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Home My WebLink AboutSW5200602_SW Calcs_20201020 STORMWATER CALCULATIONS WAKE ELECTRIC YOUNGSVILLE, NORTH CAROLINA Stantec Consulting 2127 Ayrsley Town Boulevard Suite 300 Charlotte, North Carolina 28273 (704) 329-0900 Stantec Project No. 178440214 ST Submittal 06-10-2020 1 nd 2 Submittal 08-17-2020 3rd Submittal 10-12-2020 TABLE OF CONTENTS SECTION 1 - PROJECT OVERVIEW SECTION 3 - STORM WATER MANAGEMENT I. II. PEAK FLOW CALCULATION SUMMARY III. STORM PIPE DESIGN CALCULATION SECTION 4 - MISC. ATTACHMETNS I. SOIL REPORT II. GEO-TECHNICAL REPORT III. NOAA RAINFALL DATA PROJECT OVERVIEW WAKE Electric project site is located at east side of Park Avenue near the intersection of state Hwy 96 in the north of Youngsville, Franklin County, North Carolina, The vicinity map is shown in Exhibit 1A. The site is currently a developed commercial site with existing buildings, parking and gravel yard. The total parcel area is approx. 30 acres. The area of disturbance will be approx. 15.6 acres. The proposed scope for this project consists of following: Clearing and grubbing Grading and Erosion Control. Installing drainage pipes and structures as well as detention ponds with sandfilter for stormwater quality and quantity control. Installing new fire line, sewer line, etc.. Constructing new building and building expansion as well as road expansion. Installing asphalt, gravel pavement and concrete pavement, etc. The existing drainage areas were delineated from field prepared topographic survey as well as USGS quad map (See Quad Map in Exhibit 1B and Existing Drainage Area Map shown in Exhibit 2). There are two onsite drainage areas and two offsite drainage areas. Onsite Basin 1 flows southeast to the existing ditches located on southern project site and eastern boundary line respectively, and then study point 1 at southeast corner of property line via overland flow as well as ditch flow. Onsite Basin 2 flows northwest to study point 2 an existing ditch at northern boundary line via overland flow as well as concentrated flow. Offsite Basin 2A flows west and southwest to study point 2 via overland flow as well as concentrated flow. Offsite Basin 2B flows northwest and then northeast to study point 3 via overland flow as well as ditch flow. The proposed drainage areas were delineated from field prepared topographic survey as well as proposed grading and drainage plan (See Proposed Drainage Area Map shown in Exhibit 3). There are four onsite drainage areas and three offsite drainage areas. Onsite Basin 1A runoff is conveyed to the proposed sandfilter 1 via proposed piping system A and overland flow, and then combined with bypass onsite basin 1B to study point 1. The proposed sandfilter 1 will provide water quality storm event. No groundwater encountered at sanfilter 1 area per boring B-13 information provided by Terracon dated on 10-12-2020. Onsite Basin 2A runoff combined with offsite basin 2C are conveyed to the proposed sandfilter 2 via proposed piping system C and overland flow, and then combined with bypass onsite basin 2B to study point 2. Considering approx. 20% of areas in offsite drainage basin 2C is within buffer area, therefore CN number 90 is used for post development routing to account for at its full built-out potential. The proposed sandfilter 2 will provide water quality treatment for provided for 100 yr storm event. No groundwater encountered at sanfilter 2 area per boring B-4 information provided by Terracon dated on 01-22-2020. Per NC DEQ Stormwater Design Manual, Chapter B, the Hydrology modeling analysis, sandfilter and level spreader-filter strips design followed the NRCS method. Pipe design followed Rational method as well as other generally accepted engineering practices. Hydraflow Hydrographs Extension was used to model all drainage systems in pre and post development condition and Autodesk Storm and Sanitary Analysis was used for storm pipe design. Pre-development runoff coefficient (C) and curve number (CN) calculations were based on field surveys and site visits. Post runoff coefficient (C) and curve number (CN) calculations were based on the proposed site plan (See Exhibit 4 for pre and post CN calculation and Exhibit 5 for runoff coefficient C calculation). The design storm events 1,2,5,10, 25, 50 and 100 year were based on the rainfall data from NOAA website (https://hdsc.nws.noaa.gov/hdsc/pfds/). Time of concentration was determined using the TR55 method (See Exhibit 6 for detailed calculation). Sand filter design was based on NCDEQ Stormwater BMP Manual, C-6 and underdrain design was based on NCDEQ Stormwater Design Manual, A-4, Level Spreader_Filter Strip design was based on NCDEQ Stormwater BMP Manual, C-9. EROSION CONTROL The control of sediment and erosion from the site during construction will be controlled weekly inspections, temporary sediment basins , temporary and permanent seeding, silt fence, inlet protection on existing and proposed storm structures, riprap on outfall outlets, construction entrance and exit, etc. STORMWATER MANAGEMENT I WATER QUALTY CALCULATION The total onsite impervious area for pre-development condition is 439,057 sf and total onsite impervious area for post-development condition is 612,789 sf. There are 173,732 sf of impervious area added to the project site. Since majority of proposed BUA is built on top of existing BUA and remaining BUA will be considered as grandfathered in, therefore only additional proposed impervious areas from the entire project site will require water quality treatment. (see Exhibit 3C for pre and post BUA summary maps) Receiving water for this project site is Tar-Pamlico. Tar-Pamlico basin is NSW water, the nutrient strategy rules is required to controls and reduces nitrogen and phosphorus loads per NCDEQ stormwater rules 15A NCAC 02B.0731. Proposed sandfilter 1 combined with level spreader-filter strip and proposed sandfilter 2 combined with level spreader-filter strip together will treat 185,445 sf of impervious area and provide total nitrogen loading rate of 3.66 lb/ac/yr and total phosphors loading rate of 0.62 lb/ac/yr respectively which meets the NCDEQ stormwater rules as defined in 15A NCAC 02H.1002: a nitrogen loading rate target of 4.0 pounds/acre/year and a phosphorus loading rate target of 0.8 pounds/acre/year. NCDEQ SNAP Tool is used for the nutrient analysis and 10 yr storm event is used to design level spreader-filter strips. (see Exhibit 7 for sanfilter calculation, Exhibit 8A for sanfilter sections, Exhibit 8B for sandfiltre stage/storage tables and Exhibit 8C for level spreader-filter strip calculation and details and Exhibit 9 for SNAP Tool Summary Sheets) II PEAK FLOW CALCULATION SUMMARY (REFRENCE ONLY) Following tables show the comparisons of the pre and post rates of runoff at each study point for 1-, 2-, 10-, 25-, and 100- year storm events: {5thLbЊ {ƷƚƩƒ9ǝĻƓƷƦƩĻķĻǝĻƌƚƦƒĻƓƷtƚƭƷ5ĻǝĻƌƚƦƒĻƓƷ ΛĭŅƭΜΛĭŅƭΜ ЊǤƩЊЌ͵ЏАЊЉ͵ЏЉ ЋǤƩЋЋ͵ЋЏЊЏ͵ЎЊ ЊЉǤƩЍЏ͵ЊБЌЌ͵АВ ЋЎǤƩЏЏ͵ЌАЎЊ͵ВЉ ЊЉЉǤƩЊЉА͵ЊЋЊЉЉ͵БЉ {5thLbЋ {ƷƚƩƒ9ǝĻƓƷƦƩĻķĻǝĻƌƚƦƒĻƓƷtƚƭƷ5ĻǝĻƌƚƦƒĻƓƷ ΛĭŅƭΜΛĭŅƭΜ ЊǤƩЊВ͵ЍВЋВ͵ЉЏ ЋǤƩЌЉ͵АЏЍЉ͵АБ ЊЉǤƩЏЋ͵АЊАЊ͵ЏЌ ЋЎǤƩБВ͵ЋЊВЏ͵ЎЎ ЊЉЉǤƩЊЍЋ͵ЌЎЊЍА͵ЊЌ See Exhibit 10 for Hydrograph Output. III STORM PIPE DESIGN CALCULATION Exhibit 15 - Inlet/Outlet of proposed SCMs protection Calculation MISC. ATTACHMENTS I SOIL REPORT Exhibit 12 II GEO-TECHNICAL REPORT Exhibit 13 III NOAA RAINFALL DATA Exhibit 14 FYIJCJU2B SITE VICINITYMAP FYIJCJU2C FYIJCJU2D FYIJCJU3 FYIJCJU4 ± B-5 B-4B-8 B-9 @ A @@ AA @ A B-3 @ A B-10 @ B-6 A B-7 B-2 @ A @ A @ A B-1 B-11 @ A @ A B-12 B-13 @ A @ A 0100200400 Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, Feet IGN, and the GIS User Community Project No: PM: EXHIBIT Exploration Plan Aerial MW 70195303 NO. Scale: Drawn By: 1 inch = 200 feet MW Wake Energy Electric Cooperative Facility Expansion Filename: Checked By: 228 Park Avenue AAN Youngsville, North Carolina 2401 Brentwood Road, Suite 107 Raleigh, NC 27604 Date: Approved By: Phone: (919) 873-2211Fax: (919) 873-9555 February 11, 2020 WAKE FYIJCJU5 CNCurve NumberCalculationsOnSiteDrainageAreas(Pre) Project:WAKE Owner:WAKEELECTRIC Engineer:Stantec ProjectNo.:178440214 PREOnsiteBasin2 A.PreDevelopmentCN TotalArea:10.78Acres SquareHydrologic FeetGroupCN(TotalAreaAC)x(CN) AcreageLandUseSoilType 3.50152,349Asphalt/BldgB98342.75 7.29317,388GRASSB61444.46 10.78469,737PreDevelopment(weighted)CN=73.00 PREOnsiteBasin1 TotalArea:19.22Acres SquareHydrologic AcreageFeetLandUseSoilTypeGroupCN(TotalAreaAC)x(CN) 2.58112,509Asphalt/BldgB98253.12 12.64550,527GRASSB61770.94 4.00174,199GRAVELB85339.92 19.22837,235PreDevelopment(weighted)CN=70.97 Page1of1 WAKE CNCurveNumberCalculationsOffSiteDrainageAreas(PreandPost) Project:WAKE Owner:WAKEELECTRIC Engineer:Stantec ProjectNo.:178440214 OffsiteBasin2A A.PreDevelopmentCN TotalArea:1.07Acres SquareHydrologic AcreageFeetLandUseSoilTypeGroupCN(TotalAreaAC)x(CN) 1.0746,778GRASSB6165.51 0.000ROAD/BDGB980.00 1.0746,778PreDevelopment(weighted)CN=61.00 OffsiteBasin2B A.Pre/PostDevelopmentCN TotalArea:5.47Acres SquareHydrologic FeetGroupCN(TotalAreaAC)x(CN) AcreageLandUseSoilType 4.21183,522GRASSB61257.00 1.2654,754ROADB98123.18 5.47238,276Pre/PostDevelopment(weighted)CN=69.50 OffsiteBasin2A A.PostDevelopmentCN TotalArea:0.82Acres SquareHydrologic FeetGroupCN(TotalAreaAC)x(CN) AcreageLandUseSoilType 0.8235,933GRASSB6150.32 0.000ROADB980.00 0.8235,933PostDevelopment(weighted)CN=61.00 Page1of2 WAKE CNCurveNumberCalculationsOffSiteDrainageAreas(PreandPost) Project:WAKE Owner:WAKEELECTRIC Engineer:Stantec ProjectNo.:178440214 OffsiteBasin2C A.PostDevelopmentCN(fullpotentialbuiltout) TotalArea:0.25Acres SquareHydrologic FeetGroupCN(TotalAreaAC)x(CN) AcreageLandUseSoilType 0.052,371GRASSB613.32 0.208,591ROADB9819.33 0.2510,962PostDevelopment(weighted)CN=90.00 Page1of1 WAKE CNCurveNumberCalculationsOnSiteDrainageAreas(Post ) Project:WAKE Owner:WAKEELECTRIC Engineer:Stantec ProjectNo.:178440214 POSTONSITEBASIN1ATOPOND1TOSTYPT1 PostDevelopmentCN TotalArea:5.88Acres Hydrologic Square FeetGroup(TotalAreaAC)x(CN) AcreageLandUseSoilTypeCN 2.56111,567GrassB61156.23 0.5222,467Asphalt/BldgB9850.55 2.81122,220GravelB85238.49 5.88256,254PostDevelopment(weighted)CN=75.69 POSTONSITEBASIN1BBYPASSPOND1TOSTYPT1 PostDevelopmentCN TotalArea:12.43Acres Hydrologic Square FeetGroup(TotalAreaAC)x(CN) AcreageLandUseSoilTypeCN 7.94345,711GrassB61484.12 2.37103,370Asphalt/BldgB98232.56 2.1292,234GravelB85179.98 12.43541,315PostDevelopment(weighted)CN=72.15 POSTONSITEBASIN2ATOPOND2TOSTYPT2 PostDevelopmentCN TotalArea:1.88Acres SquareHydrologic FeetGroup(TotalAreaAC)x(CN) AcreageLandUseSoilTypeCN 0.9541,346GrassB6965.49 0.177,341Asphalt/BldgB9816.52 0.7733,417GravelB8565.21 1.8882,104PostDevelopment(weighted)CN=78.11 1of2 WAKE POSTONSITEBASIN2CBYPASSPOND2TOSTYPT2 PostDevelopmentCN TotalArea:4.19Acres Hydrologic Square FeetGroup(TotalAreaAC)x(CN) AcreageLandUseSoilTypeCN 0.135,880GrassB699.31 3.55154,700Asphalt/BldgB98348.04 0.5021,869GravelB8542.67 4.19182,449PostDevelopment(weighted)CN=95.51 POSTONSITEBASIN2BBYPASSPOND2TOSTYPT 2 PostDevelopmentCN TotalArea:5.62Acres Hydrologic Square FeetGroup(TotalAreaAC)x(CN) AcreageLandUseSoilTypeCN 4.35189,679GrassB69300.46 1.2755,171Asphalt/BldgB98124.12 0.000GravelB850.00 5.62244,850PostDevelopment(weighted)CN=75.53 2of2 WAKE FYIJCJU6 C (Post) Project:Wake Electric Owner: Engineer:Stantec Project No.:178440214 G2 A.Post Development Total Area:1.982AC Square FeetC (Total Area AC)x(c) AcreageLand Use 0.97042,238NAT/GRASS0.30.29 0.0000GRAVEL0.50.00 1.01344,116RD, PARKING, BLDG0.950.96 0.0000.00OTHER00.00 1.98286354.00Post Development (weighted) c =0.63 C3-ROOF A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.0000GRAVEL0.50.00 0.1717,439RD, PARKING, BLDG0.950.16 0.0000.00OTHER00.00 0.1717439.00Post Development (weighted) c =0.95 C3 A.Post Development Total Area:NAT/GRASSAC Square FeetC (Total Area AC)x(c) AcreageLand Use 0.25911,278NAT/GRASS0.30.08 0.0672,909GRAVEL0.50.03 0.0000RD, PARKING, BLDG0.950.00 0.0000.00OTHER00.00 0.32614187.00Post Development (weighted) c =0.34 Page 1 of 6 WAKE C (Post) Project:Wake Electric Owner: Engineer:Stantec Project No.:178440214 C2 A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.62827,358GRAVEL0.50.31 0.0000RD, PARKING, BLDG0.950.00 0.0000.00OTHER00.00 0.62827358.00Post Development (weighted) c =0.50 B7-ROOF A.Post Development Total Area:NAT/GRASSAC Square FeetC (Total Area AC)x(c) AcreageLand Use 0.0000NAT/GRASS0.30.00 0.0000GRAVEL0.50.00 0.0522,257RD, PARKING, BLDG0.950.05 0.0000.00OTHER00.00 0.0522257.00Post Development (weighted) c =0.95 B7 A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.0421,821GRAVEL0.50.02 0.0331,418RD, PARKING, BLDG0.950.03 0.0000.00OTHER00.00 0.0743239.00Post Development (weighted) c =0.70 Page 2 of 6 WAKE C (Post) Project:Wake Electric Owner: Engineer:Stantec Project No.:178440214 B6 A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.33214,474GRAVEL0.50.17 0.0311,372RD, PARKING, BLDG0.950.03 0.0000.00OTHER00.00 0.36415846.00Post Development (weighted) c =0.54 B5 A.Post Development Total Area:NAT/GRASSAC Square FeetC (Total Area AC)x(c) AcreageLand Use 0.0000NAT/GRASS0.30.00 0.1094,759GRAVEL0.50.05 0.64127,936RD, PARKING, BLDG0.950.61 0.0000.00OTHER00.00 0.75132695.00Post Development (weighted) c =0.88 B4-ROOF A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.0000GRAVEL0.50.00 0.45519,808RD, PARKING, BLDG0.950.43 0.0000.00OTHER00.00 0.45519808.00Post Development (weighted) c =0.95 Page 3 of 6 WAKE C (Post) Project:Wake Electric Owner: Engineer:Stantec Project No.:178440214 B3-ROOF A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.0000GRAVEL0.50.00 0.1637,082RD, PARKING, BLDG0.950.15 0.0000.00OTHER00.00 0.1637082.00Post Development (weighted) c =0.95 B3 A.Post Development Total Area:NAT/GRASSAC Square FeetC (Total Area AC)x(c) AcreageLand Use 0.0000NAT/GRASS0.30.00 0.0582,535GRAVEL0.50.03 0.1375,955RD, PARKING, BLDG0.950.13 0.0000.00OTHER00.00 0.1958490.00Post Development (weighted) c =0.82 B2.1-ROOF A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.0000GRAVEL0.50.00 1.79878,340RD, PARKING, BLDG0.951.71 0.0000.00OTHER00.00 1.79878340.00Post Development (weighted) c =0.95 Page 4 of 6 WAKE C (Post) Project:Wake Electric Owner: Engineer:Stantec Project No.:178440214 A4-ROOF A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.0000GRAVEL0.50.00 0.0632,749RD, PARKING, BLDG0.950.06 0.0000.00OTHER00.00 0.0632749.00Post Development (weighted) c =0.95 A4 A.Post Development Total Area:NAT/GRASSAC Square FeetC (Total Area AC)x(c) AcreageLand Use 0.1034,467NAT/GRASS0.30.03 0.66428,925GRAVEL0.50.33 0.26311,477RD, PARKING, BLDG0.950.25 0.0000.00OTHER00.00 1.03044869.00Post Development (weighted) c =0.60 A3 A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 0.0000NAT/GRASS0.30.00 0.66028,761GRAVEL0.50.33 0.0301,297RD, PARKING, BLDG0.950.03 0.0000.00OTHER00.00 0.69030058.00Post Development (weighted) c =0.52 Page 5 of 6 WAKE C (Post) Project:Wake Electric Owner: Engineer:Stantec Project No.:178440214 DITCH A.Post Development Total Area:NAT/GRASSAC Square AcreageFeetLand UseC (Total Area AC)x(c) 1.22953,549NAT/GRASS0.30.37 1.17050,967GRAVEL0.50.59 0.1396,062RD, PARKING, BLDG0.950.13 0.0000.00OTHER00.00 2.539110578.00Post Development (weighted) c =0.43 Page 6 of 6 FYIJCJU7 WAKE TIME OF CONCENTRATION 6/5/2020 PRE DEVELOPMENT TOC (ONSITE BASIN 1 ) where,Tc = time of concentratioin (hr), and n = number of flow segments 1)Sheet Flow Tt =(0.007(nL)^0.8) / ((P2)^0.5(S)^0.4 ) where:Tt = Travel Time (hrs) n = Manning roughness coefficient L = flow length (ft) P2=2-yr,24 hr rainfall=3.47inches S = slope (ft/ft) Paved Segment: Mannings n =0.011 Paved length = 0 Paved slope = 0.01 Tt = 0.00hrs Unpaved Segment: Mannings n =0.2 Unpaved Length = 100 Unpaved Slope = 0.02 Tt = 0.20hrs Tt1 = 0.20hrs 2)Shallow Concentrated Flow Tt = L / (3600 V) where:Tt = Travel Time (hrs) L = flow length (ft) V = average velocity (ft/s) and, 3600 = conversion from seconds to hours Paved Segment: V = 20.3282 (S)^0.5 Paved length = 0 Paved slope = 0.013 Velocity =2.32ft/sec Tt = 0.00hrs Unpaved Segment (1): V = 16.1345 (S)^0.5 Unpaved Length = 160 Unpaved Slope = 0.01 Velocity =1.61ft/sec Tt = 0.03hrs Tt2 =0.03hrs Unpaved Segment (2): V = 16.1345 (S)^0.5 Unpaved Length = 0 Unpaved Slope = 0.16 Velocity =6.45ft/sec Tt = 0.000hrs Tt2 =0.00hrs 3)PIPE/CHANNEL flow Tt = L / (3600 V) L (length)=1185ftSWALE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.018ft/ft n (mannings)=0.13 V=1.54ft/secASSUMED1 Tt = 0.214hrs Tt = L / (3600 V) L (length)=0ftPIPE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.036ft/ft n (mannings)=0.013 V=21.75ft/secASSUMED1 Tt = 0.000hrs Tt3 =0.214hrsMIN. TC(total)=0.44 TC(total)=26.34 USE:25 WAKE TIME OF CONCENTRATION 6/5/2020 PRE DEVELOPMENT TOC (ONSITE BASIN 2 ) where,Tc = time of concentratioin (hr), and n = number of flow segments 1)Sheet Flow Tt =(0.007(nL)^0.8) / ((P2)^0.5(S)^0.4 ) where:Tt = Travel Time (hrs) n = Manning roughness coefficient L = flow length (ft) P2=2-yr,24 hr rainfall=3.47inches S = slope (ft/ft) Paved Segment: Mannings n =0.011 Paved length = 0 Paved slope = 0.01 Tt = 0.00hrs Unpaved Segment: Mannings n =0.15 Unpaved Length = 100 Unpaved Slope = 0.02 Tt = 0.16hrs Tt1 = 0.16hrs 2)Shallow Concentrated Flow Tt = L / (3600 V) where:Tt = Travel Time (hrs) L = flow length (ft) V = average velocity (ft/s) and, 3600 = conversion from seconds to hours Paved Segment: V = 20.3282 (S)^0.5 Paved length = 0 Paved slope = 0.013 Velocity =2.32ft/sec Tt = 0.00hrs Unpaved Segment (1): V = 16.1345 (S)^0.5 Unpaved Length = 669 Unpaved Slope = 0.03 Velocity =2.79ft/sec Tt = 0.07hrs Tt2 =0.07hrs Unpaved Segment (2): V = 16.1345 (S)^0.5 Unpaved Length = Unpaved Slope = 0.16 Velocity =6.45ft/sec Tt = 0.000hrs Tt2 =0.00hrs 3)PIPE/CHANNEL flow Tt = L / (3600 V) L (length)=ftSWALE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.006ft/ft n (mannings)=0.125 V=0.92ft/secASSUMED1 Tt = 0.000hrs Tt = L / (3600 V) L (length)=0ftPIPE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.036ft/ft n (mannings)=0.013 V=21.75ft/secASSUMED1 Tt = 0.000hrs Tt3 =0.000hrsMIN. TC(total)=0.22 TC(total)=13.40 USE:10 WAKE TIME OF CONCENTRATION 6/5/2020 PRE DEVELOPMENT TOC (OFFSITE BASIN 2B ) where,Tc = time of concentratioin (hr), and n = number of flow segments 1)Sheet Flow Tt =(0.007(nL)^0.8) / ((P2)^0.5(S)^0.4 ) where:Tt = Travel Time (hrs) n = Manning roughness coefficient L = flow length (ft) P2=2-yr,24 hr rainfall=3.47inches S = slope (ft/ft) Paved Segment: Mannings n =0.011 Paved length = 0 Paved slope = 0.01 Tt = 0.00hrs Unpaved Segment: Mannings n =0.1 Unpaved Length = 100 Unpaved Slope = 0.02 Tt = 0.11hrs Tt1 = 0.11hrs 2)Shallow Concentrated Flow Tt = L / (3600 V) where:Tt = Travel Time (hrs) L = flow length (ft) V = average velocity (ft/s) and, 3600 = conversion from seconds to hours Paved Segment: V = 20.3282 (S)^0.5 Paved length = 0 Paved slope = 0.013 Velocity =2.32ft/sec Tt = 0.00hrs Unpaved Segment (1): V = 16.1345 (S)^0.5 Unpaved Length = 928 Unpaved Slope = 0.02 Velocity =2.28ft/sec Tt = 0.11hrs Tt2 =0.11hrs Unpaved Segment (2): V = 16.1345 (S)^0.5 Unpaved Length = Unpaved Slope = 0.16 Velocity =6.45ft/sec Tt = 0.000hrs Tt2 =0.00hrs 3)PIPE/CHANNEL flow Tt = L / (3600 V) L (length)=ftSWALE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.006ft/ft n (mannings)=0.125 V=0.92ft/secASSUMED1 Tt = 0.000hrs Tt = L / (3600 V) L (length)=0ftPIPE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.036ft/ft n (mannings)=0.013 V=21.75ft/secASSUMED1 Tt = 0.000hrs Tt3 =0.000hrsMIN. TC(total)=0.23 TC(total)=13.58 USE:10 WAKE TIME OF CONCENTRATION 6/5/2020 POST DEVELOPMENT TOC (ONSITE BASIN 1A TO POND 1 ) where,Tc = time of concentratioin (hr), and n = number of flow segments 1)Sheet Flow Tt =(0.007(nL)^0.8) / ((P2)^0.5(S)^0.4 ) where:Tt = Travel Time (hrs) n = Manning roughness coefficient L = flow length (ft) P2=2-yr,24 hr rainfall=3.47inches S = slope (ft/ft) Paved Segment: Mannings n =0.011 Paved length = 0 Paved slope = 0.02 Tt = 0.00hrs Unpaved Segment: Mannings n =0.2 Unpaved Length = 53 Unpaved Slope = 0.09 Tt = 0.07hrs Tt1 = 0.07hrs 2)Shallow Concentrated Flow Tt = L / (3600 V) where:Tt = Travel Time (hrs) L = flow length (ft) V = average velocity (ft/s) and, 3600 = conversion from seconds to hours Paved Segment: V = 20.3282 (S)^0.5 Paved length = 306 Paved slope = 0.02 Velocity =2.87ft/sec Tt = 0.03hrs Unpaved Segment (1): V = 16.1345 (S)^0.5 Unpaved Length = 0 Unpaved Slope = 0.01 Velocity =1.61ft/sec Tt = 0.00hrs Tt2 =0.03hrs Unpaved Segment (2): V = 16.1345 (S)^0.5 Unpaved Length = 0 Unpaved Slope = 0.16 Velocity =6.45ft/sec Tt = 0.000hrs Tt2 =0.00hrs 3)PIPE/CHANNEL flow Tt = L / (3600 V) L (length)=0ftSWALE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.018ft/ft n (mannings)=0.13 V=1.54ft/secASSUMED1 Tt = 0.000hrs Tt = L / (3600 V) L (length)=423ftPIPE V=(1.49®^2/3*(s)^1/2)/n s (slope)=0.01ft/ft n (mannings)=0.013 V=11.46ft/secASSUMED1 Tt = 0.010hrs Tt3 =0.010hrsMIN. TC(total)=0.10 TC(total)=6.29 USE:5 FYIJCJU8 DESIGN PROCEDURE FORM - SAND FILTER 1 (WAKE) NCDEQ Stormwater Design Manual B NCDEQ Stormwater BMP Manual C-6 PRELIMINARY HYDRO CALCULATIONS A = 5.88 acres (drainage area) total A = 3.32 acres (impervious) imper % Imperv =56% Compute DV volume requirements Compute Runoff Coefficient, R R = 0.558 = 0.05 + 0.009 * I (where I = % imperv. * 100) vv Compute Design Volume DV (WQ) DV = 11914 cu-ft = 3630*1.0 * Rv * A v Compute Discounted Design Volume DDV=8935 cu-ft0.75*DVRequired SAND FILTER DESIGN 1.Size filtration bed chamber 2 MIN REQUIRED AREA ft (surface area) A= 4,468 = DDV / H f L = 60.0 ft Using length to width (2:1) ratio min W = 74.46 ft min H = 2ft (water depth above filter-ponding depth) 2 ft (area) A= DESIGNED AREA4,500 f (used) L = ft used W = ft used 2.sedimentation chamber + storage volumeTHE MIN. COMBINDED VOLUME OF SEDIMENT CHAMBER AND STORAGE ABOVE SANDFILTER MEDIA IS 0.75 TIMES THE TREATMENT VOLUME. 0.75 x treatment volume 8935 cu-ft0.75*DVmin. required V= Combind Voulme Provided20,534 cu-ftat elevation 444 Maintain Sand Filter Media such that the Infiltration Rate is greater or equal to 2 inches per hour. DESIGN PROCEDURE FORM - SAND FILTER 1 UNDER DRAIN (WAKE) NCDEQ Stormwater Design Manual A-5 COMMON SCM STRUCTURES & MATERIALS / UNDERDRAIN SYSTEM 2 ft (surface area) Sand Filter Bed Chamber AreaA=4500 UNDER DRAIN DESIGN 1.Underdrain design flow 3 /sec Compute from Darcy's Law Q= ft +D) / D)) Q = K * A * ((h 0.35 fff H = 2ft (maximum ponding) h = 1ft (average water depth above filter) f Infiltration Rate 2" / hrK = 0.00004630ft / sec (hydraulic conductivity) D = 1.5ft (depth of sand filter) f Safety Factor10 3 ft/sec Design FlowQ3.47Q=Safety Factor X Q DD 2.Underdrain pipe size 0.5(3/8) D=12.70 inchesD = 16*\[(Q*n)/S\] n=0.011roughness factor S0.005ft/ftinternal slope 3 ft/sec Q3.47underdrain design flow D Use 5-6" pipes A-5 page 13 table 2 DESIGN PROCEDURE FORM - SAND FILTER 2 (WAKE) NCDEQ Stormwater Design Manual B NCDEQ Stormwater BMP Manual C-6 PRELIMINARY HYDRO CALCULATIONS A = 2.13 acres (drainage area) total A = 1.1 acres (impervious) imper % Imperv =52% Compute DV volume requirements Compute Runoff Coefficient, R R = 0.515 = 0.05 + 0.009 * I (where I = % imperv. * 100) vv Compute Design Volume DV (WQ) DV = 3980 cu-ft = 3630*1.0 * Rv * A v Compute Discounted Design Volume DDV=2985 cu-ft0.75*DVRequired SAND FILTER DESIGN 1.Size filtration bed chamber 2 MIN REQUIRED AREA ft (surface area) A= 1,493 = DDV / H f L = 50.0 ft Using length to width (2:1) ratio min W = 29.85 ft min H = 2ft (water depth above filter-ponding depth) 2 ft (area) A= DESIGNED AREA1,500 f (used) L = ft used W = ft used 2.sedimentation chamber + storage volumeTHE MIN. COMBINDED VOLUME OF SEDIMENT CHAMBER AND STORAGE ABOVE SANDFILTER MEDIA IS 0.75 TIMES THE TREATMENT VOLUME. 0.75 x treatment volume 2985 cu-ft0.75*DVmin. required V= Combind Voulme Provided13,426 cu-ftat elevation 448 Maintain Sand Filter Media such that the Infiltration Rate is greater or equal to 2 inches per hour. DESIGN PROCEDURE FORM - SAND FILTER 2 UNDER DRAIN (WAKE) NCDEQ Stormwater Design Manual A-5 COMMON SCM STRUCTURES & MATERIALS / UNDERDRAIN SYSTEM 2 ft (surface area) Sand Filter Bed Chamber AreaA=1500 UNDER DRAIN DESIGN 1.Underdrain design flow 3 /sec Compute from Darcy's Law Q= ft +D) / D)) Q = K * A * ((h 0.12 fff H = 2ft (maximum ponding) h = 1ft (average water depth above filter) f Infiltration Rate 2" / hrK = 0.00004630ft / sec (hydraulic conductivity) D = 1.5ft (depth of sand filter) f Safety Factor10 3 ft/sec Design FlowQ1.16Q=Safety Factor X Q DD 2.Underdrain pipe size 0.5(3/8) D=8.41 inchesD = 16*\[(Q*n)/S\] n=0.011roughness factor S0.005ft/ftinternal slope 3 ft/sec Q1.16underdrain design flow D Use 3-6" pipes A-5 page 13 table 2 FYIJCJU9B 10 FYIJCJU9C Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 1 - <Sandfilter 1> Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 442.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00442.004,69800 1.00443.0012,2918,4958,495 2.00444.0013,86113,07621,571 3.00445.0015,51514,68836,259 4.00446.0017,25216,38452,642 5.00447.0019,07218,16270,804 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] = 30.006.000.000.00= 22.002.0010.000.00 Rise (in)Crest Len (ft) = 30.006.000.000.00= 445.00444.00446.000.00 Span (in)Crest El. (ft) No. Barrels= 1100 Weir Coeff.= 3.333.332.603.33 = 436.79439.500.000.00= 1RectBroad--- Invert El. (ft)Weir Type = 68.000.000.000.00= YesYesYesNo Length (ft)Multi-Stage Slope (%)= 0.020.000.00n/a N-Value= .013.013.013n/a = 0.600.600.600.60= 0.000(by Contour) Orifice Coeff.Exfil.(in/hr) = n/aYesNoNo= 0.00 Multi-StageTW Elev. (ft) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000442.000.000.00------0.000.000.00---------0.000 1.008,495443.0044.61 oc0.95 ic------0.000.000.00---------0.945 2.0021,571444.0044.61 oc1.34 ic------0.000.000.00---------1.337 3.0036,259445.0044.61 oc1.64 ic------0.006.660.00---------8.297 4.0052,642446.0065.28 ic0.54 ic------53.92 s10.82 s0.00---------65.28 5.0070,804447.0070.58 ic0.19 ic------53.86 s7.70 s8.81 s---------70.56 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 5 - <SF 1-Sandfilter Chamber> Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 442.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00442.004,59800 1.00443.005,3994,9934,993 2.00444.006,2595,82310,816 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] = 0.000.000.000.00= 0.000.000.000.00 Rise (in)Crest Len (ft) = 0.000.000.000.00= 0.000.000.000.00 Span (in)Crest El. (ft) No. Barrels= 0000 Weir Coeff.= 0.000.000.000.00 Invert El. (ft)= 0.000.000.000.00 Weir Type= ------------ = 0.000.000.000.00= NoNoNoNo Length (ft)Multi-Stage Slope (%)= 0.000.000.00n/a N-Value= .000.000.000n/a = 0.000.000.000.00= 0.000(by Wet area) Orifice Coeff.Exfil.(in/hr) = n/aNoNoNo= 0.00 Multi-StageTW Elev. (ft) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000442.00------------------------------0.000 0.10499442.10------------------------------0.000 0.20999442.20------------------------------0.000 0.301,498442.30------------------------------0.000 0.401,997442.40------------------------------0.000 0.502,496442.50------------------------------0.000 0.602,996442.60------------------------------0.000 0.703,495442.70------------------------------0.000 0.803,994442.80------------------------------0.000 0.904,493442.90------------------------------0.000 1.004,993443.00------------------------------0.000 1.105,575443.10------------------------------0.000 1.206,157443.20------------------------------0.000 1.306,740443.30------------------------------0.000 1.407,322443.40------------------------------0.000 1.507,904443.50------------------------------0.000 1.608,487443.60------------------------------0.000 1.709,069443.70------------------------------0.000 1.809,651443.80------------------------------0.000 1.9010,233443.90------------------------------0.000 2.0010,816444.00------------------------------0.000 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 6 - <SF 1-Sediment Chamber> Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 442.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00442.000000 1.00443.006,8922,2972,297 2.00444.007,6037,2449,541 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] = 0.000.000.000.00= 0.000.000.000.00 Rise (in)Crest Len (ft) = 0.000.000.000.00= 0.000.000.000.00 Span (in)Crest El. (ft) No. Barrels= 0000 Weir Coeff.= 0.000.000.000.00 Invert El. (ft)= 0.000.000.000.00 Weir Type= ------------ = 0.000.000.000.00= NoNoNoNo Length (ft)Multi-Stage Slope (%)= 0.000.000.00n/a N-Value= .000.000.000n/a = 0.000.000.000.00= 0.000(by Wet area) Orifice Coeff.Exfil.(in/hr) = n/aNoNoNo= 0.00 Multi-StageTW Elev. (ft) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000442.00------------------------------0.000 0.10230442.10------------------------------0.000 0.20459442.20------------------------------0.000 0.30689442.30------------------------------0.000 0.40919442.40------------------------------0.000 0.501,149442.50------------------------------0.000 0.601,378442.60------------------------------0.000 0.701,608442.70------------------------------0.000 0.801,838442.80------------------------------0.000 0.902,067442.90------------------------------0.000 1.002,297443.00------------------------------0.000 1.103,021443.10------------------------------0.000 1.203,746443.20------------------------------0.000 1.304,470443.30------------------------------0.000 1.405,195443.40------------------------------0.000 1.505,919443.50------------------------------0.000 1.606,643443.60------------------------------0.000 1.707,368443.70------------------------------0.000 1.808,092443.80------------------------------0.000 1.908,817443.90------------------------------0.000 2.009,541444.00------------------------------0.000 17 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 3 - <sandfilter 2> Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 446.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00446.001,50000 1.00447.007,9964,7484,748 2.00448.009,3608,67813,426 3.00449.0010,68210,02123,447 4.00450.0012,40011,54134,988 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] Rise (in)= 18.006.000.000.00 Crest Len (ft)= 14.002.0010.000.00 Span (in)= 18.006.000.000.00 Crest El. (ft)= 448.50448.00449.000.00 = 1100= 3.333.332.603.33 No. BarrelsWeir Coeff. = 443.50443.500.000.00= 1RectBroad--- Invert El. (ft)Weir Type Length (ft)= 60.000.000.000.00 Multi-Stage= YesYesYesNo Slope (%)= 0.010.000.00n/a = .013.013.013n/a N-Value = 0.600.600.600.60= 0.000(by Contour) Orifice Coeff.Exfil.(in/hr) Multi-Stage= n/aYesNoNo TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000446.000.000.00------0.000.000.00---------0.000 1.004,748447.008.86 oc0.95 ic------0.000.000.00---------0.945 2.0013,426448.008.86 oc1.34 ic------0.000.000.00---------1.337 3.0023,447449.0017.23 oc0.41 ic------12.78 s4.04 s0.00---------17.23 4.0034,988450.0019.73 oc0.08 ic------12.63 s2.49 s4.48 s---------19.67 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 8 - <SF 2-Sandfilter Chamber> Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 446.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00446.001,50000 1.00443.003,9002,6062,606 2.00444.004,8694,3756,981 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] = 0.000.000.000.00= 0.000.000.000.00 Rise (in)Crest Len (ft) = 0.000.000.000.00= 0.000.000.000.00 Span (in)Crest El. (ft) No. Barrels= 0000 Weir Coeff.= 0.000.000.000.00 Invert El. (ft)= 0.000.000.000.00 Weir Type= ------------ = 0.000.000.000.00= NoNoNoNo Length (ft)Multi-Stage Slope (%)= 0.000.000.00n/a N-Value= .000.000.000n/a = 0.000.000.000.00= 0.000(by Wet area) Orifice Coeff.Exfil.(in/hr) = n/aNoNoNo= 0.00 Multi-StageTW Elev. (ft) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000446.00------------------------------0.000 0.10261446.10------------------------------0.000 0.20521446.20------------------------------0.000 0.30782446.30------------------------------0.000 0.401,042446.40------------------------------0.000 0.501,303446.50------------------------------0.000 0.601,564446.60------------------------------0.000 0.701,824446.70------------------------------0.000 0.802,085446.80------------------------------0.000 0.902,345446.90------------------------------0.000 1.002,606443.00------------------------------0.000 1.103,043443.10------------------------------0.000 1.203,481443.20------------------------------0.000 1.303,918443.30------------------------------0.000 1.404,356443.40------------------------------0.000 1.504,794443.50------------------------------0.000 1.605,231443.60------------------------------0.000 1.705,669443.70------------------------------0.000 1.806,106443.80------------------------------0.000 1.906,544443.90------------------------------0.000 2.006,981444.00------------------------------0.000 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 9 - <SF 2-Sediment Chamber> Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 446.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00446.000000 1.00443.004,0961,3651,365 2.00444.004,4914,2925,657 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] = 0.000.000.000.00= 0.000.000.000.00 Rise (in)Crest Len (ft) = 0.000.000.000.00= 0.000.000.000.00 Span (in)Crest El. (ft) No. Barrels= 0000 Weir Coeff.= 0.000.000.000.00 Invert El. (ft)= 0.000.000.000.00 Weir Type= ------------ = 0.000.000.000.00= NoNoNoNo Length (ft)Multi-Stage Slope (%)= 0.000.000.00n/a N-Value= .000.000.000n/a = 0.000.000.000.00= 0.000(by Wet area) Orifice Coeff.Exfil.(in/hr) = n/aNoNoNo= 0.00 Multi-StageTW Elev. (ft) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000446.00------------------------------0.000 0.10137446.10------------------------------0.000 0.20273446.20------------------------------0.000 0.30410446.30------------------------------0.000 0.40546446.40------------------------------0.000 0.50683446.50------------------------------0.000 0.60819446.60------------------------------0.000 0.70956446.70------------------------------0.000 0.801,092446.80------------------------------0.000 0.901,229446.90------------------------------0.000 1.001,365443.00------------------------------0.000 1.101,794443.10------------------------------0.000 1.202,224443.20------------------------------0.000 1.302,653443.30------------------------------0.000 1.403,082443.40------------------------------0.000 1.503,511443.50------------------------------0.000 1.603,940443.60------------------------------0.000 1.704,369443.70------------------------------0.000 1.804,798443.80------------------------------0.000 1.905,228443.90------------------------------0.000 2.005,657444.00------------------------------0.000 FYIJCJU9D LevelSpreader_FilterStripCalculation: LS_FSLength(ft) LS_FSWidth(ft) StructureName*Q10(cfs)SizeProvided (Min.Reqd.)(Q10x10) Sandfilter1LS_FS2.853028.5030'x40' Sandfilter2LS_FS1.203012.0030'x20' *Q10isderivedfromHydragraphOutputpg1 FYIJCJU9D FYIJCJU: Project Summary Project Name: Wake Electeic 2 2 ft Project Area (ft):358,3308.2261acresSubmission Date: 2 2 ft July 24, 2020 Disturbed Area (ft): 358,3308.2261acres County:FranklinLocal Jurisdiction:Yanceyville Development Land Use Type:CommercialOwner Type:Private Designated Downtown Area?no Development Activity Type:Development - New Nutrient Management Watershed:Subwatershed:Tar-Pamlico - 03020101 Tar-Pamlico Phosphorus Delivery Zone:Tar - UpperNitrogen Delivery Zone:Tar - Upper Phosphorus Delivery Factor (%):Nitrogen Delivery Factor (%): 100%100% Phosphorus Loading Rate Target (lb/ac/yr):Nitrogen Loading Rate Target (lb/ac/yr): 1.107.89 Phosphorus Load Target at Site (lb/yr):Nitrogen Load Target at Site (lb/yr): 9.0164.94 Phosphorus Load Leaving Site w/SCMs (lb/yr):Nitrogen Load Leaving Site w/SCMs (lb/yr): 5.0830.08 P Offsite Buy-Down Threshold Loading Rate (lb/ac/yr):N Offsite Buy-Down Threshold Loading Rate N/AN/A Total P Load Reduction Needed (lb/yr):Total N Load Reduction Needed (lb/yr): 0.000.00 P Load Treatment Balance at Site (lb/yr):N Load Treatment Balance at Site (lb/yr): -3.93-34.86 P Load Treatment Balance at Lake (lb/yr):N Load Treatment Balance at Lake (lb/yr): -3.93-34.86 Sum of pre-project land use areas does not equal the post- project sum of areas. Pre-Project Post-Project Post-Project Post-Project Post-Project Whole Site Whole Site Whole Site with SCM-Treated Nutrient Export Summary Untreated Area Conditionswithout SCMsSCMsArea Percent Impervious (for runoff calculation) (%) 0.0%60.9%60.9%60.9%100.0% Percent Built-Upon Area (BUA) (%) 0.0%51.8%51.8%51.8%0.0% 3 0738,516451,702451,7020 Annual Runoff Volume (ft/yr) Annual Runoff % Change (relative to pre-D) 0%#DIV/0!#DIV/0! Total Nitrogen EMC (mg/L) 0.001.411.071.071.18 Total Nitrogen Load Leaving Site (lb/yr) 0.0064.9430.0830.080.00 Total Nitrogen Loading Rate (lb/ac/yr) 0.007.893.663.6610.98 Total Nitrogen % Change (relative to pre-D) 0%#DIV/0!#DIV/0! Total Phosphorus EMC (mg/L) 0.000.200.180.180.11 Total Phosphorus Load Leaving Site (lb/yr) 0.009.015.085.080.00 Total Phosphorus Loading Rate (lb/ac/yr) 0.001.100.620.621.02 Total Phosphorus % Change (relative to pre-D) 0%#DIV/0!#DIV/0! Sum of pre-project land use areas does not equal the sum of post-project land use Zpv!dsfbufe!uijt!QEG!gspn!bo!bqqmjdbujpo!uibu!jt!opu!mjdfotfe!up!qsjou!up!opwbQEG!qsjoufs!)iuuq;00xxx/opwbqeg/dpn* equal the sum of post-project land use SCM/Catchment Summary areas. Volume TN Out TP Out TN Reduction TP Reduction SCM ID and Type TN Out (mg/L)TP Out (mg/L) Reduction (%)(lbs/ac/yr)(lbs/ac/yr)(%)(%) Catchment 1 38.84%1.070.183.630.6154.15%44.93% 101: Sand Filter per MDC - Open 4.48%1.220.136.550.6918.01%38.58% 102: Level Spreader-Filter Strip per MDC 36.00%1.070.183.630.6144.18%10.90% 103: NA 0.00%0.000.000.000.000.00%0.00% Catchment 2 38.82%1.070.183.750.6352.14%39.13% 201: Sand Filter per MDC - Open 4.48%1.220.136.910.7214.72%32.62% 202: Level Spreader-Filter Strip per MDC 36.00%1.070.183.750.6344.03%10.81% 203: NA 0.00%0.000.000.000.000.00%0.00% Catchment 3 0.00%0.000.000.000.000.00%0.00% 301: NA 0.00%0.000.000.000.000.00%0.00% 302: NA 0.00%0.000.000.000.000.00%0.00% 303: NA 0.00%0.000.000.000.000.00%0.00% Catchment 4 0.00%0.000.000.000.000.00%0.00% 401: NA 0.00%0.000.000.000.000.00%0.00% 402: NA 0.00%0.000.000.000.000.00%0.00% 403: NA 0.00%0.000.000.000.000.00%0.00% Catchment 5 0.00%0.000.000.000.000.00%0.00% 501: NA 0.00%0.000.000.000.000.00%0.00% 502: NA 0.00%0.000.000.000.000.00%0.00% 503: NA 0.00%0.000.000.000.000.00%0.00% Catchment 6 0.00%0.000.000.000.000.00%0.00% 601: NA 0.00%0.000.000.000.000.00%0.00% 602: NA 0.00%0.000.000.000.000.00%0.00% 603: NA 0.00%0.000.000.000.000.00%0.00% SCM rows in red have a data entry error for the SCM that makes an error in the calculation. Zpv!dsfbufe!uijt!QEG!gspn!bo!bqqmjdbujpo!uibu!jt!opu!mjdfotfe!up!qsjou!up!opwbQEG!qsjoufs!)iuuq;00xxx/opwbqeg/dpn* OnSiteBUASummaryONLYTREATINGADDEDIMPERVIOUSAREA Basin2A Basin1A TOTALTOTAL SCMTYPE(Sandfilterwithfilterstrip)SF2withLS_FS SF1withLS_FS onsiteonsiteoffsiteONSITEONLYonsite+offite OnSiteBuilding(sf)7,3419,504 9,504 2,163 OnSiteStreet(sf)0 0 OnSiteParking(sf)0 0 OnSiteSidewalks(sf)1,4481,448 1,448 Gravel(sf)33,417155,637 155,637 122,220 OtherOnsiteimpervious(sf)18,856 18,856 18,856 TotalImperviousArea(sf)185,445185,445 144,68740,758 SCMAreasforSF18,49012,32230,812 30,812 perviousAreaexcludingSCM(sf)122,101 133,063 93,07729,02410,962 TotalperviousArea(sf)152,913163,875 111,56741,34610,962 TotaldrainageareaTOSF(sf)338,358349,320 256,25482,10410,962 SCMareaforLSFS1,200600 AddeddisturbedareaforLSFSexlSCM(sf)35607,210 7,210 3650.00 TotalSCMarea32,61232,612 19,69012,922 TotalperviousareaexcludingSCM(sf)96,72732,58410,962129,311140,273 Totalarea(imper+SCM+pervious)261,10486,26410,962347,368358,330 Imperviouspercentage56.46%49.64% FYIJCJU21 wake_09292020.gpw Hydraflow Table of Contents Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hydrograph Return Period Recap.............................................................................1 1 - Year Summary Report.........................................................................................................................2 Hydrograph Reports...................................................................................................................3 Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre...............................................3 Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre...............................................................4 Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre.............................................................5 Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre...............................................................6 Hydrograph No. 6, Combine, sty pt 2 - pre...............................................................................7 Hydrograph No. 8, SCS Runoff, basin 1A to sandfilter 1-post.................................................8 Hydrograph No. 9, Reservoir, thru sanfilter 1...........................................................................9 Pond Report - <Sandfilter 1>.............................................................................................10 Hydrograph No. 10, SCS Runoff, onsite basin 1B byass sandfilter 1- post...........................11 Hydrograph No. 11, Combine, sty pt 1 - POST......................................................................12 Hydrograph No. 13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................13 Hydrograph No. 14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................14 Hydrograph No. 15, Combine, combind to sandfilter 2..........................................................15 Hydrograph No. 16, Reservoir, thru sandfilter 2.....................................................................16 Pond Report - <sandfilter 2>..............................................................................................17 Hydrograph No. 17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................18 Hydrograph No. 18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................19 Hydrograph No. 19, SCS Runoff, offsite basin 2A - post........................................................20 Hydrograph No. 20, SCS Runoff, offsite basin 2B-post.........................................................21 Hydrograph No. 21, Combine, sty pt 2 - POST......................................................................22 2 - Year Summary Report.......................................................................................................................23 Hydrograph Reports.................................................................................................................24 Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre.............................................24 Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre.............................................................25 Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre...........................................................26 Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre.............................................................27 Hydrograph No. 6, Combine, sty pt 2 - pre.............................................................................28 Hydrograph No. 8, SCS Runoff, basin 1A to sandfilter 1-post...............................................29 Hydrograph No. 9, Reservoir, thru sanfilter 1.........................................................................30 Hydrograph No. 10, SCS Runoff, onsite basin 1B byass sandfilter 1- post...........................31 Hydrograph No. 11, Combine, sty pt 1 - POST......................................................................32 Hydrograph No. 13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................33 Hydrograph No. 14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................34 Hydrograph No. 15, Combine, combind to sandfilter 2..........................................................35 Hydrograph No. 16, Reservoir, thru sandfilter 2.....................................................................36 Hydrograph No. 17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................37 Hydrograph No. 18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................38 Hydrograph No. 19, SCS Runoff, offsite basin 2A - post........................................................39 Hydrograph No. 20, SCS Runoff, offsite basin 2B-post.........................................................40 Hydrograph No. 21, Combine, sty pt 2 - POST......................................................................41 10 - Year Contents continued... wake_09292020.gpw Summary Report.......................................................................................................................42 Hydrograph Reports.................................................................................................................43 Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre.............................................43 Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre.............................................................44 Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre...........................................................45 Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre.............................................................46 Hydrograph No. 6, Combine, sty pt 2 - pre.............................................................................47 Hydrograph No. 8, SCS Runoff, basin 1A to sandfilter 1-post...............................................48 Hydrograph No. 9, Reservoir, thru sanfilter 1.........................................................................49 Hydrograph No. 10, SCS Runoff, onsite basin 1B byass sandfilter 1- post...........................50 Hydrograph No. 11, Combine, sty pt 1 - POST......................................................................51 Hydrograph No. 13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................52 Hydrograph No. 14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................53 Hydrograph No. 15, Combine, combind to sandfilter 2..........................................................54 Hydrograph No. 16, Reservoir, thru sandfilter 2.....................................................................55 Hydrograph No. 17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................56 Hydrograph No. 18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................57 Hydrograph No. 19, SCS Runoff, offsite basin 2A - post........................................................58 Hydrograph No. 20, SCS Runoff, offsite basin 2B-post.........................................................59 Hydrograph No. 21, Combine, sty pt 2 - POST......................................................................60 25 - Year Summary Report.......................................................................................................................61 Hydrograph Reports.................................................................................................................62 Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre.............................................62 Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre.............................................................63 Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre...........................................................64 Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre.............................................................65 Hydrograph No. 6, Combine, sty pt 2 - pre.............................................................................66 Hydrograph No. 8, SCS Runoff, basin 1A to sandfilter 1-post...............................................67 Hydrograph No. 9, Reservoir, thru sanfilter 1.........................................................................68 Hydrograph No. 10, SCS Runoff, onsite basin 1B byass sandfilter 1- post...........................69 Hydrograph No. 11, Combine, sty pt 1 - POST......................................................................70 Hydrograph No. 13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................71 Hydrograph No. 14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................72 Hydrograph No. 15, Combine, combind to sandfilter 2..........................................................73 Hydrograph No. 16, Reservoir, thru sandfilter 2.....................................................................74 Hydrograph No. 17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................75 Hydrograph No. 18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................76 Hydrograph No. 19, SCS Runoff, offsite basin 2A - post........................................................77 Hydrograph No. 20, SCS Runoff, offsite basin 2B-post.........................................................78 Hydrograph No. 21, Combine, sty pt 2 - POST......................................................................79 100 - Year Summary Report.......................................................................................................................80 Hydrograph Reports.................................................................................................................81 Hydrograph No. 1, SCS Runoff, onsite basin 1 to sty pt 1 - pre.............................................81 Hydrograph No. 3, SCS Runoff, onsite basin 2 - pre.............................................................82 Hydrograph No. 4, SCS Runoff, offsite basin 2A - pre...........................................................83 Hydrograph No. 5, SCS Runoff, offsite basin 2B-pre.............................................................84 Contents continued... wake_09292020.gpw Hydrograph No. 6, Combine, sty pt 2 - pre.............................................................................85 Hydrograph No. 8, SCS Runoff, basin 1A to sandfilter 1-post...............................................86 Hydrograph No. 9, Reservoir, thru sanfilter 1.........................................................................87 Hydrograph No. 10, SCS Runoff, onsite basin 1B byass sandfilter 1- post...........................88 Hydrograph No. 11, Combine, sty pt 1 - POST......................................................................89 Hydrograph No. 13, SCS Runoff, onsite basin 2A to sandfilter 2-post..................................90 Hydrograph No. 14, SCS Runoff, offsite basin 2C to sandfilter 2-post..................................91 Hydrograph No. 15, Combine, combind to sandfilter 2..........................................................92 Hydrograph No. 16, Reservoir, thru sandfilter 2.....................................................................93 Hydrograph No. 17, SCS Runoff, onsite basin 2C bypass sandfilter 2..................................94 Hydrograph No. 18, SCS Runoff, onsite basin 2B bypass sandfilter 2..................................95 Hydrograph No. 19, SCS Runoff, offsite basin 2A - post........................................................96 Hydrograph No. 20, SCS Runoff, offsite basin 2B-post.........................................................97 Hydrograph No. 21, Combine, sty pt 2 - POST......................................................................98 IDF Report..................................................................................................................99 1 Hydrograph Return Period Recap Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd.HydrographInflowPeak Outflow (cfs)Hydrograph No.typehyd(s)Description (origin)1-yr2-yr3-yr5-yr10-yr25-yr50-yr100-yr 1SCS Runoff------13.6722.26--------------46.1866.37-------107.12onsite basin 1 to sty pt 1 - pre 3SCS Runoff------13.7121.18--------------41.6358.57-------92.27onsite basin 2 - pre 4SCS Runoff------0.5821.200--------------3.0414.659-------8.051offsite basin 2A - pre 5SCS Runoff------5.4098.884--------------18.5626.85-------43.62offsite basin 2B-pre 6Combine3, 4, 519.4930.76--------------62.7189.21-------142.35sty pt 2 - pre 8SCS Runoff------10.6615.64--------------28.9339.72-------60.86basin 1A to sandfilter 1-post 9Reservoir80.9461.121--------------2.8477.512-------42.64thru sanfilter 1 10SCS Runoff------9.68315.42--------------31.2644.49-------71.04onsite basin 1B byass sandfilter 1- po 11Combine9, 1010.6016.51--------------33.7951.90-------100.80sty pt 1 - POST 13SCS Runoff------3.8595.517--------------9.91713.41-------20.19onsite basin 2A to sandfilter 2-post 14SCS Runoff------0.8531.105--------------1.7162.178-------3.059offsite basin 2C to sandfilter 2-post 15Combine13, 144.6906.606--------------11.6315.59-------23.25combind to sandfilter 2 16Reservoir150.7880.958--------------1.1951.490-------7.497thru sandfilter 2 17SCS Runoff------16.7720.90--------------30.8338.37-------52.82onsite basin 2C bypass sandfilter 2 18SCS Runoff------8.34812.46--------------23.5932.60-------50.33onsite basin 2B bypass sandfilter 2 19SCS Runoff------0.4460.920--------------2.3313.570-------6.170offsite basin 2A - post 20SCS Runoff------5.4098.884--------------18.5626.85-------43.62offsite basin 2B-post 21Combine16, 17, 18,29.0640.78--------------71.6396.55-------147.13sty pt 2 - POST 19, 20 Proj. file: wake_09292020.gpwTuesday, 09 / 29 / 2020 2 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff13.67273056,220------------------onsite basin 1 to sty pt 1 - pre 3SCS Runoff13.71272237,104------------------onsite basin 2 - pre 4SCS Runoff0.58227181,469------------------offsite basin 2A - pre 5SCS Runoff5.409272215,297------------------offsite basin 2B-pre 6Combine19.49272253,8703, 4, 5------------sty pt 2 - pre 8SCS Runoff10.66271821,330------------------basin 1A to sandfilter 1-post 9Reservoir0.946275021,3278443.008,513thru sanfilter 1 10SCS Runoff9.683273039,013------------------onsite basin 1B byass sandfilter 1- po 11Combine10.60273060,3409, 10------------sty pt 1 - POST 13SCS Runoff3.85927187,720------------------onsite basin 2A to sandfilter 2-post 14SCS Runoff0.85327161,766------------------offsite basin 2C to sandfilter 2-post 15Combine4.69027189,48613, 14------------combind to sandfilter 2 16Reservoir0.78827269,48515446.703,300thru sandfilter 2 17SCS Runoff16.77271637,051------------------onsite basin 2C bypass sandfilter 2 18SCS Runoff8.348272222,188------------------onsite basin 2B bypass sandfilter 2 19SCS Runoff0.44627181,126------------------offsite basin 2A - post 20SCS Runoff5.409272215,297------------------offsite basin 2B-post 21Combine29.06271885,14716, 17, 18,------------sty pt 2 - POST 19, 20 wake_09292020.gpwReturn Period: 1 YearTuesday, 09 / 29 / 2020 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 1 onsite basin 1 to sty pt 1 - pre Hydrograph type= SCS RunoffPeak discharge= 13.67 cfs Storm frequency= 1 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 56,220 cuft Drainage area= 19.220 acCurve number= 71 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1 to sty pt 1 - pre Q (cfs)Q (cfs) Hyd. No. 1 -- 1 Year 14.0014.00 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 1 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 3 onsite basin 2 - pre Hydrograph type= SCS RunoffPeak discharge= 13.71 cfs Storm frequency= 1 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 37,104 cuft Drainage area= 10.780 acCurve number= 73 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2 - pre Q (cfs)Q (cfs) Hyd. No. 3 -- 1 Year 14.0014.00 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 3 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 4 offsite basin 2A - pre Hydrograph type= SCS RunoffPeak discharge= 0.582 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 1,469 cuft Drainage area= 1.070 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - pre Q (cfs)Q (cfs) Hyd. No. 4 -- 1 Year 1.001.00 0.900.90 0.800.80 0.700.70 0.600.60 0.500.50 0.400.40 0.300.30 0.200.20 0.100.10 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 4 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 5 offsite basin 2B-pre Hydrograph type= SCS RunoffPeak discharge= 5.409 cfs Storm frequency= 1 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 15,297 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-pre Q (cfs)Q (cfs) Hyd. No. 5 -- 1 Year 6.006.00 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 5 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 6 sty pt 2 - pre Hydrograph type= CombinePeak discharge= 19.49 cfs Storm frequency= 1 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 53,870 cuft Inflow hyds.= 3, 4, 5Contrib. drain. area= 17.320 ac sty pt 2 - pre Q (cfs)Q (cfs) Hyd. No. 6 -- 1 Year 21.0021.00 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 6Hyd No. 3Hyd No. 4Hyd No. 5 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 8 basin 1A to sandfilter 1-post Hydrograph type= SCS RunoffPeak discharge= 10.66 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 21,330 cuft Drainage area= 5.880 acCurve number= 75.7 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 basin 1A to sandfilter 1-post Q (cfs)Q (cfs) Hyd. No. 8 -- 1 Year 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 8 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 9 thru sanfilter 1 Hydrograph type= ReservoirPeak discharge= 0.946 cfs Storm frequency= 1 yrsTime to peak= 750 min Time interval= 2 minHyd. volume= 21,327 cuft Inflow hyd. No.= 8 - basin 1A to sandfilter 1-postMax. Elevation= 443.00 ft Reservoir name= <Sandfilter 1>Max. Storage= 8,513 cuft Storage Indication method used. thru sanfilter 1 Q (cfs)Q (cfs) Hyd. No. 9 -- 1 Year 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 0120240360480600720840960108012001320144015601680 Time (min) Hyd No. 9Hyd No. 8Total storage used = 8,513 cuft 10 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 1 - <Sandfilter 1> Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 442.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00442.004,69800 1.00443.0012,2918,4958,495 2.00444.0013,86113,07621,571 3.00445.0015,51514,68836,259 4.00446.0017,25216,38452,642 5.00447.0019,07218,16270,804 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] = 30.006.000.000.00= 22.002.0010.000.00 Rise (in)Crest Len (ft) = 30.006.000.000.00= 445.00444.00446.000.00 Span (in)Crest El. (ft) No. Barrels= 1100 Weir Coeff.= 3.333.332.603.33 = 436.79439.500.000.00= 1RectBroad--- Invert El. (ft)Weir Type = 68.000.000.000.00= YesYesYesNo Length (ft)Multi-Stage Slope (%)= 0.020.000.00n/a N-Value= .013.013.013n/a = 0.600.600.600.60= 0.000(by Contour) Orifice Coeff.Exfil.(in/hr) = n/aYesNoNo= 0.00 Multi-StageTW Elev. (ft) Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000442.000.000.00------0.000.000.00---------0.000 1.008,495443.0044.61 oc0.95 ic------0.000.000.00---------0.945 2.0021,571444.0044.61 oc1.34 ic------0.000.000.00---------1.337 3.0036,259445.0044.61 oc1.64 ic------0.006.660.00---------8.297 4.0052,642446.0065.28 ic0.54 ic------53.92 s10.82 s0.00---------65.28 5.0070,804447.0070.58 ic0.19 ic------53.86 s7.70 s8.81 s---------70.56 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 10 onsite basin 1B byass sandfilter 1- post Hydrograph type= SCS RunoffPeak discharge= 9.683 cfs Storm frequency= 1 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 39,013 cuft Drainage area= 12.430 acCurve number= 72.2 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1B byass sandfilter 1- post Q (cfs)Q (cfs) Hyd. No. 10 -- 1 Year 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 10 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 11 sty pt 1 - POST Hydrograph type= CombinePeak discharge= 10.60 cfs Storm frequency= 1 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 60,340 cuft Inflow hyds.= 9, 10Contrib. drain. area= 12.430 ac sty pt 1 - POST Q (cfs)Q (cfs) Hyd. No. 11 -- 1 Year 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 11Hyd No. 9Hyd No. 10 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 13 onsite basin 2A to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 3.859 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 7,720 cuft Drainage area= 1.880 acCurve number= 78.1 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2A to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 13 -- 1 Year 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 13 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 14 offsite basin 2C to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 0.853 cfs Storm frequency= 1 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 1,766 cuft Drainage area= 0.250 acCurve number= 90 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2C to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 14 -- 1 Year 1.001.00 0.900.90 0.800.80 0.700.70 0.600.60 0.500.50 0.400.40 0.300.30 0.200.20 0.100.10 0.000.00 0120240360480600720840960108012001320 Time (min) Hyd No. 14 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 15 combind to sandfilter 2 Hydrograph type= CombinePeak discharge= 4.690 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 9,486 cuft Inflow hyds.= 13, 14Contrib. drain. area= 2.130 ac combind to sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 15 -- 1 Year 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 15Hyd No. 13Hyd No. 14 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 16 thru sandfilter 2 Hydrograph type= ReservoirPeak discharge= 0.788 cfs Storm frequency= 1 yrsTime to peak= 726 min Time interval= 2 minHyd. volume= 9,485 cuft Inflow hyd. No.= 15 - combind to sandfilter 2Max. Elevation= 446.70 ft Reservoir name= <sandfilter 2>Max. Storage= 3,300 cuft Storage Indication method used. thru sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 16 -- 1 Year 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 16Hyd No. 15Total storage used = 3,300 cuft 17 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Pond No. 3 - <sandfilter 2> Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 446.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00446.001,50000 1.00447.007,9964,7484,748 2.00448.009,3608,67813,426 3.00449.0010,68210,02123,447 4.00450.0012,40011,54134,988 Culvert / Orifice StructuresWeir Structures \[A\]\[B\]\[C\]\[PrfRsr\]\[A\]\[B\]\[C\]\[D\] Rise (in)= 18.006.000.000.00 Crest Len (ft)= 14.002.0010.000.00 Span (in)= 18.006.000.000.00 Crest El. (ft)= 448.50448.00449.000.00 = 1100= 3.333.332.603.33 No. BarrelsWeir Coeff. = 443.50443.500.000.00= 1RectBroad--- Invert El. (ft)Weir Type Length (ft)= 60.000.000.000.00 Multi-Stage= YesYesYesNo Slope (%)= 0.010.000.00n/a = .013.013.013n/a N-Value = 0.600.600.600.60= 0.000(by Contour) Orifice Coeff.Exfil.(in/hr) Multi-Stage= n/aYesNoNo TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal ftcuftftcfscfscfscfscfscfscfscfscfscfscfs 0.000446.000.000.00------0.000.000.00---------0.000 1.004,748447.008.86 oc0.95 ic------0.000.000.00---------0.945 2.0013,426448.008.86 oc1.34 ic------0.000.000.00---------1.337 3.0023,447449.0017.23 oc0.41 ic------12.78 s4.04 s0.00---------17.23 4.0034,988450.0019.73 oc0.08 ic------12.63 s2.49 s4.48 s---------19.67 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 17 onsite basin 2C bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 16.77 cfs Storm frequency= 1 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 37,051 cuft Drainage area= 4.190 acCurve number= 95.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2C bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 17 -- 1 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 17 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 18 onsite basin 2B bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 8.348 cfs Storm frequency= 1 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 22,188 cuft Drainage area= 5.620 acCurve number= 75.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2B bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 18 -- 1 Year 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 18 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 19 offsite basin 2A - post Hydrograph type= SCS RunoffPeak discharge= 0.446 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 1,126 cuft Drainage area= 0.820 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - post Q (cfs)Q (cfs) Hyd. No. 19 -- 1 Year 0.500.50 0.450.45 0.400.40 0.350.35 0.300.30 0.250.25 0.200.20 0.150.15 0.100.10 0.050.05 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 19 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 20 offsite basin 2B-post Hydrograph type= SCS RunoffPeak discharge= 5.409 cfs Storm frequency= 1 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 15,297 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.10 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-post Q (cfs)Q (cfs) Hyd. No. 20 -- 1 Year 6.006.00 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 20 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 21 sty pt 2 - POST Hydrograph type= CombinePeak discharge= 29.06 cfs Storm frequency= 1 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 85,147 cuft Inflow hyds.= 16, 17, 18, 19, 20Contrib. drain. area= 16.100 ac sty pt 2 - POST Q (cfs)Q (cfs) Hyd. No. 21 -- 1 Year 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 21Hyd No. 16Hyd No. 17Hyd No. 18 Hyd No. 19Hyd No. 20 23 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff22.26273086,474------------------onsite basin 1 to sty pt 1 - pre 3SCS Runoff21.18272255,916------------------onsite basin 2 - pre 4SCS Runoff1.20027182,597------------------offsite basin 2A - pre 5SCS Runoff8.884272223,919------------------offsite basin 2B-pre 6Combine30.76272282,4313, 4, 5------------sty pt 2 - pre 8SCS Runoff15.64271831,338------------------basin 1A to sandfilter 1-post 9Reservoir1.121276031,3358443.4113,813thru sanfilter 1 10SCS Runoff15.42273059,264------------------onsite basin 1B byass sandfilter 1- po 11Combine16.51273090,5999, 10------------sty pt 1 - POST 13SCS Runoff5.517271811,108------------------onsite basin 2A to sandfilter 2-post 14SCS Runoff1.10527162,323------------------offsite basin 2C to sandfilter 2-post 15Combine6.606271613,43113, 14------------combind to sandfilter 2 16Reservoir0.958272813,42915447.034,994thru sandfilter 2 17SCS Runoff20.90271646,880------------------onsite basin 2C bypass sandfilter 2 18SCS Runoff12.46272232,658------------------onsite basin 2B bypass sandfilter 2 19SCS Runoff0.92027181,990------------------offsite basin 2A - post 20SCS Runoff8.884272223,919------------------offsite basin 2B-post 21Combine40.782718118,87616, 17, 18,------------sty pt 2 - POST 19, 20 wake_09292020.gpwReturn Period: 2 YearTuesday, 09 / 29 / 2020 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 1 onsite basin 1 to sty pt 1 - pre Hydrograph type= SCS RunoffPeak discharge= 22.26 cfs Storm frequency= 2 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 86,474 cuft Drainage area= 19.220 acCurve number= 71 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1 to sty pt 1 - pre Q (cfs)Q (cfs) Hyd. No. 1 -- 2 Year 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 1 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 3 onsite basin 2 - pre Hydrograph type= SCS RunoffPeak discharge= 21.18 cfs Storm frequency= 2 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 55,916 cuft Drainage area= 10.780 acCurve number= 73 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2 - pre Q (cfs)Q (cfs) Hyd. No. 3 -- 2 Year 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 3 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 4 offsite basin 2A - pre Hydrograph type= SCS RunoffPeak discharge= 1.200 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 2,597 cuft Drainage area= 1.070 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - pre Q (cfs)Q (cfs) Hyd. No. 4 -- 2 Year 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 4 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 5 offsite basin 2B-pre Hydrograph type= SCS RunoffPeak discharge= 8.884 cfs Storm frequency= 2 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 23,919 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-pre Q (cfs)Q (cfs) Hyd. No. 5 -- 2 Year 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 5 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 6 sty pt 2 - pre Hydrograph type= CombinePeak discharge= 30.76 cfs Storm frequency= 2 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 82,431 cuft Inflow hyds.= 3, 4, 5Contrib. drain. area= 17.320 ac sty pt 2 - pre Q (cfs)Q (cfs) Hyd. No. 6 -- 2 Year 35.0035.00 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 6Hyd No. 3Hyd No. 4Hyd No. 5 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 8 basin 1A to sandfilter 1-post Hydrograph type= SCS RunoffPeak discharge= 15.64 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 31,338 cuft Drainage area= 5.880 acCurve number= 75.7 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 basin 1A to sandfilter 1-post Q (cfs)Q (cfs) Hyd. No. 8 -- 2 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 8 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 9 thru sanfilter 1 Hydrograph type= ReservoirPeak discharge= 1.121 cfs Storm frequency= 2 yrsTime to peak= 760 min Time interval= 2 minHyd. volume= 31,335 cuft Inflow hyd. No.= 8 - basin 1A to sandfilter 1-postMax. Elevation= 443.41 ft Reservoir name= <Sandfilter 1>Max. Storage= 13,813 cuft Storage Indication method used. thru sanfilter 1 Q (cfs)Q (cfs) Hyd. No. 9 -- 2 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 0120240360480600720840960108012001320144015601680 Time (min) Hyd No. 9Hyd No. 8Total storage used = 13,813 cuft 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 10 onsite basin 1B byass sandfilter 1- post Hydrograph type= SCS RunoffPeak discharge= 15.42 cfs Storm frequency= 2 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 59,264 cuft Drainage area= 12.430 acCurve number= 72.2 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1B byass sandfilter 1- post Q (cfs)Q (cfs) Hyd. No. 10 -- 2 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 10 32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 11 sty pt 1 - POST Hydrograph type= CombinePeak discharge= 16.51 cfs Storm frequency= 2 yrsTime to peak= 730 min Time interval= 2 minHyd. volume= 90,599 cuft Inflow hyds.= 9, 10Contrib. drain. area= 12.430 ac sty pt 1 - POST Q (cfs)Q (cfs) Hyd. No. 11 -- 2 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 11Hyd No. 9Hyd No. 10 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 13 onsite basin 2A to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 5.517 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 11,108 cuft Drainage area= 1.880 acCurve number= 78.1 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2A to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 13 -- 2 Year 6.006.00 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 13 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 14 offsite basin 2C to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 1.105 cfs Storm frequency= 2 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 2,323 cuft Drainage area= 0.250 acCurve number= 90 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2C to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 14 -- 2 Year 2.002.00 1.001.00 0.000.00 0120240360480600720840960108012001320 Time (min) Hyd No. 14 35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 15 combind to sandfilter 2 Hydrograph type= CombinePeak discharge= 6.606 cfs Storm frequency= 2 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 13,431 cuft Inflow hyds.= 13, 14Contrib. drain. area= 2.130 ac combind to sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 15 -- 2 Year 7.007.00 6.006.00 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 15Hyd No. 13Hyd No. 14 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 16 thru sandfilter 2 Hydrograph type= ReservoirPeak discharge= 0.958 cfs Storm frequency= 2 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 13,429 cuft Inflow hyd. No.= 15 - combind to sandfilter 2Max. Elevation= 447.03 ft Reservoir name= <sandfilter 2>Max. Storage= 4,994 cuft Storage Indication method used. thru sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 16 -- 2 Year 7.007.00 6.006.00 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 16Hyd No. 15Total storage used = 4,994 cuft 37 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 17 onsite basin 2C bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 20.90 cfs Storm frequency= 2 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 46,880 cuft Drainage area= 4.190 acCurve number= 95.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2C bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 17 -- 2 Year 21.0021.00 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 17 38 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 18 onsite basin 2B bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 12.46 cfs Storm frequency= 2 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 32,658 cuft Drainage area= 5.620 acCurve number= 75.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2B bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 18 -- 2 Year 14.0014.00 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 18 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 19 offsite basin 2A - post Hydrograph type= SCS RunoffPeak discharge= 0.920 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 1,990 cuft Drainage area= 0.820 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - post Q (cfs)Q (cfs) Hyd. No. 19 -- 2 Year 1.001.00 0.900.90 0.800.80 0.700.70 0.600.60 0.500.50 0.400.40 0.300.30 0.200.20 0.100.10 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 19 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 20 offsite basin 2B-post Hydrograph type= SCS RunoffPeak discharge= 8.884 cfs Storm frequency= 2 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 23,919 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 3.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-post Q (cfs)Q (cfs) Hyd. No. 20 -- 2 Year 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 20 41 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 21 sty pt 2 - POST Hydrograph type= CombinePeak discharge= 40.78 cfs Storm frequency= 2 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 118,876 cuft Inflow hyds.= 16, 17, 18, 19, 20Contrib. drain. area= 16.100 ac sty pt 2 - POST Q (cfs)Q (cfs) Hyd. No. 21 -- 2 Year 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 21Hyd No. 16Hyd No. 17Hyd No. 18 Hyd No. 19Hyd No. 20 42 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff46.182728171,793------------------onsite basin 1 to sty pt 1 - pre 3SCS Runoff41.632720108,103------------------onsite basin 2 - pre 4SCS Runoff3.04127186,113------------------offsite basin 2A - pre 5SCS Runoff18.56272048,552------------------offsite basin 2B-pre 6Combine62.712720162,7693, 4, 5------------sty pt 2 - pre 8SCS Runoff28.93271658,533------------------basin 1A to sandfilter 1-post 9Reservoir2.847274458,5308444.3526,730thru sanfilter 1 10SCS Runoff31.262728115,809------------------onsite basin 1B byass sandfilter 1- po 11Combine33.792728174,3399, 10------------sty pt 1 - POST 13SCS Runoff9.917271620,157------------------onsite basin 2A to sandfilter 2-post 14SCS Runoff1.71627163,709------------------offsite basin 2C to sandfilter 2-post 15Combine11.63271623,86613, 14------------combind to sandfilter 2 16Reservoir1.195274223,86415447.609,928thru sandfilter 2 17SCS Runoff30.83271670,901------------------onsite basin 2C bypass sandfilter 2 18SCS Runoff23.59272061,150------------------onsite basin 2B bypass sandfilter 2 19SCS Runoff2.33127184,685------------------offsite basin 2A - post 20SCS Runoff18.56272048,552------------------offsite basin 2B-post 21Combine71.632718209,15216, 17, 18,------------sty pt 2 - POST 19, 20 wake_09292020.gpwReturn Period: 10 YearTuesday, 09 / 29 / 2020 43 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 1 onsite basin 1 to sty pt 1 - pre Hydrograph type= SCS RunoffPeak discharge= 46.18 cfs Storm frequency= 10 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 171,793 cuft Drainage area= 19.220 acCurve number= 71 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1 to sty pt 1 - pre Q (cfs)Q (cfs) Hyd. No. 1 -- 10 Year 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 1 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 3 onsite basin 2 - pre Hydrograph type= SCS RunoffPeak discharge= 41.63 cfs Storm frequency= 10 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 108,103 cuft Drainage area= 10.780 acCurve number= 73 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2 - pre Q (cfs)Q (cfs) Hyd. No. 3 -- 10 Year 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 3 45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 4 offsite basin 2A - pre Hydrograph type= SCS RunoffPeak discharge= 3.041 cfs Storm frequency= 10 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 6,113 cuft Drainage area= 1.070 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - pre Q (cfs)Q (cfs) Hyd. No. 4 -- 10 Year 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 4 46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 5 offsite basin 2B-pre Hydrograph type= SCS RunoffPeak discharge= 18.56 cfs Storm frequency= 10 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 48,552 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-pre Q (cfs)Q (cfs) Hyd. No. 5 -- 10 Year 21.0021.00 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 5 47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 6 sty pt 2 - pre Hydrograph type= CombinePeak discharge= 62.71 cfs Storm frequency= 10 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 162,769 cuft Inflow hyds.= 3, 4, 5Contrib. drain. area= 17.320 ac sty pt 2 - pre Q (cfs)Q (cfs) Hyd. No. 6 -- 10 Year 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 6Hyd No. 3Hyd No. 4Hyd No. 5 48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 8 basin 1A to sandfilter 1-post Hydrograph type= SCS RunoffPeak discharge= 28.93 cfs Storm frequency= 10 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 58,533 cuft Drainage area= 5.880 acCurve number= 75.7 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 basin 1A to sandfilter 1-post Q (cfs)Q (cfs) Hyd. No. 8 -- 10 Year 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 01202403604806007208409601080120013201440 Time (min) Hyd No. 8 49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 9 thru sanfilter 1 Hydrograph type= ReservoirPeak discharge= 2.847 cfs Storm frequency= 10 yrsTime to peak= 744 min Time interval= 2 minHyd. volume= 58,530 cuft Inflow hyd. No.= 8 - basin 1A to sandfilter 1-postMax. Elevation= 444.35 ft Reservoir name= <Sandfilter 1>Max. Storage= 26,730 cuft Storage Indication method used. thru sanfilter 1 Q (cfs)Q (cfs) Hyd. No. 9 -- 10 Year 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 0120240360480600720840960108012001320144015601680 Time (min) Hyd No. 9Hyd No. 8Total storage used = 26,730 cuft 50 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 10 onsite basin 1B byass sandfilter 1- post Hydrograph type= SCS RunoffPeak discharge= 31.26 cfs Storm frequency= 10 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 115,809 cuft Drainage area= 12.430 acCurve number= 72.2 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1B byass sandfilter 1- post Q (cfs)Q (cfs) Hyd. No. 10 -- 10 Year 35.0035.00 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 10 51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 11 sty pt 1 - POST Hydrograph type= CombinePeak discharge= 33.79 cfs Storm frequency= 10 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 174,339 cuft Inflow hyds.= 9, 10Contrib. drain. area= 12.430 ac sty pt 1 - POST Q (cfs)Q (cfs) Hyd. No. 11 -- 10 Year 35.0035.00 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 11Hyd No. 9Hyd No. 10 52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 13 onsite basin 2A to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 9.917 cfs Storm frequency= 10 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 20,157 cuft Drainage area= 1.880 acCurve number= 78.1 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2A to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 13 -- 10 Year 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 01202403604806007208409601080120013201440 Time (min) Hyd No. 13 53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 14 offsite basin 2C to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 1.716 cfs Storm frequency= 10 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 3,709 cuft Drainage area= 0.250 acCurve number= 90 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2C to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 14 -- 10 Year 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 14 54 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 15 combind to sandfilter 2 Hydrograph type= CombinePeak discharge= 11.63 cfs Storm frequency= 10 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 23,866 cuft Inflow hyds.= 13, 14Contrib. drain. area= 2.130 ac combind to sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 15 -- 10 Year 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 01202403604806007208409601080120013201440 Time (min) Hyd No. 15Hyd No. 13Hyd No. 14 55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 16 thru sandfilter 2 Hydrograph type= ReservoirPeak discharge= 1.195 cfs Storm frequency= 10 yrsTime to peak= 742 min Time interval= 2 minHyd. volume= 23,864 cuft Inflow hyd. No.= 15 - combind to sandfilter 2Max. Elevation= 447.60 ft Reservoir name= <sandfilter 2>Max. Storage= 9,928 cuft Storage Indication method used. thru sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 16 -- 10 Year 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 16Hyd No. 15Total storage used = 9,928 cuft 56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 17 onsite basin 2C bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 30.83 cfs Storm frequency= 10 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 70,901 cuft Drainage area= 4.190 acCurve number= 95.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2C bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 17 -- 10 Year 35.0035.00 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 17 57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 18 onsite basin 2B bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 23.59 cfs Storm frequency= 10 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 61,150 cuft Drainage area= 5.620 acCurve number= 75.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2B bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 18 -- 10 Year 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 18 58 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 19 offsite basin 2A - post Hydrograph type= SCS RunoffPeak discharge= 2.331 cfs Storm frequency= 10 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 4,685 cuft Drainage area= 0.820 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - post Q (cfs)Q (cfs) Hyd. No. 19 -- 10 Year 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 19 59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 20 offsite basin 2B-post Hydrograph type= SCS RunoffPeak discharge= 18.56 cfs Storm frequency= 10 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 48,552 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 5.50 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-post Q (cfs)Q (cfs) Hyd. No. 20 -- 10 Year 21.0021.00 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 20 60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 21 sty pt 2 - POST Hydrograph type= CombinePeak discharge= 71.63 cfs Storm frequency= 10 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 209,152 cuft Inflow hyds.= 16, 17, 18, 19, 20Contrib. drain. area= 16.100 ac sty pt 2 - POST Q (cfs)Q (cfs) Hyd. No. 21 -- 10 Year 80.0080.00 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 21Hyd No. 16Hyd No. 17Hyd No. 18 Hyd No. 19Hyd No. 20 61 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff66.372728244,201------------------onsite basin 1 to sty pt 1 - pre 3SCS Runoff58.572720151,870------------------onsite basin 2 - pre 4SCS Runoff4.65927189,317------------------offsite basin 2A - pre 5SCS Runoff26.85272069,654------------------offsite basin 2B-pre 6Combine89.212720230,8413, 4, 5------------sty pt 2 - pre 8SCS Runoff39.72271681,000------------------basin 1A to sandfilter 1-post 9Reservoir7.512272680,9978444.9235,106thru sanfilter 1 10SCS Runoff44.492728163,452------------------onsite basin 1B byass sandfilter 1- po 11Combine51.902728244,4499, 10------------sty pt 1 - POST 13SCS Runoff13.41271627,540------------------onsite basin 2A to sandfilter 2-post 14SCS Runoff2.17827164,788------------------offsite basin 2C to sandfilter 2-post 15Combine15.59271632,32813, 14------------combind to sandfilter 2 16Reservoir1.490274432,32615448.0614,058thru sandfilter 2 17SCS Runoff38.37271689,340------------------onsite basin 2C bypass sandfilter 2 18SCS Runoff32.60272084,714------------------onsite basin 2B bypass sandfilter 2 19SCS Runoff3.57027187,140------------------offsite basin 2A - post 20SCS Runoff26.85272069,654------------------offsite basin 2B-post 21Combine96.552718283,17416, 17, 18,------------sty pt 2 - POST 19, 20 wake_09292020.gpwReturn Period: 25 YearTuesday, 09 / 29 / 2020 62 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 1 onsite basin 1 to sty pt 1 - pre Hydrograph type= SCS RunoffPeak discharge= 66.37 cfs Storm frequency= 25 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 244,201 cuft Drainage area= 19.220 acCurve number= 71 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1 to sty pt 1 - pre Q (cfs)Q (cfs) Hyd. No. 1 -- 25 Year 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 1 63 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 3 onsite basin 2 - pre Hydrograph type= SCS RunoffPeak discharge= 58.57 cfs Storm frequency= 25 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 151,870 cuft Drainage area= 10.780 acCurve number= 73 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2 - pre Q (cfs)Q (cfs) Hyd. No. 3 -- 25 Year 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 3 64 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 4 offsite basin 2A - pre Hydrograph type= SCS RunoffPeak discharge= 4.659 cfs Storm frequency= 25 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 9,317 cuft Drainage area= 1.070 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - pre Q (cfs)Q (cfs) Hyd. No. 4 -- 25 Year 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 4 65 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 5 offsite basin 2B-pre Hydrograph type= SCS RunoffPeak discharge= 26.85 cfs Storm frequency= 25 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 69,654 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-pre Q (cfs)Q (cfs) Hyd. No. 5 -- 25 Year 28.0028.00 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 5 66 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 6 sty pt 2 - pre Hydrograph type= CombinePeak discharge= 89.21 cfs Storm frequency= 25 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 230,841 cuft Inflow hyds.= 3, 4, 5Contrib. drain. area= 17.320 ac sty pt 2 - pre Q (cfs)Q (cfs) Hyd. No. 6 -- 25 Year 90.0090.00 80.0080.00 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 6Hyd No. 3Hyd No. 4Hyd No. 5 67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 8 basin 1A to sandfilter 1-post Hydrograph type= SCS RunoffPeak discharge= 39.72 cfs Storm frequency= 25 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 81,000 cuft Drainage area= 5.880 acCurve number= 75.7 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 basin 1A to sandfilter 1-post Q (cfs)Q (cfs) Hyd. No. 8 -- 25 Year 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 01202403604806007208409601080120013201440 Time (min) Hyd No. 8 68 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 9 thru sanfilter 1 Hydrograph type= ReservoirPeak discharge= 7.512 cfs Storm frequency= 25 yrsTime to peak= 726 min Time interval= 2 minHyd. volume= 80,997 cuft Inflow hyd. No.= 8 - basin 1A to sandfilter 1-postMax. Elevation= 444.92 ft Reservoir name= <Sandfilter 1>Max. Storage= 35,106 cuft Storage Indication method used. thru sanfilter 1 Q (cfs)Q (cfs) Hyd. No. 9 -- 25 Year 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 0120240360480600720840960108012001320144015601680 Time (min) Hyd No. 9Hyd No. 8Total storage used = 35,106 cuft 69 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 10 onsite basin 1B byass sandfilter 1- post Hydrograph type= SCS RunoffPeak discharge= 44.49 cfs Storm frequency= 25 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 163,452 cuft Drainage area= 12.430 acCurve number= 72.2 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1B byass sandfilter 1- post Q (cfs)Q (cfs) Hyd. No. 10 -- 25 Year 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 10 70 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 11 sty pt 1 - POST Hydrograph type= CombinePeak discharge= 51.90 cfs Storm frequency= 25 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 244,449 cuft Inflow hyds.= 9, 10Contrib. drain. area= 12.430 ac sty pt 1 - POST Q (cfs)Q (cfs) Hyd. No. 11 -- 25 Year 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 11Hyd No. 9Hyd No. 10 71 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 13 onsite basin 2A to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 13.41 cfs Storm frequency= 25 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 27,540 cuft Drainage area= 1.880 acCurve number= 78.1 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2A to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 13 -- 25 Year 14.0014.00 12.0012.00 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 0120240360480600720840960108012001320 Time (min) Hyd No. 13 72 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 14 offsite basin 2C to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 2.178 cfs Storm frequency= 25 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 4,788 cuft Drainage area= 0.250 acCurve number= 90 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2C to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 14 -- 25 Year 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 14 73 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 15 combind to sandfilter 2 Hydrograph type= CombinePeak discharge= 15.59 cfs Storm frequency= 25 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 32,328 cuft Inflow hyds.= 13, 14Contrib. drain. area= 2.130 ac combind to sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 15 -- 25 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 0120240360480600720840960108012001320 Time (min) Hyd No. 15Hyd No. 13Hyd No. 14 74 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 16 thru sandfilter 2 Hydrograph type= ReservoirPeak discharge= 1.490 cfs Storm frequency= 25 yrsTime to peak= 744 min Time interval= 2 minHyd. volume= 32,326 cuft Inflow hyd. No.= 15 - combind to sandfilter 2Max. Elevation= 448.06 ft Reservoir name= <sandfilter 2>Max. Storage= 14,058 cuft Storage Indication method used. thru sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 16 -- 25 Year 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 16Hyd No. 15Total storage used = 14,058 cuft 75 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 17 onsite basin 2C bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 38.37 cfs Storm frequency= 25 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 89,340 cuft Drainage area= 4.190 acCurve number= 95.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2C bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 17 -- 25 Year 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 17 76 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 18 onsite basin 2B bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 32.60 cfs Storm frequency= 25 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 84,714 cuft Drainage area= 5.620 acCurve number= 75.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2B bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 18 -- 25 Year 35.0035.00 30.0030.00 25.0025.00 20.0020.00 15.0015.00 10.0010.00 5.005.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 18 77 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 19 offsite basin 2A - post Hydrograph type= SCS RunoffPeak discharge= 3.570 cfs Storm frequency= 25 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 7,140 cuft Drainage area= 0.820 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - post Q (cfs)Q (cfs) Hyd. No. 19 -- 25 Year 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 19 78 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 20 offsite basin 2B-post Hydrograph type= SCS RunoffPeak discharge= 26.85 cfs Storm frequency= 25 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 69,654 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 6.80 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-post Q (cfs)Q (cfs) Hyd. No. 20 -- 25 Year 28.0028.00 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 20 79 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 21 sty pt 2 - POST Hydrograph type= CombinePeak discharge= 96.55 cfs Storm frequency= 25 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 283,174 cuft Inflow hyds.= 16, 17, 18, 19, 20Contrib. drain. area= 16.100 ac sty pt 2 - POST Q (cfs)Q (cfs) Hyd. No. 21 -- 25 Year 100.00100.00 90.0090.00 80.0080.00 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 21Hyd No. 16Hyd No. 17Hyd No. 18 Hyd No. 19Hyd No. 20 80 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hyd.HydrographPeakTimeTime toHyd.InflowMaximumTotalHydrograph No.typeflowintervalPeakvolumehyd(s)elevationstrge usedDescription (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1SCS Runoff107.122728393,258------------------onsite basin 1 to sty pt 1 - pre 3SCS Runoff92.272720241,220------------------onsite basin 2 - pre 4SCS Runoff8.051271616,253------------------offsite basin 2A - pre 5SCS Runoff43.622720113,382------------------offsite basin 2B-pre 6Combine142.352720370,8553, 4, 5------------sty pt 2 - pre 8SCS Runoff60.862716126,390------------------basin 1A to sandfilter 1-post 9Reservoir42.642720126,3878445.5444,933thru sanfilter 1 10SCS Runoff71.042728261,033------------------onsite basin 1B byass sandfilter 1- po 11Combine100.802722387,4209, 10------------sty pt 1 - POST 13SCS Runoff20.19271642,330------------------onsite basin 2A to sandfilter 2-post 14SCS Runoff3.05927166,881------------------offsite basin 2C to sandfilter 2-post 15Combine23.25271649,21113, 14------------combind to sandfilter 2 16Reservoir7.497272449,20915448.6519,842thru sandfilter 2 17SCS Runoff52.822716124,874------------------onsite basin 2C bypass sandfilter 2 18SCS Runoff50.332720132,354------------------onsite basin 2B bypass sandfilter 2 19SCS Runoff6.170271612,456------------------offsite basin 2A - post 20SCS Runoff43.622720113,382------------------offsite basin 2B-post 21Combine147.132718432,27516, 17, 18,------------sty pt 2 - POST 19, 20 wake_09292020.gpwReturn Period: 100 YearTuesday, 09 / 29 / 2020 81 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 1 onsite basin 1 to sty pt 1 - pre Hydrograph type= SCS RunoffPeak discharge= 107.12 cfs Storm frequency= 100 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 393,258 cuft Drainage area= 19.220 acCurve number= 71 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1 to sty pt 1 - pre Q (cfs)Q (cfs) Hyd. No. 1 -- 100 Year 120.00120.00 100.00100.00 80.0080.00 60.0060.00 40.0040.00 20.0020.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 1 82 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 3 onsite basin 2 - pre Hydrograph type= SCS RunoffPeak discharge= 92.27 cfs Storm frequency= 100 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 241,220 cuft Drainage area= 10.780 acCurve number= 73 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2 - pre Q (cfs)Q (cfs) Hyd. No. 3 -- 100 Year 100.00100.00 90.0090.00 80.0080.00 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 3 83 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 4 offsite basin 2A - pre Hydrograph type= SCS RunoffPeak discharge= 8.051 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 16,253 cuft Drainage area= 1.070 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - pre Q (cfs)Q (cfs) Hyd. No. 4 -- 100 Year 10.0010.00 8.008.00 6.006.00 4.004.00 2.002.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 4 84 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 5 offsite basin 2B-pre Hydrograph type= SCS RunoffPeak discharge= 43.62 cfs Storm frequency= 100 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 113,382 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-pre Q (cfs)Q (cfs) Hyd. No. 5 -- 100 Year 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 5 85 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 6 sty pt 2 - pre Hydrograph type= CombinePeak discharge= 142.35 cfs Storm frequency= 100 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 370,855 cuft Inflow hyds.= 3, 4, 5Contrib. drain. area= 17.320 ac sty pt 2 - pre Q (cfs)Q (cfs) Hyd. No. 6 -- 100 Year 160.00160.00 140.00140.00 120.00120.00 100.00100.00 80.0080.00 60.0060.00 40.0040.00 20.0020.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 6Hyd No. 3Hyd No. 4Hyd No. 5 86 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 8 basin 1A to sandfilter 1-post Hydrograph type= SCS RunoffPeak discharge= 60.86 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 126,390 cuft Drainage area= 5.880 acCurve number= 75.7 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 basin 1A to sandfilter 1-post Q (cfs)Q (cfs) Hyd. No. 8 -- 100 Year 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 0120240360480600720840960108012001320 Time (min) Hyd No. 8 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 9 thru sanfilter 1 Hydrograph type= ReservoirPeak discharge= 42.64 cfs Storm frequency= 100 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 126,387 cuft Inflow hyd. No.= 8 - basin 1A to sandfilter 1-postMax. Elevation= 445.54 ft Reservoir name= <Sandfilter 1>Max. Storage= 44,933 cuft Storage Indication method used. thru sanfilter 1 Q (cfs)Q (cfs) Hyd. No. 9 -- 100 Year 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 0120240360480600720840960108012001320144015601680 Time (min) Hyd No. 9Hyd No. 8Total storage used = 44,933 cuft 88 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 10 onsite basin 1B byass sandfilter 1- post Hydrograph type= SCS RunoffPeak discharge= 71.04 cfs Storm frequency= 100 yrsTime to peak= 728 min Time interval= 2 minHyd. volume= 261,033 cuft Drainage area= 12.430 acCurve number= 72.2 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 25.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 1B byass sandfilter 1- post Q (cfs)Q (cfs) Hyd. No. 10 -- 100 Year 80.0080.00 70.0070.00 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 10 89 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 11 sty pt 1 - POST Hydrograph type= CombinePeak discharge= 100.80 cfs Storm frequency= 100 yrsTime to peak= 722 min Time interval= 2 minHyd. volume= 387,420 cuft Inflow hyds.= 9, 10Contrib. drain. area= 12.430 ac sty pt 1 - POST Q (cfs)Q (cfs) Hyd. No. 11 -- 100 Year 120.00120.00 100.00100.00 80.0080.00 60.0060.00 40.0040.00 20.0020.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 11Hyd No. 9Hyd No. 10 90 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 13 onsite basin 2A to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 20.19 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 42,330 cuft Drainage area= 1.880 acCurve number= 78.1 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2A to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 13 -- 100 Year 21.0021.00 18.0018.00 15.0015.00 12.0012.00 9.009.00 6.006.00 3.003.00 0.000.00 0120240360480600720840960108012001320 Time (min) Hyd No. 13 91 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 14 offsite basin 2C to sandfilter 2-post Hydrograph type= SCS RunoffPeak discharge= 3.059 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 6,881 cuft Drainage area= 0.250 acCurve number= 90 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2C to sandfilter 2-post Q (cfs)Q (cfs) Hyd. No. 14 -- 100 Year 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 14 92 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 15 combind to sandfilter 2 Hydrograph type= CombinePeak discharge= 23.25 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 49,211 cuft Inflow hyds.= 13, 14Contrib. drain. area= 2.130 ac combind to sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 15 -- 100 Year 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 15Hyd No. 13Hyd No. 14 93 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 16 thru sandfilter 2 Hydrograph type= ReservoirPeak discharge= 7.497 cfs Storm frequency= 100 yrsTime to peak= 724 min Time interval= 2 minHyd. volume= 49,209 cuft Inflow hyd. No.= 15 - combind to sandfilter 2Max. Elevation= 448.65 ft Reservoir name= <sandfilter 2>Max. Storage= 19,842 cuft Storage Indication method used. thru sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 16 -- 100 Year 24.0024.00 20.0020.00 16.0016.00 12.0012.00 8.008.00 4.004.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 16Hyd No. 15Total storage used = 19,842 cuft 94 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 17 onsite basin 2C bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 52.82 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 124,874 cuft Drainage area= 4.190 acCurve number= 95.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2C bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 17 -- 100 Year 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200 Time (min) Hyd No. 17 95 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 18 onsite basin 2B bypass sandfilter 2 Hydrograph type= SCS RunoffPeak discharge= 50.33 cfs Storm frequency= 100 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 132,354 cuft Drainage area= 5.620 acCurve number= 75.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 onsite basin 2B bypass sandfilter 2 Q (cfs)Q (cfs) Hyd. No. 18 -- 100 Year 60.0060.00 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 18 96 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 19 offsite basin 2A - post Hydrograph type= SCS RunoffPeak discharge= 6.170 cfs Storm frequency= 100 yrsTime to peak= 716 min Time interval= 2 minHyd. volume= 12,456 cuft Drainage area= 0.820 acCurve number= 61 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 5.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2A - post Q (cfs)Q (cfs) Hyd. No. 19 -- 100 Year 7.007.00 6.006.00 5.005.00 4.004.00 3.003.00 2.002.00 1.001.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 19 97 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 20 offsite basin 2B-post Hydrograph type= SCS RunoffPeak discharge= 43.62 cfs Storm frequency= 100 yrsTime to peak= 720 min Time interval= 2 minHyd. volume= 113,382 cuft Drainage area= 5.470 acCurve number= 69.5 Basin Slope= 0.0 %Hydraulic length= 0 ft Tc method= UserTime of conc. (Tc)= 10.00 min Total precip.= 9.30 inDistribution= Type II Storm duration= 24 hrsShape factor= 484 offsite basin 2B-post Q (cfs)Q (cfs) Hyd. No. 20 -- 100 Year 50.0050.00 40.0040.00 30.0030.00 20.0020.00 10.0010.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 20 98 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 Hyd. No. 21 sty pt 2 - POST Hydrograph type= CombinePeak discharge= 147.13 cfs Storm frequency= 100 yrsTime to peak= 718 min Time interval= 2 minHyd. volume= 432,275 cuft Inflow hyds.= 16, 17, 18, 19, 20Contrib. drain. area= 16.100 ac sty pt 2 - POST Q (cfs)Q (cfs) Hyd. No. 21 -- 100 Year 160.00160.00 140.00140.00 120.00120.00 100.00100.00 80.0080.00 60.0060.00 40.0040.00 20.0020.00 0.000.00 012024036048060072084096010801200132014401560 Time (min) Hyd No. 21Hyd No. 16Hyd No. 17Hyd No. 18 Hyd No. 19Hyd No. 20 99 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020Tuesday, 09 / 29 / 2020 ReturnIntensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)BDE(N/A) 123.52265.10000.7086-------- 245.749410.20000.8119-------- 30.00000.00000.0000-------- 561.017212.00000.8016-------- 1084.353215.10000.8281-------- 2593.880714.70000.8176-------- 50108.901315.40000.8271-------- 100119.277015.20000.8276-------- File name: charlotte.IDF Intensity = B / (Tc + D)^E ReturnIntensity Values (in/hr) Period (Yrs)5 min1015202530354045505560 14.573.442.812.402.111.891.721.581.471.371.291.22 25.023.993.332.882.542.282.071.901.761.641.541.45 30.000.000.000.000.000.000.000.000.000.000.000.00 56.305.124.353.793.383.052.792.572.392.232.101.98 107.035.855.034.433.973.603.303.052.842.662.502.36 258.216.825.875.174.634.203.853.563.323.102.922.76 508.997.506.475.705.114.644.263.943.663.433.233.05 1009.918.267.116.265.615.094.674.314.023.763.543.34 Tc = time in minutes. Values may exceed 60. Precip. file name: \\\\us0564-pbfss01\\workgroup\\1784\\active\\178440214\\design\\civil\\analysis\\storm\\youngsville.pcp Rainfall Precipitation Table (in) Storm Distribution1-yr2-yr3-yr5-yr10-yr25-yr50-yr100-yr SCS 24-hour3.103.803.604.705.506.807.909.30 SCS 6-Hr0.000.000.000.000.000.000.000.00 Huff-1st0.000.000.000.000.000.000.000.00 Huff-2nd0.000.000.000.000.000.000.000.00 Huff-3rd0.000.000.000.000.000.000.000.00 Huff-4th0.000.000.000.000.000.000.000.00 Huff-Indy0.000.000.000.000.000.000.000.00 Custom0.000.000.000.000.000.000.000.00 FYIJCJU22 Project Description File Name .............................................................................StormSTM.SPF Project Options Flow Units .............................................................................CFS Elevation Type ......................................................................Elevation Hydrology Method .................................................................Rational Time of Concentration (TOC) Method ..................................User-Defined Link Routing Method .............................................................Hydrodynamic Enable Overflow Ponding at Nodes ......................................YES Skip Steady State Analysis Time Periods ............................NO Analysis Options Start Analysis On ..................................................................Jun 07, 202000:00:00 End Analysis On ...................................................................Jun 07, 202000:30:00 Start Reporting On ................................................................Jun 07, 202000:00:00 Antecedent Dry Days ............................................................0days Runoff (Dry Weather) Time Step ..........................................0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step ........................................0 00:05:00 days hh:mm:ss Reporting Time Step ............................................................0 00:05:00 days hh:mm:ss Routing Time Step ................................................................30seconds Number of Elements Qty Rain Gages ...........................................................................0 Subbasins..............................................................................15 Nodes....................................................................................28 Junctions ......................................................................13 Outfalls .........................................................................7 Flow Diversions ...........................................................0 Inlets ............................................................................8 Storage Nodes .............................................................0 Links......................................................................................21 Channels ......................................................................0 Pipes ............................................................................21 Pumps ..........................................................................0 Orifices .........................................................................0 Weirs ............................................................................0 Outlets ..........................................................................0 Pollutants ..............................................................................0 Land Uses ............................................................................0 Rainfall Details Return Period........................................................................25 year(s) Subbasin Summary SNSubbasinAreaWeightedTotalTotalTotalPeakTime of IDRunoffRainfallRunoffRunoffRunoffConcentration CoefficientVolume (ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss) 1Sub-A30.690.52000.670.350.242.880 00:05:00 2Sub-A41.030.60000.670.400.414.960 00:05:00 3Sub-a4roof0.060.95000.670.640.040.480 00:05:00 4Sub-A50.070.70000.670.470.030.420 00:05:00 5Sub-A5roof0.050.95000.670.640.030.400 00:05:00 6Sub-A60.360.54000.670.360.131.580 00:05:00 7Sub-B2.11.800.95000.670.641.1413.700 00:05:00 8Sub-B30.200.82000.670.550.111.280 00:05:00 9Sub-B3roof0.160.95000.670.640.101.240 00:05:00 10Sub-b4-roof0.460.95000.670.640.293.470 00:05:00 11Sub-B50.750.88000.670.590.445.300 00:05:00 12Sub-C20.630.50000.670.330.212.520 00:05:00 13Sub-C30.330.34000.670.230.070.890 00:05:00 14Sub-c3-roof0.170.95000.670.640.111.300 00:05:00 15Sub-G21.980.63000.670.420.8310.010 00:05:00 Node Summary SNElementElementInvertGround/RimInitialSurchargePondedPeakMax HGLMaxMinTime ofTotalTotal Time IDTypeElevation(Max)WaterElevationAreaInflowElevationSurchargeFreeboardPeakFloodedFlooded ElevationElevationAttainedDepthAttainedFloodingVolume AttainedOccurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1A2Junction444.95450.49444.95450.490.007.70445.650.004.840 00:000.000.00 2A4-roofJunction452.00455.00452.000.000.000.48452.170.002.830 00:000.000.00 3A5-roofJunction452.00455.00452.000.000.000.40452.210.002.790 00:000.000.00 4B2Junction446.25455.37446.25455.370.0022.98447.490.007.880 00:000.000.00 5B2.1EXJunction450.87453.24450.870.000.0013.68453.240.000.000 00:050.062.00 6B3-roofJunction454.00457.00454.000.000.001.24454.310.002.690 00:000.000.00 7B4Junction448.97456.71448.97456.710.0010.27450.300.006.410 00:000.000.00 8B4-roofJunction454.00457.00454.000.000.003.46454.720.002.280 00:000.000.00 9C3-roofJunction456.00458.00456.000.000.001.30456.570.001.430 00:000.000.00 10D2Junction443.50448.50443.500.0025.0014.48448.600.100.000 00:000.000.00 11E2Junction436.79445.00436.79447.005000.0039.72445.000.000.000 00:000.000.00 12F3exJunction449.48452.14449.48452.140.000.00449.480.002.660 00:000.000.00 13G2Junction453.94455.69453.94455.690.0010.00454.940.000.740 00:000.000.00 14Out-1A2Outfall442.997.68445.01 15Out-1B2Outfall441.8122.95442.80 16Out-1C2Outfall452.214.32452.92 17Out-1D2Outfall442.7117.89444.21 18Out-1E2Outfall435.4342.68436.94 19Out-1F3Outfall448.320.00448.32 20Out-1G2Outfall452.009.98452.77 Link Summary SNElementElementFromTo (Outlet)LengthInletOutletAverageDiameter orManning'sPeakDesign FlowPeak Flow/Peak FlowPeak FlowPeak FlowTotal TimeReported IDType(Inlet)NodeInvertInvertSlopeHeightRoughnessFlowCapacityDesign FlowVelocityDepthDepth/SurchargedCondition NodeElevationElevationRatioTotal Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1A2PipeA2Out-1A2139.63444.95442.991.400024.0000.01207.6829.010.263.401.350.680.00Calculated 2A3PipeA3A2247.16447.51445.051.000018.0000.01207.7011.360.686.520.950.640.00Calculated 3A4PipeA4A3100.00448.51447.511.000018.0000.01205.3611.380.474.710.920.610.00Calculated 4B2PipeB2Out-1B2120.15446.25441.813.690024.0000.012022.9547.100.4912.821.110.560.00Calculated 5B2.1PipeB2.1EXB2104.55450.87447.103.610018.0000.012010.4521.610.487.401.120.750.00Calculated 6B3PipeB3B2231.85448.57446.251.000024.0000.012012.5324.510.516.471.190.590.00Calculated 7B4PipeB4B358.10448.97448.570.690024.0000.012010.2420.420.505.041.230.620.00Calculated 8B4-roofPipeB4-roofB4196.19454.00452.001.020015.0000.01503.225.650.574.600.700.560.00Calculated 9B5PipeB5B4131.44449.89448.970.700018.0000.01207.059.520.744.491.250.830.00Calculated 10B6PipeB6B585.39450.47449.890.680015.0000.01202.235.770.392.480.950.760.00Calculated 11B7PipeB7B659.57450.89450.470.710015.0000.01200.785.880.131.930.510.410.00Calculated 12C2PipeC2Out-1C224.08452.45452.211.000015.0000.01204.327.000.625.010.830.660.00Calculated 13C3PipeC3C2254.18454.99452.451.000015.0000.01202.077.000.302.900.710.560.00Calculated 14D2PipeD2Out-1D252.62443.50442.711.500018.0000.013017.8912.871.3910.121.471.000.00SURCHARGED 15E2PipeE2Out-1E267.85436.79435.432.010030.0000.012042.6863.020.6810.761.990.800.00Calculated 16F3PipeF3exOut-1F3138.39449.48448.320.840015.0000.01200.006.410.000.000.000.000.00Calculated 17G2PipeG2Out-1G269.78453.94452.002.770018.0000.01209.9818.960.539.230.890.590.00Calculated 18Link-02PipeB3-roofB356.26454.00452.003.550015.0000.01501.2210.560.125.450.300.240.00Calculated 19Link-03PipeA5-roofB754.80452.00451.001.820012.0000.01500.384.170.093.210.210.210.00Calculated 20Link-04PipeA4-roofA445.79452.00449.006.550012.0000.01500.477.900.064.670.270.270.00Calculated 21Link-05PipeC3-roofC355.52456.00454.991.82008.0000.01501.271.410.904.390.520.770.00Calculated Inlet Summary SNElementInletManufacturerInletNumber ofCatchbasinMax (Rim)InitialPondedPeakPeak FlowPeak FlowInletAllowableMax GutterMax Gutter IDManufacturerPartLocationInletsInvertElevationWaterAreaFlowInterceptedBypassingEfficiencySpreadSpreadWater Elev. NumberElevationElevationbyInletduring Peakduring Peakduring Peak InletFlowFlowFlow (ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft) 1A3FHWA HEC-22 GENERICN/AOn Sag2447.51453.92447.510.002.87N/AN/AN/A7.0013.72454.37 2A4FHWA HEC-22 GENERICN/AOn Sag2448.51454.40448.510.004.95N/AN/AN/A7.0019.12454.95 3B3FHWA HEC-22 GENERICN/AOn Sag2448.57456.71448.570.001.28N/AN/AN/A7.008.51457.05 4B5FHWA HEC-22 GENERICN/AOn Sag2449.89453.96449.890.005.29N/AN/AN/A7.0019.92454.53 5B6FHWA HEC-22 GENERICN/AOn Sag2450.47453.96450.470.001.57N/AN/AN/A7.009.56454.32 6B7FHWA HEC-22 GENERICN/AOn Sag2450.89454.73450.890.000.41N/AN/AN/A7.003.11454.86 7C2FHWA HEC-22 GENERICN/AOn Sag2452.45456.00452.450.002.51N/AN/AN/A7.0012.64456.42 8C3FHWA HEC-22 GENERICN/AOn Sag2454.99457.38454.990.000.89N/AN/AN/A7.006.66457.66 Subbasin Hydrology Subbasin : Sub-A3 Input Data Area (ac) .......................................................0.69 Weighted Runoff Coefficient ........................0.5200 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.69-0.52 Composite Area & Weighted Runoff Coeff.0.690.52 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.35 Peak Runoff (cfs) .........................................2.88 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.5200 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-A3 Subbasin : Sub-A4 Input Data Area (ac) .......................................................1.03 Weighted Runoff Coefficient ........................0.6000 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -1.04-0.60 Composite Area & Weighted Runoff Coeff.1.040.60 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.40 Peak Runoff (cfs) .........................................4.96 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.6000 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-A4 Subbasin : Sub-a4roof Input Data Area (ac) .......................................................0.06 Weighted Runoff Coefficient ........................0.9500 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.63-0.95 Composite Area & Weighted Runoff Coeff.0.630.95 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.64 Peak Runoff (cfs) .........................................0.48 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.9500 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-a4roof Subbasin : Sub-A5 Input Data Area (ac) .......................................................0.07 Weighted Runoff Coefficient ........................0.7000 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.07-0.70 Composite Area & Weighted Runoff Coeff.0.070.70 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.47 Peak Runoff (cfs) .........................................0.42 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.7000 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-A5 Subbasin : Sub-A5roof Input Data Area (ac) .......................................................0.05 Weighted Runoff Coefficient ........................0.9500 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.05-0.95 Composite Area & Weighted Runoff Coeff.0.050.95 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.64 Peak Runoff (cfs) .........................................0.40 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.9500 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-A5roof Subbasin : Sub-A6 Input Data Area (ac) .......................................................0.36 Weighted Runoff Coefficient ........................0.5400 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.36-0.54 Composite Area & Weighted Runoff Coeff.0.360.54 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.36 Peak Runoff (cfs) .........................................1.58 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.5400 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-A6 Subbasin : Sub-B2.1 Input Data Area (ac) .......................................................1.80 Weighted Runoff Coefficient ........................0.9500 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -1.80-0.95 Composite Area & Weighted Runoff Coeff.1.800.95 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.64 Peak Runoff (cfs) .........................................13.70 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.9500 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-B2.1 Subbasin : Sub-B3 Input Data Area (ac) .......................................................0.20 Weighted Runoff Coefficient ........................0.8200 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.20-0.82 Composite Area & Weighted Runoff Coeff.0.200.82 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.55 Peak Runoff (cfs) .........................................1.28 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.8200 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-B3 Subbasin : Sub-B3roof Input Data Area (ac) .......................................................0.16 Weighted Runoff Coefficient ........................0.9500 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.16-0.95 Composite Area & Weighted Runoff Coeff.0.160.95 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.64 Peak Runoff (cfs) .........................................1.24 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.9500 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-B3roof Subbasin : Sub-b4-roof Input Data Area (ac) .......................................................0.46 Weighted Runoff Coefficient ........................0.9500 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.46-0.95 Composite Area & Weighted Runoff Coeff.0.460.95 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.64 Peak Runoff (cfs) .........................................3.47 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.9500 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-b4-roof Subbasin : Sub-B5 Input Data Area (ac) .......................................................0.75 Weighted Runoff Coefficient ........................0.8800 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.75-0.88 Composite Area & Weighted Runoff Coeff.0.750.88 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.59 Peak Runoff (cfs) .........................................5.30 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.8800 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-B5 Subbasin : Sub-C2 Input Data Area (ac) .......................................................0.63 Weighted Runoff Coefficient ........................0.5000 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.63-0.50 Composite Area & Weighted Runoff Coeff.0.630.50 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.33 Peak Runoff (cfs) .........................................2.52 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.5000 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-C2 Subbasin : Sub-C3 Input Data Area (ac) .......................................................0.33 Weighted Runoff Coefficient ........................0.3400 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.33-0.34 Composite Area & Weighted Runoff Coeff.0.330.34 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.23 Peak Runoff (cfs) .........................................0.89 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.3400 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-C3 Subbasin : Sub-c3-roof Input Data Area (ac) .......................................................0.17 Weighted Runoff Coefficient ........................0.9500 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -0.17-0.95 Composite Area & Weighted Runoff Coeff.0.170.95 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.64 Peak Runoff (cfs) .........................................1.30 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.9500 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-c3-roof Subbasin : Sub-G2 Input Data Area (ac) .......................................................1.98 Weighted Runoff Coefficient ........................0.6300 Runoff Coefficient AreaSoilRunoff Soil/Surface Description(acres)GroupCoeff. -1.98-0.63 Composite Area & Weighted Runoff Coeff.1.980.63 Subbasin Runoff Results Total Rainfall (in) ..........................................0.67 Total Runoff (in) ............................................0.42 Peak Runoff (cfs) .........................................10.01 Rainfall Intensity ...........................................8.020 Weighted Runoff Coefficient ........................0.6300 Time of Concentration (days hh:mm:ss) ......0 00:05:00 Subbasin : Sub-G2 Junction Input SNElementInvertGround/RimGround/RimInitialInitialSurchargeSurchargePondedMinimum IDElevation(Max)(Max)WaterWaterElevationDepthAreaPipe ElevationOffsetElevationDepthCover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1A2444.95450.495.54444.950.00450.490.000.0042.52 2A4-roof452.00455.003.00452.000.000.00-455.000.0024.00 3A5-roof452.00455.003.00452.000.000.00-455.000.0024.00 4B2446.25455.379.12446.250.00455.370.000.0081.24 5B2.1EX450.87453.242.37450.870.000.00-453.240.0010.44 6B3-roof454.00457.003.00454.000.000.00-457.000.0021.00 7B4448.97456.717.74448.970.00456.710.000.0041.52 8B4-roof454.00457.003.00454.000.000.00-457.000.0021.00 9C3-roof456.00458.002.00456.000.000.00-458.000.0016.00 10D2443.50448.505.00443.500.000.00-448.5025.0042.00 11E2436.79445.008.21436.790.00447.002.005000.0068.51 12F3ex449.48452.142.66449.480.00452.140.000.0016.93 13G2453.94455.691.75453.940.00455.690.000.003.00 Junction Results SNElementPeakPeakMax HGLMax HGLMaxMinAverage HGLAverage HGLTime ofTime ofTotalTotal Time IDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGLPeakFloodedFlooded InflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolume AttainedOccurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1A27.700.00445.650.700.004.84445.160.210 00:060 00:000.000.00 2A4-roof0.480.48452.170.170.002.83452.040.040 00:050 00:000.000.00 3A5-roof0.400.40452.210.210.002.79452.050.050 00:050 00:000.000.00 4B222.980.00447.491.240.007.88446.560.310 00:060 00:000.000.00 5B2.1EX13.6813.68453.242.370.000.00451.420.550 00:030 00:050.062.00 6B3-roof1.241.24454.310.310.002.69454.070.070 00:050 00:000.000.00 7B410.270.00450.301.330.006.41449.280.310 00:050 00:000.000.00 8B4-roof3.463.46454.720.720.002.28454.180.180 00:050 00:000.000.00 9C3-roof1.301.30456.570.570.001.43456.120.120 00:050 00:000.000.00 10D214.4814.48448.605.100.100.00447.163.660 00:000 00:000.000.00 11E239.7239.72445.008.210.000.00438.972.180 00:000 00:000.000.00 12F3ex0.000.00449.480.000.002.66449.480.000 00:000 00:000.000.00 13G210.0010.00454.941.000.000.74454.140.200 00:050 00:000.000.00 Pipe Input SNElementLengthInletInletOutletOutletTotalAveragePipePipePipeManning'sEntranceExit/BendAdditionalInitialFlapNo. of IDInvertInvertInvertInvertDropSlopeShapeDiameter orWidthRoughnessLossesLossesLossesFlowGateBarrels ElevationOffsetElevationOffsetHeight (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1A2139.63444.950.00442.990.001.961.4000CIRCULAR24.00024.0000.01200.50000.50000.00000.00No1 2A3247.16447.510.00445.050.102.461.0000CIRCULAR18.00018.0000.01200.50000.50000.00000.00No1 3A4100.00448.510.00447.510.001.001.0000CIRCULAR18.00018.0000.01200.50000.50000.00000.00No1 4B2120.15446.250.00441.810.004.443.6900CIRCULAR24.00024.0000.01200.50000.50000.00000.00No1 5B2.1104.55450.870.00447.100.853.773.6100CIRCULAR18.00018.0000.01200.50000.50000.00000.00No1 6B3231.85448.570.00446.250.002.321.0000CIRCULAR24.00024.0000.01200.50000.50000.00000.00No1 7B458.10448.970.00448.570.000.400.6900CIRCULAR24.00024.0000.01200.50000.50000.00000.00No1 8B4-roof196.19454.000.00452.003.032.001.0200CIRCULAR15.00015.0000.01500.50000.50000.00000.00No1 9B5131.44449.890.00448.970.000.920.7000CIRCULAR18.00018.0000.01200.50000.50000.00000.00No1 10B685.39450.470.00449.890.000.580.6800CIRCULAR15.00015.0000.01200.50000.50000.00000.00No1 11B759.57450.890.00450.470.000.420.7100CIRCULAR15.00015.0000.01200.50000.50000.00000.00No1 12C224.08452.450.00452.210.000.241.0000CIRCULAR15.00015.0000.01200.50000.50000.00000.00No1 13C3254.18454.990.00452.450.002.541.0000CIRCULAR15.00015.0000.01200.50000.50000.00000.00No1 14D252.62443.500.00442.710.000.791.5000CIRCULAR18.00018.0000.01300.00000.50000.00000.00No1 15E267.85436.790.00435.430.001.362.0100CIRCULAR30.00030.0000.01200.50000.50000.00000.00No1 16F3138.39449.480.00448.320.001.160.8400CIRCULAR15.00015.0000.01200.50000.50000.00000.00No1 17G269.78453.940.00452.000.001.942.7700CIRCULAR18.00018.0000.01200.50000.50000.00000.00No1 18Link-0256.26454.000.00452.003.432.003.5500CIRCULAR15.00015.0000.01500.50000.50000.00000.00No1 19Link-0354.80452.000.00451.000.111.001.8200CIRCULAR12.00012.0000.01500.50000.50000.00000.00No1 20Link-0445.79452.000.00449.000.493.006.5500CIRCULAR12.00012.0000.01500.50000.50000.00000.00No1 21Link-0555.52456.000.00454.990.001.011.8200CIRCULAR8.0408.0400.01500.50000.50000.00000.00No1 Pipe Results SNElementPeakTime ofDesign FlowPeak Flow/Peak FlowTravelPeak FlowPeak FlowTotal TimeFroudeReported IDFlowPeak FlowCapacityDesign FlowVelocityTimeDepthDepth/SurchargedNumberCondition OccurrenceRatioTotal Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1A27.680 00:0629.010.263.400.681.350.680.00Calculated 2A37.700 00:0511.360.686.520.630.950.640.00Calculated 3A45.360 00:0511.380.474.710.350.920.610.00Calculated 4B222.950 00:0647.100.4912.820.161.110.560.00Calculated 5B2.110.450 00:0421.610.487.400.241.120.750.00Calculated 6B312.530 00:0624.510.516.470.601.190.590.00Calculated 7B410.240 00:0520.420.505.040.191.230.620.00Calculated 8B4-roof3.220 00:055.650.574.600.710.700.560.00Calculated 9B57.050 00:059.520.744.490.491.250.830.00Calculated 10B62.230 00:065.770.392.480.570.950.760.00Calculated 11B70.780 00:055.880.131.930.510.510.410.00Calculated 12C24.320 00:057.000.625.010.080.830.660.00Calculated 13C32.070 00:057.000.302.901.460.710.560.00Calculated 14D217.890 00:0012.871.3910.120.091.471.000.00SURCHARGED 15E242.680 00:0063.020.6810.760.111.990.800.00Calculated 16F30.000 00:006.410.000.000.000.000.00Calculated 17G29.980 00:0518.960.539.230.130.890.590.00Calculated 18Link-021.220 00:0510.560.125.450.170.300.240.00Calculated 19Link-030.380 00:054.170.093.210.280.210.210.00Calculated 20Link-040.470 00:057.900.064.670.160.270.270.00Calculated 21Link-051.270 00:051.410.904.390.210.520.770.00Calculated Inlet Input SNElementInletManufacturerInletNumber ofCatchbasinMax (Rim)InletInitialInitialPondedGrate IDManufacturerPartLocationInletsInvertElevationDepthWaterWaterAreaClogging NumberElevationElevationDepthFactor (ft)(ft)(ft)(ft)(ft)(ft²)(%) 1A3FHWA HEC-22 GENERICN/AOn Sag2447.51453.926.41447.510.000.000.00 2A4FHWA HEC-22 GENERICN/AOn Sag2448.51454.405.89448.510.000.000.00 3B3FHWA HEC-22 GENERICN/AOn Sag2448.57456.718.14448.570.000.000.00 4B5FHWA HEC-22 GENERICN/AOn Sag2449.89453.964.07449.890.000.000.00 5B6FHWA HEC-22 GENERICN/AOn Sag2450.47453.963.49450.470.000.000.00 6B7FHWA HEC-22 GENERICN/AOn Sag2450.89454.733.84450.890.000.000.00 7C2FHWA HEC-22 GENERICN/AOn Sag2452.45456.003.55452.450.000.000.00 8C3FHWA HEC-22 GENERICN/AOn Sag2454.99457.382.39454.990.000.000.00 Roadway & Gutter Input SNElementRoadwayRoadwayRoadwayGutterGutterGutterAllowable IDLongitudinalCrossManning'sCrossWidthDepressionSpread SlopeSlopeRoughnessSlope (ft/ft)(ft/ft)(ft/ft)(ft)(in)(ft) 1A3N/A0.02000.01600.01002.000.06567.00 2A4N/A0.02000.01600.01002.000.06567.00 3B3N/A0.02000.01600.01002.000.06567.00 4B5N/A0.02000.01600.01002.000.06567.00 5B6N/A0.02000.01600.01002.000.06567.00 6B7N/A0.02000.01600.01002.000.06567.00 7C2N/A0.02000.01600.01002.000.06567.00 8C3N/A0.02000.01600.01002.000.06567.00 Inlet Results SNElementPeakPeakPeak FlowPeak FlowInletMax GutterMax GutterMax GutterTime ofTotalTotal Time IDFlowLateralInterceptedBypassingEfficiencySpreadWater Elev.Water DepthMax DepthFloodedFlooded InflowbyInletduring Peakduring Peakduring Peakduring PeakOccurrenceVolume InletFlowFlowFlowFlow (cfs)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1A32.872.87N/AN/AN/A13.72454.370.440 00:050.000.00 2A44.954.95N/AN/AN/A19.12454.950.550 00:050.000.00 3B31.281.28N/AN/AN/A8.51457.050.340 00:050.000.00 4B55.295.29N/AN/AN/A19.92454.530.570 00:050.000.00 5B61.571.57N/AN/AN/A9.56454.320.360 00:050.000.00 6B70.410.41N/AN/AN/A3.11454.860.130 00:060.000.00 7C22.512.51N/AN/AN/A12.64456.420.420 00:050.000.00 8C30.890.89N/AN/AN/A6.66457.660.280 00:050.000.00 FYIJCJU23 FYIJCJU24 Geotechnical Engineering Report Wake Energy Electric Cooperative Facility Expansion Youngsville, North Carolina February 12, 2020 Project No. 70195303 Prepared for: PARIC Corporation St. Louis, Missouri Prepared by: Terracon Consultants, Inc. Raleigh, North Carolina TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY ............................................................................................................ i 1.0 INTRODUCTION ..............................................................................................................1 2.0 PROJECT INFORMATION ..............................................................................................1 2.1 Project Description .................................................................................................1 2.2 Site Location and Description ................................................................................2 3.0 SUBSURFACE CONDITIONS .........................................................................................3 3.1 Site Geology...........................................................................................................3 3.2 Typical Profile ........................................................................................................3 3.3 Groundwater ..........................................................................................................3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION .......................................4 4.1 Geotechnical Considerations .................................................................................4 4.2 Earthwork ..............................................................................................................4 4.2.1 Compaction Requirements .........................................................................6 4.2.2 Grading and Drainage ................................................................................7 4.2.3 Excavations ...............................................................................................7 4.2.4 Construction Considerations ......................................................................7 4.3 Foundations ...........................................................................................................8 4.3.1 Shallow Foundation Design Recommendations .........................................8 4.3.2 Lateral Earth Pressures .............................................................................9 4.4 Seismic Considerations .......................................................................................10 4.5 Concrete Slab-on-Grade ......................................................................................10 4.6 Pavement Considerations ....................................................................................11 4.7 Aggregate Surfaced Areas ...................................................................................13 5.0 GENERAL COMMENTS ................................................................................................14 APPENDIX A FIELD EXPLORATION Exhibit A-1 Site Map Exhibit A-2 Exploration Plan Exhibit A-3 Aerial Exploration Plan Exhibit A-4 Field Exploration Description Exhibits A-5 to A-16 Boring Logs APPENDIX B LABORATORY TESTING Exhibit B-1 Laboratory Testing Description Exhibit B-2 Atterberg Limits Results APPENDIX C SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System (USCS) Responsive Resourceful Reliable Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 EXECUTIVE SUMMARY Terracon has completed geotechnical services for the proposed expansion of the existing Wake Energy Electric Cooperative Facility at 228 Park Avenue in Youngsville, North Carolina. Twelve soil test borings were advanced to depths of 10 to 20 feet below existing grade. The following geotechnical considerations were identified: Facility expansion will include several new buildings: 11,600 square foot Covered Wire & Material Storage Building with attached 2,900 square foot covered Vehicle Storage area; 14,460 square foot Vehicle Storage Building; 14,000 square foot Warehouse; and a 6,000 square foot Vehicle Maintenance Building. Expansion will also include construction of new concrete aprons, asphalt driveways, and aggregate surfaced areas. The soil profile generally consists of medium stiff to very stiff sandy clay or loose to medium dense clayey sand overlying loose to dense silty sand or medium stiff to hard sandy silt. Partially weathered rock, or intact solid rock, were not encountered in project test borings. Maximum column and wall loads of new structures, provided by the structural engineer, are 75 kips, and 5 kips per foot, respectively. Foundations bearing on undisturbed native soil, or on properly prepared structural fill, can be designed with an allowable bearing pressure of 3,000 pounds per square foot. Interior concrete slabs can be designed with a subgrade modulus of 150 pounds per cubic inch. Low plastic soils encountered at test boring locations are suitable for use as structural fill material. Moisture conditioning may be required during site grading. Shallow fine-grained plastic soils with plasticity indices greater than 30 were encountered in test borings and can exhibit significant shrink-swell behavior. These soils can be difficult to place and compact as engineered fill and are susceptible to expansion when wetted. To reduce potential soil expansion effects of highly plastic soils (plasticity indices greater than 30) on foundations, slabs, and pavements, we recommend that highly plastic soils be removed (or chemically treated), where present, within 3 feet of finished grade within building footprints, and within 2 feet of finished pavement grade. We recommend a budget contingency for additional work to improve subgrade soils. i Responsive Resourceful Reliable Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 Earthfills higher than 10 feet can induce ground settlements greater than 1 inch. We recommend that sufficient time be given to allow ground settlement of earthfills to occur before initiation of further construction. As the site has been previously developed, existing fill is likely present at scattered locations across the site. There is an inherent risk to the owner that soft or unsuitable material within or buried by existing fill will not be discovered. This risk of unforeseen conditions can be reduced by performing additional site testing and evaluation. Existing/former leach fields may be present within the northern portion of the site leach fields as well as other existing structures and utilities will require proper decommissioning, closure, and demolition before commencement of new construction. A seismic site class of D is appropriate for this site. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The GENERAL COMMENTS section should be read for an understanding of the report limitations. Responsive Resourceful Reliable ii GEOTECHNICAL ENGINEERING REPORT Wake Energy Electric Cooperative Facility 228 Park Avenue Youngsville, North Carolina Terracon Project No. 70195303 February 12, 2020 1.0 INTRODUCTION Terracon has completed Geotechnical Services for the proposed expansion of the Wake Energy Electric Cooperative Facility in Youngsville, North Carolina. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil conditions groundwater conditions site preparation / earthwork foundation design and construction floor slab design and construction seismic considerations pavement thickness design 2.0 PROJECT INFORMATION 2.1 Project Description ITEM DESCRIPTION 11,600 square foot Covered Wire & Material Storage Building with attached 2,900 square foot covered Vehicle Storage area. 14,460 square foot Vehicle Storage Building Structures 14,000 square foot Warehouse 6,000 square foot Vehicle Maintenance Building Structures are assumed to be single-story, steel framed or CMU construction, with a concrete slab-on-grade (non- basement). Finished floor elevation (FFE) Not known at this time but are expected to be near existing grade. Columns: 75 kips Maximum loads (provided) Walls: 5 kips per linear foot (klf) Slabs: 150 pounds per square foot (psf, assumed) 1 Responsive Resourceful Reliable Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 ITEM DESCRIPTION Up to 8 feet of cut and may be required to develop final grade along the northern margin of the site. Grading Final slope angles less than 3H:1V (Horizontal: Vertical) with heights less than 8 feet are expected. The southern paved entrance road will be relocated slightly to the east of its existing alignment, and a new 30-foot wide concrete apron will be constructed north of existing buildings, and around new vehicle maintenance buildings and the new eastern warehouse. A new gravel laydown area will be constructed within the northern Pavements portion of the site. We assume both rigid (concrete) and flexible (asphalt) pavement sections will be utilized in the facility expansion. We have assumed 500,000 ESALs for heavy-duty pavements and 50,000 ESALs for light-duty pavements Retaining walls are not expected to be constructed as part of site Free-standing retaining walls development to achieve final grades. Below Grade Structures 8,000 square foot underground transformer area. If any of the project information outlined above is inconsistent with the proposed construction, or if the design changes, Terracon requests the opportunity to review our recommendations. 2.2 Site Location and Description ITEM DESCRIPTION The project is located at 228 Park Avenue (US Route 1A) in Youngsville, North Carolina. Land parcel size is 30 acres. Location Approximate site coordinates: 36.0347° N, 78.4820° W The project site is currently developed with existing office and warehouse buildings, associated parking lots, and maintenance and Existing improvements storage yards. We understand two existing storage buildings will be removed for new construction. Existing asphalt and gravel pavements within fenced area. Grass Current ground cover turf and wooded areas outside fenced area. Approximately el 466 feet within central area outside fence to el 440 Existing topography feet at northwest and southeast corners of the parcel. Responsive Resourceful Reliable 2 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 3.0 SUBSURFACE CONDITIONS 3.1 Site Geology According to the 2004 Preliminary Bedrock Geologic Map of North Carolina, the site is located within the Raleigh Terrane of the Raleigh Belt. Bedrock underlying the site is mapped as Raleigh Gneiss, consisting of moderately to heavily metamorphosed, variably layered, biotitic gneiss and schist. Soils at the site are residual in nature and developed from severe weathering of parent bedrock. 3.2 Typical Profile Based on the results of project test borings, subsurface conditions within 10 to 20 feet of the ground surface consist of heavily weathered soils and can be generalized as follows: Approximate Depths to Stratum Material Description Consistency/Density Bottom of Stratum Medium stiff to hard Moderately to Highly Plastic Clay 1 0 to 4 or loose to medium to Clayey Sand dense 2 0 to 17.5 Sandy Elastic Silt Medium stiff to hard Loose to medium 3 >20 Silty Sand Dense As the site was previously developed, zones of surficial existing fill should be anticipated across the site. Further details of the conditions encountered during subsurface exploration can be found on the boring logs in Appendix A of this report. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. 3.3 Groundwater Groundwater was not observed in project test borings. The occurrence and location of subsurface water will vary throughout the year based on variations in precipitation, runoff and evaporation. Responsive Resourceful Reliable 3 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Test borings generally indicate clayey soils overlying deeper sandy silt or silty sand soils. Shallow micaceous, highly plastic soils can cause vertical movements of pavements, slabs or foundations with changes in soil moisture. To reduce soil expansion effects of highly plastic soils on foundations, slabs, and pavements, we recommend that fine-grained soils with plasticity indices greater than 30 to be removed (or chemically treated), where present, within 3 feet of finished grade for buildings and 2 feet for pavements. Undercut and replacement of highly plastic soil, extending depth of footings, or lime treatment can reduce potential soil volume changes due to changes in soil moisture. Design and construction of shallow foundations are suitable for proposed building structures. Foundations can be designed with an allowable net bearing pressure of 3,000 pounds per square foot (psf) and should bear on competent natural soils or engineered structural fill. As the site was previously developed, existing fill may be present and should be anticipated across the project site. There is an inherent risk for the owner that soft or unsuitable material within or buried by artificial fill will not be discovered. This risk of unforeseen conditions can be reduced by performing additional site testing and evaluation. Near-surface clayey soils are moisture sensitive and can become soft and unstable when wet, and shrink as they dry out. These characteristics make moisture sensitive soils particularly difficult to place and compact as engineered fill. Subgrade soils should be protected from weather, and may require improvement such as incorporation of geotextiles, or lime stabilization. We recommend a budget contingency be established for additional work to improve subgrade soils. A seismic site class of D is appropriate for this site. A more complete discussion of these points and additional information are included in the following sections. 4.2 Earthwork Test borings advanced at the site generally encountered severely weathered, residual soils consisting of medium stiff to hard, plastic clay and silt soils. We recommend undercutting soft or highly plastic materials within building footprints and pavement subgrade and replacement with structural fill, or ABC. Responsive Resourceful Reliable 4 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 Existing vegetation, topsoil, and trees (including complete root systems) should be stripped and removed from proposed construction areas. Stripping depths could vary and actual stripping depths should be evaluated by a Terracon representative. Topsoil is expected to be deeper near mature trees. Construction will require demolition of existing structures and complete removal of their remaining foundations and slabs. Existing utilities to be abandoned, such as existing wells, septic tanks, and leachfields should be properly decommissioned, removed, or filled with grout within proposed construction areas. Utilities that are to remain should be accurately located horizontally and vertically to minimize conflict with new construction. Existing pavements outside new construction can remain in place (or rubblized in place) during construction to protect the subgrade from construction traffic. After demolition, stripping, and grubbing, exposed soils in areas to receive fill, and in cut areas, should be proof-rolled to detect soft, unstable, or otherwise unsuitable soils. Proof-rolling should be performed with a loaded, tandem-axle dump truck or similar rubber-tired construction equipment with a minimum gross weight of 20,000 lb. The proof-rolling operations should be observed by a representative of the geotechnical engineer and should be performed after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. Highly plastic soils were encountered in project test borings. Highly plastic soils do not perform well when exposed at subgrade elevations due to their potential to shrink and swell with changes in moisture content. Highly plastic soils (plasticity index greater than 30) should be removed where present within 3 feet of finished surface grade within structural footprints, or within 2 feet of finished exterior slab or pavement grade. Highly plastic materials may be reused in deeper fill sections. As an alternative, highly plastic materials can remain in place with chemical stabilization (lime treatment). Areas exhibiting excessive deflection or rutting, or where otherwise unsuitable material is encountered, should be remediated as directed by the geotechnical engineer. Remediation may consist of local over-excavation and replacement. We expect that less remedial effort will be required if earthwork is performed during warmer, drier periods of the year. Responsive Resourceful Reliable 5 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 Engineered fill should meet the following material property requirements: 1 Fill Type USCS Classification Acceptable Location for Placement Onsite or imported Low- to All locations and elevations except as Moderate-Plasticity Soil (min. CL, ML, SC, SMbackfill behind retaining walls or 20% fines) mechanically stabilized earth walls Sand / Gravel with less than NCDOT CABC suitable beneath GW/GP, SW/SP 2 10% fines pavement sections and floor slabs Not to be used as backfill behind retaining walls or within 3 feet of On-site Soils CH, MH structures or 2 feet of finished pavement grade 1. Controlled, fill should consist of approved materials that are free of organic matter and debris. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. Soil with less than 10% fines (silt and clay) should not be used as general fill to raise site grades to prevent perched water conditions where water infiltrating the surface zone can be trapped over the underlying less-permeable soil zone. If fill is placed in areas of the site where existing slopes are steeper than 5H:1V (horizontal : vertical), the area should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be wide enough to accommodate compaction and earth moving equipment and to allow placement of horizontal lifts of fill. 4.2.1 Compaction Requirements Compaction of on-site soils will require careful moisture control to achieve adequate densities to condition excessively dry or wet soils. The following table summarizes our recommended compaction requirements. Item Description 9-inches or less in loose thickness (4-inch to 6-inch lifts Fill Lift Thickness when hand-operated equipment is used). Minimum of 95% of the materials standard Proctor maximum dry density (ASTM D698). The top lift of engineered fill should be compacted to a 1 Compaction Requirements minimum of 98% of the materials standard Proctor maximum dry density (ASTM D698) for retaining walls, buildings and pavements. Within the range of -2% to +3% of optimum moisture content Moisture Content as determined by the standard Proctor test at the time of placement and compaction. 1. Engineered fill should be tested for moisture content and compaction during placement. If in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the tests should be reworked and retested as required until the specified moisture and compaction requirements are achieved. Responsive Resourceful Reliable 6 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 4.2.2 Grading and Drainage During construction, grades should be sloped to promote runoff away from construction areas. Final grades should be sloped away from structures on all sides to prevent ponding of water. If gutters or downspouts do not discharge directly onto pavement, they should not discharge directly adjacent to the building in landscaped areas. This can be accomplished using splash- blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout if necessary. Flexible pipe should only be used if it is day-lighted in such a manner that it gravity-drains collected water. Splash-blocks should also be considered below hose bibs and water spigots. Paved surfaces that adjoin buildings should be sealed with caulking or other sealant to prevent moisture infiltration at the building envelope; maintenance should be performed as necessary to maintain the seal. 4.2.3 Excavations We anticipate that conventional earth excavation equipment will be sufficient for most excavations. All excavations that may be required should, at a minimum, comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards to provide stable and safe working conditions. Groundwater may occur in a perched condition within more permeable lenses, seams, or zones. As a result, excavations can sporadically encounter localized groundwater although a general groundwater table is not indicated. When encountered, groundwater flow can typically be handled by pumping from sumps within excavations. 4.2.4 Construction Considerations On-site soils are moisture sensitive and become weaker and unstable with increasing moisture content. To the extent practical, site earthwork should be performed during the summer and early fall months when improved drying conditions and the shorter duration of rainfall events reduce the risk of moisture related earthwork difficulties. This does not preclude earthwork during other times of the year, but performing site earthwork during the late fall, winter, and spring can increase the need for remedial earthwork. Subgrade soils may require improvement such as incorporation of geotextiles or lime stabilization. We recommend a budget contingency for additional work to improve subgrade soils. A qualified geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; to monitor subgrade improvement, proof-rolling, placement and compaction of controlled compacted fills, backfilling of excavations to the completed subgrade; and to observe footing excavations prior to placing reinforcing steel. Responsive Resourceful Reliable 7 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 4.3 Foundations Design and construction of shallow foundations are suitable for proposed building structures. Foundations should bear on competent natural soils or engineered structural fill. The successful performance of shallow foundations will be dependent upon appropriate site preparation, proper modification methods, adequate compaction of new fill zones, and evaluation of foundation bearing conditions at the time of foundation construction. Any unsuitable soils encountered during preparation of foundation subgrade should be over-excavated and replaced with properly compacted soil fill or crushed aggregate base course. 4.3.1 Shallow Foundation Design Recommendations Design recommendations for a shallow foundation system supporting columns with maximum loads less than 75 kips are presented in the following table and paragraphs. DESCRIPTION VALUE Foundation Type Conventional Shallow Spread or Strip Footings Approved native soils or compacted, new Bearing Material engineered fill 1 Allowable Bearing Pressure 3,000 psf Column Spread Footings: 24 inches Minimum Width/Diameter Strip Footings: 16 inches Minimum Embedment Depth Below Finished 12 inches 2 Grade for Frost Protection 3 Total Estimated Settlement Less than 1 inch 3 Estimated Differential Settlement ½ inch across the footprint of a structure. 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. 2. For perimeter footings and footings beneath unheated areas. 3. The actual magnitude of settlement that will occur beneath the foundations will depend upon the variations within the subsurface soil profile, the structural loading conditions, and the quality of the foundation excavation. The estimated total and differential settlements listed assume that the foundation related earthwork and the foundation design are completed in accordance with our recommendations. Finished grade for determining minimum embedment depth is defined as the lowest adjacent grade within five feet horizontally of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. The allowable bearing pressures apply to dead load plus live load conditions. The design bearing pressure may be increased by one-third when considering total loads that include wind or seismic conditions. The weight of the foundation concrete below grade may be neglected in dead load computations. Responsive Resourceful Reliable 8 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 The dead weight of the foundation and the soil directly over the plan area of the footing should be used in calculating uplift resistance. For this calculation, we recommend a soil unit weight of 115 pounds per cubic foot and a safety factor of at least 1.5. Lateral resistance may be calculated by using a coefficient of friction of 0.35 between the bottom of a footing and the underlying soil. A representative of the geotechnical engineer should be retained at the time of structural fill placement, and foundation construction to observe the subgrade preparation process. A combination of hand auger borings, dynamic cone penetrometer (DCP) testing, and probing should be performed to confirm the suitability of the subgrade materials for the design bearing pressure or placement of engineered fill. Should soft, loose, or otherwise unsuitable materials be encountered, over-excavation and replacement with new engineered fill or lean concrete may be recommended. Depending on foundation bearing elevations, some undercutting may be required due to highly plastic soils. Where highly plastic soils are exposed at the footing bearing elevation, footing excavations should be extended at least 3 feet below exterior grade. Washed stone should not be used as backfill over highly plastic soil as perched water can cause soil to swell and/or weaken. The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed as soon as practical after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively disturbed or saturated, the affected soil should be removed prior to placing concrete. It is recommended that the geotechnical engineer be retained to observe and test the soil foundation bearing materials. 4.3.2 Lateral Earth Pressures Native soils that may be excavated on-site are generally not acceptable for use as backfill against below grade walls or for use as backfill for mechanically stabilized earth walls. On-site materials, however, can be used as backfill for wall heights of less than 4 feet. With greater wall heights, clean granular material becomes the preferred choice due to both the reduction in lateral pressures and better drainage characteristics. The following equivalent fluid pressures are recommended for unrestrained cantilever retaining walls: Active: Cohesive soil backfill (clays and silts) ............................................................. 55 psf/ft Granular soil backfill (sand/gravel with less than 20% fines) ........................... 35 psf/ft Passive: Cohesive soil backfill (clays and silts) ........................................................... 200 psf/ft Granular soil backfill (sand/gravel with less than 20% fines) ......................... 375 psf/ft For a cantilever type wall restrained from rotation at the top, recommended equivalent fluid pressures for retaining wall design are: Responsive Resourceful Reliable 9 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 At-Rest: Cohesive soil backfill (clays and silts) ............................................................. 75 psf/ft Granular soil backfill (sand/gravel with less than 20% fines) ........................... 55 psf/ft The lateral earth pressures presented above do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. 4.4 Seismic Considerations The seismic site classification is based on determination of the site soil profile to a depth of 100 feet. Borings at this site extended to a maximum depth of 20 feet. The site properties below the maximum boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Deeper borings or geophysical testing can be performed to confirm the conditions below the maximum boring depth. Seismic design parameters are summarized in the table below: Item Seismic Parameters Seismic Site Class D (2015 International Building Code) Mapped Spectral Response Acceleration S = 0.142g S = 0.072g S1 Parameters S= 0.227g S0.172g Ms M1 = Design Spectral Response Acceleration Parameters S= 0.151g S= 0.115g Ds D1 4.5 Concrete Slab-on-Grade Item Description Floor slab support Approved/prepared site soils or new structural fill Modulus of subgrade reaction (k) 150 pounds per square inch per inch (psi/in) Stone Base Course 4 inches of crushed aggregate base course (NCDOT CABC) The slab subgrade can be supported on approved/properly prepared native soils or new structural fill. Floor subgrades should be maintained in a relatively moist yet stable condition until floor slabs are constructed. If the subgrade should become excessively desiccated or wet prior to construction of floor slabs, the affected material should be removed and replaced with suitable material. Upon completion of grading operations in the building area, care should be taken to maintain the recommended subgrade moisture content and density prior to construction Responsive Resourceful Reliable 10 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 of the floor slabs. Saw-cut control joints can be placed in the slab to help control the location and extent of cracking. For additional recommendations, refer to the ACI Design Manual. The use of a vapor retarder should be considered beneath interior concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings. The slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. 4.6 Pavement Considerations When prepared as outlined in section 4.2 Earthwork, the subsurface materials appear to be suitable for support of pavement sections. Pavement thickness design is dependent upon: the anticipated traffic conditions during the life of the pavement; subgrade and paving material characteristics; and climatic conditions of the region. We have assumed that traffic loads at the site will be produced by automobiles and trucks. Anticipated traffic conditions are typically described by the number of equivalent single 18-kip axle loads (ESALs) during the pavement design life. For this project, two pavement section alternatives have been provided. The light-duty and heavy-duty sections should be used for automobile parking areas (50,000 ESALs), and driveways, (500,000 ESALs) respectively. A CBR value of 4 was assumed for pavement thickness design purposes. Normally loaded concrete pavements can be designed with a minimum Portland cement concrete pavement thickness of at least 6 inches underlain by at least 4 inches of aggregate base material. For concrete pavements subject to concentrated and repetitive loading conditions, i.e. dumpster pads and ingress/egress aprons, or in areas where vehicles will turn at low speeds, we recommend using a Portland cement concrete pavement with a thickness of at least 7 inches underlain by at least 4 inches of aggregate base course. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. Responsive Resourceful Reliable 11 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 As a minimum, we recommend the following typical pavement sections to be considered for lightly-loaded flexible pavements. Material Thickness (inches) Preparation 98% of Standard Proctor Upper 12 inches of tested and Subgrade approved existing soil or -2% to +3% optimum moisture engineered fill content 6 100% of Modified Proctor Aggregate Base (NCDOT CABC) Asphalt Surface Course 3 Per NCDOT Specifications (NCDOT S-9.5B) Total Pavement Section 9 All materials should meet the current North Carolina Department of Transportation (NCDOT) mix design criteria found in Table 610-3 (updated 12-6-17) of the Standard Specifications for Roads and Structures. As a minimum, we suggest the following typical pavement section be considered for heavy-duty pavements that will handle combined car and truck traffic (driveways). Material Thickness (inches) Preparation 98% of Standard Proctor Upper 12 inches of tested and approved existing soil or Subgrade -2% to +3% optimum moisture engineered fill content Aggregate Base 100% of Modified Proctor 8 (NCDOT CABC) Asphalt Surface Course Per NCDOT Specifications 1.5 (NCDOT S-9.5B) Per NCDOT Specifications Asphalt Binder Course 2.5 (NCDOT I-19.0C) Total Pavement Section 12 All materials should meet the current North Carolina Department of Transportation (NCDOT) mix design criteria found in Table 610-3 (updated 12-6-17) of the Standard Specifications for Roads and Structures. The placement of a partial pavement thickness for use during construction is not suggested without a detailed pavement analysis incorporating construction traffic. In addition, we should be contacted to confirm the traffic assumptions outlined above. If the actual traffic varies from the assumptions outlined above, modification of the pavement section thickness will be required. Recommendations for pavement construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the direction of the geotechnical engineer. Responsive Resourceful Reliable 12 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 Asphalt concrete aggregates and base course materials should conform to the North Carolina Concrete pavement should be air-entrained and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing per ASTM C-31. The performance of all pavements can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered a minimum: site grading at a minimum 2 percent grade away from the pavements; subgrade and pavement surface with a minimum 1/4 inch per foot slope to promote proper surface drainage; and installation of joint sealant to seal cracks immediately. Preventative maintenance should be planned and provided for through an ongoing pavement management program to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Preventative maintenance, which consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing), is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. 4.7 Aggregate Surfaced Areas New aggregate surfaced areas are planned to be constructed within the northern portion of the project site. Existing aggregate surfaced areas may also be resurfaced and re-graded during facility expansion. As a minimum, we recommend the following sections to be considered for aggregate surfaced areas. Item Description Short Term Section Long Term Section with Tensar TX160 placed at soil subgrade Aggregate base should be compacted to at least 100% Modified Proctor maximum dry density in maximum 6-inch loose lifts. All prepared subgrades should be proof-rolled prior to placement of crushed stone surfacing. Proofrolling should be performed with a loaded tandem axle dump truck weighing at least 15 tons. Identified unstable subgrade areas should be repaired as directed by the geotechnical engineer. Subgrade repair may consist of local over-excavation and replacement or chemical treatment. We expect that less remedial effort will be required if earthwork is performed during warmer, drier periods of the year Responsive Resourceful Reliable 13 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 The performance of all pavements and aggregate surfaced areas can be enhanced by minimizing excess moisture which can reach the subgrade soils. We recommend constructing the subgrade and base course surface with a minimum 1/4 inch per foot (2%) slope to promote proper drainage and site grading at a minimum 2 percent grade. For aggregate surfaced areas, periodic resurfacing and re-grading, as needed, will enhance longer term performance. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications, so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 14 APPENDIX A FIELD EXPLORATION ± SITE 01,0002,0004,000 Feet Copyright:© 2013 National Geographic Society, i-cubed Project No: PM: EXHIBIT Site Map MW 70195303 NO. Scale: Drawn By: 1 inch = 2,000 feet MW Wake Energy Electric Cooperative Facility Expansion Filename: Checked By: 228 Park Avenue A-1 AAN Youngsville, North Carolina 2401 Brentwood Road, Suite 107 Raleigh, NC 27604 Date: Approved By: Phone: (919) 873-2211Fax: (919) 873-9555 February 11, 2020 ± B-5 B-4B-8 @ A B-9 @@ AA @ A B-3 @ A B-10 @ A B-6 B-7 B-2 @ A @ A @ A B-1 B-11 @ A @ A B-12 @ A Legend Test Boring @ A 075150300 Feet From Architectural Site Plan, by HDA, dated 11-6-19 Project No: PM: EXHIBIT Exploration Plan MW 70195303 NO. Scale: Drawn By: 1 inch = 150 feet MW Wake Energy Electric Cooperative Facility Expansion Filename: Checked By: 228 Park Avenue A-2 AAN Youngsville, North Carolina 2401 Brentwood Road, Suite 107 Raleigh, NC 27604 Date: Approved By: Phone: (919) 873-2211Fax: (919) 873-9555 February 11, 2020 ± B-5 B-4B-8 @ A B-9 @@ AA @ A B-3 @ A B-10 @ A B-6 B-7 B-2 @ A @ A @ A B-1 B-11 @ A @ A B-12 @ A Legend Test Boring @ A 075150300 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, Feet AeroGRID, IGN, and the GIS User Community Project No: PM: EXHIBIT Aerial Exploration Plan MW 70195303 NO. Scale: Drawn By: 1 inch = 150 feet MW Wake Energy Electric Cooperative Facility Expansion Filename: Checked By: 228 Park Avenue A-3 AAN Youngsville, North Carolina 2401 Brentwood Road, Suite 107 Raleigh, NC 27604 Date: Approved By: Phone: (919) 873-2211Fax: (919) 873-9555 February 11, 2020 Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 Field Exploration Description The boring locations were established in the field by measuring from existing site features and estimating right angles or by GPS location. Locations of borings should be considered accurate only to the degree implied by the means and methods used to define them. The borings were advanced with a truck-mounted CME 45 rotary drill rig by mud rotary methods. Samples of the soil encountered in the borings were obtained using the split barrel sampling procedures. In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel sampler the final 12 inches of the typical total 18-inch penetration by means of a 140-pound safety hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. Soil samples were taken at 2.5-foot intervals above a depth of 10 feet and at 5-foot intervals below 10 feet. The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. Information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings prior to the drill crew leaving the site. An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count (N) value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. A field log of each boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation of the samples. Responsive Resourceful Reliable Exhibit A-4 APPENDIX B LABORATORY TESTING Geotechnical Engineering Report Wake Energy Expansion Youngsville, North Carolina February 12, 2020 Terracon Project No. 70195303 Laboratory Testing Description Descriptive classifications of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification system is attached to this report. Soils laboratory testing was performed under the direction of a geotechnical engineer and included visual classification, moisture content, grain size analysis, and Atterberg limits as appropriate. The results of the laboratory testing are shown on the borings logs and in Appendix B. ASTM D2216 Standard Test Method of Determination of Water Content of Soil and Rock by Mass ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) ASTM D2488 Standard Practice of Description and Identification of Soils (Visual Manual Method) ASTM D422 Standard Test Method for Particle Size Analysis of Soils ASTM D4318 Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils Procedural standards noted above are for reference to methodology in general. In some cases variations to methods are applied as a result of local practice or professional judgment. Responsive Resourceful Reliable Exhibit B-1 APPENDIX C SUPPORTING DOCUMENTS UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification A Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group B Group Name Symbol F E Gravels: GW Well-graded gravel Cu 4 and 1 Cc 3 Clean Gravels: C F More than 50% of E Less than 5% fines GP Poorly graded gravel Cu 4 and/or 1 Cc 3 coarse F,G, H Fines classify as ML or MH GM Silty gravel Gravels with Fines: fraction retained on C Coarse Grained Soils: F,G,H More than 12% fines Fines classify as CL or CH GC Clayey gravel No. 4 sieve More than 50% retained E I Cu 6 and 1 Cc 3SW Well-graded sand Clean Sands: Sands: on No. 200 sieve D E I Less than 5% fines Cu 6 and/or 1 Cc 3SP Poorly graded sand 50% or more of coarse G,H,I fraction passes Fines classify as ML or MH SM Silty sand Sands with Fines: D No. 4 sieve G,H,I More than 12% fines Fines Classify as CL or CH SC Clayey sand J K,L,M PI 7 and plots on or above “A” lineCL Lean clay Inorganic: J K,L,M PI 4 or plots below “A” lineML Silt Silts and Clays: K,L,M,N Liquid limit less than 50 Liquid limit - oven dried Organic clay Organic: OL 0.75 Fine-Grained Soils: K,L,M,O Liquid limit - not dried Organic silt 50% or more passes the K,L,M PI plots on or above “A” line CH Fat clay No. 200 sieve Inorganic: K,L,M PI plots below “A” line MH Elastic Silt Silts and Clays: K,L,M,P Liquid limit 50 or more Liquid limit - oven dried Organic clay Organic: OH 0.75 K,L,M,Q Liquid limit - not dried Organic silt Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat AH Based on the material passing the 3-in. (75-mm) sieve If fines are organic, add “with organic fines” to group name. B I If field sample contained cobbles or boulders, or both, add “with cobbles If soil contains 15% gravel, add “with gravel” to group name. J or boulders, or both” to group name. If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. C K Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly gravel,” whichever is predominant. L graded gravel with silt, GP-GC poorly graded gravel with clay. If soil contains 30% plus No. 200 predominantly sand, add “sandy” D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded to group name. M sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded If soil contains 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay “gravelly” to group name. N 2 PI 4 and plots on or above “A” line. (D) 30 EO Cu = D/D Cc = PI 4 or plots below “A” line. 6010 P DxD PI plots on or above “A” line. 1060 Q PI plots below “A” line. F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. Exhibit C-2 ± B-5 B-4B-8 B-9 @ A @@ AA @ A B-3 @ A B-10 @ B-6 A B-7 B-2 @ A @ A @ A B-1 B-11 @ A @ A B-12 B-13 @ A @ A 0100200400 Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, Feet IGN, and the GIS User Community Project No: PM: EXHIBIT Exploration Plan Aerial MW 70195303 NO. Scale: Drawn By: 1 inch = 200 feet MW Wake Energy Electric Cooperative Facility Expansion Filename: Checked By: 228 Park Avenue AAN Youngsville, North Carolina 2401 Brentwood Road, Suite 107 Raleigh, NC 27604 Date: Approved By: Phone: (919) 873-2211Fax: (919) 873-9555 February 11, 2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Youngsville, North Carolina, USA* Latitude: 36.0337°, Longitude: -78.484° Elevation: 460.74 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES FYIJCJU25 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular 1 PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches) Average recurrence interval (years) Duration 1251025501002005001000 0.4050.4710.5390.6030.6680.7180.7630.8020.8460.883 5-min (0.3730.440)(0.4340.513)(0.4960.585)(0.5530.654)(0.6100.725)(0.6530.780)(0.6900.828)(0.7210.873)(0.7540.921)(0.7810.963) 0.6460.7530.8630.9641.071.141.211.271.341.39 10-min (0.5960.703)(0.6940.820)(0.7940.937)(0.8841.05)(0.9721.16)(1.041.24)(1.101.32)(1.141.38)(1.191.46)(1.231.52) 0.8080.9471.091.221.351.451.531.611.691.75 15-min (0.7450.879)(0.8721.03)(1.001.19)(1.121.32)(1.231.46)(1.321.57)(1.391.66)(1.441.75)(1.501.83)(1.541.90) 1.111.311.551.772.002.182.352.502.682.83 30-min (1.021.21)(1.201.42)(1.431.68)(1.621.92)(1.832.17)(1.982.37)(2.122.55)(2.242.72)(2.392.92)(2.503.08) 1.381.641.992.302.662.963.233.503.854.13 60-min (1.271.50)(1.511.79)(1.832.16)(2.112.50)(2.432.89)(2.693.21)(2.923.51)(3.153.81)(3.434.19)(3.654.50) 1.621.932.372.773.243.654.044.444.965.40 2-hr (1.481.78)(1.772.11)(2.162.59)(2.523.02)(2.933.53)(3.293.97)(3.624.40)(3.954.83)(4.365.40)(4.725.90) 1.722.062.522.973.513.994.474.965.616.20 3-hr (1.571.90)(1.882.27)(2.302.78)(2.693.26)(3.173.85)(3.584.38)(3.974.89)(4.375.43)(4.906.14)(5.356.80) 2.062.463.023.574.244.845.446.076.917.67 6-hr (1.882.28)(2.252.71)(2.763.33)(3.243.92)(3.834.65)(4.345.30)(4.845.95)(5.346.62)(6.017.54)(6.588.39) 2.432.903.594.255.095.856.617.448.569.59 12-hr (2.232.68)(2.683.19)(3.293.94)(3.884.66)(4.625.57)(5.276.37)(5.907.19)(6.568.07)(7.439.30)(8.1910.4) 2.873.474.345.035.966.707.458.229.2810.1 24-hr (2.693.09)(3.243.73)(4.064.66)(4.685.39)(5.546.39)(6.207.18)(6.888.00)(7.578.84)(8.519.98)(9.2310.9) 3.344.024.995.756.777.578.399.2310.411.3 2-day (3.123.58)(3.764.31)(4.665.35)(5.366.16)(6.297.26)(7.028.12)(7.759.01)(8.509.92)(9.5011.2)(10.312.2) 3.544.255.256.047.107.958.809.6910.911.8 3-day (3.313.79)(3.984.55)(4.915.62)(5.646.46)(6.617.60)(7.378.51)(8.149.43)(8.9210.4)(9.9711.7)(10.812.7) 3.734.485.516.337.448.329.2210.111.412.4 4-day (3.503.99)(4.194.78)(5.165.88)(5.916.76)(6.937.95)(7.738.90)(8.539.86)(9.3510.9)(10.512.2)(11.313.3) 4.335.166.287.168.379.3310.311.312.713.8 7-day (4.064.62)(4.855.51)(5.896.70)(6.717.65)(7.818.94)(8.689.96)(9.5611.0)(10.512.1)(11.713.6)(12.614.8) 4.925.857.047.969.2110.211.212.213.514.6 10-day (4.625.25)(5.506.24)(6.607.49)(7.468.48)(8.619.81)(9.5010.9)(10.411.9)(11.313.0)(12.514.5)(13.415.7) 6.607.799.1910.311.813.014.215.517.118.4 20-day (6.227.00)(7.348.26)(8.669.76)(9.7110.9)(11.112.6)(12.213.8)(13.315.1)(14.416.5)(15.818.3)(17.019.7) 8.199.6311.212.414.015.216.517.719.320.6 30-day (7.748.67)(9.1010.2)(10.611.8)(11.713.1)(13.214.8)(14.316.2)(15.417.5)(16.518.8)(18.020.6)(19.121.9) 10.412.214.015.317.118.419.821.122.824.1 45-day (9.9111.0)(11.612.8)(13.214.7)(14.516.1)(16.218.0)(17.419.4)(18.620.9)(19.822.3)(21.324.1)(22.525.5) 12.514.616.517.919.821.222.623.925.626.9 60-day (11.913.1)(13.915.3)(15.717.3)(17.118.8)(18.820.8)(20.122.3)(21.423.8)(22.625.2)(24.127.1)(25.328.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds\[6/1/2020 11:05:10 AM\] Precipitation Frequency Data Server checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds\[6/1/2020 11:05:10 AM\] Precipitation Frequency Data Server + – 3km 2mi Large scale terrain + – 100km 60mi Large scale map + – 100km 60mi Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds\[6/1/2020 11:05:10 AM\] Precipitation Frequency Data Server + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=depth&units=english&series=pds\[6/1/2020 11:05:10 AM\] Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Youngsville, North Carolina, USA* Latitude: 36.0337°, Longitude: -78.484° Elevation: 460.74 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular 1 PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour) Average recurrence interval (years) Duration 1251025501002005001000 4.865.656.477.248.028.629.169.6210.210.6 5-min (4.485.28)(5.216.16)(5.957.02)(6.647.85)(7.328.70)(7.849.36)(8.289.94)(8.6510.5)(9.0511.1)(9.3711.6) 3.884.525.185.786.396.867.287.638.038.35 10-min (3.584.22)(4.164.92)(4.765.62)(5.306.28)(5.836.93)(6.237.45)(6.587.90)(6.858.30)(7.168.74)(7.389.10) 3.233.794.364.885.405.796.136.426.746.98 15-min (2.983.52)(3.494.12)(4.024.74)(4.475.29)(4.935.86)(5.266.29)(5.546.65)(5.766.98)(6.007.33)(6.187.62) 2.222.623.103.534.004.364.705.005.365.66 30-min (2.042.41)(2.412.85)(2.853.37)(3.243.84)(3.654.34)(3.964.74)(4.255.10)(4.495.44)(4.785.84)(5.006.17) 1.381.641.992.302.662.963.233.503.854.13 60-min (1.271.50)(1.511.79)(1.832.16)(2.112.50)(2.432.89)(2.693.21)(2.923.51)(3.153.81)(3.434.19)(3.654.50) 0.8100.9671.181.381.621.832.022.222.482.70 2-hr (0.7410.888)(0.8861.06)(1.081.29)(1.261.51)(1.471.76)(1.641.99)(1.812.20)(1.972.42)(2.182.70)(2.362.95) 0.5730.6840.8390.9881.171.331.491.651.872.06 3-hr (0.5230.633)(0.6260.754)(0.7650.925)(0.8971.09)(1.061.28)(1.191.46)(1.321.63)(1.461.81)(1.632.05)(1.782.26) 0.3440.4110.5050.5950.7080.8080.9081.011.151.28 6-hr (0.3140.381)(0.3760.453)(0.4600.557)(0.5420.655)(0.6400.776)(0.7250.885)(0.8080.994)(0.8921.11)(1.001.26)(1.101.40) 0.2020.2410.2980.3530.4220.4850.5490.6170.7110.796 12-hr (0.1850.222)(0.2220.265)(0.2730.327)(0.3220.386)(0.3840.462)(0.4370.528)(0.4890.597)(0.5440.670)(0.6170.772)(0.6800.865) 0.1200.1450.1810.2100.2480.2790.3100.3430.3870.422 24-hr (0.1120.129)(0.1350.155)(0.1690.194)(0.1950.225)(0.2310.266)(0.2580.299)(0.2870.333)(0.3150.368)(0.3550.416)(0.3850.454) 0.0700.0840.1040.1200.1410.1580.1750.1920.2160.235 2-day (0.0650.075)(0.0780.090)(0.0970.111)(0.1120.128)(0.1310.151)(0.1460.169)(0.1610.188)(0.1770.207)(0.1980.233)(0.2140.253) 0.0490.0590.0730.0840.0990.1100.1220.1350.1510.164 3-day (0.0460.053)(0.0550.063)(0.0680.078)(0.0780.090)(0.0920.106)(0.1020.118)(0.1130.131)(0.1240.144)(0.1390.163)(0.1500.177) 0.0390.0470.0570.0660.0770.0870.0960.1060.1190.129 4-day (0.0360.042)(0.0440.050)(0.0540.061)(0.0620.070)(0.0720.083)(0.0800.093)(0.0890.103)(0.0970.113)(0.1090.127)(0.1180.139) 0.0260.0310.0370.0430.0500.0560.0610.0670.0750.082 7-day (0.0240.028)(0.0290.033)(0.0350.040)(0.0400.046)(0.0460.053)(0.0520.059)(0.0570.066)(0.0620.072)(0.0690.081)(0.0750.088) 0.0210.0240.0290.0330.0380.0420.0470.0510.0560.061 10-day (0.0190.022)(0.0230.026)(0.0280.031)(0.0310.035)(0.0360.041)(0.0400.045)(0.0430.050)(0.0470.054)(0.0520.061)(0.0560.065) 0.0140.0160.0190.0210.0250.0270.0300.0320.0360.038 20-day (0.0130.015)(0.0150.017)(0.0180.020)(0.0200.023)(0.0230.026)(0.0250.029)(0.0280.032)(0.0300.034)(0.0330.038)(0.0350.041) 0.0110.0130.0160.0170.0190.0210.0230.0250.0270.029 30-day (0.0110.012)(0.0130.014)(0.0150.016)(0.0160.018)(0.0180.021)(0.0200.022)(0.0210.024)(0.0230.026)(0.0250.029)(0.0260.030) 0.0100.0110.0130.0140.0160.0170.0180.0200.0210.022 45-day (0.0090.010)(0.0110.012)(0.0120.014)(0.0130.015)(0.0150.017)(0.0160.018)(0.0170.019)(0.0180.021)(0.0200.022)(0.0210.024) 0.0090.0100.0110.0120.0140.0150.0160.0170.0180.019 60-day (0.0080.009)(0.0100.011)(0.0110.012)(0.0120.013)(0.0130.014)(0.0140.016)(0.0150.017)(0.0160.018)(0.0170.019)(0.0180.020) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds\[6/1/2020 11:06:15 AM\] Precipitation Frequency Data Server checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds\[6/1/2020 11:06:15 AM\] Precipitation Frequency Data Server + – 3km 2mi Large scale terrain + – 100km 60mi Large scale map + – 100km 60mi Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds\[6/1/2020 11:06:15 AM\] Precipitation Frequency Data Server + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0337&lon=-78.4840&data=intensity&units=english&series=pds\[6/1/2020 11:06:15 AM\] FYIJCJU26