3.04 RU iI IArbh=11.010 :a'c: k6n6IN, 6epth-d0 611'1 F10w :L'ehoth"15§45"', ,ruin', GW571 Time (hours) ■ Runoff M BISCUIT RUN PARK PH 1A - POA-5 230322_POST CONSTRUCTION POA-5 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 35 Summary for Reach 3A: OUTFALL CHANNEL Inflow Area = 11.010 ac, 3.63% Impervious, Inflow Depth > 0.25" for 1-YR event Inflow = 0.15 cfs @ 19.51 hrs, Volume= 0.225 of Outflow = 0.15 cfs @ 19.53 hrs, Volume= 0.225 af, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 2.96 fps, Min. Travel Time= 0.6 min Avg. Velocity = 2.34 fps, Avg. Travel Time= 0.7 min Peak Storage= 5 cf @ 19.52 hrs Average Depth at Peak Storage= 0.16' , Surface Width= 0.63' Bank -Full Depth= 2.00' Flow Area= 8.0 sf, Capacity= 128.70 cfs 0.00' x 2.00' deep channel, n= 0.025 Earth, clean & winding Side Slope Z-value= 2.07' Top Width= 8.00' Length= 100.0' Slope= 0.08501 Inlet Invert= 464.50'. Outlet Invert= 456.00' Reach 3A: OUTFALL CHANNEL Hydrograph ■ Inflow 0.18 iii___I__III�rriiiii__ ■ouffl w 0.15 '"�, -- -- ---,-- 0.15 cfs-----IIn o�ni►- r o r a 11-. 1 a'C- 0.,4 Avg. flow Dep`hPMI$ ' 0.13 I I I I I I I I 0.12 --------------------II-- r--r--�MONO I=2:961P- 01, r Ir r r t��0 025 0.1 0.09 -- r r 0.08 LL 007 I I I I I I I I I I I I 0.08 _I�___ II� IIi i i r _r__ r__r__ i{y�18.0:cf 0.05 - 004 I I r I I I I I I I I I I I I 0.03 0.02 I I I I I I I I I I 0.01 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 3'4 36 38 40 42 44 46 48 Time (hours) 35 230322_POST CONSTRUCTION POA-5 BISCUIT RUN PARK PH 1A - POA-5 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 36 Summary for Pond 3: QUANTITY BASIN 3 Inflow Area = 11.010 ac, 3.63% Impervious, Inflow Depth = 0.26" for 1-YR event Inflow = 0.98 cfs @ 12.44 hrs, Volume= 0.237 of Outflow = 0.15 cfs @ 19.51 hrs, Volume= 0.225 af, Atten= 85%, Lag= 424.4 min Primary = 0.15 cfs @ 19.51 hrs, Volume= 0.225 of Secondary = 0.00 cfs CC 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 468.51' C& 19.51 hrs Surt.Area= 9,957 sf Storage= 4,877 cf Plug -Flow detention time= 474.7 min calculated for 0.225 of (95% of inflow) Center -of -Mass det. time=452.1 min ( 1,426.8 - 974.7 ) Volume Invert Avail.Storage Storage Description #1 468.00' 105,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SUrt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 468.00 9,288 0 0 470.00 11,927 21,215 21,215 472.00 13,355 25,282 46,497 473.00 14,855 14,105 60,602 474.00 15,000 14,928 75,530 476.00 15,000 30,000 105,530 Device Routing Invert Outlet Devices #1 Primary 465.50' 12.0" Round Culvert L= 131.0' Ke= 0.900 Inlet / Outlet Invert= 465.50' / 465.00' S= 0.00387' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 468.00' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 470.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 471.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 473.00' 8.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFow Max=0.15 cfs @ 19.51 hrs HW=468.51' (Free Discharge) L =Culvert (Passes 0.15 cfs of 4.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 2.98 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) jecondaryOutFow Max=0.00 cfs @ 5.00 hrs HW=468.00' (Free Discharge) �5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 36 BISCUIT RUN PARK PH 1A - POA-5 230322_POST CONSTRUCTION POA-5 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 37 1 0.15 0.00 cfs Pond 3: QUANTITY BASIN 3 Hydrograph I I ■ Inflow I I I ■ OUIflOw Inflow Aroar11.616 ae M Primary 1 I I I ■ Secondary Peek:Elev=468651' i 1 I I I 1 1 I I I 1 1 I I I St00,a9e=4,077 of I I I I 1 1 I I I 1 1 I I I I I I 1 1 I I I 1 1 I I I I I I 1 1 I I I 1 1 I I I I I I 1 1 I I I 1 1 I I I 1 I I I 1 1 I I I 1 1 I I 1 1 I I I 1 1 I I I 1 1 I I I 1 1 I I I 1 1 I I I 1 1 I I I I 1 I I I 1 1 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 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 cfs 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Oil PRE6 PRE-6 Subcat Reach Aon Llflk 38 230322_PRECO NSTRUCTIO N BISCUIT RUN PARK PH 1A - POA-6 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment PRE6: PRE-6 Runoff = 0.40 cfs @ 12.23 hrs, Volume= 0.066 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.200 98 Paved parking, HSG B 2.560 55 Woods, Good, HSG B 2.760 58 Weighted Average 2.560 92.75% Pervious Area 0.200 7.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 880 0.0610 0.69 Lag/CN Method, Subcatchment PRE6: PRE-6 Hydrograph ,--T--T--r I I T--T--T--r I I T--T--T-T- 0.40 cfs ----- -- -------1-- -- - -------1-- - - - 0.4 0.38 I I I I I --L-----,--L 0.36 0.34 0.32 --�-J--'--1-- 0 28 --I---I--T--T- _ 0.26 --I_ .0 0.24 ----J--J--1--- 0.22 0.2 LL 018 0.18 0.14 0.12 0.1 0.08 0.06 --L-�--J--1-- ----- Time (hours) ■ Runoff ;k] rOST6 J POST 6 Subcat Reach Aon Llflk 40 230322_POST CONSTRUCTION POA-6 BISCUIT RUN PARK PH 1A - POA-6 Type 1124-hr 1-VR Rainfall=3.04" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment POSTE: POST 6 Runoff = 0.15 cfs @ 12.31 hrs, Volume= 0.022 af, Depth= 0.41" 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 0.100 98 Paved parking, HSG B 0.540 55 Woods, Good, HSG B 0.640 62 Weighted Average 0.540 84.38% Pervious Area 0.100 15.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.7 1,645 0.0737 0.96 Lag/CN Method, Subcatchment POSTE: POST 6 Hydrograph J_L_I_L_I_J_LJ_L_I_1_LJ_LJ_L_I_1_LJ_LJ_1---i_L_I_1_LJ_LJ_L_LJ_LJ_L_ ■ Rune,r 0.18 I I I I - rJ S -i T-i T-r�-r-rT-r 1-r r1 r I r rr r1 r rr rr r1 r rr rl 0.15 0.14 ~ r ~ r I�� J_L_I_111_ u_ L_I_1_u_ u_ L_I_1_LJ _I LI Rai 0uI 0.13 4: I I I I I I I I I I I I I IT I I I II i� $�� - pC+AII 011 =�T`OIL_- '�P ,22l IlO0., M 'IM �rr- u 009 y-t--t-I--t--i-FY-Fti-t--i-. t1.Wi7��Yi�IV.w �lrr� O 008 . . . 0.07 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 MI I I ICI I I I 0.06 ��iR�d,•Q71'i 0.05 1 1 J_L_I_1_I_ 1_I_1_LJ_LJ_L_I_1_LJ_LJ_1_I_1_L J_L_I_1_I_1J� y�- J711 ML_ 0.04 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 ' 1-r-1-T-IT- 0.03 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 yNwl21 y_+_1_i-I_•_�_��_�_I-i-Fy-F-I-+-I-i-FY-+-I-i-I-i-F4-h-I-+-F4-hy-+- 002 1 I L_I_I_I_ __I_1_I_1_II_L_I_1_I_1_I_J_L_I_I 0.01 1 I I I I I I I I I I I I I I Time (hours) 41 Virginia Runoff Reduction Method Mrloi DEC! Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Biscuit Run Park Date: 44958 Total Rainfall = 43 inches Site Land Cover Summary A soils !.Soils CSoils DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 8.50 0.00 0.00 8.50 86 Impervious Cover (acres) 1 0.00 1.40 0.00 0.00 1.40 14 9.90 100 Site Tv and Land Cover Nutrient Loads Site Rv 0.31 Treatment Volume fts 10,999 TP Load (lb/yr) 6.91 TN Load (lb/yr) 49.44 Total TP Load Reduction Required (lb/yr) 2.85 Site Compliance Summary Total Runoff Volume Reduction (ft) 0 Total TP Load Reduction Achieved (lb/yr) 0.00 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load 6.91 (Ib/yr) Remaining TP Load Reduction (lb/yr) 2.95 Required 42 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area Summary D.A. A D.A. B DA. C DA. D DA. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Total Area(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Drainage Area Compliance Summary D.A. A D.A. B D.A. C DA. D D.A. E Total TP Load Reduced (lb/yr) 1 0.00 0.00 1 0.00 1 0.00 0.00 0.00 TN Load Reduced (Ih/yr) 1 0.00 0.00 1 0.00 1 0.00 0.00 0.00 43 Summary Print Virginia Runoff Reduction Method Wort sheet Runoff Volume amw ON Calculations 1-yearstorm 2-yearstorm 10-yearstorm Tar et Rainfall Even[ in 3.03 3.67 5.55 Drainage Areas RV&CN Drainage AreaA Drainage AreaB Drainage AreaC Drainage Area Drainage Area CN 0 0 0 0 0 RR(fta) 0 0 0 0 0 I -year return period RV we RR lws-inl 0.00 0.00 0.00 0.00 0.00 RV w RR (ws-in) 0.00 0.00 0.00 0.00 0.00 M adjusted 0 0 0 0 0 2-year return period RV was RR (ws-in) 0.00 0.00 0.00 0.00 0.00 RV w RR (wsin) 0.00 0.00 0.00 0.00 0.00 a adjusted 0 0 0 0 0 10-year return period RV wo RR lws-in) 0.00 0.00 0.00 0.00 0.00 RV w RR Iwsin) 0.00 0.00 0.00 0.00 0.00 M adjusted 0 0 0 0 0 44 Summary Print Division 2 - Storm Conveyance Calculations Woolley Engineering Biscuit Run Park: Phase ]a Entrance and Parking Job 4 22120 WPO Plan POST DITCH 3-A DA 3A DITCH 3-A Subcat Reach on Link Routing Diagram for 230322_DITCH 3-A Prepared by Woolley Engineering FHydroCADO 10.10-3a sfn 11332 ® 2020 HydroCAD Software Solutions LLC 45 230322_DITCH 3-A BISCUIT RUN PARK PH 1A - DITCH 3-A 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 46 Summary for Subcatchment POST: DITCH 3-A DA Runoff = 3.63 cfs @ 11.96 hrs, Volume= 0.168 af, Depth= 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 0.400 98 Paved parking, HSG B 0.830 69 50-75% Grass cover, Fair, HSG B 1.230 78 Weighted Average 0.830 67.48% Pervious Area 0.400 32.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-A DA Hydrograph 1 1 1 1 4 � 1 � i I I I � I i i i I I ■ Runo1F 1133.063clsT0411;24-hr ---- ,- ,- r- r--2--XR-R'ainfa11:3.68u`- 3 / 1 1 1 1 1 1 1 1 I Rtinbff MeA=1.230 ad 1 11��111��11 R4n0'ff'11 Vpltsm6:=0. j 6$ elf h 1 1 1 1 1 1 1 1 1 Tc=5.0 tinib � � 1 1 1 N=7 1 Time (hours) CS] 230322_DITCH 3-A BISCUIT RUN PARK PH 1A - DITCH 3-A 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 47 Summary for Reach 3A: DITCH 3-A Inflow Area = 1.230 ac, 32.52% Impervious, Inflow Depth = 1.64" for 2-YR event Inflow = 3.63 cfs @ 11.96 hrs, Volume= 0.168 of Outflow = 3.36 cfs @ 12.00 hrs, Volume= 0.168 af, Atten= 7%, Lag= 2.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 5.29 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.68 fps, Avg. Travel Time= 4.6 min Peak Storage= 309 cf @ 11.98 hrs Average Depth at Peak Storage= 0.24' , Surface Width= 4.15' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 337.72 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 467.0' Slope= 0.0728 '/' Inlet Invert= 534.00', Outlet Invert= 500.00' 3.63 cf 3.36 cfs 4 6 8 10 12 14 Reach 3A: DITCH 3-A Hydrograph 101'" Ar4pa=1;.2$0', aq -1 f Few- Dei P::*.-2d -------------- - Max VeN=$.29 ips n=0.022 :SP0.0728 T IIIi IIIII apa�it' Cfs- Time (hours) ■ Inflow ■ outflow C►1 230322_DITCH 3-A BISCUIT RUN PARK PH 1A - DITCH 3-A Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment POST: DITCH 3-A DA Runoff = 7.02 cfs @ 11.96 hrs, Volume= 0.328 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.57" Area (ac) CN 0.400 98 Paved parking, HSG B 0.830 69 50-75% Grass cover, Fair, HSG B 1.230 78 Weighted Average 0.830 67.48% Pervious Area 0.400 32.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-A DA Hydrograph I I I I I I I I I illl ■ Runoff --I-- ;- ;-- 7.02 cfs I 7 I I I I I I I I I I 6 I I I I I I I I I I I I I I I I 5 I I I I I I I I I I I 4 I I I I I M 3 I I I I I I I 2 I I I I I I I I I I I I I i IJ T 'p411;24-hr -------------------- 10-YR-Ra1nfaf1w5.57"'- I I I I I I I I I I I RUnbffl Areg=1.230 alp I I I I --r--I---r-,--r--r--r--r--I---I-- I f14n0'ffll1V911tjm;e=;0.$2$ elf ----------; 4- - ---kulrroffiii Ih 1 -207- ptFT&5.0 tnih _. -----------r--r--I---I-- I I I I I I I I I I I I N=7 I I I I I I I I I I I I ---,--,--r--r--r I I ,-- ,--r - -r - -r 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 Time (hours) 48 230322_DITCH 3-A BISCUIT RUN PARK PH 1A - DITCH 3-A Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 49 Summary for Reach 3A: DITCH 3-A Inflow Area = 1.230 ac, 32.52% Impervious, Inflow Depth = 3.20" for 10-YR event Inflow = 7.02 cfs @ 11.96 hrs, Volume= 0.328 of Outflow = 6.59 cfs @ 11.99 hrs, Volume= 0.328 af, Atten= 6%, Lag= 2.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 6.45 fps, Min. Travel Time= 1.2 min Avg. Velocity = 1.91 fps, Avg. Travel Time= 4.1 min Peak Storage= 487 cf @ 11.97 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 4.83' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 337.72 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 467.0' Slope= 0.0728 7' Inlet Invert= 534.00', Outlet Invert= 500.00' Reach 3A: DITCH 3-A Hydrograph I I I I I I I I I I I I ■Inflow --y 7.02cfs ____ ,.--�- __--T---r----r-------*--r-----I---- ■OUIflOw 101'" Ara1;.2$0la4659 cs - V OW NpI+ 6 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 T 5 I I I I I I I I I I I I I I I I I%� n=0.022 3 4 I I I I I I I I I I I I I I LL --//�� I I /� Igp --//Ir-T--r--r-----IS*0,0728T_ I I I I I I I I I I I I I T I I I I I I I I I I I I I I I I I I , 3 I I I I I I I I I jL I I I RY 3 . I-2_014- I I I I I I I I I I � I I I I I z' 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 2 4 6 8 10 12 14 Time (hours) 49 POST DITCH 3-B DA 3B DITCH 3-B Subcat Reach Aon Llflk *1 230322_DITCH 3-13 BISCUIT RUN PARK PH 1A - DITCH 3-13 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 51 Summary for Subcatchment POST: DITCH 3-13 DA Runoff = 0.63 cfs @ 11.96 hrs, Volume= 0.029 af, Depth= 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 0.040 98 Paved parking, HSG B 0.230 69 50-75% Grass cover, Fair, HSG B 0.270 73 Weighted Average 0.230 85.19% Pervious Area 0.040 14.81 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-13 DA 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 0.63 cfs r U'UO I I I 0.0 0.55 0.5 I I I I 0.45 0.4 0.35 3 O --L-J--J--+-- LL 0.3 I I I I I 0.25 I I I 02 0.15 0.1 I I I 0.05 --'-- - -- --'I, --'-- --`gyp V -nr 1--+__L_-1_--1--1--+--+__~_-1---1__i__+ RtJndff':AteA=0.270 alp r__7__7__r__1___1__1-_/7�__T`_,_//r�_��_��1_--Ipp__ 7f_�_%7�_/�_ r_ a1_�'_ ff -1307- I ----J--;- --;------- L--,- T&5.omm- 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 _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 ii 'i I I I I I I I I Time (hours) ■ Runoff 51 BISCUIT RUN PARK PH 1A - DITCH 3-13 230322_DITCH 3-13 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 52 Summary for Reach 313: DITCH 3-B Inflow Area = 0.270 ac, 14.81 % Impervious, Inflow Depth = 1.30" for 2-YR event Inflow = 0.63 cfs @ 11.96 hrs, Volume= 0.029 of Outflow = 0.57 cfs @ 12.02 hrs, Volume= 0.029 af, Atten= 9%, Lag= 3.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 2.63 fps, Min. Travel Time= 1.8 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 5.2 min Peak Storage= 66 cf @ 11.99 hrs Average Depth at Peak Storage= 0.12' , Surface Width= 2.92' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 265.92 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 288.0' Slope= 0.0451 '/' Inlet Invert= 530.00', Outlet Invert= 517.00' Reach 313: DITCH 3-B Hydrograph 0.7 ---- -- -- ---- -- ---- -- -- -- -- — ---- -- -- ---- -- ---- -- 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 1 --1--,--r- 0.63 cfs --�-,--r--r--1--,--r--�-,--,--r--1--,--r--� -,-- 0.85 ,' � J _ = FZ va a 0.8 -LI - -II 0.5 evg.'F©th . 0.55 0.5 0.45 __.__r_,__d02� ____�_____�_a0.4 7_7 0.35 r__r__ST0�1451 0.3 0.25 - ---J----i-i---i--}--------��ap* �r.0S 0.2 0.15 r 0.1 1 1 1 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow ■ 11m I6% 230322_DITCH 3-13 BISCUIT RUN PARK PH 1A - DITCH 3-13 Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment POST: DITCH 3-13 DA Runoff = 1.33 cfs @ 11.96 hrs, Volume= 0.062 af, Depth= 2.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.57" Area (ac) CN 0.040 98 Paved parking, HSG B 0.230 69 50-75% Grass cover, Fair, HSG B 0.270 73 Weighted Average 0.230 85.19% Pervious Area 0.040 14.81 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-13 DA 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 ■ RUnoft I I I 1.33 cfs T 'p411;24-hr I I I II I I I I I I I I I I I I I I I I I I 10-YR Rainfall:;5.571' -- --+--F --R0nbffAtei=0-2-70-at- I I I I I I I I I I I I I I I I I I I 04npffi: Vpltsm;e=;0.p62 elf kunoff IIbe' P042.1174R' 3 I I I I I I I I I I I I I I I I I Tcy5.0 fniiil LL i I I I I I I I I I T I I I I I I I I I I I I I I I CAN=7$ I I I I I I I I I I I I I I I I I I I I Time (hours) 53 230322_DITCH 3-13 BISCUIT RUN PARK PH 1A - DITCH 3-13 Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 54 Summary for Reach 313: DITCH 3-B Inflow Area = 0.270 ac, 14.81% Impervious, Inflow Depth = 2.74" for 10-YR event Inflow = 1.33 cfs @ 11.96 hrs, Volume= 0.062 of Outflow = 1.23 cfs @ 12.00 hrs, Volume= 0.062 af, Atten= 7%, Lag= 2.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 3.29 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.06 fps, Avg. Travel Time= 4.5 min Peak Storage= 112 cf @ 11.98 hrs Average Depth at Peak Storage= 0.17' , Surface Width= 3.48' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 265.92 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 288.0' Slope= 0.0451 '/' Inlet Invert= 530.00', Outlet Invert= 517.00' Reach 313: DITCH 3-13 Hydrograph I I I I I ■Inflow 1.33 cfs ■ oumow 1.23 cfs I"flow Arpai-- '.270111 a¢ Avg.; Flow Dapth=;OA 7' 1VlazWl=.2gpS 1 n=0.022 I I I I I I I I I I I I I I I I I I I I I I 4=288.0' LL IS �0.0451 T I I I I I I I I I I I I I I I I I I I I I I Capacity)=26$.92 cfs 4 6 8 10 12 14 Time (hours) 54 POST DITCH 3-C DA 3C DITCH 3-C Subcat Reach X 4on Llflk 55 230322_DITCH 3-C BISCUIT RUN PARK PH 1A - DITCH 3-C 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 56 Summary for Subcatchment POST: DITCH 3-C DA Runoff = 1.01 cfs @ 11.96 hrs, Volume= 0.047 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 0.070 98 Paved parking, HSG B 0.340 69 50-75% Grass cover, Fair, HSG B 0.410 74 Weighted Average 0.340 82.93% Pervious Area 0.070 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-C DA Hydrograph 10 i__a__�__' ' ' ■Runoff _ 1 cfs �--�-- �--�--�-- _1 ' T0411; 24-Fllr 2-YR R'ainfall:;3.681' Rtinbff Areg=0.410 alp rkOnpffi: Vpllt+m;e=;0.p47 elf ftlunoffDepth41.37, Tc=5.0 Mill 4N=74 Time (hours) �1y 230322_DITCH 3-C BISCUIT RUN PARK PH 1A - DITCH 3-C 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 57 Summary for Reach 3C: DITCH 3-C Inflow Area = 0.410 ac, 17.07% Impervious, Inflow Depth = 1.37" for 2-YR event Inflow = 1.01 cfs @ 11.96 hrs, Volume= 0.047 of Outflow = 0.97 cfs @ 11.98 hrs, Volume= 0.047 af, Atten= 4%, Lag= 1.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 3.62 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 1.8 min Peak Storage= 36 cf @ 11.97 hrs Average Depth at Peak Storage= 0.13' , Surface Width= 3.08' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 341.92 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 134.0' Slope= 0.07461 Inlet Invert= 540.00', Outlet Invert= 530.00' Reach 3C: DITCH 3-C Hydrograph I �____� i__i __I-_y-_�__�__I__ __�__I__ �I■Inflow 1 01 cfs __- I I I I I ,Ifl M1 I I I I I I I I I _ ■ OUIfl�w 0.97 Cfs ow Ar a;=0;.4101: as I I I I I I I I I I I I I I I I I I I Avg.; Flow Dapth=;0.1,13' Max VeM=3.62 fps I I I I I I I I I I I I I I I N I/� =0.022 I I I I I I I I I I I I 11, 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 4=134.0' I I I I I I I I I I LL I S�0.0746 T I I I I I I I I I I I I I I I I I I I I I I I I ICapacll ty 1=341.92 cfs 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 III 4 6 8 10 12 14 Time (hours) M 230322_DITCH 3-C BISCUIT RUN PARK PH 1A - DITCH 3-C Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment POST: DITCH 3-C DA Runoff = 2.08 cfs @ 11.96 hrs, Volume= 0.097 af, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.57" Area (ac) CN 0.070 98 Paved parking, HSG B 0.340 69 50-75% Grass cover, Fair, HSG B 0.410 74 Weighted Average 0.340 82.93% Pervious Area 0.070 17.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-C DA Hydrograph ■ Runoff 2.08 cfs 2 ypQ 11; 1�r 10-YR Rainfall:;5.57 Rtinbff Ares=0.410 alp rkOnpffi: Vpllt+m;e=;0.p97 elf kunoff bepth�2.93,' 4;N=74 Time (hours) 58 BISCUIT RUN PARK PH 1A - DITCH 3-C 230322_DITCH 3-C Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 59 Summary for Reach 3C: DITCH 3-C Inflow Area = 0.410 ac, 17.07% Impervious, Inflow Depth = 2.83" for 10-YR event Inflow = 2.08 cfs @ 11.96 hrs, Volume= 0.097 of Outflow = 2.00 cfs @ 11.97 hrs, Volume= 0.097 af, Atten= 4%, Lag= 0.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 4.54 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 1.5 min Peak Storage= 60 cf @ 11.97 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 3.65' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 341.92 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 134.0' Slope= 0.07461 Inlet Invert= 540.00', Outlet Invert= 530.00' 2 2.08 cfs 2.00 CfS 4 6 8 10 12 14 Reach 3C: DITCH 3-C Hydrograph I I I I I I I I I I I I I I I I I I I I I I ■Inflow I I I � i I i i ' II ■outflow 10fr0w Ansa=0; 410111 a ! Avg.; Flow Dgptih=;0.11,19' Max Vel=4•54 fps I I I I I I I I I I I I n=0.022 I I I I I I I I I I I _4=1_34.0 IS�Oi0746 'i' I I I I I I I I I I I Capacltyl=341.92 icfs Time (hours) 6N POST DITCH 3-D DA 3D DITCH 3-D Subcat Reach X 4on Llflk �u 230322_DITCH 3-D BISCUIT RUN PARK PH 1A - DITCH 3-D 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 61 Summary for Subcatchment POST: DITCH 3-D DA Runoff = 2.67 cfs C@ 11.97 hrs, Volume= 0.127 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 0.000 98 Paved parking, HSG B 1.430 69 50-75% Grass cover, Fair, HSG B 1.430 69 Weighted Average 1.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-D DA Hydrograph II I I I I II II II 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 ■Runoff I 2.67 cfs lr 1pe I1i24-FMIr I I I I I I I I I I I I I I I I I I 2-YR Rlainfall:;3.68 I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 ,R0nbtA-1-.430a -1� �__r __r__r__1__r__r__r__r__ ffAe_ 2- 1 1 1 1 1 1 1 1 1 1 1 R4n6ff111 Vpltsm64. j 27 elf V kunoff 11be' P041.10611 1 1 i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1y^ 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tcy5.O tnih LL T I I I I I I I I I I I I I I I I I I I I I I 11 1 1 I� __r __r__r__1__r__r__r__r__r__r _r__r__r__r__r_ _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 61 230322_DITCH 3-D BISCUIT RUN PARK PH 1A - DITCH 3-D 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 62 Summary for Reach 3D: DITCH 3-D Inflow Area = 1.430 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-YR event Inflow = 2.67 cfs @ 11.97 hrs, Volume= 0.127 of Outflow = 2.51 cfs @ 12.00 hrs, Volume= 0.127 af, Atten= 6%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 3.78 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.28 fps, Avg. Travel Time= 3.3 min Peak Storage= 176 cf @ 11.98 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 4.22' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 236.07 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 253.0' Slope= 0.03561 Inlet Invert= 553.00', Outlet Invert= 544.00' Reach 3D: DITCH 3-D Hydrograph I II I i i I i II I I I I I I I II II II 2.67 ■ Inflow cfs I I I i i I I i i I I i i I I ■outflow 2.51 Icfs I"flow Ar4pa=1:A0111 a¢ I I I I I I I I I I I I I I I I I Avg.; Flow Dapth:;0.29' 1Vjazfl) I I I I I I I I I I I I I I I I I I 2 N=0.022 I I I I I I I I I I I I I 11, I I I I I I I I I I I I I I I I 4 20.q' I I I I I I I I I I I I I I I I I p IVTO.035J6 � 1 �y 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 Capacity)==23$.07 cfs I I I I I I I I I I I I I I I I I I 4 6 8 10 12 14 Time (hours) :YJ 230322_DITCH 3-D BISCUIT RUN PARK PH 1A - DITCH 3-D Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment POST: DITCH 3-D DA Runoff = 6.14 cfs @ 11.96 hrs, Volume= 0.284 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.57" Area (ac) CN 0.000 98 Paved parking, HSG B 1.430 69 50-75% Grass cover, Fair, HSG B 1.430 69 Weighted Average 1.430 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-D DA Hydrograph i i i i i i i i i i i i i i i i i i ■Runoff 6.14 cfs r--r--�-- r--r--r---r--r--r--r--r--r---- --r--r i 6 ype 11:24-FMr 10-YR R'ainfalh5.5_7- 5 'RUnbff AreA=1.430 alp a�#n4ff'�Qrt�e= 0.84 �# kunoff DepthT2.387 i N=6 ------------- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 63 230322_DITCH 3-D BISCUIT RUN PARK PH 1A - DITCH 3-D Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 64 Summary for Reach 3D: DITCH 3-D Inflow Area = 1.430 ac, 0.00% Impervious, Inflow Depth = 2.38" for 10-YR event Inflow = 6.14 cfs @ 11.96 hrs, Volume= 0.284 of Outflow = 5.85 cfs @ 11.99 hrs, Volume= 0.284 af, Atten= 5%, Lag= 1.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 4.84 fps, Min. Travel Time= 0.9 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 2.8 min Peak Storage= 310 cf @ 11.97 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 5.10' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 236.07 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 253.0' Slope= 0.03561 Inlet Invert= 553.00', Outlet Invert= 544.00' Reach 3D: DITCH 3-D Hydrograph 6.1 1 1 I I 1 1 I I 1 1 1 � Inflow 4 cfs ■ Outflow 5.85 cfs 1 Y = I• 1r 4 - '--' 1- 1--`- ' 1 I1 flowArla` 1'4 Ola' 6 -----� v ,FkmDepthz0.361'- I I I I 1 1 1 1 1 1 1 1 1 5 " Max VeM=4•814 fps 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 1 1 N=O.�22 - 1 1 1 I I 1 1 1 I 1 1 1 11, 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 1 1 I V 1 1 1 1 1 1 1 1 1 1 1= 11 1 1 1 1 1 1 1 I I I I I 1 LL 3 1 1 1 1 1 1 1 1 wSJ 1 1 1 1 1 1 1 1 1 1 VI 1 _I _ J I�apacityl 36:d7 �cft 2 1 1 1 1 1 1 1 1 1 I I I 1 I I I I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 4 6 8 10 12 14 Time (hours) 64 POST DITCH 3-E DA �3E1 DITCH 3-E1 3E2 DITCH 3-E2 Subcat Reach X 4on Llflk 65 230322_DITCH 3-E BISCUIT RUN PARK PH 1A - DITCH 3-E 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 66 Summary for Subcatchment POST: DITCH 3-E DA Runoff = 1.61 cfs @ 11.97 hrs, Volume= 0.076 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 0.000 98 Paved parking, HSG B 0.860 69 50-75% Grass cover, Fair, HSG B 0.860 69 Weighted Average 0.860 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 0 2 4 6 8 10 Subcatchment POST: DITCH 3-E DA Hydrograph ]� IIIII��III��II YYp6 I1 i 24-h'�r 2-YR R'ainfall:;3.68 Riinbff Area=0.860 alp --'-- -- '- �211n_Qff_',V�211Iome=Q.p7�-4f- kunoff e' P041.0611 Tc=5.0 tinih 4N=60 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) :�y 230322_DITCH 3-E BISCUIT RUN PARK PH 1A - DITCH 3-E 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 67 Summary for Reach 3E1: DITCH 3-E1 Inflow Area = 0.860 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-YR event Inflow = 1.61 cfs @ 11.97 hrs, Volume= 0.076 of Outflow = 1.55 cfs @ 11.99 hrs, Volume= 0.076 af, Atten= 3%, Lag= 1.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 3.27 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.13 fps, Avg. Travel Time= 1.9 min Peak Storage= 62 cf @ 11.98 hrs Average Depth at Peak Storage= 0.22' , Surface Width= 3.31' Bank -Full Depth= 2.00' Flow Area= 13.3 sf, Capacity= 181.90 cfs 10.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 127.0' Slope= 0.03151 Inlet Invert= 553.00', Outlet Invert= 549.00' Reach 3E1: DITCH 3-E1 Hydrograph I II I I' i I i II I I I I I I I II II II 1.61 cfs ■ Inflow I I I i I I i i I I i � ■outflow 1.55 cfs j I"flow Arpa=0;.8601: a¢ I I I I I I I I I I I I I I I I I Avg.; Flow Dapth=;0.22' Max VeN=$•27 fps I_ I I I I I I I I I I I I I I I v I I I I I I I I I I I I I { �_1270' LL I I I I I I I I I I I I I I I I I I I pI I I I I I I I I wSI • I I I I I I I I I II VTOiOV 15 '/' I I I I I I I I I I I I I I Capacity�l=181.90 rfs I I I I I 4 6 8 10 12 14 Time (hours) Yl 230322_DITCH 3-E BISCUIT RUN PARK PH 1A - DITCH 3-E Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 68 Summary for Reach 3E2: DITCH 3-E2 Inflow Area = 0.860 ac, 0.00% Impervious, Inflow Depth = 1.06" for 2-YR event Inflow = 1.55 cfs @ 11.99 hrs, Volume= 0.076 of Outflow = 1.52 cfs @ 11.99 hrs, Volume= 0.076 af, Atten= 2%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 4.71 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 1.0 min Peak Storage= 31 cf @ 11.99 hrs Average Depth at Peak Storage= 0.15' , Surface Width= 3.29' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 406.08 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 95.0' Slope= 0.10537' Inlet Invert= 549.00', Outlet Invert= 539.00' 2 4 6 8 10 12 14 Reach 3E2: DITCH 3-E2 Hydrograph "flow Arpa=0;.860', ac I I I I I I I I I I I I I I I I Avg.; Flow Dapth=;0.15' Max VeM=4.7,1 fps L=9fJ.0' I I I I I I I I I I I I 5P011053 T I I I I I I I I I I I I Capacity'==40$.d8 rfs Time (hours) ■ Inflow ■ OUtflW :F:7 230322_DITCH 3-E BISCUIT RUN PARK PH 1A - DITCH 3-E Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment POST: DITCH 3-E DA Runoff = 3.69 cfs @ 11.96 hrs, Volume= 0.171 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.57" Area (ac) CN 0.000 98 Paved parking, HSG B 0.860 69 50-75% Grass cover, Fair, HSG B 0.860 69 Weighted Average 0.860 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment POST: DITCH 3-E DA Hydrograph 4 ■Runoff 3.69 Vls Typ4 I1 i 24-hllr 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 10-YR Rlainfall=;5.571' 3 R4nbff AreA=0.860 alp 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 R4n6ff Vpllt;m;e=0.171 elf 1-kunoff;Depih 2.1381'- 2 LL Tc=5.0 til'lill 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 N=6 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 1 I I I I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 69 230322_DITCH 3-E BISCUIT RUN PARK PH 1A - DITCH 3-E Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 70 Summary for Reach 3E1: DITCH 3-E1 Inflow Area = 0.860 ac, 0.00% Impervious, Inflow Depth = 2.38" for 10-YR event Inflow = 3.69 cfs @ 11.96 hrs, Volume= 0.171 of Outflow = 3.58 cfs @ 11.98 hrs, Volume= 0.171 af, Atten= 3%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 4.22 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.33 fps, Avg. Travel Time= 1.6 min Peak Storage= 109 cf @ 11.97 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 4.01' Bank -Full Depth= 2.00' Flow Area= 13.3 sf, Capacity= 181.90 cfs 10.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 127.0' Slope= 0.03151 Inlet Invert= 553.00', Outlet Invert= 549.00' Reach 3E1: DITCH 3-E1 Hydrograph ■ Inflow 4 3.69 cfs ■ oumow 3.58 cfs ! I"fl;pW Arpai:.860111 a4 I I I I I I I I I I I I I I --;--, _-� V FlowDe�pth�0.32'--- 3 Max VeN=4•22 fps I I I I I I I I I I I I I I n=0.022 I I I I I I I I I I I I ,@ -- I�-----'I-- -� --'�-"I----� --'�-----Q �A p I I I I I I I I I I wSI I I 2 IVTOiOV 1 •5 '/� LL 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 _�C l=_191.00 ffl- 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 4 6 8 10 12 14 Time (hours) rill 230322_DITCH 3-E BISCUIT RUN PARK PH 1A - DITCH 3-E Type 1124-hr 10-YR Rainfall=5.57" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 71 Summary for Reach 3E2: DITCH 3-E2 Inflow Area = 0.860 ac, 0.00% Impervious, Inflow Depth = 2.38" for 10-YR event Inflow = 3.58 cfs @ 11.98 hrs, Volume= 0.171 of Outflow = 3.54 cfs @ 11.98 hrs, Volume= 0.171 af, Atten= 1%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 6.03 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.97 fps, Avg. Travel Time= 0.8 min Peak Storage= 56 cf @ 11.98 hrs Average Depth at Peak Storage= 0.22' , Surface Width= 3.99' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 406.08 cfs 12.00' x 2.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 95.0' Slope= 0.10537' Inlet Invert= 549.00', Outlet Invert= 539.00' Reach 3E2: DITCH 3-E2 Hydrograph I I i i i I I I I I I I II II I 4 ■ Inflow 11 I I I 1, ■Outflow 3.54 CfSI I"flow Arpa=0.8$0'1, aq I I I I I I I I I I I I I ----;---- -- Avg.IfbwDepth-0:2-2 I I I I I I I I I I I: I I I I I I I I Max VeM=$•0113 fps n=0.022 I I L=9$.O' 2 S�0A 053 V LL I �/^�i /� I I I /�I I - I^aOc'KYI'1=40�•08-cfs- I I I I 1 4 6 8 10 12 14 Time (hours) 71 POST DITCH 5-A DA 5A DITCH 5-A Subcat Reach on Link Routing Diagram for 230322_DITCH 5-A Prepared by Woolley Engineering FHydroCAD@ 10.103a sfn 11332 ® 2020 HydroCAD Software Solutions LLC FA 230322_DITCH 5-A BISCUIT RUN PARK PH 1A - DITCH 5-A Type 1124-hr 2-YR Rainfall=3.68" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment POST: DITCH 5-A DA Runoff = 3.48 cfs @ 11.91 hrs, Volume= 0.158 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.68" Area (ac) CN 0.380 98 Paved parking, HSG B 2.720 55 Woods, Good, HSG B 3.100 60 Weighted Average 2.720 87.74% Pervious Area 0.380 12.26% Impervious Area Subcatchment POST: DITCH 5-A DA Hydrograph I I I I I I I � I I I I I ■ RUnoff 3.48 cfs __i __i __2!III -Y'IIII'R RIYIIII aytn,I1I p;� IqIzl*iII 24-cII -pF�~'III r _ 3 Rtiniff MeA=3.100 ad R4npffIVplt;m64.j5$ elf --- --;--kundffbili�0-"1"-I__; I I I Tc=0.0 Mill I I I I I I I I I I I I I I I I I III N=6 1 I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 73 230322_DITCH 5-A BISCUIT RUN PARK PH 1A - DITCH 5-A 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 74 Summary for Reach 5A: DITCH 5-A Inflow Area = 3.100 ac, 12.26% Impervious, Inflow Depth = 0.61" for 2-YR event Inflow = 3.48 cfs @ 11.91 hrs, Volume= 0.158 of Outflow = 2.71 cfs @ 12.00 hrs, Volume= 0.158 af, Atten= 22%, Lag= 5.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 4.18 fps, Min. Travel Time= 3.4 min Avg. Velocity = 1.70 fps, Avg. Travel Time= 8.4 min Peak Storage= 573 cf @ 11.95 hrs Average Depth at Peak Storage= 0.47' , Surface Width= 2.84' Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 131.11 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 7' Top Width= 12.00' Length= 855.0' Slope= 0.0281 '/' Inlet Invert= 500.00'. Outlet Invert= 476.00' Reach 5A: DITCH 5-A Hydrograph I I I I I I I I II �I I I I I I I I I ■ Inflow 3.48 CfS 111 outflow I I I I I I I I I I I I I0f1b* Aroa� .1 p0I: ao I I I I I I I I I I I I Avg.; F low bapt �O:14T� s 2.71 cfs `V/ 4 S I I I I I I I I I I I I I I I I I N %� =0.022 I I 1 __y__y__r__I___I__y__-__I___I__y__ 2 I'I I I I I I I I I I I I C II I I I I I I I I I I I I I I I I I I T0.02V1 R 'i' LL I I I I I I I I I I I IV I I I I I I I I I I I I I I I I --------- - pacitII�131.11I, 4#s ------- 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 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 74 230322_DITCH 5-A BISCUIT RUN PARK PH 1A - DITCH 5-A Type 1124-hr 10-YR Rainfall=5.57" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment POST: DITCH 5-A DA Runoff = 10.45 cfs @ 11.90 hrs, Volume= 0.425 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.57" Area (ac) CN 0.380 98 Paved parking, HSG B 2.720 55 Woods, Good, HSG B 3.100 60 Weighted Average 2.720 87.74% Pervious Area 0.380 12.26% Impervious Area Subcatchment POST: DITCH 5-A DA Hydrograph 11 10.45 cfs --- ti`yp4411;24=Wlr - I I I I I I I I I I I I I I I I I I 10 1 AI I�pI yl��yIF�I I��JI 1__7__.i _i __r__i__r__r__i__i_ 1 1��1� R�f 11Q11T5.�7/�F 9 I I I 1 I I 1 1 1 I I I I 1 1 1 I I I 1 1 J J 10nb-Alree=S.100 at - I I 1 6 I I 1 1 I I 1 1 1 I I 1ffI I 1 1 1 I I 1 1 I 7 I RtI nOff`1VoiwIez�0_.4#elf_ 6 ;- ,- ,-- --k nnotfbD pih41:65� 3 1 1 1 1 1 1 1 1 t-*,I r- 0I .1 nth'__'__}C6a Nv 1 __- 1 1 1 1 1 1 1 1 --r--r --r--r 1 1 I - - r - -r - -r 1 1 1--1--r-4-4-- 3 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 1 1 1 a I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 230322-DITCH 5-A BISCUIT RUN PARK PH 1A - DITCH 5-A Type 1124-hr 10-YR Rainfall=5.57' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 76 Summary for Reach 5A: DITCH 5-A Inflow Area = 3.100 ac, 12.26% Impervious, Inflow Depth = 1.65" for 10-YR event Inflow = 10.45 cfs @ 11.90 hrs, Volume= 0.425 of Outflow = 8.76 cfs @ 11.97 hrs, Volume= 0.425 af, Atten= 16%, Lag= 4.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 5.55 fps, Min. Travel Time= 2.6 min Avg. Velocity = 2.05 fps, Avg. Travel Time= 6.9 min Peak Storage= 1,389 cf @ 11.93 hrs Average Depth at Peak Storage= 0.74' , Surface Width= 4.42' Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 131.11 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 3.0 7' Top Width= 12.00' Length= 855.0' Slope= 0.0281 '/' Inlet Invert= 500.00'. Outlet Invert= 476.00' Reach 5A: DITCH 5-A Hydrograph I+ ■Inflow J 10.45 CTS i rl ■ Outflow I hla�ly Arta: rp011Lao 10 , _ �__- __ __II _ �__ �__--I _ _I__ r Il_ 8.76 cfs Ja►vg:,Flow�e�ptiFi�0.,7 9-----I-- Ma( 1 eN=$.55 tp$ I_ 1__7__r_ � -r -r -I -1 -r -r T_1__7__r I I l -T -r T_ N=0.022 11, M 7 ,I___I__y__T__r__I__ p' W -5- 4- LL 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_ (v_Ip�_•f��y�9,c rty 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 3 1 I __1__�__r__r __�__r__r__1__�__7__r__� _�__1__r__r_--- _�__r__r__� _ 1 1 I i 1 I 1 1 1 1 I 1 1 1 I I 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 � -I --1 -T -T -T -r -I -1 -T -r -I -1 -T -Y -I -I -7 -t -r -I 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ref User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:07 Network: 01 - Reach 01 Page: 1 Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 (Between Structures #1 and #2) ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HOPE Pipe Length = 54.85 fit Plan Length = 56.84 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.75 cfs Invert Elevation Downstream = 525.50 ft Invert Elevation Upstream = 526.10 ft Invert Slope = 1.09% Invert Slope (Plan Length) = 1.06% Rim Elevation Downstream = 527.00 ft Rim Elevation Upstream = 529.00 ft Natural Ground Slope = 3.65% Crown Elevation Downstream = 526.75 ft Crown Elevation Upstream = 527.35 ft ----FLOW INFORMATION ---- Catchment Area = 0.43 ac Runoff Coefficient = 0.430 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.25 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.43 ac Weighted Coefficient = 0.430 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 1.25 cfs Total Flow = 1.25 cfs Uniform Capacity = 6.75 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 525.86 ft HGL Elevation Upstream = 526.60 ft HGL Slope = 1.34 % EGL Elevation Downstream = 526.14 ft F&A User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:07 Network: 01 - Reach 01 Page: 2 Storm Sewers Detail Report EGL Elevation Upstream = 526.88 ft EGL Slope = 1.34 % Critical Depth = 5.29 in Depth Downstream = 4.37 in Depth Upstream = 4.37 in Velocity Downstream = 4.20 ft/s Velocity Upstream = 4.20 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.30 ft"2 Area Upstream = 0.30 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = EW 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 = 1.25 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.25 cfs Flow Intercepted by Current Inlet = 1.25 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 78 User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:35 Network: 02 - Reach 02 Page: 3 Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 3 (Between Structures #3 and #4) ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 3 Downstream Pipe = Outfall Pipe Material = HOPE Pipe Length = 34.11 fit Plan Length = 36.11 fit Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.53 cfs Invert Elevation Downstream = 539.75 ft Invert Elevation Upstream = 540.00 ft Invert Slope = 0.73% Invert Slope (Plan Length) = 0.69% Rim Elevation Downstream = 543.00 ft Rim Elevation Upstream = 549.00 ft Natural Ground Slope = 17.59% Crown Elevation Downstream = 541.00 ft Crown Elevation Upstream = 541.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.17 ac Runoff Coefficient = 0.430 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.49 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1.93 ac Weighted Coefficient = 0.468 Total Time of Concentration = 15.02 min Total Intensity = 4.53 in/hr Total Rational Flow = 4.13 cfs Total Flow = 4.13 cfs Uniform Capacity = 5.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 540.56 ft HGL Elevation Upstream = 540.81 ft HGL Slope = 0.73 % EGL Elevation Downstream = 540.93 ft 79 User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:35 Network: 02 - Reach 02 Page: 4 Storm Sewers Detail Report EGL Elevation Upstream = 541.18 ft EGL Slope = 0.73 % Critical Depth = 9.87 in Depth Downstream = 9.67 in Depth Upstream = 9.67 in Velocity Downstream = 4.94 ft/s Velocity Upstream = 4.94 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.84 ft"2 Area Upstream = 0.84 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.238 ft ----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 = 0.49 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.49 cfs Flow Intercepted by Current Inlet = 0.49 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 4 (Between Structures #4 and #5) ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 80 User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:35 Network: 02 - Reach 02 Page: 5 Storm Sewers Detail Report ----PIPE INFORMATION ---- Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HOPE Pipe Length = 123.00 ft Plan Length = 127.00 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 4.69 cfs Invert Elevation Downstream = 540.20 ft Invert Elevation Upstream = 540.85 ft Invert Slope = 0.53% Invert Slope (Plan Length) = 0.51% Rim Elevation Downstream = 549.00 ft Rim Elevation Upstream = 544.00 ft Natural Ground Slope = -4.06% Crown Elevation Downstream = 541.45 ft Crown Elevation Upstream = 542.10 ft ----FLOW INFORMATION ---- Catchment Area = 0.30 ac Runoff Coefficient = 0.870 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 1.76 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1.76 ac Weighted Coefficient = 0.472 Total Time of Concentration = 14.52 min Total Intensity = 4.60 in/hr Total Rational Flow = 3.85 cfs Total Flow = 3.85 cfs Uniform Capacity = 4.69 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 541.04 ft HGL Elevation Upstream = 541.73 ft HGL Slope = 0.56 % EGL Elevation Downstream = 541.34 ft EGL Elevation Upstream = 542.00 ft EGL Slope = 0.54 % Critical Depth = 9.53 in Depth Downstream = 10.12 in 81 User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:35 Network: 02 - Reach 02 Page: 6 Storm Sewers Detail Report Depth Upstream = 10.51 in Velocity Downstream = 4.37 ft/s Velocity Upstream = 4.19 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.88 ft"2 Area Upstream = 0.92 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.164 fit ----INLET INFORMATION ---- Downstream Inlet = MH 4 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 = 1.76 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 1.76 cfs Flow Intercepted by Current Inlet = 1.76 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 5 (Between Structures #5 and #6) ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 82 User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:35 Network: 02 - Reach 02 Page: 7 Storm Sewers Detail Report Pipe Material = HOPE Pipe Length = 106.75 ft Plan Length = 110.75 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 4.63 cfs Invert Elevation Downstream = 541.05 ft Invert Elevation Upstream = 541.60 ft Invert Slope = 0.52% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 544.00 ft Rim Elevation Upstream = 544.00 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 542.30 ft Crown Elevation Upstream = 542.85 ft ----FLOW INFORMATION ---- Catchment Area = 1.46 ac Runoff Coefficient = 0.390 Inlet Time = 14.00 min Inlet Intensity = 4.68 in/hr Inlet Rational Flow = 2.69 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 1.46 ac Weighted Coefficient = 0.390 Total Time of Concentration = 14.00 min Total Intensity = 4.68 in/hr Total Rational Flow = 2.69 cfs Total Flow = 2.69 cfs Uniform Capacity = 4.63 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 541.89 ft HGL Elevation Upstream = 542.39 ft HGL Slope = 0.47 % EGL Elevation Downstream = 542.04 ft EGL Elevation Upstream = 542.64 ft EGL Slope = 0.57 % Critical Depth = 7.89 in Depth Downstream = 10.09 in Depth Upstream = 8.04 in Velocity Downstream = 3.06 ft/s Velocity Upstream = 4.01 ft/s Uniform Velocity Downstream = 0.00 ft/s 83 User Name: Woolley3 Date: 03-21-23 Project: Biscuit Run Phase 1a: Final-1 Time: 16:55:35 Network: 02 - Reach 02 Page: 8 Storm Sewers Detail Report Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.88 ft"2 Area Upstream = 0.67 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = MH 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 = 2.69 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 2.69 cfs Flow Intercepted by Current Inlet = 2.69 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 LIM Appendix - Roadway Improvement Calculations Woolley Engineering Biscuit Run Park: Phase ]a Entrance and Parking Job 4 22120 WPO Plan Drainage Narrative and Calculations Report For Biscuit Run Park Phase 1 Roadway Improvements Albemarle County, Virginia UPC #119207 December 2, 2022 Revised March 22, 2023 Prepared For: Prepared By: Kimley>>> Horn TableOf Contents..........................................................................................................................................2 ProjectDescription........................................................................................................................................ 3 ExistingConditions........................................................................................................................................ 3 ProposedDrainage Plan................................................................................................................................ 4 Design Parameters and Assumptions...........................................................................................................4 DesignParameters........................................................................................................................................4 WaterQuality................................................................................................................................................5 WaterQuantity............................................................................................................................................. 6 Erosionand Sediment Control....................................................................................................................... 6 AppendixA — NRCS Soils Report............................................................................................................ 7 Appendix R — Ditch Calculations..........................................................................................................12 Appendix C— Storm Sewer and Inlet Computations............................................................................14 Biscuit Run Park Phase 1 Roadway Improvements 5 .Cil AT3.7: Figure 1: Project Location Map —Albemarle County GIS The Biscuit Run Roadway Improvements is associated with the Biscuit Run Park Phase 1 Site Plan. The proposed improvements will widen Route 20 (Scottsville Road) to accommodate a southbound left turn lane and a southbound right turn lane into the proposed Biscuit Run Park entrance. The proposed roadway improvements also include an entrance connection that ties into Route 20 to provide a access to the Biscuit Run Park Phase 1 Site Plan's parking area designed by others. See Figure 1 for a location map depicting the project area in red. Route 20 (Scottsville Road) is an undivided rural two-lane minor arterial roadway. The existing roadway contains shoulder on both sides and a roadside ditch on the west side. Runoff in the vicinity of the project general runs from west of Route 20 across the roadway to the east via three existing culverts. Runoff east of Route 20 ultimately drains to the south, connecting to a tributrary of Biscuit Run that crosses Route 20 from east to west south of the proposed roadway improvements. that leads to the Biscuit Run tributary on the southside. The roadside ditches on the west side direct runoff into the existing cross. The project is located in the Rivanna River — Moores Creek, VAHUC6 JR15 Watershed (HUC12 020802040402). The soils in the project area consist primarily of Hydrologic Soil Group B (HSG B). See Appendix A for the Natural Resources Conservation Service Soils Report for the source of the HSG information. The existing land use around this project is primarily rural in nature and the land use is assumed to remain unchanged in the post -development conditions. Biscuit Run Park Phase 1 Roadway Improvements Stormwater runoff on the west side of Route 20 from Avon Street to the proposed park entrance will be collected in a combination of proposed roadside ditch and proposed storm sewer (curb & gutter, inlet, storm sewer pipe). The runoff captured by roadside ditch outfalls to a grate inlet @ Sta. 117+75 (Str. 5-5) and flows through an existing 24" CMP where it discharges on the east side of Route 20. The runoff captured by proposed storm sewer discharges through an end section (Str. 5-4) into the proposed roadside ditch west of Route 20 and south of the entrance roadway. This runoff combines with both offsite and road drainage that is conveyed via roadside ditch and eventually outfalls to either a grate inlet (Str. 5- 1) or end section (Str. 5-2) that then flows through the existing 21" D.I. pipe @ Sta. 112+00 and discharges on the east side of Route 20. The remainder of runoff from the project area is conveyed via an open drainage system west of Route 20. A proposed roadside ditch west of Route 20 runs from north to south to route runoff from the roadway. The roadside ditch as designed in these plans ends at Sta. 103+75 where it will be extend and routed to a proposed detention basin as a part of WPO-202300009. Preliminary hydrologic computations were carried out to determine peak discharges at outfalls and potential locations of stormwater management facilities per the VDOT Drainage Manual (VDM) (Issued April 2002, Revised January 2021). Existing and proposed conditions were evaluated for each watershed to analyze outfalls. Most work associated with the project will occur along Route 20, a rural minor arterial, and travel way inundation was evaluated using the 25-year design storm per VDOT Drainage Manual Table 6-1. Design Parameters Design Stones: 1-Year; 2-Year; 10-Year; 25-Year; 100-Year Manning's n-Values: Use n-Value Concrete Pipes and Gutters 0.013 Corrugated Metal Pie (CMP) 0.024 Bare Soil 0.025 EC-2 Type 1 0.037 CN-Values (SCS Method): Land Cover B-Soils Forest / Open Space 55 Managed Turf 61 Impervious 98 24-Hour Precipitation Depth [Inches] (SCS Method): Albemarle (Zone 1) 1-Year 2-Year 10-Year 21) ear 100-Year 3.40 4.12 6.18 6.71 10.06 Source: VDM Appendix 613-02 Biscuit Run Park Phase 1 Roadway Improvements The Rational Method was used to design all drainage conveyances other than stormwater management facilities. For areas as large as 200 acres, the Rational Formula was used to determine and assess the peak runoff of the design storm. The table below shows Runoff Coefficients (C). C-Values (Rational Method): Impervious Managed Turf Forest/Open Space 0.9 0.5 0.3 B, D, and E Factors (Rational Method): Table 4 — B, D, E Factors for Charlottesville (ID 44-1598il593) Recurrence Interval ears B D E 1 38.82 10.26 0.81 2 46.43 10.50 0.81 5 49.30 10.45 0.78 10 49.49 9.85 0.75 25 49.52 9.34 0.71 50 49.10 8.93 0.69 100 47.51 8.34 0.66 Travel time for overland flow was calculated using the Seelye Method. Average velocity through shallow concentrated channel flow segments were calculated and then using the ratio of flow length to velocity to calculate travel time. Travel time through channel flow segments were calculated using the Kirpich Nomograph while travel time through pipe flow segments were calculated using the LD-229 form. The southernmost roadside ditch as designed in these plans ends at Sta. 103+75 where it will be extended and routed to a proposed detention basin as a part of WPO-202300009. All design, calculations, and supporting documentation is provided within that plan set. Refer to WPO-20230009 sheets C-210, C-211, C-600, C-601, C-612, C-620, C-621, and C-630. Preliminary ditch calculations were run for the proposed roadside ditches using Bentley Flowmaster software; a summary of the ditch computations is included in Appendix B of this report. The ditches are proposed to have additional erosion and sedimentation control measures added including EC-2 lining and rock check dams for erosion and sediment control. Inlet computations were performed using Bentley Flowmaster software; a summary of relevant inlet computations is shown in Appendix C. The drop inlets within the proposed top of cut ditches were checked in the 100-year storm to ensure overtopping would not occur. The project is required to reduce the total post -development phosphorus load by 1.50 Ib/year. This project proposes to meet water quality compliance entirely through the purchase of nutrient credits. No post construction Best Management Practices (BMP) are proposed to be utilized for water quality compliance. See WPO-202300009 for addition detail on nutrient credit computations and purchase details. Biscuit Run Park Phase 1 Roadway Improvements This project must comply with part 1113 of the VSMP regulations, which stipulates post -development stormwater runoff must meet Channel Protection criteria and Flood Protection criteria. These criteria are addressed on an outfall basis and are included within the WPO-202300009 plans and supporting documentation. All proposed erosion and sediment control measures are in accordance with the Virginia Erosion and Sediment Control Handbook, 3rd Edition 1992. Descriptions of the erosion and sediment control measures that will be used for this project are given below: EC-4 Rock Check Dams Type I and II Rock check dams are placed along the existing roadside ditches in Phase I and the proposed ditches in Phase 11. They are also placed within the existing drainage swales flowing perpendicular to Route 20 immediately upstream of the existing culverts within the limits of disturbance. EC-5 Silt Fence/Combination Fence: Silt fence will be placed at the toe of fill slopes. As the majority of the project consists of cut slopes, silt fence is not a key erosion and sediment control measure as a part of the E&S plan. EC-6 Inlet Protection Type A, Type B, and Type C Culvert Inlet Protection will be provided in Phase I at the upstream end of existing culverts within the project limits. Inlet Protection will be provided for proposed curb inlets and grate inlets in Phase 11. EC-9 Temporary Division Dike Temporary diversion dikes are proposed at the boundary of the proposed limits of disturbance at the top of the proposed cuts west of Route 20 in Phase I and Phase 11. These dikes will divert "clean" offsite water around the proposed disturbance to the existing culverts in Phase I and proposed drop inlets in Phase 11. Temporary Sediment Basin A temporary sediment basin will be constructed as a part of the WPO-20230009 construction plans. Refer to WPO-202300009 plan sheets C-110, C-111, C-112, C-113. C-120. And C-121. Biscuit Run Park Phase 1 Roadway Improvements Appendix A— NRCS Soils Report Biscuit Run Park Phase 1 Roadway Improvements 3A 50 W N 3A WWN 3 Hydrologic Soil Group —Albemarle County, Virginia 3 e (Biscuit Run - Roadway) b 71e510 7i= 78990 718M 718P 3 & Map Sde: 1:3,670(prirsd on A potait(8.5' z 11")sheet. Fl Metes N0 W 100 200 300 Feet 0 150 30D 800 900 kMap projection: Web Mawtr Cmlermordnatm:WGS84 Edgetla:UIMZone17NW(S84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 2 Q 0 3J°5@36'N 71MM n9050 3 R F1 11/14/2022 Page 1 of 4 MAPLEGEND Area of Interest (A01) 0 Area of Interest A01) Solis Soil Rating Polygons 0 A Q AID o B Q BID o C 0 CID 0 D 0 Not rated or not available Soil Rating Lines . r A ,y AID rV B ram/ B/D N C N CID i D . . Not rated or not available Soil Rating Points A Q AID O B 0 BID Hydrologic Soil Group —Albemarle County, Virginia (Biscuit Run - Roadway) 0 C CID D 13 Not rated or not available Water Features Streams and Canals Transportation µ� Rails N Interstate Highways �y US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AC I were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 16, Aug 23, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 19, 2022—Jul 1, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 11/142022 Conservation Service National Cooperative Soil Survey Page 2 of Hydrologic Soil Group —Albemarle County, Virginia Biscuit Run - Roadway Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 58D Myersville silt loam, 15 B 0.2 1.4% to 25 percent slopes 72B3 Rabun clay, 2 to 7 B 0.1 0.8% percent slopes, severely eroded 72C3 Rabun clay, 7 to 15 B 0.7 5.3% percent slopes, severely eroded 72D3 Rabun clay, 15 to 25 B 5.2 41.3% percent slopes, severely eroded 79B Meadowville silt loam, 2 B 6.4 51.2% to 7 percent slopes Totals for Area of Interest 12.5 100.0% Natural Resources Web Soil Survey 11/14/2022 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Albemarle County, Virginia Biscuit Run - Roadway Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher Natural Resources Web Soil Survey 11/14/2022 Conservation Service National Cooperative Soil Survey Page 4 of 4 Appendix B — Ditch Calculations Biscuit Run Park Phase 1 Roadway Improvements Pralecl: Blsl'va Run Kimley>»Horn Project# 119207 Dare: 12z023 Locality: Albe mane county Roaaelae Ditch wIcummns woT Foml L0.3r38 smlmrmm Lakmm a aivN a a u Iefl 5t1. vere EVE.. Yqe bmm WMII 4 m a dEM, [#uhrea µaryR EEM..xn MPllea b�T. " EM Haim All- a sn.,, G .,. ,m. amM vfps OIrvI.M Veluk2 I n,a DMMPTh PVNa.e hpn h m/M1r tls k/h lb/h' IblW rps iNnr .h k k .91 b] M" 1A. M" .]5 WnS3 oz 09 .." 8 92 B! 39 2. .13In AbIT MLT.3+71 W—&. E` TORE71 1. Z21 &1 .1 37. Z. 2 2 2. 'NI —'Id M¢Iry unr 1.M IN. "Them®reerekmmuln� EGETrye I lningln leu of WreeaMancM1bramoremnsemtiveapprwaM1loeroslmmmrtl Th of concnnr2tlon calcuhlbrm xTC.PL9E1 mE lmasl Bs°' MINE IaIRPIw1 EVVE, (UNPAVED), V F 2U32EQn-Irnv1D1 1.v.1] Eryp Elkfltl L1.+.1 P veml au slWx1 Vln/sl 11W ],�Immt .III IN ]_Imip ],, (.n) INx]s zm o3a alzD la.a 0100 eo 03 Iz EO o9 0o Iz.a u9.]s D 03a a.a]a Do u aaoo 0 0o zo IW 13 00 13.s 119.]s o 03a aaoo 0o u IT. o nn 35 IW 11 00 1sa ]W]s 2N 03a a.a9s ]09 u a.l]3 ]s 02 03 2s 06 0a ]2a ua.]s 9 o3a a.ao9 99 u aa99 0 09 10 IW v o9 1aa ]ISba 1 03a a.a61 10z u 0a]a a 0a 19a Iz 0a 11s Vasa n 03a a.a]a Do u a 0 0o s5 lul IW 09 00 12,1 ]13.sa a 03a a.a]a 00 u J. a 0a Ja IW 06 0a 131 911.71 IW 03. P. 73 u J. a 0a P4 <a 09 0a 81 1 u.]s 4a 03a a30a aA u aa0a o 0o as 1 ]a 0] 0o s5 uas o o3a a.aoo Do u a.aoo 0 nn 25 IN 1z 00 )o 1a9.]s 9 D3a a.a99 Do u a.a99 0 nun1e Iro Is 19 9s Appendix C — Storm Sewer and Inlet Computations Biscuit Run Park Phase 1 Roadway Improvements Kimley »Horn '�iC 11.1.1 "° RGatla: Bmwit D. zrzazona SmmSaxes Lanpu .ns Lo-":AI.—. VWT Fmm IUTCJ 10 -yeas sl Kimley»>Horn Biscuit 67 Poect: Date: 3/22/2023 Hydraulic Grade Line Calculations Locality: Albemarle VDOT Fonn LD-347 10 -year Storm Angle 0 1 15 1 20 1 25 1 30 1 40 1 50 1 60 1 70 1 80 90 K 0 1 0.10 1 0.16 10.221 0.28 1 0.38 1 0.47 1 0.55 1 0.61 1 0.66 0.70 INLET 0.8D+ INV (OUT( ACTUAL OUTLET WSE DESIGN OUTLET WSE Do 00 L. S. JUNCTION LOSS FINAL INLET WSE FLELEV Vo 8 He (9 4 30 V, (11 O�V; 12 V X; Angle He H� SurNce 1.311[ IS17 y_I N=0 0.514 (1 (2 3 (4 S 28 13 14 15 16 RunoO(17 (18 19 20 214-2 488.93 487.73 488.93 18 13.36 40 9.51 0.35 13.36 7.56 100.96 0.89 0.31 0 0.00 0.66 0% 0.66 0 0.66 1.31 490.24 494.10 4-1 489.73 490.24 490.24 18 13.36 38 9.51 0.35 0.00 0.00 0.00 0.00 0.00 0 0.00 0.35 100% 0.46 1 0.23 0.84 491.08 491.86 5-6 493.35 491.75 493.35 24 20.48 50 17.96 1.25 20.48 6.52 133.51 0.66 0.23 0 0.00 1.48 0% 1.48 0 1.48 1.89 495.24 501.96 5-2 499.25 495.24 499.25 15 2.62 62 8.85 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 1.00 0.40 0.00 0.40 0.50 499.75 500.00 5-6 493.35 491.75 493.35 20 20.48 50 17.96 1.25 20.48 6.52 133.51 0.66 0.23 0 0.00 1.48 0% 1.48 0 1.48 1 1.89 1 495.24 518.61 5-1 496.68 495.20 1 496.68 1 20 1 20.48 1 47 10.00821 0.39 9.55 0.35 20.48 6.52 133.51 0.66 0.23 0 0.00 0.59 100% 0.76 0SO.53 1.15 497.83 518.61 5-3 516.00 515.00 516.00 15 1.08 126 0.0003 0.D4 4.So 0.08 1.08 0.88 0.96 0.01 0.00 0 0.00 0.08 100% 0.11 0 0.14 516.14 521.43 5-5 508.32 506.72 508.32 20 16.18 112 0.0051 0.57 8.19 0.26 16.18 5.15 83.33 0.41 0.14 0 0.00 0.40 100% 0.53 0 1.10 509.42 521.43 Abern Kimley »vroiM Horn pro"" " Dam: aWlX2aza Curb ima<compuulbns and summry Lpultly: aeemane Slrutture Ikl �A<� �A<� [ G�Rc� T�(mlrt) (Year) I(in.Ar.) Q(B) Sbpe Qoee Sbpe Spread lk) LelOh Cpm Ih) EXMEemy IYar) I(InAr.) Q(&) Slope Oos Slope Spreatl(al l—', 0epmtLL) EXI[Ien, O47r 4-1 10A7 n'. 035 0.. 3.D 1B 10 4. 13.36 0.060 D... 093 IC]% llp 5<9 17.h 00(A 006 1.10 16l 1.26 11\'% ]Q% ]Q% 047- 5-1 16.57 OG 0. 0.. 1.. IB.S 10 003 LIM 0.]!d 0.. Im IC]% 100 5. 27.56 U. 006 047' 51 9.01 03S 1,91 0.. 3.30 12 lll 4.90 16.IB 0..5 0.01 1. 10]% llp 651 21.69 0025 00] DI1 13 022 '. 002 0.. 0.. 5 2 0.E0 0.]0 0.010 0.01 550 6 020 10]% NI greh initts--d SM eIy d.