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WPO202100045 Calculations 2021-12-06
Crutchfield Corporation Warehouse Expansion WPO Plan County of Albemarle, Virginia ENGINEERING CALCULATIONS Prepared for: Crutchfield Corporation i Crutchfield Park Charlottesville, Virginia 22901 OF we W. WOOLLE L(C.j� 0. 87088 /2/20 Z4 %'SIONAL Prepared by: WooLLEY ENGINEERING 210 5th Street NE Charlottesville, Virginia 22902 August 9, 2021 Revised December 6, 2021 TALE OF CONTENTS DIVISION t - Stormwater Management Summary page 1 Introduction Method of Analysis Assumptions Stormwater Management Analysis Summary and Conclusions Stormwater Management Appendix page ii Pre -Construction Drainage Area Exhibit Post -Construction Drainage Area Exhibit HydroCAD Report for Point of Interest Analysis VRRM Spreadsheet DIVISION 2 - Storm Conveyance Calculations Report Individual Pipe Calculation Reports Page 46 DIVISION 3 - Erosion Control Calculations Report page 6o Sediment Trap # 1 Calculations Sediment Trap #2 Calculations Woolley Engineering Crutchfield Warehouse Expansion Job # 20040 WPO Plan Division I - Stormwater Management Woolley Engineering Crutchfield Warehouse Expansion Job # 20040 WPO Plan Introduction• These engineering calculations support the WO plan that has been prepared by Woolley Engineering for the Crutchfield Warehouse Expansion. The calculations and support material meet both water quality standards and water quantity requirements for re- development. This report has been prepared on behalf of Crutchfield Corporation in support of the development of the Crutchfield Warehouse Expansion project in Albemarle County, Virginia. The existing Crutchfield warehouse is located along Quiet Acres Lane, just off Dickerson Road within the Rio Magisterial District of the County of Albemarle. The parcel totals 13.154 acres and is zoned Light Industrial (LI). The warehouse expansions will be brought on-line in phased development. The WO Plan improvements for stormwater management are designed to treat stormwater for both Phase 1 and Phase 2 site improvements. Phase 1 improvements for the site include: preliminary grading for all phases of construction, a new 22,312 sf warehouse building, a new 13,352 sf loading dock area, re -locating existing sanitary sewer main, re -locating existing stormwater conveyance line, new fire hydrant and FDC connections, expanding the existing stormwater management extended detention basin, adding pre-treatment cells for the existing extended detention facility, a new 2,640 sf level 2 biofilter, a new 1,200 sf maintenance building, a new asphalt path to access the new maintenance building, a new parking area with 59 regular parking spaces and 1 handicap accessible parking space, a new 728 sf level 2 biofilter, and a new 695 sf level 2 biofilter. Phase 2 improvements for the site include: site grading, a new 38,657 sf warehouse expansion building, a 20' wide fire access drive along the side of the new warehouse expansion building, a new fire hydrant and FDC connection to service the new warehouse expansion, and a new 6" waterline. The pre -construction condition of the site includes various states of vegetation, piping, and overland flow. Most of the site drains to the existing extended detention basin located near the north east comer of the site. A small portion of the site drains to existing Filterra stormwater treatment boxes located within the existing parking lot near the southem-most comer of the site. The existing extended detention facility has a contributing drainage area that consists of both on -site and off -site drainage. The proposed plan for phase 1 of the site includes all stormwater management improvements for both phases of development. The existing extended detention basin is proposed to be expanded with this plan. Pre -construction and post -construction capacity for the existing basin were evaluated using HydroCAD software to determine the target volume needed to contain the 10 year design storm within the basin. The extended detention basin has a contributing drainage area of 20.15 acres. The off -site contribution for the extended detention basin totals 9.63 acres. Biofilter #1, as shown on the post - construction drainage area exhibit in the stormwater management appendix, has a contributing drainage area of 2.13 acres and has a surface area of 2,640 square feet. This biofilter is located east of the proposed warehouse expansion building for phase 1. Biofilter #2A has a contributing drainage area of 0.50 acres and has a surface area of 728 square feet. This biofilter is located in the center island for the proposed new phase 1 parking. Biofilter 42B has a contributing drainage area of 0.48 acres and has a surface area of 695 square feet. This biofilter is also located in the center island for the proposed new phase 1 parking. Drainage areas for the biofilters are illustrated in the Post - Construction Drainage Area Exhibit found in the Stormwater Management Appendix. The proposed biofilters have been designed to offset the nutrient load removal required for the proposed improvements to the site. The locations of the biofilters were chosen based on site conditions and general topography. The proposed stormwater management biofilters in combination with the extended detention basin meet stormwater management regulations for water quality under VSMP regulation 9VAC25-870-65. The proposed stormwater management plan meets water quantity channel protection regulations under 9VAC25-870-66 B.3.a. by meeting the energy balance for a 1 year 24-hour design storm event. This is achieved by detaining the 1 year 24-hour design storm within the extended detention basin and allowing the stormwater to slowly release into the existing natural down -stream stormwater conveyance channel. The proposed stormwater management plan meets the water quantity regulations for flood protection regulations under 9VAC25-870-66 C.1. by containing the 10 year 24-hour design storm within the natural channel downstream of the extended detention outfall. The natural channel begins at the 18" pipe outfall from the extended detention basin standpipe and extends to an existing end section where the flow enters an existing piping system located off -site. Method of Analysis: General Drainage areas were delineated for pre -construction and post -construction conditions of the site. The existing stormwater basin on -site most closely matches the specification for a level 1 extended detention basin. The existing extended detention basin was modeled using HydroCAD software to determine peak water surface elevations and basin capacity for each design storm. Supporting documentation from these analyses are located within this document. The point of interest for our analysis was chosen as the natural channel directly downstream of the extended detention basin overflow in order to evaluate total pre - construction vs. post -construction flow rates exiting the site. The small portion of the site that is treated by the Filterra boxes that drain to the south comer of the site will remain unchanged and is outside of the work area for this project. Drainage Areas Drainage areas for the existing extended detention area were delineated using Albemarle County GIS topography in combination with approved site plans for our site and adjacent property owners. The off -site BMPs and locations within our total drainage area were evaluated based on County GIS information. See the table below for the contributing drainage area for the extended detention basin. .I Extended Detention Basin — Contributing Drainage Area Analysis Pre -Construction Total Contributing Drainage Area Total Drainage Area: 20.15 ac On -Site Drainage: Off -Site Drainage: 10.62 ac 9.53 ac On -Site Contributing Drainage Area Impervious Surface: 5.10 ac Pervious Surface: 5.52 ac Off -Site Contributing Drainage Area Impervious Surface: 2.74 ac Pervious Surface: 6.79 ac Data compiled from various sources: physical surveys, Albemarle County GIS mapping, previous development plans, and aerial photography. All off -site areas are approximate only. Extended Detention Basin — Contributing Drainage Area Analysis Post -Construction Total Contributing Drainage Area Total Drainage Area: On -Site Drainage: Off -Site Drainage: On -Site Contributing Drainage Area Impervious Surface: Pervious Surface: 20.15 ac 10.62 ac 9.53 ac 7.18 ac 3.44 ac Off -Site Contributing Drainage Area Impervious Surface: 2.74 ac Pervious Surface: rflwll � Data compiled from various sources: physical surveys, Albemarle County GIS mapping, previous development plans, and aerial photography. All off -site areas are approximate only. Stormwater Quantity HydroCAD software was utilized to quantify the runoff volume for pre -construction and post -construction conditions. A large portion of the off -site contributing drainage areas were evaluated by utilizing the County's available GIS mapping. A HydroCAD Report stating the peak flow rates can be found in the Stormwater Appendix. On -site conditions were analyzed using field -run topographic survey information. These conditions were analyzed for both the existing conditions and proposed conditions and a tabulation of pervious and impervious surfaces have been quantified. HydroCAD software was used to model the 1-year, 2-year, 10-year, and 100-year design storms using the SCS TR-20 method. Both pre -construction site conditions and post -construction site conditions were modeled using the HydroCAD software. Stormwater Quality The 2011 DEQ Specification #9 for Bioretention was used as guidance to size and design the proposed biofilters for the site. The 2011 DEQ specification #15 for Extended Detention Pond was used as guidance to ensure that the existing basin on -site meets the criteria for a level 1 extended detention basin. A VRRM spreadsheet provided by the Virginia Department of Environmental Quality was used to determine the amount of pollutant removal required to meet stormwater quality compliance under the state regulations. A copy of the VRRM spreadsheets for this project can be found in the Stormwater Management Appendix. Assumptions: The Lag/CN method was used within the HydroCAD software to determine the time of concentration (Tc) values for each drainage area. An assumed minimum value of Tc = 5 min. was used for drainage calculations. An assumed value of Tc = 300 min. was used for flow through the existing off -site biofilter. A curve number (CN) of 98 was assumed for all impervious surfaces and a CN of 69 or 79 were assumed for all pervious surfaces entered in the modelling software. These assumptions were based on soil information obtained from the USDA web soil survey. Hardscape for off -site properties were assumed and evaluated using available County GIS information. Assumptions about off -site impervious surface was evaluated using HydroCAD software to determine the peak flow rates. Analysis: On -Site Impervious Surface Tabulations: PHASE 1 ADDED IMPERVIOUS 22312 sf BUILDING 13352 sf LOADING DOCK - CONCRETE 1200 sf MAINTENANCE BUILDING 852 sf ASPHALT PATH TO BUILDING 11743 sf NEW PARKING AREA 49459 sf 1.14 ac PHASE 2 ADDED IMPERVIOUS 38657 sf PROPOSED BUILDING #2 2220 sf FIRE ACCESS - MIN. 40877 sf ;11( ' TOTAL ADDED SITE IMPERVIOUS 2.07 ac Water Quantity: HydroCAD Analysis The existing standpipe for the extended detention basin is proposed to remain. The dam embankment for the existing basin and the emergency spillway will need to be raised by 1' in order to detain the 10 year 24-hour storm. The following information was entered into the HydroCAD software to model the extended detention basin: Rain data from NOAA website used in HydroCAD model: • 2-YR = 3.59 in • 10-YR = 5.42 in • 100-YR = 8.88 in Existing basin was modeled as a "Detention Pond" in HydroCAD software o Storage data for the pond was entered using As -Built linework from KHA ■ Square footage was entered at each contour elevation ■ Total storage volume = 34,060 cf o Standpipe ■ Modeled as an outlet culvert (information from previous as -built plan) 0 18" diameter pipe • Invert in = 539.90 • Invert out = 539.29 • Length = 50.2' • Slope = 0.0122 (calculated by program) • Manning's number = 0.013 • Ke (entrance energy loss coefficient) = 0.9 • Contraction coefficient (pipe entrance) = 0.9 Culvert pipe at base of standpipe (information from previous as -built plan) • 6" culvert pipe • Invert in = 541.00' • Invert out = 541.00' • Length = 2' • Manning's number = 0.010 • Ke = 0.9 • Contraction coefficient = 0.9 Side orifices modeled to lead into outlet culvert (information from previous as -built plan) • (4) 6" height x 24" wide orifices in vertical plane • Invert elevation = 545.54' • Discharge coefficient (for orifice) = 0.6 ■ Trash rack modeled to lead into outlet culvert (information from previous as - built plan) • Invert elevation = 546.07' • Modeled in the horizontal plane • Grate openings = 1.5" x 1.5" o 24 columns and 14 rows • Discharge coefficient (for grate) = 0.6 o Emergency Spillway (information from previous as -built plan) ■ Invert elevation = 547.00' ■ Modeled as a broad -crested weir ■ Crestlength = 10' ■ Crest breadth = 1' ■ Flow modeled to be secondary routing (separate from standpipe outfall) HVdroCAD Results for Existing Conditions: (Top of dam embankment = 548' with emergency spillway invert at 547') • 2-YR Storm o Peak WSE (water surface elevation) = 546.52' @ 12.08 hrs o Storage used = 23,958 cf o Inflow = 36.54 cfs o Standpipe Outflow = 16.27 cfs o Emergency Spillway Outflow = 0 cfs • 10-YR Storm o Peak WSE = 548.70' @ 12.02 hours (program errors due to WSE exceeding defined basin storage) o Storage used = 36,928 cf o Inflow = 74.87 cfs o Standpipe Outflow = 18.56 cfs o Emergency Spillway Outflow = 45.51 cfs HVdroCAD Results for Proposed Conditions: (Top of dam embankment = 549' with emergency spillway invert at 548') • 2-YR Storm o Peak WSE (water surface elevation) = 545.80' @ 12.25 hrs o Storage used = 38,327 cf o Inflow = 36.46 cfs o Standpipe Outflow = 5.86 cfs o Emergency Spillway Outflow = 0 cfs • 10-YR Storm o Peak WSE = 547.45' @ 12.09 hours o Storage used = 55,513 cf o Inflow = 66.49 cfs o Standpipe Outflow = 25.15 cfs o Emergency Spillway Outflow = 13.87 cfs A level 1 extended detention basin requires pre-treatment cells which must detain 15% of the proposed treatment volume for the facility. The treatment volume for the proposed extended detention basin is 20,217 cf (determined using VRRM spreadsheet). The required treatment volume for the system totals 3,033 cf. The proposed pre-treatment provided by the proposed biofilters totals 1,048 cf. A 1,984 cf volume pre-treatment cell is proposed near the site entrance to detain a mixture of on -site and off -site drainage before it leaves the site. This analysis meets the qualifications for VSMP regulations for channel protection under 9VAC25-870-66-B.3.a by meeting the energy balance for the 1 year 24-hour design storm just downstream from the extended detention basin. This design meets the qualifications for VSMP regulations for flood protection under 9VAC25-870-66-C.1. by the downstream conveyance containing the 10 year 24-hour design storm. Energy Balance Equation Summary Crutchfield Warehouse Expansion (1-Year 24-Hour Design Storm) Qdeveloped < I.F. * ftre-developed * RVpre-developed) / RVdeveloped Point of Interest Analysis: Qpre-developed = 2.15 cfs RVpre-developed = 1.16 ac-ft RVdeveloped = 1.04 ac-ft I.F. = 0.8 Max Allowed Qdeveloped = 1.92 cfs Peak Qdeveloped Achieved = 1.92 cfs Water Quality: Three biofilters are proposed to meet water quality compliance requirements. Drainage values were inserted into the DEQ VRRM spreadsheet to determine water quality compliance. The VRRM summary can be found in the Appendix. The downstream waterway is the Rivanna River. The HUC for drainage leaving the site is 020802040303. Contributing Drainage Area for Proposed Biofilters IMPV PERV AC AC TOTAL Biofilter 1 1.10 1.03 2.13 Biofilter 2A 0.33 0.17 0.50 Biofilter 2B 0.31 0.17 0.48 Total Phosphorus Treatment Required Total Phosphorus Treatment Provided 6.54lb/ r lblyr Source: VRRM Spreadsheet (found in Stormwater Management Appendix) Equations and Variables: Storage Depth = depth of material * accepted void ratio Bioretention Soil Media Void ratio = 0.25 Gravel Void ratio = 0.40 Surface Storage Void ratio = 1.0 Surface Area (sq. ft.) _ [(1.25 * Tv) — the volume reduced by an upstream BMP] / storage depth BIOFILTER - 1 (LEVEL 2) Target Tv = Pre-treatment Surface Ponding Media Depth Gravel Depth Storage Depth = SA = 4,541 cf (from VRRM spreadsheet) 681 cf (15% of Tv) 1 ft 3 ft 1 ft = ft 2,640 sf BIOFILTER — 2A (LEVEL 2) Target Tv = 1,252 cf (from VRRM spreadsheet) Pre-treatment 188 cf (15% of Tv) Surface Ponding 1 8 Media Depth 3 8 Gravel Depth 1 8 Storage Depth = 2.15 ft SA = 728 sf BIOFILTER — 2B (LEVEL 2) Target Tv = 1,195 cf (from VRRM spreadsheet) Pre-treatment 179 cf (15% of Tv) Surface Ponding 1 8 Media Depth 3 8 Gravel Depth 1 8 Storage Depth = 2.15 ft SA = 695 sf j Summary and Conclusions: This plan meets the VSMP regulations for channel protection under Part II B, Water Quantity (9VAC25-870-66 B. La) by meeting the energy balance for the 1 year 24-hour storm. This design meets the VSMP regulations for flood protection under Part II B, Water Quantity (9VAC25-870-66 C.1.) by containing the 10 year 24-hour storm within the downstream natural stormwater conveyance from the extended detention basin. The flows are also shown to be reduced for both the 2 year 24-hour storm and the 10 year 24- hour storm. This plan also meets the VSMP regulations under Part II B, Water Quality (9VAC25-870-65) with the implementation of three new proposed biofilters and expanding the existing extended detention basin. Please refer to the VRRM Spreadsheet, located with this document. The total runoff reduction = 6,306 cf calculated by the VRRM spreadsheet for the entire site. 10 Stormwater Management Appendix Woolley Engineering Crutchfield Warehouse Expansion Job # 20040 WPO Plan 0 z z 0 0 LU z CL P= 0 CL LU 72 x m c) CD 0 u tb -9b 0 > 14 0 0 u 0 < u co u z u m a 0 < U < LU U CO 0 z w � z < 0 LO 11 C� 0 LU CA y IN < a_ Z 0 X Z LuO ° P= Z Z Z HLU H N W W ° 00 H J LL O Co Y� m N � �������- W G W � H � 'y mXW 60 I - ° l; 0 I N O 1 o I 1 � z w i' 1 oQ o j 1 1 °� o Z x� 1 Wa 1 1� 1 eccccc L W —LU< L W _ 1 ° / o �Q� 1 Z LU 1 = X02o W ° O� 1 " otb Z : �W g ♦♦ 1 \ W V ♦♦ ♦� N O 0 1 m o u u Q c m W w � T Q O N W o O N 3 Q a Z a < OO ° s m O Ta 0 u Extended Detention Basin -Existing Subcat Reach Aon Llflk 13 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 14 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 2.97 2 2 2-YR Type II 24-hr Default 24.00 1 3.59 2 3 10-YR Type II 24-hr Default 24.00 1 5.42 2 4 25-YR Type II 24-hr Default 24.00 1 6.66 2 5 50-YR Type II 24-hr Default 24.00 1 7.71 2 6 100-YR Type II 24-hr Default 24.00 1 8.88 2 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 1-VR Rainfall=2.97' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Pond 5P: Extended Detention Basin - Existing Inflow Area = 20.150 ac, 38.91% Impervious, Inflow Depth > 0.78" for 1-YR event Inflow = 21.61 cfs@ 12.01 hrs, Volume= 1.311 of Outflow = 2.15 cfs @ 12.64 hrs, Volume= 1.281 af, Atten= 90%, Lag= 38.0 min Primary = 2.15 cfs CC 12.64 hrs, Volume= 1.281 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 545.44' C& 12.64 hrs Surt.Area= 5,388 sf Storage= 19,661 cf Plug -Flow detention time= 91.7 min calculated for 1.278 of (98% of inflow) Center -of -Mass det. time=79.6 min (985.6 - 906.0) Volume Invert Avail.Storage Storage Description #1 540.00' 35,950 cf Existing Pond Volume (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 1,045 0 0 541.00 2,736 1,891 1,891 542.00 3,264 3,000 4,891 543.00 3,832 3,548 8,439 544.00 4,439 4,136 12,574 545.00 5,085 4,762 17,336 546.00 5,768 5,427 22,763 547.00 6,502 6,135 28,898 548.00 7,603 7,053 35,950 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 6.0" Round Culvert L= 2.0' CPR square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.0000 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 1-VR Rainfall=2.97' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 16 #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 15.0' long x 18.0' breadth Emergency Spillway 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 1ary OutFlow Max=2.15 cfs @ 12.64 hrs HW=545.44' (Free Discharge) =Culvert (Passes 2.15 cfs of 21.02 cfs potential flow) - =Culvert (Inlet Controls 2.15 cfs @ 10.97 fps) 3=Orifice/Grate (Passes < 2.15 cfs potential flow) 4=Orifice/Grate (Passes < 0.05 cfs potential flow) =Orifice/Grate (Passes < 0.04 cfs potential flow) =Orifice/Grate (Passes < 0.04 cfs potential flow) 7=Orifice/Grate (Passes < 0.04 cfs potential flow) -8=Side Orifices ( Controls 0.00 cfs) --9=Side Orifices ( Controls 0.00 cfs) -10=Top of Structure ( Controls 0.00 cfs) 11=Trash Rack ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=540.00' (Free Discharge) 12=Emergency Spillway ( Controls 0.00 cfs) Pond 5P: Extended Detention Basin - Existing I I I I I I I I I I I -r--rr--r--r-r-I--r-I 21.61 Anfi" area-aa.15a a I I I I I I I I I -Pe0*-Eieb=545 4L I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -r--r-r--r--r-r--r-r--r-1--I I I I I I I I I I I I I_ ________ I I I I I I I I I I I I ---� --- I I I --- --- ------I I I I I I I I I I I I I I I I I I I I I I I I I I --+----+--I- 2 d 5 Cf: 0.00 cfs I I I I I I I I I I I I I I I I I I I I I I - r-r--r-r--r-r-r--I--r-r-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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ❑ Outflow ■ Primary ■ Secondary 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 1-VR Rainfall=2.97" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 17 Hydrograph for Pond 5P: Extended Detention Basin - Existing Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 540.00 0.00 0.00 0.00 0.50 0.00 0 540.00 0.00 0.00 0.00 1.00 0.00 0 540.00 0.00 0.00 0.00 1.50 0.00 0 540.00 0.00 0.00 0.00 2.00 0.00 0 540.00 0.00 0.00 0.00 2.50 0.00 0 540.00 0.00 0.00 0.00 3.00 0.00 0 540.00 0.00 0.00 0.00 3.50 0.00 0 540.00 0.00 0.00 0.00 4.00 0.00 0 540.00 0.00 0.00 0.00 4.50 0.00 0 540.00 0.00 0.00 0.00 5.00 0.00 0 540.00 0.00 0.00 0.00 5.50 0.00 0 540.00 0.00 0.00 0.00 6.00 0.00 0 540.00 0.00 0.00 0.00 6.50 0.00 0 540.00 0.00 0.00 0.00 7.00 0.00 0 540.00 0.00 0.00 0.00 7.50 0.00 0 540.00 0.00 0.00 0.00 8.00 0.00 0 540.00 0.00 0.00 0.00 8.50 0.00 0 540.00 0.00 0.00 0.00 9.00 0.00 0 540.00 0.00 0.00 0.00 9.50 0.00 0 540.00 0.00 0.00 0.00 10.00 0.00 0 540.00 0.00 0.00 0.00 10.50 0.00 0 540.00 0.00 0.00 0.00 11.00 0.11 74 540.07 0.01 0.01 0.00 11.50 0.46 419 540.32 0.17 0.17 0.00 12.00 21.52 9,542 543.28 1.65 1.65 0.00 12.50 2.73 19,531 545.42 2.15 2.15 0.00 13.00 1.66 19,310 545.38 2.14 2.14 0.00 13.50 1.28 18,106 545.15 2.09 2.09 0.00 14.00 1.02 16,461 544.83 2.02 2.02 0.00 14.50 0.90 14,606 544.44 1.94 1.94 0.00 15.00 0.82 12,762 544.04 1.84 1.84 0.00 15.50 0.74 10,948 543.62 1.74 1.74 0.00 16.00 0.65 9,178 543.19 1.62 1.62 0.00 16.50 0.61 7,497 542.75 1.49 1.49 0.00 17.00 0.58 5,991 542.33 1.36 1.36 0.00 17.50 0.55 4,673 541.93 1.23 1.23 0.00 18.00 0.52 3,547 541.57 1.09 1.09 0.00 18.50 0.48 2,614 541.26 0.95 0.95 0.00 19.00 0.45 1,870 540.99 0.81 0.81 0.00 19.50 0.52 1,326 540.78 0.66 0.66 0.00 20.00 0.77 1,446 540.83 0.71 0.71 0.00 20.50 0.76 1,522 540.86 0.73 0.73 0.00 21.00 0.75 1,551 540.87 0.74 0.74 0.00 21.50 0.73 1,550 540.87 0.74 0.74 0.00 22.00 0.72 1,526 540.86 0.73 0.73 0.00 22.50 0.69 1,484 540.84 0.72 0.72 0.00 23.00 0.66 1,426 540.82 0.70 0.70 0.00 23.50 0.64 1,360 540.79 0.67 0.67 0.00 24.00 0.61 1,301 540.77 0.64 0.64 0.00 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 18 Summary for Pond 5P: Extended Detention Basin - Existing Inflow Area = 20.150 ac, 38.91 % Impervious, Inflow Depth > 1.16" for 2-YR event Inflow = 32.31 cfs@ 12.01 hrs, Volume= 1.955af Outflow = 14.22 cfs @ 12.14 hrs, Volume= 1.892 af, Atten= 56%, Lag= 8.0 min Primary = 14.22 cfs @ 12.14 hrs, Volume= 1.892 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 546.18' C& 12.14 hrs Surt.Area= 5,900 sf Storage= 23,814 cf Plug -Flow detention time= 86.7 min calculated for 1.892 of (97% of inflow) Center -of -Mass det. time=69.7 min (970.5 - 900.8) Volume Invert Avail.Storage Storage Description #1 540.00' 35,950 cf Existing Pond Volume (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 1,045 0 0 541.00 2,736 1,891 1,891 542.00 3,264 3,000 4,891 543.00 3,832 3,548 8,439 544.00 4,439 4,136 12,574 545.00 5,085 4,762 17,336 546.00 5,768 5,427 22,763 547.00 6,502 6,135 28,898 548.00 7,603 7,053 35,950 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 6.0" Round Culvert L= 2.0' CPR square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.00007' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 19 #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 15.0' long x 18.0' breadth Emergency Spillway 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 1ary OutFlow Max=14.01 cfs @ 12.14 hrs HW=546.17' (Free Discharge) =Culvert (Passes 14.01 cfs of 22.60 cfs potential flow) - =Culvert (Inlet Controls 2.30 cfs @ 11.71 fps) 3=0 ce/Grate (Passes < 2.30 cfs potential flow) 4=Orifice/Grate (Passes < 0.05 cfs potential flow) =Orifice/Grate (Passes < 0.05 cfs potential flow) =Orifice/Grate (Passes < 0.05 cfs potential flow) 7=Orifice/Grate (Passes < 0.05 cfs potential flow) -8=Side Orifices (Orifice Controls 2.90 cfs @ 2.90 fps) --9=Side Orifices (Orifice Controls 8.70 cfs 9 2.90 fps) -10=Top of Structure (Weir Controls 0.11 cfs @ 1.02 fps) t11=Trash Rack (Passes 0.11 cfs of 1.65 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=540.00' (Free Discharge) 12=Emergency Spillway ( Controls 0.00 cfs) 36 34 32 30 28 26 24 22 20 3 18 LL 16 14 12 10 8 6 4 0.0Ifs Pond 5P: Extended Detention Basin - Existing I I I I I I I I I I -r- - I --r- I- 32.31 I -inflow Ar'ea=2 II.15 0 a -I- 11- I--1- I--1--1--I--I -Pe0-EIe;N=AAAia$' '--III _ >oragIRF23-014_cfa__I'I I I I I I I I I I I _y _f_y _4 _I _} _I _} _I _♦ _I I _1__-_1__r__I__7__I__7__I__1__I. I I I I I I I I I I - I- -r--I--r--r-r--r 14.22 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 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ■ Outflow ■ Primary ■ Secondary 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 20 Hydrograph for Pond 5P: Extended Detention Basin - Existing Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 540.00 0.00 0.00 0.00 0.50 0.00 0 540.00 0.00 0.00 0.00 1.00 0.00 0 540.00 0.00 0.00 0.00 1.50 0.00 0 540.00 0.00 0.00 0.00 2.00 0.00 0 540.00 0.00 0.00 0.00 2.50 0.00 0 540.00 0.00 0.00 0.00 3.00 0.00 0 540.00 0.00 0.00 0.00 3.50 0.00 0 540.00 0.00 0.00 0.00 4.00 0.00 0 540.00 0.00 0.00 0.00 4.50 0.00 0 540.00 0.00 0.00 0.00 5.00 0.00 0 540.00 0.00 0.00 0.00 5.50 0.00 0 540.00 0.00 0.00 0.00 6.00 0.00 0 540.00 0.00 0.00 0.00 6.50 0.00 0 540.00 0.00 0.00 0.00 7.00 0.00 0 540.00 0.00 0.00 0.00 7.50 0.00 0 540.00 0.00 0.00 0.00 8.00 0.00 0 540.00 0.00 0.00 0.00 8.50 0.00 0 540.00 0.00 0.00 0.00 9.00 0.00 0 540.00 0.00 0.00 0.00 9.50 0.00 0 540.00 0.00 0.00 0.00 10.00 0.04 17 540.02 0.00 0.00 0.00 10.50 0.15 152 540.13 0.03 0.03 0.00 11.00 0.37 429 540.32 0.17 0.17 0.00 11.50 0.94 970 540.62 0.47 0.47 0.00 12.00 32.25 15,795 544.69 1.99 1.99 0.00 12.50 3.84 21,301 545.74 4.58 4.58 0.00 13.00 2.32 20,502 545.60 2.55 2.55 0.00 13.50 1.77 19,985 545.50 2.17 2.17 0.00 14.00 1.41 18,963 545.31 2.13 2.13 0.00 14.50 1.24 17,537 545.04 2.07 2.07 0.00 15.00 1.13 16,007 544.73 2.00 2.00 0.00 15.50 1.01 14,397 544.40 1.93 1.93 0.00 16.00 0.89 12,719 544.03 1.84 1.84 0.00 16.50 0.83 11,028 543.64 1.74 1.74 0.00 17.00 0.79 9,436 543.26 1.64 1.64 0.00 17.50 0.74 7,958 542.87 1.53 1.53 0.00 18.00 0.70 6,601 542.50 1.42 1.42 0.00 18.50 1.10 5,527 542.19 1.32 1.32 0.00 19.00 1.14 5,247 542.11 1.29 1.29 0.00 19.50 1.12 4,987 542.03 1.26 1.26 0.00 20.00 1.07 4,715 541.95 1.23 1.23 0.00 20.50 1.05 4,434 541.86 1.20 1.20 0.00 21.00 1.04 4,183 541.78 1.17 1.17 0.00 21.50 1.01 3,949 541.70 1.14 1.14 0.00 22.00 0.98 3,721 541.63 1.11 1.11 0.00 22.50 0.95 3,490 541.55 1.08 1.08 0.00 23.00 0.91 3,248 541.47 1.05 1.05 0.00 23.50 0.87 3,000 541.39 1.01 1.01 0.00 24.00 0.83 2,752 541.31 0.97 0.97 0.00 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 21 Summary for Pond 5P: Extended Detention Basin - Existing Inflow Area = 20.150 ac, 38.91% Impervious, Inflow Depth > 2.47" for 10-YR event Inflow = 67.84 cfs @ 12.00 hrs, Volume= 4.143 of Outflow = 58.90 cfs @ 12.06 hrs, Volume= 3.801 af, Atten= 13%, Lag= 3.4 min Primary = 25.96 cfs @ 12.06 hrs, Volume= 3.439 of Secondary = 32.94 cfs @ 12.06 hrs, Volume= 0.362 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 547.89' C& 12.06 hrs Surt.Area= 7,478 sf Storage= 35,093 cf Plug -Flow detention time= 79.0 min calculated for 3.801 of (92% of inflow) Center -of -Mass det. time=35.9 min (921.0 - 885.1 ) Volume Invert Avail.Storage Storage Description #1 540.00' 35,950 cf Existing Pond Volume (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 1,045 0 0 541.00 2,736 1,891 1,891 542.00 3,264 3,000 4,891 543.00 3,832 3,548 8,439 544.00 4,439 4,136 12,574 545.00 5,085 4,762 17,336 546.00 5,768 5,427 22,763 547.00 6,502 6,135 28,898 548.00 7,603 7,053 35,950 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 6.0" Round Culvert L= 2.0' CPR square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.00007' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 22 #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 15.0' long x 18.0' breadth Emergency Spillway 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 1ary OutFlow Max=25.90 cfs @ 12.06 hrs HW=547.85' (Free Discharge) =Culvert (Barrel Controls 25.90 cfs @ 14.66 fps) - =Culvert (Passes < 2.61 cfs potential flow) 3=0 ce/Grate (Passes < 2.61 cfs potential flow) 4=Orifice/Grate (Passes < 0.06 cfs potential flow) =Orifice/Grate (Passes < 0.05 cfs potential flow) =Orifice/Grate (Passes < 0.05 cfs potential flow) 7=Orifice/Grate (Passes < 0.05 cfs potential flow) -B=Side Orifices (Passes < 6.91 cfs potential flow) --9=Side Orifices (Passes < 20.74 cfs potential flow) -10=Top of Structure (Passes < 0.56 cfs potential flow) 11=Trash Rack (Passes < 43.38 cfs potential flow) Secondary OutFlow Max=31.36 cfs@ 12.06 hrs HW=547.86' (Free Discharge) 12=Emergency Spillway (Weir Controls 31.36 cfs @ 2.44 fps) Pond 5P: Extended Detention Basin - Existing ----- - I - - - - - - I- I I I I I I I I I I I I I I I I I I I -----------'--I_ '-------'--'- I1 7 of84 cfs---r--I--I I I I I I I I I JAW Area=2CF. ISO a 75 55 a�to�ag�e=3a;d�$ so 55 , 50 - 45' I I I I I I I I I I 40 0 35 LL 3025 , I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 4 _A_J _A _I _1 _I _i I I I I I I I I I I I 1 I 1 I I 1 I 1 1 I 1 1 I 1 I I 1 I 1 1 I 1 1 1 1 I 1 1 I 1 1 I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I 1 I 1 1 I 1 1 1 1 1 _ I _ _______________ 1 I I 1 I 1 1 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ■ outflow ■ Primary ■ Secondary 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 23 Hydrograph for Pond 5P: Extended Detention Basin - Existing Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 540.00 0.00 0.00 0.00 0.50 0.00 0 540.00 0.00 0.00 0.00 1.00 0.00 0 540.00 0.00 0.00 0.00 1.50 0.00 0 540.00 0.00 0.00 0.00 2.00 0.00 0 540.00 0.00 0.00 0.00 2.50 0.00 0 540.00 0.00 0.00 0.00 3.00 0.00 0 540.00 0.00 0.00 0.00 3.50 0.00 0 540.00 0.00 0.00 0.00 4.00 0.00 0 540.00 0.00 0.00 0.00 4.50 0.00 0 540.00 0.00 0.00 0.00 5.00 0.00 0 540.00 0.00 0.00 0.00 5.50 0.00 0 540.00 0.00 0.00 0.00 6.00 0.00 0 540.00 0.00 0.00 0.00 6.50 0.00 0 540.00 0.00 0.00 0.00 7.00 0.00 0 540.00 0.00 0.00 0.00 7.50 0.00 0 540.00 0.00 0.00 0.00 8.00 0.03 20 540.02 0.00 0.00 0.00 8.50 0.11 125 540.11 0.02 0.02 0.00 9.00 0.21 305 540.24 0.10 0.10 0.00 9.50 0.32 504 540.37 0.22 0.22 0.00 10.00 0.49 713 540.49 0.34 0.34 0.00 10.50 0.80 1,077 540.67 0.53 0.53 0.00 11.00 1.38 1,775 540.96 0.79 0.79 0.00 11.50 2.96 3,779 541.65 1.12 1.12 0.00 12.00 67.83 32,838 547.58 43.19 25.39 17.81 12.50 7.35 22,516 545.96 9.20 9.20 0.00 13.00 4.36 21,324 545.75 4.65 4.65 0.00 13.50 3.31 20,926 545.68 3.49 3.49 0.00 14.00 2.62 20,606 545.62 2.78 2.78 0.00 14.50 2.29 20,372 545.57 2.40 2.40 0.00 15.00 2.07 20,183 545.54 2.18 2.18 0.00 15.50 1.85 19,811 545.47 2.16 2.16 0.00 16.00 1.62 19,073 545.33 2.13 2.13 0.00 16.50 1.50 18,062 545.14 2.09 2.09 0.00 17.00 2.22 17,542 545.04 2.07 2.07 0.00 17.50 2.24 17,824 545.10 2.08 2.08 0.00 18.00 2.24 18,102 545.15 2.09 2.09 0.00 18.50 2.21 18,339 545.19 2.10 2.10 0.00 19.00 2.17 18,497 545.22 2.11 2.11 0.00 19.50 2.11 18,555 545.24 2.11 2.11 0.00 20.00 2.03 18,484 545.22 2.11 2.11 0.00 20.50 1.98 18,289 545.19 2.10 2.10 0.00 21.00 1.94 18,045 545.14 2.09 2.09 0.00 21.50 1.89 17,740 545.08 2.08 2.08 0.00 22.00 1.83 17,358 545.00 2.06 2.06 0.00 22.50 1.75 16,886 544.91 2.04 2.04 0.00 23.00 1.67 16,312 544.80 2.02 2.02 0.00 23.50 1.59 15,645 544.66 1.99 1.99 0.00 24.00 1.52 14,903 544.51 1.95 1.95 0.00 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 24 Summary for Pond 5P: Extended Detention Basin - Existing Inflow Area = 20.150 ac, 38.91 % Impervious, Inflow Depth > 5.28" for 100-YR event Inflow = 141.48 cfs @ 12.00 hrs, Volume= 8.867 of Outflow = 135.53 cfs @ 11.95 hrs, Volume= 8.393 af, Atten= 4%, Lag= 0.0 min Primary = 27.84 cfs @ 11.95 hrs, Volume= 6.357 of Secondary = 107.69 cfs @ 11.95 hrs, Volume= 2.036 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 548.95' @ 11.95 hrs Surt.Area= 7,603 sf Storage= 35,950 cf Plug -Flow detention time= 44.4 min calculated for 8.376 of (94% of inflow) Center -of -Mass det. time=15.2 min (881.4 - 866.2) Volume Invert Avail.Storage Storage Description #1 540.00' 35,950 cf Existing Pond Volume (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 1,045 0 0 541.00 2,736 1,891 1,891 542.00 3,264 3,000 4,891 543.00 3,832 3,548 8,439 544.00 4,439 4,136 12,574 545.00 5,085 4,762 17,336 546.00 5,768 5,427 22,763 547.00 6,502 6,135 28,898 548.00 7,603 7,053 35,950 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 6.0" Round Culvert L= 2.0' CPR square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.00007' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 25 #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 15.0' long x 18.0' breadth Emergency Spillway 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 1ary OutFlow Max=27.84 cfs @ 11.95 hrs HW=548.95' (Free Discharge) =Culvert (Barrel Controls 27.84 cfs @ 15.75 fps) - =Culvert (Passes < 2.79 cfs potential flow) 3=Orifice/Grate (Passes < 2.79 cfs potential flow) 4=Orifice/Grate (Passes < 0.06 cfs potential flow) =Orifice/Grate (Passes < 0.06 cfs potential flow) =Orifice/Grate (Passes < 0.06 cfs potential flow) 7=Orifice/Grate (Passes < 0.06 cfs potential flow) -8=Side Orifices (Passes < 8.56 cfs potential flow) --9=Side Orifices (Passes < 25.68 cfs potential flow) -10=Top of Structure (Passes < 0.71 cfs potential flow) 11=Trash Rack (Passes < 55.13 cfs potential flow) Secondary OutFlow Max=107.68 cfs @ 11.95 hrs HW=548.95' (Free Discharge) 12=Emergency Spillway (Weir Controls 107.68 cfs @ 3.68 fps) Pond 5P: Extended Detention Basin - Existing I I I I I I I I I I I I I I I I I I I I I I I --I ---I ---I ---I - 141.48 cfs -I ---I ---I ---I ---I __ r 135. I 150 140 130 I I 1 I _J _L_J _L_J _L_J _L_J _L I 1 I I I I 1 I I 1 120 ', '' ---------------- 1 1 1 107.69 c 1 I I 110 ,/ _ �_ 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 I I SO 1 1 1 1 1 -4 -F-Y -Y-4 -F-4 -Y F 1 1 70 1 1 1 1 _J _L_J _L_J _L_J _L L LL I I I I I I I I 60 _J__ L_J__L_J__L_J__L_ I I I I I I I I 50 40 30 i �n 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Inflow ❑ ou0low ❑ Primary ■ Secondary 20040 Crutchfield Warehouse Expansion: Pre -Construction 210323_Stormwater Basin -Existing Type H24-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 26 Hydrograph for Pond 5P: Extended Detention Basin - Existing Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 540.00 0.00 0.00 0.00 0.50 0.00 0 540.00 0.00 0.00 0.00 1.00 0.00 0 540.00 0.00 0.00 0.00 1.50 0.00 0 540.00 0.00 0.00 0.00 2.00 0.00 0 540.00 0.00 0.00 0.00 2.50 0.00 0 540.00 0.00 0.00 0.00 3.00 0.00 0 540.00 0.00 0.00 0.00 3.50 0.00 0 540.00 0.00 0.00 0.00 4.00 0.00 0 540.00 0.00 0.00 0.00 4.50 0.00 0 540.00 0.00 0.00 0.00 5.00 0.00 0 540.00 0.00 0.00 0.00 5.50 0.02 5 540.00 0.00 0.00 0.00 6.00 0.11 109 540.10 0.02 0.02 0.00 6.50 0.21 300 540.24 0.10 0.10 0.00 7.00 0.32 494 540.36 0.21 0.21 0.00 7.50 0.43 682 540.47 0.33 0.33 0.00 8.00 0.55 879 540.57 0.43 0.43 0.00 8.50 0.77 1,158 540.71 0.57 0.57 0.00 9.00 1.11 1,627 540.90 0.76 0.76 0.00 9.50 1.38 2,392 541.18 0.91 0.91 0.00 10.00 1.89 3,475 541.55 1.08 1.08 0.00 10.50 2.79 5,482 542.18 1.31 1.31 0.00 11.00 4.39 9,183 543.19 1.62 1.62 0.00 11.50 8.18 16,753 544.88 2.04 2.04 0.00 12.00 141.45 35,950 548.88 129.19 27.71 101.48 12.50 14.28 26,072 546.55 19.43 19.43 0.00 13.00 8.38 22,422 545.94 8.79 8.79 0.00 13.50 6.31 21,871 545.84 6.55 6.55 0.00 14.00 4.96 21,480 545.77 5.16 5.16 0.00 14.50 4.33 21,243 545.73 4.41 4.41 0.00 15.00 3.90 21,099 545.71 3.98 3.98 0.00 15.50 4.38 21,147 545.72 4.13 4.13 0.00 16.00 4.25 21,200 545.72 4.28 4.28 0.00 16.50 4.27 21,191 545.72 4.26 4.26 0.00 17.00 4.34 21,218 545.73 4.34 4.34 0.00 17.50 4.38 21,232 545.73 4.38 4.38 0.00 18.00 4.37 21,231 545.73 4.37 4.37 0.00 18.50 4.32 21,216 545.73 4.33 4.33 0.00 19.00 4.22 21,187 545.72 4.25 4.25 0.00 19.50 4.11 21,148 545.72 4.13 4.13 0.00 20.00 3.93 21,091 545.70 3.96 3.96 0.00 20.50 3.82 21,049 545.70 3.83 3.83 0.00 21.00 3.73 21,020 545.69 3.75 3.75 0.00 21.50 3.62 20,983 545.69 3.64 3.64 0.00 22.00 3.49 20,938 545.68 3.52 3.52 0.00 22.50 3.33 20,872 545.67 3.37 3.37 0.00 23.00 3.16 20,796 545.65 3.20 3.20 0.00 23.50 3.00 20,724 545.64 3.04 3.04 0.00 24.00 2.86 20,658 545.63 2.90 2.90 0.00 Extended Detention Basin -Proposed Subcat Reach Aon Llflk 25 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_1 yr storm only Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 1 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 2.97 2 2 2-YR Type II 24-hr Default 24.00 1 3.59 2 3 10-YR Type II 24-hr Default 24.00 1 5.42 2 4 25-YR Type II 24-hr Default 24.00 1 6.66 2 5 50-YR Type II 24-hr Default 24.00 1 7.71 2 6 100-YR Type II 24-hr Default 24.00 1 8.88 2 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes-1 yr Type 1124-hr 1-YR Rainfall=2.97' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Summary for Pond 12P: Extended Detention Basin - Proposed Inflow Area = 13.070 ac, 47.67% Impervious, Inflow Depth = 1.02" for 1-YR event Inflow = 20.71 cfs @ 12.00 hrs, Volume= 1.114 of Outflow = 1.92 cfs @ 12.57 hrs, Volume= 1.044 af, Atten= 91 %, Lag= 34.2 min Primary = 1.92 cfs @ 12.57 hrs, Volume= 1.044 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 543.78' C& 12.57 hrs Surt.Area= 9,826 sf Storage= 22,354 cf Plug -Flow detention time=163.5 min calculated for 1.043 of (94% of inflow) Center -of -Mass det. time=130.8 min (970.8 - 840.0) Volume Invert Avail.Storage Storage Description #1 540.00' 70,759 cf Expanded Pond (Prismatic) Listed below (Recalc) #2 539.00' 2,980 cf Forebay Storage (Prismatic) Listed below (Recalc) 73,739 cf Total Available Storage Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 3,555 0 0 541.00 4,339 3,947 3,947 542.00 5,188 4,764 8,711 543.00 6,096 5,642 14,353 544.00 7,063 6,580 20,932 545.00 8,090 7,577 28,509 546.00 9,176 8,633 37,142 547.00 11,332 10,254 47,396 548.00 11,682 11,507 58,903 549.00 12,030 11,856 70,759 Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 539.00 2,980 0 0 540.00 2,980 2,980 2,980 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 8.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.0000 7' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_1 yr Type 1124-hr 1-YR Rainfall=2.97' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 12.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 17.0' long x 18.0' breadth Emergency Spillway 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 rary OutFlow Max=1.92 cfs @ 12.57 hrs HW=543.78' (Free Discharge) =Culvert (Passes 1.92 cfs of 16.84 cfs potential flow) - =Culvert (Passes 1.92 cfs of 3.12 cfs potential flow) 3=Orifice/Grate (Orifice Controls 1.78 cfs 0 9.04 fps) 4=Orifice/Grate (Orifice Controls 0.04 cfs 0 9.36 fps) =Orifice/Grate (Orifice Controls 0.04 cfs 0 8.71 fps) =Orifice/Grate (Orifice Controls 0.04 cfs @ 9.01 fps) 7=Orifice/Grate (Orifice Controls 0.04 cfs 0 9.01 fps) -8=Side Orifices ( Controls 0.00 cfs) -9=Side Orifices ( Controls 0.00 cfs) -10=Top of Structure ( Controls 0.00 cfs) t11=Trash Rack ( Controls 0.00 cfs) Secondary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=539.00' (Free Discharge) 12=Emergency Spillway ( Controls 0.00 cfs) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_1 yr Type 1124-hr 1-YR Rainfall=2.97' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Pond 12P: Extended Detention Basin - Proposed I I I I I I I I I I I ---r-r-7-�--20.71 -I-"-h-I-"-r-I- I_ 23 ( I I I I I I I I I -I-,-r--,-r-r+-+-r 1 22 J L J L J J_- 21 --"-r--"-r--"-T-'- 20 J_J_L_I_J_L_1_J_1_I_ I I I I I I I I I 19 18 J_ J_ L_I_ J_ L_I_ J_ L_I I 17-Ir ---r--r-r1-T 18 _I_J_L_I_J_L-I-J_1-L. I I I I I I 15 --7-r-r-I-r-r -I-r 14 1 13 -I-T- r-rI- r-rT-r—I� 12 --J-L--J-L-1-J-1-L 3 11 ---r-ri-r-r-rr-11 0 10 --J-L--J-4--J-1-I LL I I I I I I I I I 9 $ i',','�'J_ -r,-r--,-r-r+-+-r I I_I 7 6 --"-r-'-"I a 1.92 cfs 3 0.00 cfs -------------------I-I- ■Inflow I-4-h-I-"-r-I-"-r-I-4-T-rY-+-F-I-+-r-I-"-r- ■Ou�OW rr�4y��, I � I /� I/� I -I-'- - ■ Primary -r--"-r-r"-1r ffl Ards-lla ,070t 6- Secondary I�_J_L_I_J_L_ �' I L J_J_L_I_J_L_LJ_ L_ 7 L_ I I - r-I-l-r -I l-r-I-I-T-I T-T-r1-T-r-I-T-r-I-I-T- _L_I_J_L_I_J_L_I_J_L_I_J_1_L I ---I-T-r-r�-r-1-T-r-rr-rT-r-I-T-r-I-r-r- L_I_J_L_I_J_L_I_J_L_I_J_1_L I I I - --rT- r-ri -r-rT-r-rT-r-rr-r-r-r-r-rT-r - L ___I_ �_-- �_r_1_T_r_r _I_r_r _I_r_r _I_7_r_I_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 r 1I I I I I I I I I I I I I I I I I I I I I I I y_r_ I_ y_ r_ I_y_ T_r y_+_r y_+_r_I_y_r_ �C I-J-L-I-J-L-I--I--I-J-1-I-J- i-LJ- i-L- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_1 yr Type 1124-hr 1-YR Rainfall=2.97' Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Hydrograph for Pond 12P: Extended Detention Basin - Proposed Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 539.00 0.00 0.00 0.00 1.00 0.00 0 539.00 0.00 0.00 0.00 2.00 0.00 0 539.00 0.00 0.00 0.00 3.00 0.00 0 539.00 0.00 0.00 0.00 4.00 0.00 0 539.00 0.00 0.00 0.00 5.00 0.00 0 539.00 0.00 0.00 0.00 6.00 0.00 0 539.00 0.00 0.00 0.00 7.00 0.00 0 539.00 0.00 0.00 0.00 8.00 0.00 0 539.00 0.00 0.00 0.00 9.00 0.04 31 539.01 0.00 0.00 0.00 10.00 0.13 307 539.10 0.00 0.00 0.00 11.00 0.43 1,203 539.40 0.00 0.00 0.00 12.00 20.71 13,658 542.37 1.49 1.49 0.00 13.00 1.31 21,772 543.69 1.90 1.90 0.00 14.00 0.80 18,773 543.23 1.77 1.77 0.00 15.00 0.69 15,352 542.67 1.59 1.59 0.00 16.00 0.59 12,290 542.11 1.40 1.40 0.00 17.00 0.53 9,641 541.59 1.19 1.19 0.00 18.00 0.48 7,579 541.15 0.97 0.97 0.00 19.00 0.42 6,086 540.80 0.76 0.76 0.00 20.00 0.36 5,110 540.56 0.55 0.55 0.00 21.00 0.26 4,547 540.42 0.34 0.34 0.00 22.00 0.25 4,381 540.38 0.28 0.28 0.00 23.00 0.24 4,312 540.36 0.26 0.26 0.00 24.00 0.23 4,271 540.35 0.24 0.24 0.00 25.00 0.00 3,780 540.22 0.10 0.10 0.00 26.00 0.00 3,524 540.15 0.05 0.05 0.00 27.00 0.00 3,385 540.11 0.03 0.03 0.00 28.00 0.00 3,307 540.09 0.02 0.02 0.00 29.00 0.00 3,247 540.07 0.02 0.02 0.00 30.00 0.00 3,198 540.06 0.01 0.01 0.00 31.00 0.00 3,158 540.05 0.01 0.01 0.00 32.00 0.00 3,126 540.04 0.01 0.01 0.00 33.00 0.00 3,099 540.03 0.01 0.01 0.00 34.00 0.00 3,077 540.03 0.01 0.01 0.00 35.00 0.00 3,059 540.02 0.00 0.00 0.00 36.00 0.00 3,045 540.02 0.00 0.00 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all storms except 1yr Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 1 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-YR Type II 24-hr Default 24.00 1 2.97 2 2 2-YR Type II 24-hr Default 24.00 1 3.59 2 3 10-YR Type II 24-hr Default 24.00 1 5.42 2 4 25-YR Type II 24-hr Default 24.00 1 6.66 2 5 50-YR Type II 24-hr Default 24.00 1 7.71 2 6 100-YR Type II 24-hr Default 24.00 1 8.88 2 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow Runoff - 36.46 cfs @ 12.00 hrs, Volume= 1.889 af, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.59" Area (ac) CN 3.440 61 >75% Grass cover, Good, HSG B 7.180 98 Paved parking, HSG B 1.100 58 Woods/grass comb., Good, HSG B 11.720 83 Weighted Average 4.540 38.74% Pervious Area 7.180 61.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 Direct Entry, Spreadsheet Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow 40 38 36.4 36 3432 -L -I--I--I-J-J_1_1-L-L- I 30 -r-r-�--�-T-�-�-'-r-r- 28 26 -r-r-r- 24 I -r-r-I--I- _ I-7-I-r-r-7- 3 20 LL 16 _ L _L J_J_ J_J_ J_ 1_L_L_ 16 _L _I_J_J_J_J_J_1_L_L_ 14 _L _I__I__I_J_J_J_1_L_L_ 12 _F_I _I-I-a-}-�-�-F-♦ 10 8 6 -r-I--I--I-,-,-,-i-T-Y 4 i i i i i i i i i i i i i i i i i i i i ■Runoff -I',- - --1-1-;-; -L-,L---;---J,-,--,11`1-}L-L-L-; - _I__I_ I_J_ J_ 1_ 1_ 1_ L_ L_ L_ L _I__I_ I6TI 1 I I I I " r _I I I-J-J_1-1-1-L-L-//�L -L -QI--I--I-J-J-1-1-L-L-L-L- lY-YR:R'aJ ~fat W 3.59r1 I I I I I I - - - ------Y-Y-Y-T-T-T-r[�]Tj�- I I I I I I I I I I I I I I I I I -'Rtin'off:Ardei=1'C.720 Ad- -I--'ll�T=��� r -r-r-I--I-7-r-r-r-r-r-r-r-r---rr-r-I-r-r-r--i- r ; ; 1 + T ; Runvtf'beptk -.-93' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _I__I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---r-I-�-�-'-+-+-r-r-r-r-I--I--I-,-,-,-'-r-r-r-r- I I I I I I I--I--I-Y-1-Y-Y-T-T-Y-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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -r -I--I--I-,-,-,-i-T-T-Y-Y- I I I I I I I I I I I I I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 3 Hydrograph for Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.10 0.00 0.00 3.00 0.12 0.00 0.00 3.50 0.15 0.00 0.00 4.00 0.17 0.00 0.00 4.50 0.20 0.00 0.00 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.32 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.39 0.00 0.00 8.00 0.43 0.00 0.01 8.50 0.47 0.00 0.05 9.00 0.53 0.01 0.12 9.50 0.59 0.01 0.19 10.00 0.65 0.03 0.30 10.50 0.73 0.04 0.50 11.00 0.84 0.08 0.85 11.50 1.02 0.14 1.74 12.00 2.38 0.97 36.45 12.50 2.64 1.16 3.78 13.00 2.77 1.26 2.25 13.50 2.87 1.34 1.70 14.00 2.94 1.40 1.34 14.50 3.01 1.45 1.17 15.00 3.06 1.50 1.06 15.50 3.11 1.54 0.95 16.00 3.16 1.58 0.83 16.50 3.20 1.61 0.77 17.00 3.24 1.64 0.73 17.50 3.27 1.67 0.69 18.00 3.31 1.70 0.64 18.50 3.34 1.72 0.60 19.00 3.37 1.75 0.56 19.50 3.39 1.77 0.52 20.00 3.42 1.79 0.47 20.50 3.44 1.81 0.46 21.00 3.46 1.83 0.45 21.50 3.49 1.85 0.44 22.00 3.51 1.86 0.43 22.50 3.53 1.88 0.42 23.00 3.55 1.90 0.41 23.50 3.57 1.92 0.41 24.00 3.59 1.93 0.40 24.50 3.59 1.93 0.00 25.00 3.59 1.93 0.00 25.50 3.59 1.93 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 26.00 3.59 1.93 0.00 26.50 3.59 1.93 0.00 27.00 3.59 1.93 0.00 27.50 3.59 1.93 0.00 28.00 3.59 1.93 0.00 28.50 3.59 1.93 0.00 29.00 3.59 1.93 0.00 29.50 3.59 1.93 0.00 30.00 3.59 1.93 0.00 30.50 3.59 1.93 0.00 31.00 3.59 1.93 0.00 31.50 3.59 1.93 0.00 32.00 3.59 1.93 0.00 32.50 3.59 1.93 0.00 33.00 3.59 1.93 0.00 33.50 3.59 1.93 0.00 34.00 3.59 1.93 0.00 34.50 3.59 1.93 0.00 35.00 3.59 1.93 0.00 35.50 3.59 1.93 0.00 36.00 3.59 1.93 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 5S: Drainage Area - Bioretention Area Runoff = 0.55 cfs @ 20.15 hrs, Volume= 0.527 af, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=3.59" Area (ac) CN 2.020 61 >75% Grass cover, Good, HSG B 1.950 98 Paved parking, HSG B 3.970 79 Weighted Average 2.020 50.88% Pervious Area 1.950 49.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 604.9 Direct Entry, Spreadsheet Tc Subcatchment 5S: Drainage Area - Bioretention Area Hydrograph ■ RE 0.5 0.55 cfs 0.55 r1� 112. -,-Ype 0.5 ' I I IIS I I I I I I I I I I I I I I I I I I I I I I I I I 2,YR RairlfallT3.59" 1 1 0.45 ' - ,--------------- - ---------------------- I 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 -Fal Koff A feia`-$_9ZQ _- _'I_ ------- ---------------------- 0.4 I��I IA�I IPI 6-I /LI� R"' ' Ores V110M, 4 0-01T r u- ll`` 0.35 1 1 L I beptk>�1,�",-T Runoff -r-r-T-r-r-r-r- 3 0.3 ° / 'f-dT6O4:9 rhht: a LL 0.25 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 E _ _A ti_ _I _;_A_}_ -I—�� 0.2 I I I I I I I 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_1 _L_L_I__I_J_J_1_1_1_L_L_I_J_ 0.15 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 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 0.1 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment 5S: Drainage Area - Bioretention Area Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.10 0.00 0.00 3.00 0.12 0.00 0.00 3.50 0.15 0.00 0.00 4.00 0.17 0.00 0.00 4.50 0.20 0.00 0.00 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.32 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.39 0.00 0.00 8.00 0.43 0.00 0.00 8.50 0.47 0.00 0.00 9.00 0.53 0.00 0.00 9.50 0.59 0.00 0.00 10.00 0.65 0.01 0.00 10.50 0.73 0.01 0.00 11.00 0.84 0.03 0.00 11.50 1.02 0.07 0.00 12.00 2.38 0.76 0.00 12.50 2.64 0.93 0.01 13.00 2.77 1.02 0.02 13.50 2.87 1.09 0.04 14.00 2.94 1.15 0.07 14.50 3.01 1.19 0.10 15.00 3.06 1.24 0.15 15.50 3.11 1.27 0.20 16.00 3.16 1.31 0.27 16.50 3.20 1.34 0.33 17.00 3.24 1.36 0.39 17.50 3.27 1.39 0.44 18.00 3.31 1.42 0.48 18.50 3.34 1.44 0.51 19.00 3.37 1.46 0.54 19.50 3.39 1.48 0.55 20.00 3.42 1.50 0.55 20.50 3.44 1.52 0.55 21.00 3.46 1.54 0.54 21.50 3.49 1.55 0.53 22.00 3.51 1.57 0.51 22.50 3.53 1.59 0.48 23.00 3.55 1.60 0.45 23.50 3.57 1.62 0.42 24.00 3.59 1.64 0.39 24.50 3.59 1.64 0.37 25.00 3.59 1.64 0.34 25.50 3.59 1.64 0.32 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 26.00 3.59 1.64 0.30 26.50 3.59 1.64 0.28 27.00 3.59 1.64 0.27 27.50 3.59 1.64 0.25 28.00 3.59 1.64 0.23 28.50 3.59 1.64 0.22 29.00 3.59 1.64 0.20 29.50 3.59 1.64 0.19 30.00 3.59 1.64 0.17 30.50 3.59 1.64 0.16 31.00 3.59 1.64 0.14 31.50 3.59 1.64 0.13 32.00 3.59 1.64 0.12 32.50 3.59 1.64 0.10 33.00 3.59 1.64 0.09 33.50 3.59 1.64 0.08 34.00 3.59 1.64 0.07 34.50 3.59 1.64 0.06 35.00 3.59 1.64 0.06 35.50 3.59 1.64 0.05 36.00 3.59 1.64 0.04 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Pond 6P: Neighbor Stormwater Basin Inflow Area = 3.970 ac, 49.12% Impervious, Inflow Depth > 1.59" for 2-YR event Inflow = 0.55 cfs @ 20.15 hrs, Volume= 0.527 of Outflow = 0.55 cfs C@ 20.13 hrs, Volume= 0.419 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs CC 20.13 hrs, Volume= 0.419 of Secondary = 0.00 cfs O 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 583.560 20.13 hrs Surt.Area= 3,110 sf Storage= 4,839 cf Plug -Flow detention time= 211.7 min calculated for 0.419 of (80% of inflow) Center -of -Mass det. time=96.4 min ( 1,452.4 - 1,356.0 ) Volume Invert Avail.Storage Storage Description #1 582.00' 13,830 cf Estimated Off -Site Bioretention (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 3,110 0 0 584.00 3,110 6,220 6,220 586.00 4,500 7,610 13,830 Device Routing Invert Outlet Devices #1 Primary 581.00' 18.0" Round Culvert L= 38.0' Ke= 0.500 Inlet / Outlet Invert= 581.00' / 579.00' S= 0.05267' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf #2 Device 1 583.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 585.00' 10.0' long x 4.0' breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFow Max=0.54 cfs @ 20.13 hrs HW=583.56' (Free Discharge) t1=Culvert (Passes 0.54 cfs of 11.43 cfs potential flow) t2=Orifice/Grate (Weir Controls 0.54 cfs @ 0.77 fps) Secondary OutFow Max=0.00 cfs @ 0.00 hrs HW=582.00' (Free Discharge) 3=Emergency Spillway ( Controls 0.00 cfs) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 7 Pond 6P: Neighbor Stormwater Basin 7T-r71-r--T--1-r-rY-r-I- -I--rY-r-I-Y-r-I-1-r-rT-r-ri-r ■ Inflow ■ OurflOw -7-17 -1_7-rl-T-rl-T-r1-7-1-r--1-r-r-r-r--T-r-1-r-r 1 '�1I1II III 11II 11I -.■ PrimaryInflow Ar�■Secondar y5 cft 0.6 0.55 0.5$W4,03,p 0.45rrr- r- rrr-r -r -r 0.4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I ( I I I I I I I 0.35 �.a I -1-+-r -I-T-r-I-T-I- 1 -r- 3 0.3 I I 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 u. 0.25 rr-1r -i-T-r 1-T-r 1-T-r 1- -r 1-r-1 1 1 -1 1-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 1 1 I J- 0.2- 0.15 1 1 1 1 1 1 1 1 1 I I I I I I I 0.1 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 8 Hydrograph for Pond 6P: Neighbor Stormwater Basin Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 582.00 0.00 0.00 0.00 1.00 0.00 0 582.00 0.00 0.00 0.00 2.00 0.00 0 582.00 0.00 0.00 0.00 3.00 0.00 0 582.00 0.00 0.00 0.00 4.00 0.00 0 582.00 0.00 0.00 0.00 5.00 0.00 0 582.00 0.00 0.00 0.00 6.00 0.00 0 582.00 0.00 0.00 0.00 7.00 0.00 0 582.00 0.00 0.00 0.00 8.00 0.00 0 582.00 0.00 0.00 0.00 9.00 0.00 0 582.00 0.00 0.00 0.00 10.00 0.00 0 582.00 0.00 0.00 0.00 11.00 0.00 0 582.00 0.00 0.00 0.00 12.00 0.00 2 582.00 0.00 0.00 0.00 13.00 0.02 32 582.01 0.00 0.00 0.00 14.00 0.07 186 582.06 0.00 0.00 0.00 15.00 0.15 566 582.18 0.00 0.00 0.00 16.00 0.27 1,305 582.42 0.00 0.00 0.00 17.00 0.39 2,491 582.80 0.00 0.00 0.00 18.00 0.48 4,071 583.31 0.00 0.00 0.00 19.00 0.54 4,834 583.55 0.53 0.53 0.00 20.00 0.55 4,839 583.56 0.55 0.55 0.00 21.00 0.54 4,836 583.56 0.54 0.54 0.00 22.00 0.51 4,827 583.55 0.51 0.51 0.00 23.00 0.45 4,813 583.55 0.45 0.45 0.00 24.00 0.39 4,798 583.54 0.39 0.39 0.00 25.00 0.34 4,786 583.54 0.35 0.35 0.00 26.00 0.30 4,775 583.54 0.31 0.31 0.00 27.00 0.27 4,766 583.53 0.27 0.27 0.00 28.00 0.23 4,758 583.53 0.24 0.24 0.00 29.00 0.20 4,749 583.53 0.20 0.20 0.00 30.00 0.17 4,742 583.52 0.17 0.17 0.00 31.00 0.14 4,734 583.52 0.14 0.14 0.00 32.00 0.12 4,727 583.52 0.12 0.12 0.00 33.00 0.09 4,716 583.52 0.10 0.10 0.00 34.00 0.07 4,705 583.51 0.08 0.08 0.00 35.00 0.06 4,697 583.51 0.06 0.06 0.00 36.00 0.04 4,690 583.51 0.05 0.05 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond 12P: Extended Detention Basin - Proposed Inflow Area = 16.180 ac, 49.26% Impervious, Inflow Depth = 1.50" for 2-YR event Inflow = 36.46 cfs @ 12.00 hrs, Volume= 2.025 of Outflow = 5.86 cfs @ 12.29 hrs, Volume= 1.955 af, Atten= 84%, Lag= 17.8 min Primary = 5.86 cfs @ 12.29 hrs, Volume= 1.955 of Secondary = 0.00 cfs g 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 545.80' C& 12.29 hrs Surt.Area= 11,941 sf Storage= 38,327 cf Plug -Flow detention time=185.4 min calculated for 1.955 of (97% of inflow) Center -of -Mass det. time=165.7 min ( 999.4 - 833.7 ) Volume Invert Avail.Storage Storage Description #1 540.00' 70,759 cf Expanded Pond (Prismatic) Listed below (Recalc) #2 539.00' 2,980 cf Forebay Storage (Prismatic) Listed below (Recalc) 73,739 cf Total Available Storage Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 3,555 0 0 541.00 4,339 3,947 3,947 542.00 5,188 4,764 8,711 543.00 6,096 5,642 14,353 544.00 7,063 6,580 20,932 545.00 8,090 7,577 28,509 546.00 9,176 8,633 37,142 547.00 11,332 10,254 47,396 548.00 11,682 11,507 58,903 549.00 12,030 11,856 70,759 Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 539.00 2,980 0 0 540.00 2,980 2,980 2,980 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 8.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.00007' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 10 #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 12.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 17.0' long x 18.0' breadth Emergency Spillway 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 rary OutFlow Max=5.84 cfs @ 12.29 hrs HW=545.80' (Free Discharge) =Culvert (Passes 5.84 cfs of 21.81 cfs potential flow) - =Culvert (Passes 2.41 cfs of 3.93 cfs potential flow) 3=Orifice/Grate (Orifice Controls 2.23 cfs @ 11.34 fps) 4=Orifice/Grate (Orifice Controls 0.05 cfs @ 11.60 fps) =Orifice/Grate (Orifice Controls 0.05 cfs 0 11.09 fps) =Orifice/Grate (Orifice Controls 0.05 cfs 0 11.32 fps) 7=Orifice/Grate (Orifice Controls 0.05 cfs 0 11.32 fps) -8=Side Orifices (Orifice Controls 0.86 cfs 9 1.64 fps) -9=Side Orifices (Orifice Controls 2.57 cfs @ 1.64 fps) -10=Top of Structure ( Controls 0.00 cfs) t11=Trash Rack ( Controls 0.00 cfs) Secondary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=539.00' (Free Discharge) 12=Emergency Spillway ( Controls 0.00 cfs) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 11 Pond 12P: Extended Detention Basin - Proposed 36.46 cfs ■InfoW -I-�-r-I-l-r-r I -I--I -�-I -� -I .-I -�-F s�Yw f0�1'!ll(•.I`- ■ outflow ■Primary 40 -I_J_L_I_J_I J_1_L � __J_L_I_J_L_I_J_L_I_JJ�_�1_u_1_L _II�_1_L_'IpJ_L_ Secondary ■Seconds 38 i-�-r-1-I-r-r 7-r-I Ir 36 '.,' _I_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 r l �_� I I I I I I Srag7� 32 I I I I I I ---r--.-r-rr-r-Ir ----r---r---r-r�-r-r�-r-r--7-r--�-r- '� -I-�-r-� �-�-II-I I I I I I I I I -I-I-1-r-� 28 I _I_1_L_I_J_L_I_J_1_I 1-I-I-1-I-I-I-I-�-I-�-I-I-1-I-I-I-I- _I_1_L_I_J_L_I_ 1_ L_I_ J_ 1_L J_ 1_L _I_ 1_L_I_J_ L_ 28 24 -I-rr-r�-r-r�-r-rr-r-rrrr-I-rr-rr-r- ry� v 22 __ II___I --J-L--J-L--J-1-L ~ --1-L--J-L- 30 20 I -'-.-r-I-1-r--'-�-r-I-1-r-ri-r-I-�-r-r�-+-r-'-�-r-'-�-r- 18 LL ,' I_I_I _I I_I _I I_I I -I I__I_I_I _I 16 14 r-I- 12 ' , ' Ink - 10 _I_J_L_I_J 5.86 cfs 8 6 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 11151718192021 22232425 26 27 28 29 3031 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 12 Hydrograph for Pond 12P: Extended Detention Basin - Proposed Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 539.00 0.00 0.00 0.00 1.00 0.00 0 539.00 0.00 0.00 0.00 2.00 0.00 0 539.00 0.00 0.00 0.00 3.00 0.00 0 539.00 0.00 0.00 0.00 4.00 0.00 0 539.00 0.00 0.00 0.00 5.00 0.00 0 539.00 0.00 0.00 0.00 6.00 0.00 0 539.00 0.00 0.00 0.00 7.00 0.00 0 539.00 0.00 0.00 0.00 8.00 0.01 3 539.00 0.00 0.00 0.00 9.00 0.12 213 539.07 0.00 0.00 0.00 10.00 0.30 926 539.31 0.00 0.00 0.00 11.00 0.85 2,809 539.94 0.00 0.00 0.00 12.00 36.45 24,777 544.12 2.01 2.01 0.00 13.00 2.58 36,682 545.62 2.96 2.96 0.00 14.00 1.66 35,158 545.44 2.33 2.33 0.00 15.00 1.31 32,152 545.08 2.25 2.25 0.00 16.00 1.03 28,456 544.62 2.14 2.14 0.00 17.00 0.90 24,427 544.07 2.00 2.00 0.00 18.00 0.80 20,542 543.51 1.85 1.85 0.00 19.00 0.70 16,883 542.93 1.67 1.67 0.00 20.00 0.59 13,516 542.34 1.48 1.48 0.00 21.00 0.45 10,266 541.72 1.24 1.24 0.00 22.00 0.43 7,818 541.20 1.00 1.00 0.00 23.00 0.41 6,161 540.82 0.77 0.77 0.00 24.00 0.40 5,191 540.58 0.58 0.58 0.00 25.00 0.00 4,085 540.30 0.18 0.18 0.00 26.00 0.00 3,665 540.19 0.08 0.08 0.00 27.00 0.00 3,462 540.13 0.04 0.04 0.00 28.00 0.00 3,352 540.10 0.02 0.02 0.00 29.00 0.00 3,283 540.08 0.02 0.02 0.00 30.00 0.00 3,228 540.07 0.01 0.01 0.00 31.00 0.00 3,182 540.06 0.01 0.01 0.00 32.00 0.00 3,145 540.05 0.01 0.01 0.00 33.00 0.00 3,115 540.04 0.01 0.01 0.00 34.00 0.00 3,090 540.03 0.01 0.01 0.00 35.00 0.00 3,070 540.03 0.01 0.01 0.00 36.00 0.00 3,054 540.02 0.00 0.00 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Link 11 L: Off -Site Drainage Inflow Area = 4.460 ac, 17.71 % Impervious, Inflow Depth = 0.36" for 2-YR event Inflow = 0.35 cfs @ 13.32 hrs, Volume= 0.136 of Primary = 0.35 cfs @ 13.32 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs 2-YR Primary Outflow Imported from C:\WOOLLEY\Projects\20040_Crutchfield Warehouse Expansion\HydroCAD\C Link 11 L: Off -Site Drainage Hydrograph I I I ■Inflow ---J-+-4-F�-J-+-+-L--J-+-+-L----J-+-+-F---J-f-F--+-i- ■Prima Primary 038 U.35 cf$ 0 36 I I -r-1-.-+-r-r-I-�-r-r- 0.34 1-l-T-r' -i-1-l-I44- 1-r-rl-l-T-r-r-1-l-T-r-rY'1-l-r-r-I_1-7- 0.32 1 1 1 0.3 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 0.28 .� 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I _1_J_J_1_L_1_J_J_1_L _J_1_L_LJ_J_J_1_LJ_J_J_J_L_L J_L_L_ 0.26 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 _I_ I_ J_ 1_ L_L J_J_ 1_ L L_L J_1_L_L_I_ I_ J_ 1_ L_ L _I_ J_ J_ L_L 024 1 1 1 I-J-1-4-L J_J_+_L _I_J_1_+_L_I 02 4--I-J-+_+_F-1--J-4_F-1-+_i 02 r -Y-T-Y-I--I-Y-T-T-Y-I-Y-Y-Y-r-I-T-Y- 0.18 1 1 1 IL _r_t_r_r l_r_T_r 0.18 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _I _1_l_T-r_r 1_r-T-I __T-r_ r_r_I 0.14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 0.12 .-r-1-�-�-r-r-1-I-1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 0.1L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L1_L_L_1_ 0.06 _I_J_J_1_L_L J_J_1_L i_1_1_L_I_ _ L_I_J_ J_ 1_ L_ L _I_J_ J_ L_L J_J_ J_ 0.08 nn• i -1-+-+-1-+_+-L-1-J I I I �� I I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin_Proposed-Revised 3-1 slopes_all st Type 1124-hr 2-YR Rainfall=3.59" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 14 Hydrograph for Link 11L: Off -Site Drainage Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.50 0.00 0.00 0.00 12.00 0.00 0.00 0.00 12.50 0.18 0.00 0.18 13.00 0.34 0.00 0.34 13.50 0.35 0.00 0.35 14.00 0.32 0.00 0.32 14.50 0.28 0.00 0.28 15.00 0.25 0.00 0.25 15.50 0.23 0.00 0.23 16.00 0.20 0.00 0.20 16.50 0.18 0.00 0.18 17.00 0.17 0.00 0.17 17.50 0.16 0.00 0.16 18.00 0.15 0.00 0.15 18.50 0.15 0.00 0.15 19.00 0.14 0.00 0.14 19.50 0.13 0.00 0.13 20.00 0.12 0.00 0.12 20.50 0.00 0.00 0.00 21.00 0.00 0.00 0.00 21.50 0.00 0.00 0.00 22.00 0.00 0.00 0.00 22.50 0.00 0.00 0.00 23.00 0.00 0.00 0.00 23.50 0.00 0.00 0.00 24.00 0.00 0.00 0.00 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00 25.50 0.00 0.00 0.00 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 26.00 0.00 0.00 0.00 26.50 0.00 0.00 0.00 27.00 0.00 0.00 0.00 27.50 0.00 0.00 0.00 28.00 0.00 0.00 0.00 28.50 0.00 0.00 0.00 29.00 0.00 0.00 0.00 29.50 0.00 0.00 0.00 30.00 0.00 0.00 0.00 30.50 0.00 0.00 0.00 31.00 0.00 0.00 0.00 31.50 0.00 0.00 0.00 32.00 0.00 0.00 0.00 32.50 0.00 0.00 0.00 33.00 0.00 0.00 0.00 33.50 0.00 0.00 0.00 34.00 0.00 0.00 0.00 34.50 0.00 0.00 0.00 35.00 0.00 0.00 0.00 35.50 0.00 0.00 0.00 36.00 0.00 0.00 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow Runoff - 65.73 cfs @ 12.00 hrs, Volume= 3.474 af, Depth= 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.42" Area (ac) CN 3.440 61 >75% Grass cover, Good, HSG B 7.180 98 Paved parking, HSG B 1.100 58 Woods/grass comb., Good, HSG B 11.720 83 Weighted Average 4.540 38.74% Pervious Area 7.180 61.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 Direct Entry, Spreadsheet Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow I I I I I I I I 70 ti5 r 85 I I I I I I I I 60 55 I I I I I I I I 50 I I I I I I I I I I 45 I I I I I I I I ry� I I I I I I I I I y 40 35 I I I I I I I I I LL 30 25 II II I I I I I I I I 20 I I I I I I I I -r -I--I--I-1-1-1-1-T-T- 15 10 II II I I I I I I+ I JI -------r�-r-7-r-r-r-r-r-r-r-r-rr-r-1-r-r-r-r-r- ■Runoff 3 cfs I I _ I_J_J_1_1_1_1_L_L_L _I_ I_ I_J_L_J_1_1_L_L_L_ I I I I`I { -r-r4v I 1 1 I I I I I II II II I I I I I I II -i-- I _,- -'-I1V-Y :RMn fa1V-&4i"1 --- RUnbffArtai=1t.7M46- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _________________________________________ I' I' � I' � � Ruria�F'1De�tt>r3.�6! _ I I I I I I I I I I I I I I I +`_ e 1 1 1 1 1 1 1 1 1 1 1 1 8 M1r� 1— r 1-1-1—�—r—r—r——r—r-1--1--1—,TV *p r i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 — — — —1--1— �— �— �— — F111— — — — — T — 1 1 1 1 1 1 1 1 1 1 — ----—C 1 1 1 1 1 1 1 1 T- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 7_T_T_r_r _r _I _I__I_1_l_1_1_7_T_r_r_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --1_L_J_J_ �_-I-1--1--1- I- -- -- -- I- I-L-L-I -1-- 1 1 1 1 1 I- I I I I I I I::::::::: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 16 Hydrograph for Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.06 0.00 0.00 1.50 0.09 0.00 0.00 2.00 0.12 0.00 0.00 2.50 0.15 0.00 0.00 3.00 0.19 0.00 0.00 3.50 0.22 0.00 0.00 4.00 0.26 0.00 0.00 4.50 0.30 0.00 0.00 5.00 0.34 0.00 0.00 5.50 0.39 0.00 0.00 6.00 0.43 0.00 0.01 6.50 0.48 0.00 0.07 7.00 0.54 0.01 0.13 7.50 0.59 0.01 0.19 8.00 0.65 0.03 0.26 8.50 0.72 0.04 0.38 9.00 0.80 0.06 0.55 9.50 0.88 0.09 0.67 10.00 0.98 0.12 0.91 10.50 1.11 0.18 1.34 11.00 1.27 0.26 2.09 11.50 1.53 0.40 3.87 12.00 3.59 1.94 65.65 12.50 3.98 2.27 6.45 13.00 4.18 2.45 3.79 13.50 4.33 2.58 2.86 14.00 4.44 2.68 2.25 14.50 4.54 2.76 1.96 15.00 4.63 2.84 1.77 15.50 4.70 2.91 1.57 16.00 4.77 2.97 1.37 16.50 4.83 3.02 1.27 17.00 4.89 3.07 1.20 17.50 4.94 3.12 1.13 18.00 4.99 3.17 1.06 18.50 5.04 3.21 0.99 19.00 5.08 3.25 0.92 19.50 5.12 3.29 0.85 20.00 5.16 3.32 0.78 20.50 5.19 3.35 0.75 21.00 5.23 3.38 0.73 21.50 5.26 3.41 0.72 22.00 5.30 3.44 0.71 22.50 5.33 3.47 0.69 23.00 5.36 3.50 0.68 23.50 5.39 3.53 0.66 24.00 5.42 3.56 0.65 24.50 5.42 3.56 0.00 25.00 5.42 3.56 0.00 25.50 5.42 3.56 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 26.00 5.42 3.56 0.00 26.50 5.42 3.56 0.00 27.00 5.42 3.56 0.00 27.50 5.42 3.56 0.00 28.00 5.42 3.56 0.00 28.50 5.42 3.56 0.00 29.00 5.42 3.56 0.00 29.50 5.42 3.56 0.00 30.00 5.42 3.56 0.00 30.50 5.42 3.56 0.00 31.00 5.42 3.56 0.00 31.50 5.42 3.56 0.00 32.00 5.42 3.56 0.00 32.50 5.42 3.56 0.00 33.00 5.42 3.56 0.00 33.50 5.42 3.56 0.00 34.00 5.42 3.56 0.00 34.50 5.42 3.56 0.00 35.00 5.42 3.56 0.00 35.50 5.42 3.56 0.00 36.00 5.42 3.56 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 5S: Drainage Area - Bioretention Area Runoff = 1.10 cfs @ 19.51 hrs, Volume= 1.022 af, Depth> 3.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.42" Area (ac) CN 2.020 61 >75% Grass cover, Good, HSG B 1.950 98 Paved parking, HSG B 3.970 79 Weighted Average 2.020 50.88% Pervious Area 1.950 49.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 604.9 Direct Entry, Spreadsheet Tc Subcatchment 5S: Drainage Area - Bioretention Area Hydrograph ■ RunoH 10 cfs LI 1YPQ I�24-hr 'll=a.42" 3.970 alc' r>I�=n:3A9rr111 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 18 Hydrograph for Subcatchment 5S: Drainage Area - Bioretention Area Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 1.00 0.06 0.00 0.00 1.50 0.09 0.00 0.00 2.00 0.12 0.00 0.00 2.50 0.15 0.00 0.00 3.00 0.19 0.00 0.00 3.50 0.22 0.00 0.00 4.00 0.26 0.00 0.00 4.50 0.30 0.00 0.00 5.00 0.34 0.00 0.00 5.50 0.39 0.00 0.00 6.00 0.43 0.00 0.00 6.50 0.48 0.00 0.00 7.00 0.54 0.00 0.00 7.50 0.59 0.00 0.00 8.00 0.65 0.01 0.00 8.50 0.72 0.01 0.00 9.00 0.80 0.02 0.00 9.50 0.88 0.04 0.00 10.00 0.98 0.06 0.00 10.50 1.11 0.10 0.00 11.00 1.27 0.16 0.00 11.50 1.53 0.27 0.01 12.00 3.59 1.64 0.01 12.50 3.98 1.95 0.03 13.00 4.18 2.11 0.06 13.50 4.33 2.24 0.10 14.00 4.44 2.33 0.16 14.50 4.54 2.41 0.24 15.00 4.63 2.48 0.33 15.50 4.70 2.55 0.44 16.00 4.77 2.60 0.57 16.50 4.83 2.66 0.69 17.00 4.89 2.71 0.81 17.50 4.94 2.75 0.91 18.00 4.99 2.79 0.98 18.50 5.04 2.84 1.04 19.00 5.08 2.87 1.08 19.50 5.12 2.91 1.10 20.00 5.16 2.94 1.09 20.50 5.19 2.97 1.08 21.00 5.23 3.00 1.06 21.50 5.26 3.03 1.02 22.00 5.30 3.06 0.97 22.50 5.33 3.09 0.91 23.00 5.36 3.11 0.85 23.50 5.39 3.14 0.79 24.00 5.42 3.17 0.73 24.50 5.42 3.17 0.68 25.00 5.42 3.17 0.64 25.50 5.42 3.17 0.59 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 26.00 5.42 3.17 0.56 26.50 5.42 3.17 0.52 27.00 5.42 3.17 0.49 27.50 5.42 3.17 0.45 28.00 5.42 3.17 0.42 28.50 5.42 3.17 0.39 29.00 5.42 3.17 0.36 29.50 5.42 3.17 0.33 30.00 5.42 3.17 0.31 30.50 5.42 3.17 0.28 31.00 5.42 3.17 0.25 31.50 5.42 3.17 0.23 32.00 5.42 3.17 0.21 32.50 5.42 3.17 0.18 33.00 5.42 3.17 0.16 33.50 5.42 3.17 0.15 34.00 5.42 3.17 0.13 34.50 5.42 3.17 0.11 35.00 5.42 3.17 0.10 35.50 5.42 3.17 0.09 36.00 5.42 3.17 0.08 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 19 Summary for Pond 6P: Neighbor Stormwater Basin Inflow Area = 3.970 ac, 49.12% Impervious, Inflow Depth > 3.09" for 10-YR event Inflow = 1.10 cfs @ 19.51 hrs, Volume= 1.022 of Outflow = 1.10 cfs @ 19.58 hrs, Volume= 0.914 af, Atten= 0%, Lag= 3.7 min Primary = 1.10 cfs CC 19.58 hrs, Volume= 0.914 of Secondary = 0.00 cfs CC 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 583.59' C& 19.58 hrs Surt.Area= 3,110 sf Storage= 4,940 cf Plug -Flow detention time=119.6 min calculated for 0.914 of (89% of inflow) Center -of -Mass det. time=52.5 min ( 1,391.4 - 1,338.9 ) Volume Invert Avail.Storage Storage Description #1 582.00' 13,830 cf Estimated Off -Site Bioretention (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 3,110 0 0 584.00 3,110 6,220 6,220 586.00 4,500 7,610 13,830 Device Routing Invert Outlet Devices #1 Primary 581.00' 18.0" Round Culvert L= 38.0' Ke= 0.500 Inlet / Outlet Invert= 581.00' / 579.00' S= 0.05267' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf #2 Device 1 583.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 585.00' 10.0' long x 4.0' breadth Emergency Spillway 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFow Max=1.08 cfs @ 19.58 hrs HW=583.59' (Free Discharge) t1=Culvert (Passes 1.08 cfs of 11.54 cfs potential flow) t2=Orifice/Grate (Weir Controls 1.08 cfs @ 0.97 fps) Secondary OutFow Max=0.00 cfs @ 0.00 hrs HW=582.00' (Free Discharge) 3=Emergency Spillway ( Controls 0.00 cfs) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 20 Pond 6P: Neighbor Stormwater Basin I I I I I I I I I I I I I I I I I I I I I I I I ( I I 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�fJbwr�A�ea���9� I I I I I I I I I I I I I Na1k111 Eliev=03.5t 1 1 1 1 1 1 1 I 1 Stbfbgei,411,940 cf I I I I I I I I I I I I 1 1 1 1 1 I I I 1 1 1 1 1 I I I I 1 1 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 1.10 cfs I I I I I I I I I I I ■ Inflow ■ Outflow I I I I I I I I I I I ■ Primary ■Secondary I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 212223 24 25 26 27 28 29 30 3132 33 34 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 21 Hydrograph for Pond 6P: Neighbor Stormwater Basin Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 582.00 0.00 0.00 0.00 1.00 0.00 0 582.00 0.00 0.00 0.00 2.00 0.00 0 582.00 0.00 0.00 0.00 3.00 0.00 0 582.00 0.00 0.00 0.00 4.00 0.00 0 582.00 0.00 0.00 0.00 5.00 0.00 0 582.00 0.00 0.00 0.00 6.00 0.00 0 582.00 0.00 0.00 0.00 7.00 0.00 0 582.00 0.00 0.00 0.00 8.00 0.00 0 582.00 0.00 0.00 0.00 9.00 0.00 0 582.00 0.00 0.00 0.00 10.00 0.00 2 582.00 0.00 0.00 0.00 11.00 0.00 8 582.00 0.00 0.00 0.00 12.00 0.01 30 582.01 0.00 0.00 0.00 13.00 0.06 131 582.04 0.00 0.00 0.00 14.00 0.16 510 582.16 0.00 0.00 0.00 15.00 0.33 1,372 582.44 0.00 0.00 0.00 16.00 0.57 2,972 582.96 0.00 0.00 0.00 17.00 0.81 4,885 583.57 0.79 0.79 0.00 18.00 0.98 4,918 583.58 0.98 0.98 0.00 19.00 1.08 4,935 583.59 1.07 1.07 0.00 20.00 1.09 4,940 583.59 1.10 1.10 0.00 21.00 1.06 4,933 583.59 1.06 1.06 0.00 22.00 0.97 4,918 583.58 0.98 0.98 0.00 23.00 0.85 4,896 583.57 0.85 0.85 0.00 24.00 0.73 4,875 583.57 0.74 0.74 0.00 25.00 0.64 4,858 583.56 0.64 0.64 0.00 26.00 0.56 4,841 583.56 0.56 0.56 0.00 27.00 0.49 4,823 583.55 0.49 0.49 0.00 28.00 0.42 4,806 583.55 0.43 0.43 0.00 29.00 0.36 4,791 583.54 0.37 0.37 0.00 30.00 0.31 4,777 583.54 0.31 0.31 0.00 31.00 0.25 4,763 583.53 0.26 0.26 0.00 32.00 0.21 4,751 583.53 0.21 0.21 0.00 33.00 0.16 4,740 583.52 0.17 0.17 0.00 34.00 0.13 4,731 583.52 0.13 0.13 0.00 35.00 0.10 4,721 583.52 0.10 0.10 0.00 36.00 0.08 4,709 583.51 0.08 0.08 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 22 Summary for Pond 12P: Extended Detention Basin - Proposed Inflow Area = 16.180 ac, 49.26% Impervious, Inflow Depth = 2.94" for 10-YR event Inflow = 66.49 cfs @ 12.00 hrs, Volume= 3.968 of Outflow = 39.02 cfs@ 12.11 hrs, Volume= 3.897 af, Atten= 41%, Lag= 6.6 min Primary = 25.15 cfs @ 12.11 hrs, Volume= 3.759 of Secondary = 13.87 cfs @ 12.11 hrs, Volume= 0.139 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 547.45' C& 12.11 hrs Surt.Area= 14,470 sf Storage= 55,513 cf Plug -Flow detention time=131.8 min calculated for 3.897 of (98% of inflow) Center -of -Mass det. time=121.1 min ( 935.6 - 814.5 ) Volume Invert Avail.Storage Storage Description #1 540.00' 70,759 cf Expanded Pond (Prismatic) Listed below (Recalc) #2 539.00' 2,980 cf Forebay Storage (Prismatic) Listed below (Recalc) 73,739 cf Total Available Storage Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 3,555 0 0 541.00 4,339 3,947 3,947 542.00 5,188 4,764 8,711 543.00 6,096 5,642 14,353 544.00 7,063 6,580 20,932 545.00 8,090 7,577 28,509 546.00 9,176 8,633 37,142 547.00 11,332 10,254 47,396 548.00 11,682 11,507 58,903 549.00 12,030 11,856 70,759 Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 539.00 2,980 0 0 540.00 2,980 2,980 2,980 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 8.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.00007' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 23 #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 12.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 17.0' long x 18.0' breadth Emergency Spillway 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 rary OutFlow Max=25.11 cfs @ 12.11 hrs HW=547.43' (Free Discharge) =Culvert (Barrel Controls 25.11 cfs @ 14.21 fps) - =Culvert (Passes < 4.48 cfs potential flow) 3=Orifice/Grate (Passes < 2.53 cfs potential flow) 4=Orifice/Grate (Passes < 0.05 cfs potential flow) =Orifice/Grate (Passes < 0.05 cfs potential flow) =Orifice/Grate (Passes < 0.05 cfs potential flow) 7=Orifice/Grate (Passes < 0.05 cfs potential flow) -B=Side Orifices (Passes < 11.28 cfs potential flow) -9=Side Orifices (Passes < 18.47 cfs potential flow) -10=Top of Structure (Passes < 0.49 cfs potential flow) t11=Trash Rack (Passes < 37.84 cfs potential flow) Secondary OutFlow, Max=12.93 cfs@ 12.11 hrs HW=547.43' (Free Discharge) 12=Emergency Spillway (Weir Controls 12.93 cfs (-w 1.77 fps) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 24 Pond 12P: Extended Detention Basin - Proposed I I I I I I I I I I I I I I I I I I I 66.49 -I-J-4-I-J-4-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 70 1 I --7-r-i l-r-rr-r -r 65 1 1 1 1 1 1 1 1 60 1 1 1 1 55 50 4_r_r_ 39.02cfs 45 1 1 1 -'-J-L-'-J-L-1-J-1- ry� 1 1 1 v40 I I I I I I 1 1 1 3 35 25.15 cfs 30 25 I I I I I I 1 1 20 13.87 cfs I I I I I I I I I I I I I I I I I I I I I I I ■Inflow ■OUlflow r A ■ Primary _r �_ �_� _1_ �_�Wff ���/i1 ���71�0�LI1�� _ ■Seconds I I I I I I I I I I I I I I I I I I I I I I I Secondary r- I _L_I_J_L_I_J_L_I_J_rF 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 I I I I I I I I I I I I I I I I I I I I r-I---r-1-l-r I I I I I I I I I I I I I I I I I I I I I I I _L_I_J_L_I_J_L_I_J_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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L J_J_L_1_J_LJ_J_L_I_J_1_u_1_L I_1_L I_L_L_ I I I I 1 1 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -I-r-r -I-T -r-r i-r-r 7-7- 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 25 Hydrograph for Pond 12P: Extended Detention Basin - Proposed Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 539.00 0.00 0.00 0.00 1.00 0.00 0 539.00 0.00 0.00 0.00 2.00 0.00 0 539.00 0.00 0.00 0.00 3.00 0.00 0 539.00 0.00 0.00 0.00 4.00 0.00 0 539.00 0.00 0.00 0.00 5.00 0.00 0 539.00 0.00 0.00 0.00 6.00 0.01 3 539.00 0.00 0.00 0.00 7.00 0.13 252 539.08 0.00 0.00 0.00 8.00 0.26 952 539.32 0.00 0.00 0.00 9.00 0.55 2,352 539.79 0.00 0.00 0.00 10.00 0.91 4,543 540.42 0.34 0.34 0.00 11.00 2.09 7,200 541.06 0.92 0.92 0.00 12.00 66.48 46,967 546.69 23.59 23.59 0.00 13.00 5.26 38,338 545.80 5.89 5.89 0.00 14.00 2.98 36,904 545.64 3.28 3.28 0.00 15.00 2.29 36,177 545.56 2.48 2.48 0.00 16.00 1.79 35,011 545.42 2.33 2.33 0.00 17.00 1.55 32,668 545.14 2.27 2.27 0.00 18.00 1.37 29,902 544.80 2.18 2.18 0.00 19.00 1.19 26,819 544.40 2.09 2.09 0.00 20.00 1.01 23,484 543.94 1.97 1.97 0.00 21.00 0.73 19,417 543.33 1.80 1.80 0.00 22.00 0.71 15,852 542.75 1.62 1.62 0.00 23.00 0.68 12,838 542.22 1.44 1.44 0.00 24.00 0.65 10,389 541.74 1.25 1.25 0.00 25.00 0.00 6,816 540.97 0.87 0.87 0.00 26.00 0.00 4,564 540.43 0.35 0.35 0.00 27.00 0.00 3,838 540.24 0.11 0.11 0.00 28.00 0.00 3,553 540.16 0.06 0.06 0.00 29.00 0.00 3,401 540.12 0.03 0.03 0.00 30.00 0.00 3,317 540.09 0.02 0.02 0.00 31.00 0.00 3,256 540.08 0.02 0.02 0.00 32.00 0.00 3,205 540.06 0.01 0.01 0.00 33.00 0.00 3,164 540.05 0.01 0.01 0.00 34.00 0.00 3,130 540.04 0.01 0.01 0.00 35.00 0.00 3,103 540.03 0.01 0.01 0.00 36.00 0.00 3,080 540.03 0.01 0.01 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 26 Summary for Link 11 L: Off -Site Drainage Inflow Area = 4.460 ac, 17.71% Impervious, Inflow Depth = 1.33" for 10-YR event Inflow = 3.96 cfs @ 12.20 hrs, Volume= 0.495 of Primary = 3.96 cfs @ 12.20 hrs, Volume= 0.495 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs 10-YR Primary Outflow Imported from C:\WOOLLEY\Projects\20040_Crutchfield Warehouse Expansion\HydroCAD\ Link 11L: Off -Site 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 I I I I ■Inflow I_ I_j_I_I_I_I_I_�_�_�_I _I_I_I_I_I _I__I_I_�_�_-_ ■Prima ry I I I I I I I 1, cfs �Ir I I I I I I I I I I I I I I I I I I I I rn r.r,�r 4 Ie����y,itd-,�,�r,Ly Vie,s�m�,6tL- eed i I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I -r-r-r-r--r-r-r-r----r-r-r-r-r--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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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_L_L_LJ_J_1_L_L _I_J_J_1_L_L_L J_J_1_1_ 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 I I I I I I I 2 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 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 1 I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 10-YR Rainfall=5.42" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 27 Hydrograph for Link 11L: Off -Site Drainage Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.50 0.00 0.00 0.00 12.00 0.83 0.00 0.83 12.50 2.78 0.00 2.78 13.00 1.46 0.00 1.46 13.50 0.98 0.00 0.98 14.00 0.74 0.00 0.74 14.50 0.59 0.00 0.59 15.00 0.52 0.00 0.52 15.50 0.47 0.00 0.47 16.00 0.41 0.00 0.41 16.50 0.37 0.00 0.37 17.00 0.35 0.00 0.35 17.50 0.33 0.00 0.33 18.00 0.31 0.00 0.31 18.50 0.29 0.00 0.29 19.00 0.27 0.00 0.27 19.50 0.25 0.00 0.25 20.00 0.24 0.00 0.24 20.50 0.00 0.00 0.00 21.00 0.00 0.00 0.00 21.50 0.00 0.00 0.00 22.00 0.00 0.00 0.00 22.50 0.00 0.00 0.00 23.00 0.00 0.00 0.00 23.50 0.00 0.00 0.00 24.00 0.00 0.00 0.00 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00 25.50 0.00 0.00 0.00 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 26.00 0.00 0.00 0.00 26.50 0.00 0.00 0.00 27.00 0.00 0.00 0.00 27.50 0.00 0.00 0.00 28.00 0.00 0.00 0.00 28.50 0.00 0.00 0.00 29.00 0.00 0.00 0.00 29.50 0.00 0.00 0.00 30.00 0.00 0.00 0.00 30.50 0.00 0.00 0.00 31.00 0.00 0.00 0.00 31.50 0.00 0.00 0.00 32.00 0.00 0.00 0.00 32.50 0.00 0.00 0.00 33.00 0.00 0.00 0.00 33.50 0.00 0.00 0.00 34.00 0.00 0.00 0.00 34.50 0.00 0.00 0.00 35.00 0.00 0.00 0.00 35.50 0.00 0.00 0.00 36.00 0.00 0.00 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow Runoff = 121.76 cfs @ 11.99 hrs, Volume= 6.662 af, Depth= 6.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.88" Area (ac) CN 3.440 61 >75% Grass cover, Good, HSG B 7.180 98 Paved parking, HSG B 1.100 58 Woods/grass comb., Good, HSG B 11.720 83 Weighted Average 4.540 38.74% Pervious Area 7.180 61.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 Direct Entry, Spreadsheet Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow 130 I _� _� 121.1 ---- -' -' - ' ,20 I I I I I _L J_1_1_L_L_L_ „0 I -L-I--I--I-A-;-1-L-L-I-- ,00 -F-I--I-4-Y-i-�-h-1 90 I I I I I I I I I I _r _r_l_i_t_r_r- 80 I I I I I I I I I I I I I -I-,-,-1-T-r-r- 70 3 ----------------- 0 LL 80 I I I I I I I I I 50 _L J_1_1_L_L 40 I I I I I I I I I 30 1 1 1 -r-1-------+-+-r-r- 20 / I I I I 1 1 1 I - ____7_7___7-7-1 nn I I I I I I I I I I I I I I I I I I I I I I -i-r-r-r-r-r-r-rri-i-r-r-r-i-r-1-ri-i-r- ■Runoff I_ I I1 I I I -1 -1 I = _ %I1 1 1 1 _ J_J_J_J_1_L_L_ �I T �1• I I I I I I I I I I I I I I I I I I I I I I I 1-a-.-i-1-1L1-100-Y-R ftinfalir8.88':_ �-�-�-�-�-'r Ru'lnoifl 'da=14.12-0-66- I I I I I I I I I I[� I�,( I I[-% Iy� • I I I I I /off I/o� I I I TIrll�r'I-r�T-I- rrr Runbf!Dth�$.181'+ eT �1 y.� l� f� 1 I I I I I I I I I I I I I I I 11 GJ_Z_ L_L_L_L _L _I__I_J_J_1_L_L_L_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-J-4-1 J_1_i -i -♦ I I I I I I I I I I I I I I I I I I I I I I I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ ___r_r_r _.__1__1_7_ ___r_r _r _1__.__1_7_7_ T ___ Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type H24-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 29 Hydrograph for Subcatchment 3S: On -Site Drainage - 1 yr storm only - no biofilter flow Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.05 0.00 0.00 1.00 0.09 0.00 0.00 1.50 0.14 0.00 0.00 2.00 0.20 0.00 0.00 2.50 0.25 0.00 0.00 3.00 0.31 0.00 0.00 3.50 0.37 0.00 0.00 4.00 0.43 0.00 0.00 4.50 0.49 0.00 0.09 5.00 0.56 0.01 0.19 5.50 0.63 0.02 0.30 6.00 0.71 0.04 0.42 6.50 0.79 0.06 0.55 7.00 0.88 0.09 0.68 7.50 0.97 0.12 0.81 8.00 1.07 0.16 0.95 8.50 1.17 0.21 1.24 9.00 1.31 0.27 1.62 9.50 1.45 0.35 1.84 10.00 1.61 0.44 2.35 10.50 1.81 0.57 3.26 11.00 2.09 0.76 4.80 11.50 2.51 1.07 8.36 12.00 5.89 3.99 121.45 12.50 6.53 4.58 11.44 13.00 6.86 4.89 6.69 13.50 7.10 5.12 5.02 14.00 7.28 5.29 3.93 14.50 7.44 5.44 3.43 15.00 7.58 5.58 3.08 15.50 7.70 5.70 2.74 16.00 7.81 5.80 2.39 16.50 7.91 5.90 2.21 17.00 8.01 5.98 2.09 17.50 8.10 6.07 1.96 18.00 8.18 6.15 1.84 18.50 8.26 6.22 1.71 19.00 8.33 6.29 1.59 19.50 8.39 6.35 1.47 20.00 8.45 6.41 1.34 20.50 8.51 6.47 1.29 21.00 8.57 6.52 1.27 21.50 8.62 6.57 1.24 22.00 8.68 6.62 1.22 22.50 8.73 6.68 1.19 23.00 8.78 6.72 1.17 23.50 8.83 6.77 1.14 24.00 8.88 6.82 1.12 24.50 8.88 6.82 0.00 25.00 8.88 6.82 0.00 25.50 8.88 6.82 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 26.00 8.88 6.82 0.00 26.50 8.88 6.82 0.00 27.00 8.88 6.82 0.00 27.50 8.88 6.82 0.00 28.00 8.88 6.82 0.00 28.50 8.88 6.82 0.00 29.00 8.88 6.82 0.00 29.50 8.88 6.82 0.00 30.00 8.88 6.82 0.00 30.50 8.88 6.82 0.00 00 8.88 6.82 0.00 31.50 8.88 6.82 0.00 00 8.88 6.82 0.00 32.50 8.88 6.82 0.00 00 8.88 6.82 0.00 33.50 8.88 6.82 0.00 34.00 8.88 6.82 0.00 34.50 8.88 6.82 0.00 11 8.88 6.82 0.00 1 8.88 6.82 0.0 36.00 8.88 6.82 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 5S: Drainage Area - Bioretention Area Runoff = 2.23 cfs @ 19.50 hrs, Volume= 2.048 af, Depth> 6.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.88" Area (ac) CN 2.020 61 >75% Grass cover, Good, HSG B 1.950 98 Paved parking, HSG B 3.970 79 Weighted Average 2.020 50.88% Pervious Area 1.950 49.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 604.9 Direct Entry, Spreadsheet Tc Subcatchment 5S: Drainage Area - Bioretention Area Hydrograph I I I I I I I I I I I 2.23 cfs @ IM_24-hr I I I I I I I I I I I I I I I I 2 100-YR Rainfallr-8.88" I I I I I I I I I I I I I I I I I I RIkiihbAt"9.970I alc' I I I r4004ft VOIOmP -2 I I 0481 1 k6off �eptfi�8.'19" vm (II I I I I ly IL^ I I I I I I I I I I I I -�Vy� 04.91 lMiFF L_L LL 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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) I I I I I I I ■ RunoH I I I I 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 ------------------- 1I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 11 11 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 31 Hydrograph for Subcatchment 5S: Drainage Area - Bioretention Area Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.05 0.00 0.00 1.00 0.09 0.00 0.00 1.50 0.14 0.00 0.00 2.00 0.20 0.00 0.00 2.50 0.25 0.00 0.00 3.00 0.31 0.00 0.00 3.50 0.37 0.00 0.00 4.00 0.43 0.00 0.00 4.50 0.49 0.00 0.00 5.00 0.56 0.00 0.00 5.50 0.63 0.00 0.00 6.00 0.71 0.01 0.00 6.50 0.79 0.02 0.00 7.00 0.88 0.04 0.00 7.50 0.97 0.06 0.00 8.00 1.07 0.09 0.00 8.50 1.17 0.13 0.00 9.00 1.31 0.17 0.01 9.50 1.45 0.23 0.01 10.00 1.61 0.31 0.01 10.50 1.81 0.42 0.02 11.00 2.09 0.57 0.03 11.50 2.51 0.85 0.04 12.00 5.89 3.58 0.06 12.50 6.53 4.15 0.10 13.00 6.86 4.45 0.17 13.50 7.10 4.67 0.27 14.00 7.28 4.84 0.40 14.50 7.44 4.99 0.56 15.00 7.58 5.12 0.76 15.50 7.70 5.23 0.98 16.00 7.81 5.34 1.24 16.50 7.91 5.43 1.48 17.00 8.01 5.51 1.70 17.50 8.10 5.60 1.89 18.00 8.18 5.67 2.03 18.50 8.26 5.75 2.13 19.00 8.33 5.81 2.19 19.50 8.39 5.88 2.23 20.00 8.45 5.93 2.20 20.50 8.51 5.99 2.16 21.00 8.57 6.04 2.10 21.50 8.62 6.09 2.02 22.00 8.68 6.14 1.91 22.50 8.73 6.19 1.79 23.00 8.78 6.24 1.65 23.50 8.83 6.29 1.52 24.00 8.88 6.33 1.41 24.50 8.88 6.33 1.31 25.00 8.88 6.33 1.22 25.50 8.88 6.33 1.13 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 26.00 8.88 6.33 1.06 26.50 8.88 6.33 0.99 27.00 8.88 6.33 0.92 27.50 8.88 6.33 0.85 28.00 8.88 6.33 0.79 28.50 8.88 6.33 0.73 29.00 8.88 6.33 0.68 29.50 8.88 6.33 0.62 30.00 8.88 6.33 0.57 30.50 8.88 6.33 0.52 31.00 8.88 6.33 0.47 31.50 8.88 6.33 0.42 32.00 8.88 6.33 0.38 32.50 8.88 6.33 0.34 33.00 8.88 6.33 0.30 33.50 8.88 6.33 0.27 34.00 8.88 6.33 0.24 34.50 8.88 6.33 0.21 35.00 8.88 6.33 0.19 35.50 8.88 6.33 0.17 36.00 8.88 6.33 0.15 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 32 Summary for Pond 6P: Neighbor Stormwater Basin Inflow Area = 3.970 ac, 49.12% Impervious, Inflow Depth > 6.19" for 100-YR event Inflow = 2.23 cfs C@ 19.50 hrs, Volume= 2.048 of Outflow = 2.23 cfs C@ 19.54 hrs, Volume= 1.939 af, Atten= 0%, Lag= 2.2 min Primary = 2.23 cfs @ 19.54 hrs, Volume= 1.939 of Secondary = 0.00 cfs CC 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 583.64' C& 19.54 hrs Surt.Area= 3,110 sf Storage= 5,110 cf Plug -Flow detention time= 66.8 min calculated for 1.939 of (95% of inflow) Center -of -Mass det. time=29.5 min ( 1,350.4 - 1,320.9 ) Volume Invert Avail.Storage Storage Description #1 582.00' 13,830 cf Estimated Off -Site Bioretention (Prismatic) Listed below (Recalc) Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 582.00 3,110 0 0 584.00 3,110 6,220 6,220 586.00 4,500 7,610 13,830 Device Routing Invert Outlet Devices #1 Primary 581.00' 18.0" Round Culvert L= 38.0' Ke= 0.500 Inlet / Outlet Invert= 581.00' / 579.00' S= 0.05267' Cc= 0.900 n= 0.012, Flow Area= 1.77 sf #2 Device 1 583.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 585.00' 10.0' long x 4.0' breadth Emergency Spillway 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFow Max=2.23 cfs @ 19.54 hrs HW=583.64' (Free Discharge) t1=Culvert (Passes 2.23 cfs of 11.71 cfs potential flow) t2=Orifice/Grate (Weir Controls 2.23 cfs @ 1.24 fps) Secondary OutFow Max=0.00 cfs @ 0.00 hrs HW=582.00' (Free Discharge) 3=Emergency Spillway ( Controls 0.00 cfs) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type H24-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 33 Pond 6P: Neighbor Stormwater Basin I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■Inflow irfS .`,Il eI �I/S 141 ■ OUrflow Inflow Alrea4=19 ■ Primary -- 223 Cfs I_ I_ I _I__I_ I_ I _I_I_ _I_I_ ■Secondary I I I I I I I I I I I I I I I Nak111 E1ey=$$3.$W I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I z Storaod,51110 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 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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-1-L-I-1-L-I-1-L-I-J-1- LJ-1-LJ- 1-LJ-1-LJ-1-L -I- 1I I I I I I I I I I I I I I I I I I I I I I I I I U I I 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 I I I I I I I I I I I I I I I I I I I I I I I O I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IL 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.00 cfS 0 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 212223 24 25 26 27 28 29 30 3132 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type H24-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 34 Hydrograph for Pond 6P: Neighbor Stormwater Basin Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 582.00 0.00 0.00 0.00 1.00 0.00 0 582.00 0.00 0.00 0.00 2.00 0.00 0 582.00 0.00 0.00 0.00 3.00 0.00 0 582.00 0.00 0.00 0.00 4.00 0.00 0 582.00 0.00 0.00 0.00 5.00 0.00 0 582.00 0.00 0.00 0.00 6.00 0.00 0 582.00 0.00 0.00 0.00 7.00 0.00 0 582.00 0.00 0.00 0.00 8.00 0.00 3 582.00 0.00 0.00 0.00 9.00 0.01 14 582.00 0.00 0.00 0.00 10.00 0.01 45 582.01 0.00 0.00 0.00 11.00 0.03 118 582.04 0.00 0.00 0.00 12.00 0.06 270 582.09 0.00 0.00 0.00 13.00 0.17 647 582.21 0.00 0.00 0.00 14.00 0.40 1,655 582.53 0.00 0.00 0.00 15.00 0.76 3,693 583.19 0.00 0.00 0.00 16.00 1.24 4,960 583.59 1.21 1.21 0.00 17.00 1.70 5,032 583.62 1.69 1.69 0.00 18.00 2.03 5,081 583.63 2.02 2.02 0.00 19.00 2.19 5,105 583.64 2.19 2.19 0.00 20.00 2.20 5,107 583.64 2.21 2.21 0.00 21.00 2.10 5,094 583.64 2.11 2.11 0.00 22.00 1.91 5,067 583.63 1.92 1.92 0.00 23.00 1.65 5,029 583.62 1.66 1.66 0.00 24.00 1.41 4,994 583.61 1.42 1.42 0.00 25.00 1.22 4,963 583.60 1.23 1.23 0.00 26.00 1.06 4,934 583.59 1.06 1.06 0.00 27.00 0.92 4,909 583.58 0.93 0.93 0.00 28.00 0.79 4,886 583.57 0.80 0.80 0.00 29.00 0.68 4,866 583.56 0.68 0.68 0.00 30.00 0.57 4,844 583.56 0.58 0.58 0.00 31.00 0.47 4,819 583.55 0.47 0.47 0.00 32.00 0.38 4,796 583.54 0.39 0.39 0.00 33.00 0.30 4,776 583.54 0.31 0.31 0.00 34.00 0.24 4,760 583.53 0.24 0.24 0.00 35.00 0.19 4,746 583.53 0.19 0.19 0.00 36.00 0.15 4,736 583.52 0.15 0.15 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 35 Summary for Pond 12P: Extended Detention Basin - Proposed Inflow Area = 16.180 ac, 49.26% Impervious, Inflow Depth = 5.96" for 100-YR event Inflow = 130.29 cfs @ 12.00 hrs, Volume= 8.041 of Outflow = 119.51 cfs @ 12.04 hrs, Volume= 7.969 af, Atten= 8%, Lag= 2.4 min Primary = 27.27 cfs @ 12.04 hrs, Volume= 6.183 of Secondary = 92.24 cfs @ 12.04 hrs, Volume= 1.785 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 548.62' C& 12.04 hrs Surt.Area= 14,878 sf Storage= 69,210 cf Plug -Flow detention time= 90.5 min calculated for 7.969 of (99% of inflow) Center -of -Mass det. time=84.8 min (880.9 - 796.1 ) Volume Invert Avail.Storage Storage Description #1 540.00' 70,759 cf Expanded Pond (Prismatic) Listed below (Recalc) #2 539.00' 2,980 cf Forebay Storage (Prismatic) Listed below (Recalc) 73,739 cf Total Available Storage Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 3,555 0 0 541.00 4,339 3,947 3,947 542.00 5,188 4,764 8,711 543.00 6,096 5,642 14,353 544.00 7,063 6,580 20,932 545.00 8,090 7,577 28,509 546.00 9,176 8,633 37,142 547.00 11,332 10,254 47,396 548.00 11,682 11,507 58,903 549.00 12,030 11,856 70,759 Elevation $Urt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 539.00 2,980 0 0 540.00 2,980 2,980 2,980 Device Routing Invert Outlet Devices #1 Primary 539.90' 18.0" Round Culvert L= 50.2' RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 539.90' / 539.29' S= 0.0122'/' Cc= 0.900 n= 0.013 Concrete, trowel finish, Flow Area= 1.77 sf #2 Device 1 540.00' 8.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 540.00' / 540.00' S= 0.00007' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 540.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 540.00' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #5 Device 2 540.50' 0.5" Horiz. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 36 #6 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #7 Device 2 540.25' 0.5" Vert. Orifice/Grate X 3.00 C= 0.600 Limited to weir flow at low heads #8 Device 1 545.54' 24.0" W x 12.0" H Vert. Side Orifices C= 0.600 Limited to weir flow at low heads #9 Device 1 545.54' 24.0" W x 6.0" H Vert. Side Orifices X 3.00 C= 0.600 Limited to weir flow at low heads #10 Device 1 546.07' 4.0" Horiz. Top of Structure C= 0.600 Limited to weir flow at low heads #11 Device 10 546.07' 1.7" x 1.7" Horiz. Trash Rack X 24.00 columns X 14 rows C= 0.600 in 49.0" x 49.7" Grate (40% open area) Limited to weir flow at low heads #12 Secondary 547.00' 17.0' long x 18.0' breadth Emergency Spillway 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 rary OutFlow Max=27.21 cfs @ 12.04 hrs HW=548.59' (Free Discharge) =Culvert (Barrel Controls 27.21 cfs @ 15.40 fps) - =Culvert (Passes < 4.83 cfs potential flow) 3=Orifice/Grate (Passes < 2.73 cfs potential flow) 4=Orifice/Grate (Passes < 0.06 cfs potential flow) =Orifice/Grate (Passes < 0.06 cfs potential flow) =Orifice/Grate (Passes < 0.06 cfs potential flow) 7=Orifice/Grate (Passes < 0.06 cfs potential flow) -B=Side Orifices (Passes < 15.35 cfs potential flow) -9=Side Orifices (Passes < 24.16 cfs potential flow) -10=Top of Structure (Passes < 0.67 cfs potential flow) t11=Trash Rack (Passes < 51.53 cfs potential flow) Secondary OutFlow, Max=89.59 cfs@ 12.04 hrs HW=548.59' (Free Discharge) 12=Emergency Spillway (Weir Controls 89.59 cfs (-w 3.32 fps) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type H24-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 37 Pond 12P: Extended Detention Basin - Proposed I-L-I-;-I--1-4-LJ_;_L-,-;_L-,-;-L-,-;_L-1-y-L-1-;_L-,-;-L-,-;- �( 1 1 1 1 1 1 1 1 1 11 130.29 1 1 1 1 1 1 1 1 1 1 1 1_ ■ In 0! Vls ■ oil[fl0w 1 1 I I I I 1 1 1 1 1y{1� �� ��IC`180,9 --T-r-,-T-r - ---T-r--T-r-,iFFt1 he 4� ■Pnmary Sndry 140 ' J_1_L J_1_IL 119.51 cfs y_L J_1_L J_1-, 1 1 ecos ' 11���1 (�1 y��/,,/�µ 1 IPe k 'I�vS4&62 130 120 ,' �' 1 1 I I 11 I I I I I I I I I_L _II_L II_;_L_I_;_L_I-;_L_I_; 100 92.24 cfs 11 I I I I I I 1 1 1 1 1 1 1 I I I I 90 --T-r-rT-r-,-T-r-1-�-r-1-T-r-I-T-r-rT-r-,-T- 80 1 1 1 1 1 1 1 V 70 O -I I I I I I I I I F F-I I I I I F I F I F I 60 --T-r-I-'-rr-r-r-�-�-r-1-'-r-I-T-r-I-'-rr-r- 50 1 1 1 1 1 1 21 cfs 40 I I I I F I I I F 1 1 F 1 1 F I I F I I 30 4 5 6 7 8 9 10 11 1213 14 15 16 1718 192021 22232425262728293031 32 333435 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 38 Hydrograph for Pond 12P: Extended Detention Basin - Proposed Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0 539.00 0.00 0.00 0.00 1.00 0.00 0 539.00 0.00 0.00 0.00 2.00 0.00 0 539.00 0.00 0.00 0.00 3.00 0.00 0 539.00 0.00 0.00 0.00 4.00 0.00 1 539.00 0.00 0.00 0.00 5.00 0.19 339 539.11 0.00 0.00 0.00 6.00 0.42 1,436 539.48 0.00 0.00 0.00 7.00 0.68 3,395 540.12 0.03 0.03 0.00 8.00 0.95 5,213 540.59 0.59 0.59 0.00 9.00 1.62 7,045 541.03 0.90 0.90 0.00 10.00 2.35 10,068 541.68 1.22 1.22 0.00 11.00 4.80 17,032 542.95 1.68 1.68 0.00 12.00 130.16 68,254 548.54 112.78 27.13 85.66 13.00 10.91 41,279 546.12 13.51 13.51 0.00 14.00 5.45 38,303 545.80 5.81 5.81 0.00 15.00 4.14 37,536 545.71 4.27 4.27 0.00 16.00 3.23 36,982 545.65 3.40 3.40 0.00 17.00 2.78 36,610 545.61 2.85 2.85 0.00 18.00 2.45 36,298 545.57 2.57 2.57 0.00 19.00 2.13 35,822 545.52 2.35 2.35 0.00 20.00 1.81 34,515 545.37 2.32 2.32 0.00 21.00 1.27 31,042 544.94 2.22 2.22 0.00 22.00 1.22 27,705 544.52 2.12 2.12 0.00 23.00 1.17 24,571 544.09 2.01 2.01 0.00 24.00 1.12 21,657 543.67 1.89 1.89 0.00 25.00 0.00 15,810 542.75 1.62 1.62 0.00 26.00 0.00 10,598 541.79 1.27 1.27 0.00 27.00 0.00 6,747 540.96 0.86 0.86 0.00 28.00 0.00 4,536 540.42 0.34 0.34 0.00 29.00 0.00 3,829 540.23 0.11 0.11 0.00 30.00 0.00 3,549 540.16 0.06 0.06 0.00 31.00 0.00 3,399 540.12 0.03 0.03 0.00 32.00 0.00 3,316 540.09 0.02 0.02 0.00 33.00 0.00 3,254 540.08 0.02 0.02 0.00 34.00 0.00 3,204 540.06 0.01 0.01 0.00 35.00 0.00 3,163 540.05 0.01 0.01 0.00 36.00 0.00 3,130 540.04 0.01 0.01 0.00 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type 1124-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 39 Summary for Link 11 L: Off -Site Drainage Inflow Area = 4.460 ac, 17.71% Impervious, Inflow Depth = 3.71" for 100-YR event Inflow = 11.28 cfs @ 12.17 hrs, Volume= 1.379 of Primary = 11.28 cfs @ 12.17 hrs, Volume= 1.379 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs 100-YR Primary Outflow Imported from C:\WOOLLEY\Projects\20040_Crutchfield Warehouse Expansion\HydroCAD Link 11L: Off -Site Drainage I I I I I I I I -I -I- �- �-� -I -I- I I I I I I I 12 -'� ;-;-;- -'� -'- 11.28 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 9 IIIIIIII I I I I I I I I a ( I I I I I I I- I I I I I I I I 3 6 _'-J_J_J_1_I 1L p I I I I I I I LL I I I I I I I I I I I I 4 _I-_II_J_1_1_L_L _I_J I I I I I I I 1 3 ' _1- �11-J-J-1-L-L _I__I_ I I 1 1 1 I I I I I I I 2 1 1 1 1 1 1 1 1 1 Hydrograph I I I I I I I I I I I I I I I I I I I I I I ■ Inflow ■ Prima ry --------------------------------- 1I I I I I 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 1 I I I I I I i I I 1 I I I I I 1 I I I I I I I I I I 1 I I ----------------------------------------- 1I I I I I I I 1 I I I I I I I I I I 1 I I i I I I I I I I I 1 I I I I I I I I I I 1 I I i I I I I I I I I 1 I I I I I I I I I I 1 I I ------------------------------------------ 1I I I I I I I 1 I I I I I I I I I I 1 I I i I I I I I I I I 1 I I I I I I I I I I 1 I I 1 1 1 I ----------------------------------------- 1I 1 I I I I I 1 I I I I I I I I I I 1 I I i I I 1 I I I I I 1 I I I I I I I I I I 1 I I I I 1 I I I I I 1 I I I I I I I I I I 1 I I L_I__I_J_J_1_L_L J_J_J_1_L_L_L _L J_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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_1_L_L_L -I- -I- -I- A - 4 - I I I I I I I I 1 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 1 I I I I 1 I I I I I 1 I I I I 1 I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 20040 Crutchfield Warehouse Expansion: Post -Construction 210930_Stormwater Basin -Proposed -Revised 3-1 slopes_all Type H24-hr 100-YR Rainfall=8.88" Prepared by Woolley Engineering HydroCAD® 10.10-3a s/n 11332 © 2020 HydroCAD Software Solutions LLC Page 40 Hydrograph for Link 11L: Off -Site Drainage Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.50 0.00 0.00 0.00 12.00 8.71 0.00 8.71 12.50 9.13 0.00 9.13 13.00 4.22 0.00 4.22 13.50 2.18 0.00 2.18 14.00 1.52 0.00 1.52 14.50 1.21 0.00 1.21 15.00 1.06 0.00 1.06 15.50 0.94 0.00 0.94 16.00 0.84 0.00 0.84 16.50 0.75 0.00 0.75 17.00 0.70 0.00 0.70 17.50 0.65 0.00 0.65 18.00 0.62 0.00 0.62 18.50 0.58 0.00 0.58 19.00 0.54 0.00 0.54 19.50 0.51 0.00 0.51 20.00 0.47 0.00 0.47 20.50 0.00 0.00 0.00 21.00 0.00 0.00 0.00 21.50 0.00 0.00 0.00 22.00 0.00 0.00 0.00 22.50 0.00 0.00 0.00 23.00 0.00 0.00 0.00 23.50 0.00 0.00 0.00 24.00 0.00 0.00 0.00 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00 25.50 0.00 0.00 0.00 Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 26.00 0.00 0.00 0.00 26.50 0.00 0.00 0.00 27.00 0.00 0.00 0.00 27.50 0.00 0.00 0.00 28.00 0.00 0.00 0.00 28.50 0.00 0.00 0.00 29.00 0.00 0.00 0.00 29.50 0.00 0.00 0.00 30.00 0.00 0.00 0.00 30.50 0.00 0.00 0.00 31.00 0.00 0.00 0.00 31.50 0.00 0.00 0.00 32.00 0.00 0.00 0.00 32.50 0.00 0.00 0.00 33.00 0.00 0.00 0.00 33.50 0.00 0.00 0.00 34.00 0.00 0.00 0.00 34.50 0.00 0.00 0.00 35.00 0.00 0.00 0.00 35.50 0.00 0.00 0.00 36.00 0.00 0.00 0.00 I g :E E n c a g o a � V 's ;g 888 Qe o 0 0 06 n- E O i 0 v Z � m o O O O GG n O V d y c E z � on o i E m o E u n 6 V N V m 16 o m m16 o � a 6 M 2 p p c_ = a 9 A O � a — a Z a � a m C — 40 I n m a $ � c .4 c o i o N C O ~ ~ C s 9 V 41 I I I I I I I I I I I I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I I I I I I I � E 13 I � a I Q Ia c I 'N -IM 42 , § k \ � j /gym; )/ ; #§3!! \{ § ]§|| ) | ) i§|| o ! .-, �|3! / }!!| ! ƒ)| k! �! § =!2 }\/ \ / _,! ■ 43 §E ] ) a ! }{ § § § !; k! E}aa� jo �\ ) k } § & 44 I V pp pp pp pp pp q Ci O O O O O O O G c u m m m o $ gy m N m c q G N � d q G a m ^ � o G > 9 O O O n n n Q � C m Z U x � C C � > T iJ Division 2 - Storm Conveyance Calculations Woolley Engineering Crutchfield Warehouse Expansion Job # 20040 WPO Plan PIPE DESCRIPTION: Pipe 1 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 54.05 ft Plan Length = 56.02 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 121.67 cfs Invert Elevation Downstream = 546.00 ft Invert Elevation Upstream = 547.80 ft Invert Slope = 3.33% Invert Slope (Plan Length) = 3.21% Rim Elevation Downstream = 548.50 ft Rim Elevation Upstream = 568.00 ft Natural Ground Slope = 36.08% Crown Elevation Downstream = 549.00 ft Crown Elevation Upstream = 550.80 ft ----FLOW INFORMATION ---- Catchment Area = 0.90 ac Runoff Coefficient = 0.850 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 5.17 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 13.85 ac Weighted Coefficient = 0.505 Total Time of Concentration = 12.20 min Total Intensity = 4.96 in/hr Total Rational Flow = 35.03 cfs Total Flow = 35.03 cfs Uniform Capacity = 121.67 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 547.10 ft HGL Elevation Upstream = 548.90 ft HGL Slope = 3.33 % EGL Elevation Downstream = 550.54 ft EGL Elevation Upstream = 552.34 ft 46 EGL Slope = 3.33 % Critical Depth = 23.08 in Depth Downstream = 13.23 in Depth Upstream = 13.23 in Velocity Downstream = 14.87 ft/s Velocity Upstream = 14.87 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 2.35 ft^2 Area Upstream = 2.35 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 2.662 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 = 5.17 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 5.17 cfs Flow Intercepted by Current Inlet = 5.17 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 47 PIPE DESCRIPTION: Pipe 2 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 230.88 ft Plan Length = 234.87 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 73.42 cfs Invert Elevation Downstream = 548.00 ft Invert Elevation Upstream = 550.80 ft Invert Slope = 1.21% Invert Slope (Plan Length) = 1.19% Rim Elevation Downstream = 568.00 ft Rim Elevation Upstream = 568.00 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 551.00 ft Crown Elevation Upstream = 553.80 ft ----FLOW INFORMATION ---- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 12.95 ac Weighted Coefficient = 0.481 Total Time of Concentration = 11.53 min Total Intensity = 5.08 in/hr Total Rational Flow = 31.93 cfs Total Flow = 31.93 cfs Uniform Capacity = 73.42 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 551.56 ft HGL Elevation Upstream = 552.63 ft HGL Slope = 0.46 % EGL Elevation Downstream = 551.88 ft EGL Elevation Upstream = 553.41 ft 48 EGL Slope = 0.66 % Critical Depth = 22.00 in Depth Downstream = 36.00 in Depth Upstream = 22.00 in Velocity Downstream = 4.52 ft/s Velocity Upstream = 7.05 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 7.07 ft^2 Area Upstream = 4.53 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.703 ft ----INLET INFORMATION ---- Downstream Inlet = MH 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 49 PIPE DESCRIPTION: Pipe 3 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 205.82 ft Plan Length = 209.80 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 77.76 cfs Invert Elevation Downstream = 551.00 ft Invert Elevation Upstream = 553.80 ft Invert Slope = 1.36% Invert Slope (Plan Length) = 1.33% Rim Elevation Downstream = 568.00 ft Rim Elevation Upstream = 568.65 ft Natural Ground Slope = 0.32% Crown Elevation Downstream = 554.00 ft Crown Elevation Upstream = 556.80 ft ----FLOW INFORMATION ---- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 12.95 ac Weighted Coefficient = 0.481 Total Time of Concentration = 10.98 min Total Intensity = 5.18 in/hr Total Rational Flow = 32.57 cfs Total Flow = 32.57 cfs Uniform Capacity = 77.76 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 553.34 ft HGL Elevation Upstream = 555.65 ft HGL Slope = 1.13 % EGL Elevation Downstream = 553.81 ft EGL Elevation Upstream = 556.44 ft 50 EGL Slope = 1.28 % Critical Depth = 22.23 in Depth Downstream = 28.04 in Depth Upstream = 22.23 in Velocity Downstream = 5.51 ft/s Velocity Upstream = 7.11 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 5.91 ft^2 Area Upstream = 4.58 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.797 ft ----INLET INFORMATION ---- Downstream Inlet = MH 3 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 51 PIPE DESCRIPTION: Pipe 4 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = RCP Pipe Length = 134.83 ft Plan Length = 138.82 ft Pipe Type = Circular Pipe Dimensions = 36.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 81.20 cfs Invert Elevation Downstream = 554.00 ft Invert Elevation Upstream = 556.00 ft Invert Slope = 1.48% Invert Slope (Plan Length) = 1.44% Rim Elevation Downstream = 568.65 ft Rim Elevation Upstream = 564.32 ft Natural Ground Slope = -3.21% Crown Elevation Downstream = 557.00 ft Crown Elevation Upstream = 559.00 ft ----FLOW INFORMATION ---- Catchment Area = 1.22 ac Runoff Coefficient = 0.740 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 6.10 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 12.95 ac Weighted Coefficient = 0.481 Total Time of Concentration = 10.61 min Total Intensity = 5.25 in/hr Total Rational Flow = 33.01 cfs Total Flow = 33.01 cfs Uniform Capacity = 81.20 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 556.45 ft HGL Elevation Upstream = 557.87 ft HGL Slope = 1.05 % EGL Elevation Downstream = 556.89 ft EGL Elevation Upstream = 558.66 ft 52 EGL Slope = 1.31 % Critical Depth = 22.38 in Depth Downstream = 29.39 in Depth Upstream = 22.38 in Velocity Downstream = 5.34 ft/s Velocity Upstream = 7.15 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 6.18 ft^2 Area Upstream = 4.62 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.555 ft ----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 = 6.10 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 6.10 cfs Flow Intercepted by Current Inlet = 6.10 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 53 PIPE DESCRIPTION: Pipe 7 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 36.01 ft Plan Length = 39.99 ft Pipe Type = Circular Pipe Dimensions = 12.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 5.93 cfs Invert Elevation Downstream = 570.00 ft Invert Elevation Upstream = 571.00 ft Invert Slope = 2.78% Invert Slope (Plan Length) = 2.50% Rim Elevation Downstream = 573.80 ft Rim Elevation Upstream = 577.00 ft Natural Ground Slope = 8.89% Crown Elevation Downstream = 571.00 ft Crown Elevation Upstream = 572.00 ft ----FLOW INFORMATION ---- Catchment Area = 0.39 ac Runoff Coefficient = 0.900 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 2.37 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.39 ac Weighted Coefficient = 0.900 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 2.37 cfs Total Flow = 2.37 cfs Uniform Capacity = 5.93 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 570.44 ft HGL Elevation Upstream = 571.84 ft HGL Slope = 3.88 % EGL Elevation Downstream = 571.23 ft EGL Elevation Upstream = 572.63 ft 54 EGL Slope = 3.88 % Critical Depth = 7.91 in Depth Downstream = 5.27 in Depth Upstream = 5.27 in Velocity Downstream = 7.14 ft/s Velocity Upstream = 7.14 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 0.33 ft^2 Area Upstream = 0.33 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = MH 7 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 = 2.37 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 2.37 cfs Flow Intercepted by Current Inlet = 2.37 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 55 PIPE DESCRIPTION: Pipe 8 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 8 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 38.44 ft Plan Length = 42.44 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 9.28 cfs Invert Elevation Downstream = 563.50 ft Invert Elevation Upstream = 563.80 ft Invert Slope = 0.78% Invert Slope (Plan Length) = 0.71% Rim Elevation Downstream = 573.80 ft Rim Elevation Upstream = 569.00 ft Natural Ground Slope =-12.49% Crown Elevation Downstream = 565.00 ft Crown Elevation Upstream = 565.30 ft ----FLOW INFORMATION ---- Catchment Area = 0.00 ac Runoff Coefficient = 0.400 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.98 ac Weighted Coefficient = 0.400 Total Time of Concentration = 5.65 min Total Intensity = 6.49 in/hr Total Rational Flow = 2.56 cfs Total Flow = 2.56 cfs Uniform Capacity = 9.28 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 565.21 ft HGL Elevation Upstream = 565.23 ft HGL Slope = 0.05 % EGL Elevation Downstream = 565.24 ft EGL Elevation Upstream = 565.26 ft 56 EGL Slope = 0.06 % Critical Depth = 7.28 in Depth Downstream = 18.00 in Depth Upstream = 17.13 in Velocity Downstream = 1.45 ft/s Velocity Upstream = 1.48 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1.77 ft^2 Area Upstream = 1.74 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.127 ft ----INLET INFORMATION ---- Downstream Inlet = MH 7 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft/ft Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft/ft Gutter Cross -Slope = 0.00 ft/ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement/Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 57 PIPE DESCRIPTION: Pipe 9 ----RAINFALL INFORMATION ---- Return Period = 10 Year Rainfall File = Albemarle 2005 ----PIPE INFORMATION ---- Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 117.04 ft Plan Length = 120.03 ft Pipe Type = Circular Pipe Dimensions = 15.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 6.26 cfs Invert Elevation Downstream = 563.90 ft Invert Elevation Upstream = 565.00 ft Invert Slope = 0.94% Invert Slope (Plan Length) = 0.92% Rim Elevation Downstream = 569.00 ft Rim Elevation Upstream = 568.50 ft Natural Ground Slope = -0.43% Crown Elevation Downstream = 565.15 ft Crown Elevation Upstream = 566.25 ft ----FLOW INFORMATION ---- Catchment Area = 0.98 ac Runoff Coefficient = 0.400 Inlet Time = 5.00 min Inlet Intensity = 6.70 in/hr Inlet Rational Flow = 2.65 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.98 ac Weighted Coefficient = 0.400 Total Time of Concentration = 5.00 min Total Intensity = 6.70 in/hr Total Rational Flow = 2.65 cfs Total Flow = 2.65 cfs Uniform Capacity = 6.26 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----HYDRAULIC INFORMATION---- HGL Elevation Downstream = 565.35 ft HGL Elevation Upstream = 565.78 ft HGL Slope = 0.37 % EGL Elevation Downstream = 565.43 ft EGL Elevation Upstream = 566.04 ft 58 EGL Slope = 0.53 % Critical Depth = 7.83 in Depth Downstream = 15.00 in Depth Upstream = 7.83 in Velocity Downstream = 2.16 ft/s Velocity Upstream = 4.09 ft/s Uniform Velocity Downstream = 0.00 ft/s Uniform Velocity Upstream = 0.00 ft/s Area Downstream = 1.23 ft^2 Area Upstream = 0.65 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA ----INLET INFORMATION ---- Downstream Inlet = DI 9 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 = 2.65 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 2.65 cfs Flow Intercepted by Current Inlet = 2.65 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 59 Division g - Erosion Control Calculations Woolley Engineering Crutchfield Warehouse Expansion Job # 20040 WPO Plan Crutchfield Warehouse Expansion Engineering Calculations for the Erosion & Sediment Control Plan Sediment Trap Computations for the Trap "1" Disturbed Drainage Area 1.14 Acre Storage Required: 1.14 ac " 67 (cy/ac) 76.4 cy or 2062 cf Dry Storage Required: 1.14 ac " 67 (cy/ac) 76.4 cy or 2062 cf Bottom of Trap: Bottom of Stone Weir: Top of Stone Weir: Top of Trap: Storage Available: Storage Available: 560.00 562.50 563.00 564.00 80.7 cy or 2179 cf 79.2 cy or 2139 cf Elevation Area (ftA2) Vol. (ftA3) Vol. (cy) 560.0 576 561.0 800 688.0 25.48 562.0 1056 928.0 34.37 562.5 1196 563.0 20.85 563.0 1344 635.0 23.52 564.0 1664 1504.0 55.70 Sub -Total Wet: 2179.0 80.7 Sub -Total Dry: 2139.0 79.2 Total: 4318.0 159.9 60 Crutchfield Warehouse Expansion Engineering Calculations for the Erosion & Sediment Control Plan Sediment Trap Computations for the Trap "2" Disturbed Drainage Area 1.65 Acre Storage Required: 1.65 ac " 67 (cy/ac) 110.6 cy or 2985 cf Dry Storage Required: 1.65 ac " 67 (cy/ac) 110.6 cy or 2985 cf Bottom of Trap: Bottom of Stone Weir: Top of Stone Weir: Top of Trap: Storage Available: Storage Available: 563.00 565.00 566.00 567.00 125.9 cy or 3398 ct 217.7 cy or 5878 ct Elevation Area (it^2) Vol. (it^3) Vol. (cy) 563.0 1376.404 564.0 1691.34 1533.9 56.81 565.0 2037 1864.2 69.04 566.0 3082.787 2559.9 94.81 567.0 3552.518 3317.7 122.88 Sub -Total Wet: 3398.0 125.9 Sub -Total Dry: 5877.5 217.7 Total: 9275.6 343.5 61