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HomeMy WebLinkAboutSW3220702_Design Calculations_20220804ENGINEERING CALCULATIONS FOR THE PRESERVE AT FOREST CREEK - PHASE 2 WAXHAW, UNION COUNTY, NORTH CAROLINA Lennar 6701 Carmel Road, Suite 425 Charlotte, NC 28226 May 6, 2022 LandDesign Project #: 1021143 Calculated By: MLG 44 t.'y� SEAL -_ 043168 0. 05/06/2022 LandDPsign TABLE OF CONTENTS • PROJECT NARRATIVE • SOILS MAP • FEMA FIRM MAP • USGS MAPS • SEDIMENT BASIN CALCULATIONS • SB-1 CALCULATIONS • SB-2 CALCULATIONS • SB-3 CALCULATIONS • SB-4 CALCULATIONS • SB-5 CALCULATIONS • SB-6 CALCULATIONS • SB-7 CALCULATIONS • SB-8 CALCULATIONS • SB-9 CALCULATIONS • SB-10 CALCULATIONS • SB-11 CALCULATIONS • SB-12 CALCULATIONS • SB-13 CALCULATIONS • SB-14 CALCULATIONS • SB-15 CALCULATIONS • SB-16 CALCULATIONS • SB-17 CALCULATIONS • SB-18 CALCULATIONS • SB-19 CALCULATIONS • SB-20 CALCULATIONS • SB-21 CALCULATIONS • SB-22 CALCULATIONS • SB-23 CALCULATIONS • SB-24 CALCULATIONS • SB-25 CALCULATIONS • PRE DEVELOPED CALCULATIONS • POST DEVELOPED CALCULATIONS • BMP-7 WATER QUALITY CALCULATIONS • BMP-7 CALCULATIONS • BMP-8 WATER QUALITY CALCULATIONS • BMP-8 CALCULATIONS • BMP-9 WATER QUALITY CALCULATIONS • BMP-9 CALCULATIONS • BMP-10 WATER QUALITY CALCULATIONS • BMP-10 CALCULATIONS • BMP-11 WATER QUALITY CALCULATIONS • BMP-11 CALCULATIONS • BMP-12 WATER QUALITY CALCULATIONS • BMP-12 CALCULATIONS • TOTAL SITE CALCULATIONS • BUOYANCY CALCULATIONS • RIP RAP CALCULATIONS • ON SITE STORM DRAINAGE • SPREAD CALCULATIONS • 10 YEAR CALCULATIONS • 25 YEAR CALCULATIONS • PROFILES • CULVERT CALCULATIONS • CULVERT #1 CALCULATIONS • CULVERT #2 CALCULATIONS Project Narrative: The Preserve at Forest Creek — Phase 2 LDI Project No. 1021143 Developer: Lennar 6701 Carmel Road, Suite 425 Charlotte, NC 2826 Project Description: The following calculations have been performed in support of the construction of The Preserve at Forest Creek — Phase 2 Single -Family Residential Development. The project is zoned CD-R4-PRD (CD) (Conditional District Single -Family Planned Residential) in Waxhaw, NC. The construction will include installation of new buildings, associated utilities, storm drainage, wet pond, and offsite roadway improvements. Soils Information: The predominant soils for this site are CeB2 CeC2, and AeB. The site soils map showing detailed locations is included. For design purposes, "B" was chosen as the hydrologic soil group. Erosion Control: Silt fence will be used around the site to prevent sediment from entering adjacent properties and the existing creeks. A temporary diversion ditches and skimmer sediment basins will be installed within the site to prevent sediment from entering the storm drainage system until the areas around them have been stabilized. A total of 69.30 ac will be cleared. Pre -Developed Drainage: The existing storm water collection system consists of sheet flow, shallow concentrated, and open channel flow across the entire site. Post -Developed Drainage: The proposed storm water collection system will consist of drainage swales and multiple wet ponds within the project boundaries. The storm system was designed to detain the 10 and 25 year storm events and to have a minimum of 85% average annual removal for Total Suspended Solids and 40% average annual removal for Total Phosphorus. Proposed water quality/channel protection/detention requirements are being met according to the NCDEQ Requirements. Stormwater Detention Summary: Drainage Area Total: 73.78 acres (Combined between 6 Wet Ponds) Q2 (Pre -Developed): 14.08 cfs Q,o (Pre -Developed): 69.29 cfs Q25 (Pre -Developed): 115.07 cfs Q2 (Post -Developed) Detained Detention Release: 11.84 cfs Q,o (Post -Developed) Detained Detention Release: 62.69 cfs Q25 (Post -Developed) Detained Detention Release: 107.34 cfs Q2 (Post -Developed) Detained Detention Release: 11.84 cfs < 14.08 cfs Q,o (Post -Developed) Detained Detention Release: 62.69 cfs < 69.29 cfs Q25 (Post -Developed) Detained Detention Release: 107.37 cfs < 115.07 cfs Conclusion - The engineering analysis presented herein this document demonstrates the ability of the Wet Ponds to meet the design requirements. The calculations show the Wet Pond has sufficient volume to meet the NCDEQ's requirements for BMPs. Moreover, the routing calculations show the Wet Ponds ability to detain flows to pre -developed rates. Soils Map: Hydrologic Soil Group —Union County, North Carolina (Forest Creek) g 520600 521000 521400 521800 522200 522600 523000 523400 523800 524200 524600 525000 34o 55' 29" N -q �,. s I_ I ;I_ I, I 34o 55' 29" N A� R I' F p 8 cod 34o 53' 53" N 34o 53' 53" N � I 520630 521000 521400 521800 522200 522600 523000 523400 523800 524200 524600 525000 m - Map Scale: 1:20,700 if printed on A landscape (11" x 8.5") sheet. a Meters $ N 0 300 E00 1200 1�0 $ Feet 0 1000 2000 4000 E000 Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84 usoA Natural Resources Web Soil Survey 3/10/2021 Conservation Service National Cooperative Soil Survey Pagel of 4 Hydrologic Soil Group —Union County, North Carolina (Forest Creek) MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 A/D 0 B 0 B/D C 0 C/D 0 D 0 Not rated or not available Soil Rating Lines r 0 A r 0 A/D B B/D N 0 C r 0 C/D r 0 D r 0 Not rated or not available Soil Rating Points 0 A 0 A/D B S B/D ❑ C 0 C/D 0 D ❑ Not rated or not available Water Features Streams and Canals Transportation — Rails ­0 Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Union County, North Carolina Survey Area Data: Version 20, Jun 3, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 18, 2011—Nov 25, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. usoA Natural Resources Web Soil Survey 3/10/2021 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group -Union County, North Carolina Forest Creek Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AeB Ailey-Appling complex, 2 A 181.1 10.0% to 8 percent slopes AgC Ailey-Appling complex, 8 A 17.3 1.0% to 15 percent slopes, bouldery CeB2 Cecil gravelly sandy clay B 549.1 30.3% loam, 2 to 8 percent slopes, moderately eroded CeC2 Cecil gravelly sandy clay B 251.7 13.9% loam, 8 to 15 percent slopes, moderately eroded ChA Chewacla silt loam, 0 to B/D 67.5 3.7% 2 percent slopes, frequently flooded GeB Georgeville silt loam, 2 B 7.2 0.4% to 8 percent slopes GfB2 Georgeville silty clay B 176.0 9.7% loam, 2 to 8 percent slopes, moderately eroded IrA Iredell loam, 0 to 3 C/D 4.6 0.3% percent slopes PaE2 Pacolet sandy clay B 68.0 3.7% loam, 15 to 40 percent slopes, moderately eroded PgC Pacolet-Gullied land B 20.5 1.1 % complex, 4 to 15 percent slopes ScA Secrest-Cid complex, 0 C 3.8 0.2% to 3 percent slopes TbB2 Tarrus gravelly silty clay B 9.4 0.5% loam, 2 to 8 percent slopes, moderately eroded TbC2 Tarrus gravelly silty clay B 319.0 17.6% loam, 8 to 15 percent slopes, moderately eroded TuB Tarrus-Urban land B 122.8 6.8% complex, 2 to 8 percent slopes W Water 3.6 0.2% WyB Wynott gravelly loam, 2 D 11.3 0.6% to 8 percent slopes USDA Natural Resources Web Soil Survey 3/10/2021 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Union County, North Carolina Forest Creek Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Totals for Area of Interest 1,812.8 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 3/10/2021 Conservation Service National Cooperative Soil Survey Page 4 of 4 =1 ►vi l_\ J I N ►vi I ►vi l_1 a National Flood Hazard Layer FI RMette •.. FEMA Legend 8Oo45'31"W 34o54'33"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT I.V,VVV 0 250 500 1,000 1,500 2,000 Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Without Base Flood Elevation (BFE) Zone A, V, A99 SPECIAL FLOOD Wit hBFE orDepthZoneAE,AD,AH,Ve,Aa HAZARD AREAS Regulatory Floodway OTHER AREAS OF FLOOD HAZARD 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zonex Future Conditions 1% Annual 4L - Chance Flood Hazard Zonex "Area with Reduced Flood Risk due to Levee. See Notes. Zonex Area with Flood Risk due to Leveezone D NOSCREEN Area of Minimal Flood Hazard Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES IIIIIII Levee, Dike, or Floodwall e zo.z Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation a - - - Coastal Transect ^^^^y517^^^--- Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary — --- Coastal Transect Baseline OTHER _ Profile Baseline FEATURES Hydrographic Feature ❑ Digital Data Available AN 0 No Digital Data Available MAP PANELS El Unmapped QThe pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 5/4/2022 at 2:07 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data overtime. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. USGS MAPS: � U � U.S. DEPARTMENT OF THE INTERIOR U.S. GEOLOGICAL SURVEY science for a changing world -90.8750' 35,00OD° 512°00'E 13 14 387] 0WM N 72 70 69 68 67 66 65 64 63 62 61 60 343750" 12 -80.8750 15 16 The Nadwaf map UTopo 17 1s 19 pus 21 CATAWBA NE QUADRANGLE SOUTH CAROLINA - NORTH CAROLINA 7,5-MINUTE SERIES -80,7500' 22 35,0000' 73 13 14 15 16 17 18 19 20 21 522COOME Produced by the United States Geological Survey %%. " SCALE 1:24 000 North American Datum of 1993 (HAD83) 1� > World Geodetic System of 1984 IWGS841• Projection and aN 1 0,5 0 KILOMETERS 1 2 SOUTH 1 000•meter grid:Universal Transverse Mercator, Zone 175 CAROLINA This map i5 nut a legal document. Boundaries may be 7°49' 1000 500 0 METERS 1000 2000 generalized for this map scale- Private lands within government 139 MILS 1 0.5 0 1 re5ervation5 may not k shown. Obtain permi55iun before DMILS °6 MILES 2 entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 nuAMMUELErcATIOn Imagery.....................................................NAIP, July 2017 • November 2018 FEET Roads..... —........ — ........................ U.S. Census Bureau, 201$ 2011 UTM GRID AND 3019 MAGNETIC NORTH Names ...... .......... ........ .......... ......... .......... ......... .......... .... GNIs, 1480 ilaid DECLINATION AT CENTEROFSHEET 1FortfAill Hydrography .............................„National Hydrography ❑ataset, 2DD3 1 3 2 Weddington Contours .......................... National Elevation Dataset, 20D8 - 2013 CONTOUR INTERVAL 10 FEET 3 Matthews s r s us. raeuonsl cKe NORTH AMERICAN VERTICAL DATUM OF 1968 Boundaries ..............iAultiple sources; see metadata file 2018 - 2014 •�q,Qgq -m square 1❑ A r} 5 Waxhaw 4 Rock Hill East Wetlands.................FWS National Wetlands InvThis map 1989 p was produced to conform with the a NU National. Geospatial Program US Topo Product Standard, 2011. yck 6 ] 7R 6 Catawba Can Wb A metadata file associated with this product is draft version 0.6.18 8 Unity aDJO114ING QUADRANGLES Grb Zone 6eslg"atlan 7S 72 71 70 69 1-1 67 66 65 64 W 62 61 3860000"N 34.8750` •80.7500' ROAD CLASSIFICATION Expressway LoCdl Connector M Secondary Hwy Local Road r Ramp 4WD R IpInter5rate Route U5 Route State Route �y �x r� Z W CATAWBA NE, SC, NC 2020 iZ Z � U � U.S. DEPARTMENT OF THE INTERIOR U.S, GEOLOGICAL SURVEY science for a changing world -80.7500' 35.0000° 5230aftE 24 25 313 009m N 72 71 70 69 68 67 66 65 M 63 Z A 60 26 27 The National Map v US Topo 28 29 30 31 34.8750" 23 24 25 26 27 28 29 30 31 80.7500 Produced by the United States Geological Survey MN . SCALE 1:24 000 North American Datum of 1993 (HAD83) World Geodetic System of 1984 IWG584j. Projection and N 1 0,5 0 KILOMETERS 1 2 Npry 1 000•meter grid:Universal Transverse Mercator, Zone 175 I4LINd This map i5 nut a legal document. Boundaries may be 2154` 1000 500 0 METERS 1000 2fl00 generalized for this map scale- Private lands within government 140 MILS 1 0.5 0 1 Cr° 11 re5ervation5 may not k shown. Obtain permi55iun before 3 MILS MILES entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 4UADRMCiLE LOCATIUI, Imagery .....................................................NAIP, May 2016 • November 2016 FEET Roads ......................................... U.S. Census Bureael, 2016 JTM GRID AND 2019 MAGNETIC NORTH Names ...... .......... ........ .......... ......... .......... ......... .......... .... GNIS, 1930 - 2019 1 Weddinnton DECLINATION AT CENTER OF SHEET Hydrography ...............................Nations[ Hydrography Dataset, 1999 • 2D18 Contours .......................... """" """'' National U.S. Iva�ansl cKe NORTH AMERICAN VERTICAL DATUM OF 1988 Elevation Dataset, ZOOS - 2009 CONTOUR INTERVAL 10 FEET 3 Bakers ' Boundaries ..............idultiple sources; see metadata file 2017 2018 1pq,ppq_m 5quara I❑ 4 5 4 Catawba NE This ma produced to conform with the 5 Monroe Weklands.................FWS National Wetlands Inventory 1983 - 1989 p was p 6 Van Wyck NU National Geospatial Program US Topo Product Standard, 2011. G R 6 Unity A metadata fill: associated with this product is draft version 0.6.18 8 Tradesville aDJOINING QUAORANGLE5 Grb Zane 6eslgnatlan 175 32 32 WAXHAW QUADRANGLE NORTH CAROLINA - UNION COUNTY 7.5-MINUTE SERIES -80.6250` 33 34 35.0000' 73 33 72 71 70 69 68 67 W 65 64 63 62 61 306CPo t,N '34QOME 34.8750' -80.b250° ROAD CLASSIFICATION Expressway L4Cdl Connector ~r" o Secondary Hwy Local Road co M I - Ramp 4WU o} �M1 Y Inter5rate Route U5 Route State Route op � ?C �m 0 r- W WAXHAW, NC �2iIt 2019 xz Sediment Basin Calculations: Sediment Basin Design - Phase 1 Project The Preserve at Forest Creek (Phase 2) Location: Waxhaw, Union County, North Carolina Developer: Lennar Design Criteria: Design Storm Rational Runoff Coeff. Intensity 10 yr 0.7 7.61 in/hr (Tc= 5 min. Computed By: CAP Checked By: MLG Settling Efficiency Criteria: Design Storm Rational Runoff Coeff. Intensity 2 yr 0.6 5.95 in/hr (Tc= 5 min. Date: 5/6/2022 Revised: Basin Number Drainage Area (Acres) Denuded Area (Acres) Sediment Basin Volume Required Provided Bottom Area Sq ft Depth ft. Top Area Sq ft Surface Area Required Sq ft Side- slope Skimmer Size (inches) Orifice Diameter (inches) Dewatering Time (days) 10-yr Flow cfs SB-1 4.65 4.65 8,370 49,513 9,651 4 15,311 10,775 3 4.0 3.10 4.46 24.77 SB-2 7.84 7.84 14,112 61,216 12,358 4 18,403 18,167 3 4.0 3.50 4.33 41.76 SB-3 3.06 3.06 5,508 24,330 3,920 4 8,404 7,091 3 2.5 2.50 3.37 16.30 SB-4 3.66 3.66 6,588 59,934 11,744 4 18,380 8,481 3 4.0 3.50 4.24 19.50 SB-5 3.77 3.77 6,786 29,488 5,396 4 9,504 8,736 3 3.0 2.60 3.78 20.08 SB-6 4.68 3.95 8,424 46,943 9,061 4 14,566 10,845 3 4.0 3.10 4.23 24.93 SB-7 1.72 1.72 3,096 47,035 9,351 4 14,319 3,986 3 4.0 3.10 4.24 9.16 SB-8 1.80 1.80 3,240 26,273 4,716 4 8,574 4,171 3 3.0 2.50 3.64 9.59 SB-9 2.77 2.77 4,986 19,481 3,250 4 6,644 6,419 3 2.5 2.20 3.48 14.76 SB-10 12.58 12.58 22,644 100,701 20,854 4 29,654 29,151 3 5.0 4.40 4.50 67.01 SB-11 1.54 1.54 2,772 12,165 1,600 4 4,641 3,569 3 2.0 1.90 2.92 1 8.20 SB-12 1.09 1.09 1,962 24,621 4,469 4 7,994 2,526 3 2.5 2.50 3.41 5.81 SB-13 1.22 1.22 2,196 18,081 3,095 4 6,098 2,827 3 2.5 2.10 3.55 6.50 SB-14 1.47 1.47 2,646 14,815 2,159 4 5,405 3,406 3 2.5 1.90 3.55 7.83 SB-15 1.29 1.29 2,322 13,175 2,050 4 4,690 2,989 3 2.5 1.80 3.52 6.87 SB-16 5.14 5.14 9,252 39,639 7,704 4 12,269 11,911 3 4.0 2.80 4.38 27.38 SB-17 1.55 1.55 2,790 10,872 1,602 4 3,987 3,592 3 2.0 1.80 2.91 8.26 SB-18 3.60 3.60 6,480 32,905 6,149 4 10,457 8,342 3 3.0 2.80 3.63 19.18 SB-19 3.19 3.19 5,742 25,674 4,580 4 8,410 7,392 3 3.0 2.40 3.86 16.99 SB-20 1.91 1.91 3,429 91,769 19,387 4 26,651 4,414 3 5.0 4.20 4.50 10.15 SB-21 0.80 0.80 1,440 11,732 1,606 4 4,416 1,854 3 2.0 1.80 3.14 4.26 SB-22 1.50 1.50 2,700 58,016 11,797 4 17,363 3,476 3 4.0 3.40 4.35 7.99 SB-23 2.58 2.58 4,644 23,576 4,194 4 7,747 5,978 3 2.5 2.40 3.54 13.74 SB-24 1.59 1.59 2,862 20,947 3,643 4 6,983 3,684 3 2.5 2.30 3.43 8.47 SB-251 4.921 4.921 8,856 44,2441 8,6411 41 13,635 11,401 3 4.0 3.00 4.26 1 26.21 SBA Calculations: Worksheet for SBAA Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 15.0 in 19.82 cfs Results Normal Depth 12.1 in Flow Area 1.1 ftz Wetted Perimeter 2.8 ft Hydraulic Radius 4.6 in Top Width 0.99 ft Critical Depth 14.9 in Percent Full 80.4 % Critical Slope 0.305 ft/ft Velocity 18.75 ft/s Velocity Head 5.47 ft Specific Energy 6.47 ft Froude Number 3.205 Maximum Discharge 21.72 cfs Discharge Full 20.19 cfs Slope Full 0.321 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 80.4 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 12.1 in Critical Depth 14.9 in Channel Slope 0.333 ft/ft Critical Slope 0.305 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for Sl3-1A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.058 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 2.00 ft Discharge 19.82 cfs Results Normal Depth 6.9 in Flow Area 2.1 ftz Wetted Perimeter 5.6 ft Hydraulic Radius 4.5 in Top Width 5.43 ft Critical Depth 11.3 in Critical Slope 0.007 ft/ft Velocity 9.35 ft/s Velocity Head 1.36 ft Specific Energy 1.93 ft Froude Number 2.637 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.9 in Critical Depth 11.3 in Channel Slope 0.058 ft/ft Critical Slope 0.007 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 49 513 Cu. Ft 4 Days SB-1 Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.6 Inch[es] 3.1 Inch[es] SB-2 Calculations: Worksheet for S13-2A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 24.0 in 36.86 cfs Results Normal Depth 12.3 in Flow Area 1.6 ftz Wetted Perimeter 3.2 ft Hydraulic Radius 6.1 in Top Width 2.00 ft Critical Depth 23.2 in Percent Full 51.2 % Critical Slope 0.079 ft/ft Velocity 22.74 ft/s Velocity Head 8.04 ft Specific Energy 9.06 ft Froude Number 4.454 Maximum Discharge 76.06 cfs Discharge Full 70.71 cfs Slope Full 0.090 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 51.2 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 12.3 in Critical Depth 23.2 in Channel Slope 0.333 ft/ft Critical Slope 0.079 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-2A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.068 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 2.00 ft Discharge 36.86 cfs Results Normal Depth 8.9 in Flow Area 3.1 ftz Wetted Perimeter 6.7 ft Hydraulic Radius 5.6 in Top Width 6.46 ft Critical Depth 15.3 in Critical Slope 0.007 ft/ft Velocity 11.71 ft/s Velocity Head 2.13 ft Specific Energy 2.87 ft Froude Number 2.958 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 8.9 in Critical Depth 15.3 in Channel Slope 0.068 ft/ft Critical Slope 0.007 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 61 216 Cu. Ft 4 Days S B-2 Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.7 Inch[es] 3.5 Inch[es] SB-3 Calculations: Worksheet for S13-3A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.05 cfs Results Normal Depth 5.0 in Flow Area 0.3 ftz Wetted Perimeter 1.4 ft Hydraulic Radius 2.6 in Top Width 0.99 ft Critical Depth 10.2 in Percent Full 41.7 % Critical Slope 0.041 ft/ft Velocity 13.07 ft/s Velocity Head 2.65 ft Specific Energy 3.07 ft Froude Number 4.109 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.044 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 41.7 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.0 in Critical Depth 10.2 in Channel Slope 0.333 ft/ft Critical Slope 0.041 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-313 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.69 cfs Results Normal Depth 5.4 in Flow Area 0.3 ftz Wetted Perimeter 1.5 ft Hydraulic Radius 2.8 in Top Width 1.00 ft Critical Depth 10.8 in Percent Full 45.3 % Critical Slope 0.052 ft/ft Velocity 13.58 ft/s Velocity Head 2.87 ft Specific Energy 3.32 ft Froude Number 4.065 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.059 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 45.3 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.4 in Critical Depth 10.8 in Channel Slope 0.333 ft/ft Critical Slope 0.052 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-3C Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.26 cfs Results Normal Depth 5.1 in Flow Area 0.3 ftz Wetted Perimeter 1.4 ft Hydraulic Radius 2.7 in Top Width 0.99 ft Critical Depth 10.4 in Percent Full 42.9 % Critical Slope 0.045 ft/ft Velocity 13.24 ft/s Velocity Head 2.72 ft Specific Energy 3.15 ft Froude Number 4.093 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.049 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 42.9 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.1 in Critical Depth 10.4 in Channel Slope 0.333 ft/ft Critical Slope 0.045 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-3A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.051 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.05 cfs Results Normal Depth 3.5 in Flow Area 0.7 ftz Wetted Perimeter 3.3 ft Hydraulic Radius 2.5 in Top Width 3.25 ft Critical Depth 5.4 in Critical Slope 0.009 ft/ft Velocity 5.87 ft/s Velocity Head 0.53 ft Specific Energy 0.83 ft Froude Number 2.242 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.5 in Critical Depth 5.4 in Channel Slope 0.051 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-313 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.100 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.69 cfs Results Normal Depth 3.2 in Flow Area 0.6 ftz Wetted Perimeter 3.2 ft Hydraulic Radius 2.3 in Top Width 3.08 ft Critical Depth 5.9 in Critical Slope 0.009 ft/ft Velocity 7.76 ft/s Velocity Head 0.94 ft Specific Energy 1.20 ft Froude Number 3.092 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.2 in Critical Depth 5.9 in Channel Slope 0.100 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-3C Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.044 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.26 cfs Results Normal Depth 3.7 in Flow Area 0.8 ftz Wetted Perimeter 3.5 ft Hydraulic Radius 2.6 in Top Width 3.36 ft Critical Depth 5.6 in Critical Slope 0.009 ft/ft Velocity 5.66 ft/s Velocity Head 0.50 ft Specific Energy 0.81 ft Froude Number 2.110 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.7 in Critical Depth 5.6 in Channel Slope 0.044 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 24 330 Cu. Ft 4 Days S B-3 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.2 Inch[es] 2.5 Inch[es] SB-4 Calculations: Worksheet for Sl3-4A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 15.0 in 13.37 cfs Results Normal Depth 8.9 in Flow Area 0.8 ftz Wetted Perimeter 2.2 ft Hydraulic Radius 4.1 in Top Width 1.23 ft Critical Depth 14.7 in Percent Full 59.4 % Critical Slope 0.131 ft/ft Velocity 17.59 ft/s Velocity Head 4.81 ft Specific Energy 5.55 ft Froude Number 3.939 Maximum Discharge 21.72 cfs Discharge Full 20.19 cfs Slope Full 0.146 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 59.4 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 8.9 in Critical Depth 14.7 in Channel Slope 0.333 ft/ft Critical Slope 0.131 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-4A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.094 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 13.37 cfs Results Normal Depth 5.5 in Flow Area 1.3 ftz Wetted Perimeter 4.4 ft Hydraulic Radius 3.6 in Top Width 4.25 ft Critical Depth 9.9 in Critical Slope 0.008 ft/ft Velocity 10.17 ft/s Velocity Head 1.61 ft Specific Energy 2.07 ft Froude Number 3.222 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.5 in Critical Depth 9.9 in Channel Slope 0.094 ft/ft Critical Slope 0.008 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 59 934 Cu. Ft 4 Days Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.7 Inch[es] 3.5 Inch[es] SB-5 Calculations: Worksheet for S13-5A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 15.0 in 13.80 cfs Results Normal Depth 9.1 in Flow Area 0.8 ftz Wetted Perimeter 2.2 ft Hydraulic Radius 4.2 in Top Width 1.22 ft Critical Depth 14.8 in Percent Full 60.7 % Critical Slope 0.141 ft/ft Velocity 17.71 ft/s Velocity Head 4.87 ft Specific Energy 5.63 ft Froude Number 3.909 Maximum Discharge 21.72 cfs Discharge Full 20.19 cfs Slope Full 0.156 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 60.7 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 9.1 in Critical Depth 14.8 in Channel Slope 0.333 ft/ft Critical Slope 0.141 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-513 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 3.24 cfs Results Normal Depth 4.4 in Flow Area 0.3 ftz Wetted Perimeter 1.3 ft Hydraulic Radius 2.4 in Top Width 0.97 ft Critical Depth 9.2 in Percent Full 36.9 % Critical Slope 0.032 ft/ft Velocity 12.30 ft/s Velocity Head 2.35 ft Specific Energy 2.72 ft Froude Number 4.151 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.028 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 36.9 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.4 in Critical Depth 9.2 in Channel Slope 0.333 ft/ft Critical Slope 0.032 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-5A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.084 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 13.80 cfs Results Normal Depth 5.7 in Flow Area 1.4 ftz Wetted Perimeter 4.5 ft Hydraulic Radius 3.7 in Top Width 4.36 ft Critical Depth 10.1 in Critical Slope 0.008 ft/ft Velocity 9.87 ft/s Velocity Head 1.51 ft Specific Energy 1.99 ft Froude Number 3.072 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.7 in Critical Depth 10.1 in Channel Slope 0.084 ft/ft Critical Slope 0.008 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-513 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.061 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 3.24 cfs Results Normal Depth 3.0 in Flow Area 0.6 ftz Wetted Perimeter 3.1 ft Hydraulic Radius 2.2 in Top Width 2.98 ft Critical Depth 4.8 in Critical Slope 0.009 ft/ft Velocity 5.85 ft/s Velocity Head 0.53 ft Specific Energy 0.78 ft Froude Number 2.393 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.0 in Critical Depth 4.8 in Channel Slope 0.061 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 29 488 Cu. Ft 4 Days S B-5 Skimmer Size Orifice Radius Orifice Diameter 3.0 Inch 1.3 Inch[es] 2.6 Inch[es] SB-6 Calculations: Worksheet for S13-6A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 3.85 cfs Results Normal Depth 4.9 in Flow Area 0.3 ftz Wetted Perimeter 1.4 ft Hydraulic Radius 2.6 in Top Width 0.98 ft Critical Depth 10.0 in Percent Full 40.6 % Critical Slope 0.039 ft/ft Velocity 12.87 ft/s Velocity Head 2.58 ft Specific Energy 2.98 ft Froude Number 4.113 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.040 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 40.6 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.9 in Critical Depth 10.0 in Channel Slope 0.333 ft/ft Critical Slope 0.039 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-613 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.86 cfs Results Normal Depth 4.1 in Flow Area 0.2 ftz Wetted Perimeter 1.3 ft Hydraulic Radius 2.3 in Top Width 0.95 ft Critical Depth 8.7 in Percent Full 34.6 % Critical Slope 0.029 ft/ft Velocity 11.87 ft/s Velocity Head 2.19 ft Specific Energy 2.54 ft Froude Number 4.160 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.022 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 34.6 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.1 in Critical Depth 8.7 in Channel Slope 0.333 ft/ft Critical Slope 0.029 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for Sl3-6A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.029 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 3.85 cfs Results Normal Depth 3.9 in Flow Area 0.8 ftz Wetted Perimeter 3.6 ft Hydraulic Radius 2.7 in Top Width 3.46 ft Critical Depth 5.3 in Critical Slope 0.009 ft/ft Velocity 4.75 ft/s Velocity Head 0.35 ft Specific Energy 0.68 ft Froude Number 1.729 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.9 in Critical Depth 5.3 in Channel Slope 0.029 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-613 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.041 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.86 cfs Results Normal Depth 3.1 in Flow Area 0.6 ftz Wetted Perimeter 3.1 ft Hydraulic Radius 2.2 in Top Width 3.04 ft Critical Depth 4.5 in Critical Slope 0.009 ft/ft Velocity 4.92 ft/s Velocity Head 0.38 ft Specific Energy 0.63 ft Froude Number 1.982 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.1 in Critical Depth 4.5 in Channel Slope 0.041 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 46 943 Cu. Ft 4 Days Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.5 Inch[es] 3.1 Inch[es] SB-7 Calculations: Worksheet for S13-7A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.30 cfs Results Normal Depth 5.2 in Flow Area 0.3 ftz Wetted Perimeter 1.4 ft Hydraulic Radius 2.7 in Top Width 0.99 ft Critical Depth 10.5 in Percent Full 43.1 % Critical Slope 0.045 ft/ft Velocity 13.27 ft/s Velocity Head 2.74 ft Specific Energy 3.17 ft Froude Number 4.091 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.050 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 43.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.2 in Critical Depth 10.5 in Channel Slope 0.333 ft/ft Critical Slope 0.045 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-7A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.075 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.30 cfs Results Normal Depth 3.3 in Flow Area 0.6 ftz Wetted Perimeter 3.2 ft Hydraulic Radius 2.3 in Top Width 3.13 ft Critical Depth 5.6 in Critical Slope 0.009 ft/ft Velocity 6.84 ft/s Velocity Head 0.73 ft Specific Energy 1.00 ft Froude Number 2.689 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.3 in Critical Depth 5.6 in Channel Slope 0.075 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 47 035 Cu. Ft 4 Days S B-7 Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.5 Inch[es] 3.1 Inch[es] SB-8 Calculations: Worksheet for S13-8A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 6.29 cfs Results Normal Depth 6.5 in Flow Area 0.4 ftz Wetted Perimeter 1.6 ft Hydraulic Radius 3.1 in Top Width 1.00 ft Critical Depth 11.5 in Percent Full 53.8 % Critical Slope 0.093 ft/ft Velocity 14.61 ft/s Velocity Head 3.32 ft Specific Energy 3.86 ft Froude Number 3.920 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.106 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 53.8 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.5 in Critical Depth 11.5 in Channel Slope 0.333 ft/ft Critical Slope 0.093 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-8A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.022 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 6.29 cfs Results Normal Depth 5.4 in Flow Area 1.3 ftz Wetted Perimeter 4.4 ft Hydraulic Radius 3.6 in Top Width 4.22 ft Critical Depth 6.8 in Critical Slope 0.009 ft/ft Velocity 4.85 ft/s Velocity Head 0.37 ft Specific Energy 0.82 ft Froude Number 1.543 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.4 in Critical Depth 6.8 in Channel Slope 0.022 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 26 273 Cu. Ft 4 Days Skimmer Size Orifice Radius Orifice Diameter 3.0 Inch 1.2 Inch[es] 2.5 Inch[es] SB-9 Calculations: Worksheet for S13-9A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 8.58 cfs Results Normal Depth 7.9 in Flow Area 0.5 ftz Wetted Perimeter 1.9 ft Hydraulic Radius 3.5 in Top Width 0.95 ft Critical Depth 11.9 in Percent Full 65.9 % Critical Slope 0.181 ft/ft Velocity 15.64 ft/s Velocity Head 3.80 ft Specific Energy 4.46 ft Froude Number 3.626 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.198 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 65.9 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 7.9 in Critical Depth 11.9 in Channel Slope 0.333 ft/ft Critical Slope 0.181 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-913 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.78 cfs Results Normal Depth 4.1 in Flow Area 0.2 ftz Wetted Perimeter 1.2 ft Hydraulic Radius 2.3 in Top Width 0.95 ft Critical Depth 8.6 in Percent Full 34.1 % Critical Slope 0.028 ft/ft Velocity 11.78 ft/s Velocity Head 2.16 ft Specific Energy 2.50 ft Froude Number 4.161 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.021 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 34.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.1 in Critical Depth 8.6 in Channel Slope 0.333 ft/ft Critical Slope 0.028 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-9A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.066 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 8.58 cfs Results Normal Depth 4.8 in Flow Area 1.1 ftz Wetted Perimeter 4.0 ft Hydraulic Radius 3.2 in Top Width 3.90 ft Critical Depth 8.0 in Critical Slope 0.008 ft/ft Velocity 7.93 ft/s Velocity Head 0.98 ft Specific Energy 1.38 ft Froude Number 2.655 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.8 in Critical Depth 8.0 in Channel Slope 0.066 ft/ft Critical Slope 0.008 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-913 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.034 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.78 cfs Results Normal Depth 3.2 in Flow Area 0.6 ftz Wetted Perimeter 3.2 ft Hydraulic Radius 2.3 in Top Width 3.10 ft Critical Depth 4.4 in Critical Slope 0.010 ft/ft Velocity 4.54 ft/s Velocity Head 0.32 ft Specific Energy 0.59 ft Froude Number 1.802 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.2 in Critical Depth 4.4 in Channel Slope 0.034 ft/ft Critical Slope 0.010 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 19 481 Cu. Ft 4 Days Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.1 Inch[es] 2.2 Inch[es] SB-10 Calculations: Worksheet for S13-10A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 24.0 in 59.88 cfs Results Normal Depth 17.0 in Flow Area 2.4 ftz Wetted Perimeter 4.0 ft Hydraulic Radius 7.1 in Top Width 1.82 ft Critical Depth 23.9 in Percent Full 70.6 % Critical Slope 0.225 ft/ft Velocity 25.25 ft/s Velocity Head 9.90 ft Specific Energy 11.32 ft Froude Number 3.901 Maximum Discharge 76.06 cfs Discharge Full 70.71 cfs Slope Full 0.239 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 70.6 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 17.0 in Critical Depth 23.9 in Channel Slope 0.333 ft/ft Critical Slope 0.225 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-10A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.046 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 3.00 ft Discharge 59.88 cfs Results Normal Depth 11.0 in Flow Area 5.3 ftz Wetted Perimeter 8.8 ft Hydraulic Radius 7.2 in Top Width 8.51 ft Critical Depth 17.7 in Critical Slope 0.006 ft/ft Velocity 11.32 ft/s Velocity Head 1.99 ft Specific Energy 2.91 ft Froude Number 2.533 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 11.0 in Critical Depth 17.7 in Channel Slope 0.046 ft/ft Critical Slope 0.006 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 100 701 Cu. Ft 4 Days SB-10 Skimmer Size Orifice Radius Orifice Diameter 5.0 Inch 2.2 Inch[es] 4.4 Inch[es] SBA 1 Calculations: Worksheet for S13-11A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.35 cfs Results Normal Depth 3.7 in Flow Area 0.2 ftz Wetted Perimeter 1.2 ft Hydraulic Radius 2.1 in Top Width 0.93 ft Critical Depth 7.9 in Percent Full 31.2 % Critical Slope 0.025 ft/ft Velocity 11.24 ft/s Velocity Head 1.96 ft Specific Energy 2.28 ft Froude Number 4.171 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.015 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 31.2 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.7 in Critical Depth 7.9 in Channel Slope 0.333 ft/ft Critical Slope 0.025 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-11 B Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.65 cfs Results Normal Depth 5.4 in Flow Area 0.3 ftz Wetted Perimeter 1.5 ft Hydraulic Radius 2.8 in Top Width 1.00 ft Critical Depth 10.8 in Percent Full 45.1 % Critical Slope 0.051 ft/ft Velocity 13.53 ft/s Velocity Head 2.85 ft Specific Energy 3.30 ft Froude Number 4.059 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.058 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 45.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.4 in Critical Depth 10.8 in Channel Slope 0.333 ft/ft Critical Slope 0.051 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-11A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.077 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.35 cfs Results Normal Depth 2.3 in Flow Area 0.4 ftz Wetted Perimeter 2.7 ft Hydraulic Radius 1.8 in Top Width 2.67 ft Critical Depth 4.0 in Critical Slope 0.010 ft/ft Velocity 5.78 ft/s Velocity Head 0.52 ft Specific Energy 0.71 ft Froude Number 2.613 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.3 in Critical Depth 4.0 in Channel Slope 0.077 ft/ft Critical Slope 0.010 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-11 B Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.032 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.65 cfs Results Normal Depth 4.2 in Flow Area 0.9 ftz Wetted Perimeter 3.7 ft Hydraulic Radius 2.9 in Top Width 3.62 ft Critical Depth 5.8 in Critical Slope 0.009 ft/ft Velocity 5.14 ft/s Velocity Head 0.41 ft Specific Energy 0.76 ft Froude Number 1.815 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.2 in Critical Depth 5.8 in Channel Slope 0.032 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 12 165 Cu. Ft 4 Days SB-11 Skimmer Size Orifice Radius Orifice Diameter 2.0 Inch 0.9 Inch[es] 1.9 Inch[es] SB-12 Calculations: Worksheet for SB-12A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.64 cfs Results Normal Depth 4.0 in Flow Area 0.2 ftz Wetted Perimeter 1.2 ft Hydraulic Radius 2.2 in Top Width 0.94 ft Critical Depth 8.4 in Percent Full 33.1 % Critical Slope 0.027 ft/ft Velocity 11.62 ft/s Velocity Head 2.10 ft Specific Energy 2.43 ft Froude Number 4.169 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.019 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 33.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.0 in Critical Depth 8.4 in Channel Slope 0.333 ft/ft Critical Slope 0.027 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-12A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.024 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.64 cfs Results Normal Depth 3.4 in Flow Area 0.7 ftz Wetted Perimeter 3.3 ft Hydraulic Radius 2.4 in Top Width 3.21 ft Critical Depth 4.3 in Critical Slope 0.010 ft/ft Velocity 3.94 ft/s Velocity Head 0.24 ft Specific Energy 0.53 ft Froude Number 1.518 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.4 in Critical Depth 4.3 in Channel Slope 0.024 ft/ft Critical Slope 0.010 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 24 621 Cu. Ft 4 Days SB-12 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.2 Inch[es] 2.5 Inch[es] SB-13 Calculations: Worksheet for S13-13A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.43 cfs Results Normal Depth 3.8 in Flow Area 0.2 ftz Wetted Perimeter 1.2 ft Hydraulic Radius 2.1 in Top Width 0.93 ft Critical Depth 8.0 in Percent Full 31.7 % Critical Slope 0.026 ft/ft Velocity 11.35 ft/s Velocity Head 2.00 ft Specific Energy 2.32 ft Froude Number 4.170 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.016 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 31.7 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.8 in Critical Depth 8.0 in Channel Slope 0.333 ft/ft Critical Slope 0.026 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-1313 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 3.17 cfs Results Normal Depth 4.4 in Flow Area 0.3 ftz Wetted Perimeter 1.3 ft Hydraulic Radius 2.4 in Top Width 0.96 ft Critical Depth 9.2 in Percent Full 36.5 % Critical Slope 0.031 ft/ft Velocity 12.21 ft/s Velocity Head 2.32 ft Specific Energy 2.68 ft Froude Number 4.146 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.027 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 36.5 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.4 in Critical Depth 9.2 in Channel Slope 0.333 ft/ft Critical Slope 0.031 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-13A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.021 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.43 cfs Results Normal Depth 3.4 in Flow Area 0.7 ftz Wetted Perimeter 3.3 ft Hydraulic Radius 2.4 in Top Width 3.19 ft Critical Depth 4.1 in Critical Slope 0.010 ft/ft Velocity 3.68 ft/s Velocity Head 0.21 ft Specific Energy 0.49 ft Froude Number 1.426 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.4 in Critical Depth 4.1 in Channel Slope 0.021 ft/ft Critical Slope 0.010 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-1313 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.016 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 3.17 cfs Results Normal Depth 4.2 in Flow Area 0.9 ftz Wetted Perimeter 3.7 ft Hydraulic Radius 2.9 in Top Width 3.58 ft Critical Depth 4.8 in Critical Slope 0.009 ft/ft Velocity 3.59 ft/s Velocity Head 0.20 ft Specific Energy 0.55 ft Froude Number 1.274 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.2 in Critical Depth 4.8 in Channel Slope 0.016 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 18 081 Cu. Ft 4 Days SB-13 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.1 Inch[es] 2.1 Inch[es] SB-14 Calculations: Worksheet for SB-14A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 5.15 cfs Results Normal Depth 5.7 in Flow Area 0.4 ftz Wetted Perimeter 1.5 ft Hydraulic Radius 2.9 in Top Width 1.00 ft Critical Depth 11.1 in Percent Full 47.8 % Critical Slope 0.062 ft/ft Velocity 13.91 ft/s Velocity Head 3.01 ft Specific Energy 3.48 ft Froude Number 4.026 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.071 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 47.8 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.7 in Critical Depth 11.1 in Channel Slope 0.333 ft/ft Critical Slope 0.062 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-14A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.028 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 5.15 cfs Results Normal Depth 4.6 in Flow Area 1.0 ftz Wetted Perimeter 3.9 ft Hydraulic Radius 3.1 in Top Width 3.81 ft Critical Depth 6.2 in Critical Slope 0.009 ft/ft Velocity 5.03 ft/s Velocity Head 0.39 ft Specific Energy 0.78 ft Froude Number 1.711 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.6 in Critical Depth 6.2 in Channel Slope 0.028 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 14 815 CuTt 4 Days SB-14 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.0 Inch[es] 1.9 Inch[es] SB-15 Calculations: Worksheet for S13-15A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.63 cfs Results Normal Depth 5.4 in Flow Area 0.3 ftz Wetted Perimeter 1.5 ft Hydraulic Radius 2.8 in Top Width 0.99 ft Critical Depth 10.7 in Percent Full 45.0 % Critical Slope 0.051 ft/ft Velocity 13.52 ft/s Velocity Head 2.84 ft Specific Energy 3.29 ft Froude Number 4.061 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.058 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 45.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.4 in Critical Depth 10.7 in Channel Slope 0.333 ft/ft Critical Slope 0.051 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-15A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.051 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.63 cfs Results Normal Depth 3.7 in Flow Area 0.8 ftz Wetted Perimeter 3.5 ft Hydraulic Radius 2.6 in Top Width 3.37 ft Critical Depth 5.8 in Critical Slope 0.009 ft/ft Velocity 6.08 ft/s Velocity Head 0.57 ft Specific Energy 0.89 ft Froude Number 2.256 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.7 in Critical Depth 5.8 in Channel Slope 0.051 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 13 175 Cu. Ft 4 Days SB-15 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 0.9 Inch[es] 1.8 Inch[es] SB-16 Calculations: Worksheet for S13-16A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.94 cfs Results Normal Depth 4.2 in Flow Area 0.2 ftz Wetted Perimeter 1.3 ft Hydraulic Radius 2.3 in Top Width 0.95 ft Critical Depth 8.8 in Percent Full 35.1 % Critical Slope 0.029 ft/ft Velocity 11.97 ft/s Velocity Head 2.23 ft Specific Energy 2.58 ft Froude Number 4.158 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.023 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 35.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.2 in Critical Depth 8.8 in Channel Slope 0.333 ft/ft Critical Slope 0.029 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-1613 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 15.0 in 19.94 cfs Results Normal Depth 12.1 in Flow Area 1.1 ftz Wetted Perimeter 2.8 ft Hydraulic Radius 4.6 in Top Width 0.98 ft Critical Depth 14.9 in Percent Full 80.9 % Critical Slope 0.309 ft/ft Velocity 18.76 ft/s Velocity Head 5.47 ft Specific Energy 6.48 ft Froude Number 3.180 Maximum Discharge 21.72 cfs Discharge Full 20.19 cfs Slope Full 0.325 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 80.9 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 12.1 in Critical Depth 14.9 in Channel Slope 0.333 ft/ft Critical Slope 0.309 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-16A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.049 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.94 cfs Results Normal Depth 3.0 in Flow Area 0.6 ftz Wetted Perimeter 3.1 ft Hydraulic Radius 2.2 in Top Width 2.99 ft Critical Depth 4.6 in Critical Slope 0.009 ft/ft Velocity 5.26 ft/s Velocity Head 0.43 ft Specific Energy 0.68 ft Froude Number 2.144 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.0 in Critical Depth 4.6 in Channel Slope 0.049 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-1613 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.102 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 19.94 cfs Results Normal Depth 6.5 in Flow Area 1.7 ftz Wetted Perimeter 4.9 ft Hydraulic Radius 4.1 in Top Width 4.77 ft Critical Depth 12.0 in Critical Slope 0.007 ft/ft Velocity 11.67 ft/s Velocity Head 2.12 ft Specific Energy 2.66 ft Froude Number 3.437 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.5 in Critical Depth 12.0 in Channel Slope 0.102 ft/ft Critical Slope 0.007 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 39 639 Cu. Ft 4 Days SB-16 Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.4 Inch[es] 2.8 Inch[es] SB-17 Calculations: Worksheet for S13-17A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 5.08 cfs Results Normal Depth 5.7 in Flow Area 0.4 ftz Wetted Perimeter 1.5 ft Hydraulic Radius 2.9 in Top Width 1.00 ft Critical Depth 11.1 in Percent Full 47.4 % Critical Slope 0.060 ft/ft Velocity 13.86 ft/s Velocity Head 2.98 ft Specific Energy 3.46 ft Froude Number 4.032 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.069 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 47.4 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.7 in Critical Depth 11.1 in Channel Slope 0.333 ft/ft Critical Slope 0.060 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-17A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.053 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 5.08 cfs Results Normal Depth 3.9 in Flow Area 0.8 ftz Wetted Perimeter 3.6 ft Hydraulic Radius 2.7 in Top Width 3.45 ft Critical Depth 6.1 in Critical Slope 0.009 ft/ft Velocity 6.34 ft/s Velocity Head 0.62 ft Specific Energy 0.95 ft Froude Number 2.316 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.9 in Critical Depth 6.1 in Channel Slope 0.053 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 10 872 Cu. Ft 4 Days SB-17 Skimmer Size Orifice Radius Orifice Diameter 2.0 Inch 0.9 Inch[es] 1.8 Inch[es] SB-18 Calculations: Worksheet for S13-18A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 6.0 in 0.46 cfs Results Normal Depth 2.1 in Flow Area 0.1 ftz Wetted Perimeter 0.6 ft Hydraulic Radius 1.2 in Top Width 0.48 ft Critical Depth 4.2 in Percent Full 35.0 % Critical Slope 0.034 ft/ft Velocity 7.51 ft/s Velocity Head 0.88 ft Specific Energy 1.05 ft Froude Number 3.695 Maximum Discharge 1.89 cfs Discharge Full 1.75 cfs Slope Full 0.023 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 35.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.1 in Critical Depth 4.2 in Channel Slope 0.333 ft/ft Critical Slope 0.034 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-1813 Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 15.0 in 15.21 cfs Results Normal Depth 9.7 in Flow Area 0.8 ftz Wetted Perimeter 2.3 ft Hydraulic Radius 4.3 in Top Width 1.19 ft Critical Depth 14.8 in Percent Full 64.8 % Critical Slope 0.174 ft/ft Velocity 18.07 ft/s Velocity Head 5.07 ft Specific Energy 5.88 ft Froude Number 3.793 Maximum Discharge 21.72 cfs Discharge Full 20.19 cfs Slope Full 0.189 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 64.8 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 9.7 in Critical Depth 14.8 in Channel Slope 0.333 ft/ft Critical Slope 0.174 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-18A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.092 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 0.46 cfs Results Normal Depth 0.9 in Flow Area 0.1 ftz Wetted Perimeter 2.0 ft Hydraulic Radius 0.8 in Top Width 1.94 ft Critical Depth 1.6 in Critical Slope 0.013 ft/ft Velocity 3.62 ft/s Velocity Head 0.20 ft Specific Energy 0.28 ft Froude Number 2.495 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.9 in Critical Depth 1.6 in Channel Slope 0.092 ft/ft Critical Slope 0.013 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for S13-1813 Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.097 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 15.21 cfs Results Normal Depth 5.8 in Flow Area 1.4 ftz Wetted Perimeter 4.6 ft Hydraulic Radius 3.8 in Top Width 4.40 ft Critical Depth 10.6 in Critical Slope 0.008 ft/ft Velocity 10.68 ft/s Velocity Head 1.77 ft Specific Energy 2.26 ft Froude Number 3.309 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.8 in Critical Depth 10.6 in Channel Slope 0.097 ft/ft Critical Slope 0.008 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 32 905 Cu. Ft 4 Days Skimmer Size Orifice Radius Orifice Diameter 3.0 Inch 1.4 Inch[es] 2.8 Inch[es] SB-19 Calculations: Worksheet for S13-19A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 15.0 in 14.00 cfs Results Normal Depth 9.2 in Flow Area 0.8 ftz Wetted Perimeter 2.2 ft Hydraulic Radius 4.2 in Top Width 1.22 ft Critical Depth 14.8 in Percent Full 61.3 % Critical Slope 0.145 ft/ft Velocity 17.76 ft/s Velocity Head 4.90 ft Specific Energy 5.67 ft Froude Number 3.893 Maximum Discharge 21.72 cfs Discharge Full 20.19 cfs Slope Full 0.160 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 61.3 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 9.2 in Critical Depth 14.8 in Channel Slope 0.333 ft/ft Critical Slope 0.145 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-19A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.069 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 14.00 cfs Results Normal Depth 6.0 in Flow Area 1.5 ftz Wetted Perimeter 4.7 ft Hydraulic Radius 3.9 in Top Width 4.52 ft Critical Depth 10.2 in Critical Slope 0.008 ft/ft Velocity 9.22 ft/s Velocity Head 1.32 ft Specific Energy 1.83 ft Froude Number 2.806 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.0 in Critical Depth 10.2 in Channel Slope 0.069 ft/ft Critical Slope 0.008 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 25 674 Cu. Ft 4 Days SB-19 Skimmer Size Orifice Radius Orifice Diameter 3.0 Inch 1.2 Inch[es] 2.4 Inch[es] SB-20 Calculations: Worksheet for SB-20A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 3.05 cfs Results Normal Depth 4.3 in Flow Area 0.3 ftz Wetted Perimeter 1.3 ft Hydraulic Radius 2.4 in Top Width 0.96 ft Critical Depth 9.0 in Percent Full 35.8 % Critical Slope 0.030 ft/ft Velocity 12.09 ft/s Velocity Head 2.27 ft Specific Energy 2.63 ft Froude Number 4.154 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.025 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 35.8 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.3 in Critical Depth 9.0 in Channel Slope 0.333 ft/ft Critical Slope 0.030 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-20A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.014 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 3.05 cfs Results Normal Depth 4.2 in Flow Area 0.9 ftz Wetted Perimeter 3.7 ft Hydraulic Radius 2.9 in Top Width 3.61 ft Critical Depth 4.7 in Critical Slope 0.009 ft/ft Velocity 3.40 ft/s Velocity Head 0.18 ft Specific Energy 0.53 ft Froude Number 1.204 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.2 in Critical Depth 4.7 in Channel Slope 0.014 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 91 769 Cu. Ft 4 Days SB-20 Skimmer Size Orifice Radius Orifice Diameter 5.0 Inch 2.1 Inch[es] 4.2 Inch[es] SB-21 Calculations: Worksheet for SB-21A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 2.22 cfs Results Normal Depth 3.6 in Flow Area 0.2 ftz Wetted Perimeter 1.2 ft Hydraulic Radius 2.1 in Top Width 0.92 ft Critical Depth 7.6 in Percent Full 30.3 % Critical Slope 0.024 ft/ft Velocity 11.06 ft/s Velocity Head 1.90 ft Specific Energy 2.20 ft Froude Number 4.172 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.013 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 30.3 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.6 in Critical Depth 7.6 in Channel Slope 0.333 ft/ft Critical Slope 0.024 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-21A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.017 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 2.22 cfs Results Normal Depth 3.4 in Flow Area 0.7 ftz Wetted Perimeter 3.3 ft Hydraulic Radius 2.4 in Top Width 3.21 ft Critical Depth 3.9 in Critical Slope 0.010 ft/ft Velocity 3.30 ft/s Velocity Head 0.17 ft Specific Energy 0.45 ft Froude Number 1.272 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.4 in Critical Depth 3.9 in Channel Slope 0.017 ft/ft Critical Slope 0.010 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 11 732 Cu. Ft 4 Days SB-21 Skimmer Size Orifice Radius Orifice Diameter 2.0 Inch 0.9 Inch[es] 1.8 Inch[es] SB-22 Calculations: Worksheet for SB-22A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 6.40 cfs Results Normal Depth 6.5 in Flow Area 0.4 ftz Wetted Perimeter 1.7 ft Hydraulic Radius 3.2 in Top Width 1.00 ft Critical Depth 11.6 in Percent Full 54.4 % Critical Slope 0.096 ft/ft Velocity 14.67 ft/s Velocity Head 3.35 ft Specific Energy 3.89 ft Froude Number 3.909 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.110 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 54.4 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 6.5 in Critical Depth 11.6 in Channel Slope 0.333 ft/ft Critical Slope 0.096 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-22A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.080 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 6.40 cfs Results Normal Depth 3.9 in Flow Area 0.8 ftz Wetted Perimeter 3.6 ft Hydraulic Radius 2.7 in Top Width 3.47 ft Critical Depth 6.9 in Critical Slope 0.009 ft/ft Velocity 7.86 ft/s Velocity Head 0.96 ft Specific Energy 1.29 ft Froude Number 2.860 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.9 in Critical Depth 6.9 in Channel Slope 0.080 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 58 016 Cu. Ft 4 Days SB-22 Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.7 Inch[es] 3.4 Inch[es] SB-23 Calculations: Worksheet for SB-23A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 8.97 cfs Results Normal Depth 8.2 in Flow Area 0.6 ftz Wetted Perimeter 1.9 ft Hydraulic Radius 3.5 in Top Width 0.93 ft Critical Depth 11.9 in Percent Full 68.0 % Critical Slope 0.200 ft/ft Velocity 15.78 ft/s Velocity Head 3.87 ft Specific Energy 4.55 ft Froude Number 3.563 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.216 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 68.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 8.2 in Critical Depth 11.9 in Channel Slope 0.333 ft/ft Critical Slope 0.200 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-23A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.052 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 8.97 cfs Results Normal Depth 5.2 in Flow Area 1.2 ftz Wetted Perimeter 4.2 ft Hydraulic Radius 3.4 in Top Width 4.11 ft Critical Depth 8.2 in Critical Slope 0.008 ft/ft Velocity 7.36 ft/s Velocity Head 0.84 ft Specific Energy 1.28 ft Froude Number 2.383 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.2 in Critical Depth 8.2 in Channel Slope 0.052 ft/ft Critical Slope 0.008 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 23 576 Cu. Ft 4 Days SB-23 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.2 Inch[es] 2.4 Inch[es] SB-24 Calculations: Worksheet for SB-24A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 12.0 in 4.65 cfs Results Normal Depth 5.4 in Flow Area 0.3 ftz Wetted Perimeter 1.5 ft Hydraulic Radius 2.8 in Top Width 1.00 ft Critical Depth 10.8 in Percent Full 45.1 % Critical Slope 0.051 ft/ft Velocity 13.53 ft/s Velocity Head 2.85 ft Specific Energy 3.30 ft Froude Number 4.059 Maximum Discharge 11.98 cfs Discharge Full 11.14 cfs Slope Full 0.058 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 45.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 5.4 in Critical Depth 10.8 in Channel Slope 0.333 ft/ft Critical Slope 0.051 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 4/29/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-24A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.052 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 4.65 cfs Results Normal Depth 3.7 in Flow Area 0.8 ftz Wetted Perimeter 3.5 ft Hydraulic Radius 2.6 in Top Width 3.37 ft Critical Depth 5.8 in Critical Slope 0.009 ft/ft Velocity 6.12 ft/s Velocity Head 0.58 ft Specific Energy 0.89 ft Froude Number 2.273 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.7 in Critical Depth 5.8 in Channel Slope 0.052 ft/ft Critical Slope 0.009 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 20 947 Cu. Ft 4 Days SB-24 Skimmer Size Orifice Radius Orifice Diameter 2.5 Inch 1.1 Inch[es] 2.3 Inch[es] SB-25 Calculations: Worksheet for SB-25A Slope Drain Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.024 0.333 ft/ft 18.0 in 22.11 cfs Results Normal Depth 10.8 in Flow Area 1.1 ftz Wetted Perimeter 2.7 ft Hydraulic Radius 5.0 in Top Width 1.47 ft Critical Depth 17.7 in Percent Full 60.1 % Critical Slope 0.137 ft/ft Velocity 19.93 ft/s Velocity Head 6.17 ft Specific Energy 7.08 ft Froude Number 4.044 Maximum Discharge 35.32 cfs Discharge Full 32.83 cfs Slope Full 0.151 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0 % Normal Depth Over Rise 60.1 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 10.8 in Critical Depth 17.7 in Channel Slope 0.333 ft/ft Critical Slope 0.137 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Sediment Basins Temp Pipes.fm8 Center [10.03.00.03] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Worksheet for SB-25A Ditch Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.033 ft/ft Left Side Slope 3.000 H:V Right Side Slope 3.000 H:V Bottom Width 1.50 ft Discharge 22.11 cfs Results Normal Depth 8.9 in Flow Area 2.8 ftz Wetted Perimeter 6.2 ft Hydraulic Radius 5.4 in Top Width 5.97 ft Critical Depth 12.7 in Critical Slope 0.007 ft/ft Velocity 7.94 ft/s Velocity Head 0.98 ft Specific Energy 1.73 ft Froude Number 2.051 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 8.9 in Critical Depth 12.7 in Channel Slope 0.033 ft/ft Critical Slope 0.007 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Ditch Calcs.fm8 Center [10.03.00.03] 5/6/2022 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 -203-755-1666 Calculate Skimmer Size Basin Volume in Cubic Feet Days to Drain* NC assume 3 days to drain 44 244 Cu. Ft 4 Days SB-25 Skimmer Size Orifice Radius Orifice Diameter 4.0 Inch 1.5 Inch[es] 3.0 Inch[es] Pre Developed Calculations: / \ \ X / 100, oe EXISTING R/W (TYP) 1 f _ RA-40 (UNIO� CO.) PROBOUNDARY P) _ � � 0514400 F BRASWELL JAMES W JR & DEBRA P EXIST. STREAM 5021 REHOB TH RD / ��♦ (TYP) WAXHAW, N 28173 1 R-2 (�AXHAW) 05144011 A S MPSON SARAH G 315 HELMS RD LANCASTER, SC 29720 R-2 (WAXHAWSEDIMENT ) ♦ BA IN-22 05144006� ? S /GORDON GARRY MICHAEL ` l 1 \ I DRAINAGE 5205 REHOBETH RD % WAXHAW, NC 28173 ` I \ AREA: 1.50 AC R-2 (WAXHAW)-, I 05144006A a6 VERHART SHERRY G�I Aso 5209 REHOBETHRD W/22 XHAW, NC 28173 II � R-2 (WAXHAW) II 05144014A 1 WILLIAMS TIMOT4 B f Z 5223 REHOBET RD \I F � I I I I WAXHAW, NC 28173 1 III � I � I I I I EXIST. BOUNDARY LINE EXIST. MAJOR CONTOUR EXIST. MINOR CONTOUR EXIST. STORM DRAINAGE EXIST. R/W EXIST. TREELINE EXIST. PROPERTY LINE EXIST. STORM DRAIN MANHOLE EXIST. CATCH BASIN DRAINAGE AREA LIMITS (SEDIMENT BASIN) DRAINAGE AREA (TREATED BY HIGH HAZARD SILT FENCE) LIMITS OF CONSTRUCTION/ CLEARING LIMITS �670- -//fi �� \ — 30' STREAM BUFFER _ — (TYP) 50' STREAM BUFFER (TYP) SBO 570 R-2 (WAXHAW) 568 — — 05144099 WILLIAMS BRADLEY FRAN LIN� ST 5229 REHOBETH RD 1� WAXHAW, NC 28173 /St 91 I BAS I I DRAIN AREA- I I I � 1 � � RA-40 (UNION CO.) 05144007E MYERS ROGER D & SANDRA P 4923 REHOBETH RD WAXHAW, NC 28173 rrA ♦ DI t RA-40 (UNION CO.) / 05144007 \ CATLETT ANIEL 5015 REBETH RD \ WAXHAW,NC 28173 / a� o � i 060 / n� / SEDIMENT BASIN-21 / DRAINAGE AREA: 0.80 AC i SOIL TYPES CeB2 CECIL GRAVELLY SANDY CLAY, 2 TO 8 PERCENT SLOPES (GROUP B) CeC2 CECIL GRAVELLY SANDY CLAY, 8 TO 15 PERCENT SLOPES (GROUP B) AeB AILEY-APPLING COMPLEX (GROUP A) 0100 A\ Al ��� ••� � � � A /j/ /! � \off/ � �� � �J � � EXIST. STREAM (TYP) R-2 (WAXHAW) 05117073 \ I / / MEYER ARNOT HENRY R h / R-2 (WAXHAW) / CLAUDIA TALLEY / / /05117074 / /3026 WAXHAW CROSSING DR KELLA�,jj� �ROBERT DAWN JR & / / WAXHAW, NC 2M73/ KE LLAM LESLIE SEDIMENT a2� �� �� 020w HAW CROSSING, DR BASIN-19 �� WHAW, NC 28173 / DRAINAGE AREA: 3.19 AC R-2 (WAXHAW) )R 2 (WAXHAW) / / 015117072 / BARCA LOUTS & 05117073 �MEYER ARNOT MILDRED JANE HENRY JR & / / 4000 WAXHAW LAUDIA TALLEY CROSSING DR / R-2 (WAXHAW) HAW, NC 281 26 WAXHAW / / 05117071 \ OSSING DSPULER STEVEN & WAX NC 26 7� / / DANIELLE V - f 4006 WAXHAW CROSSING WAXHAW, DR SEDIMENT ) SEDIMENT 1%% BASIN-1 BASIN-18 DRAINAGE DRAINAGE AREA: 3.60 AC AREA: 4.65 AC = �� \ R-2 (WAXHAW) I 05117070 WAXHAW VENTURES LLC � �I5615 POTTER RD \I MATTHEWS, NC 28104 SEDIMENT SEDIMENT I) I '� / ( BASIN-2 _ R-2(WAXHAW) BASIN -I ` j I _ (� DRAINAGE j 0 VENT 3 I G ) AREA: 7.48 AC WAX 5615 POTTER RD LLC DRAINAGE AREA: 1.55 AC WS MATTHE, NC 28104 I �I _ 650 { ( PROPERTY \ ) \ \ ( ' — R-2 (WAXHAW)LINE (TYP) 117082T 5I WAXHAW VENTURES LLC \ 1 I ( 5615 POTTER RD MATTHEWS, NC 28104 I ell � _ — �= R-2 (WAXHAW) 05117081 WAXHAW VENTURES LLC SEDIMENT 6so �� 5615 POTTER RD r � MATTHEWS, NC 28104 BASIN-16 �� SEDIMENT DRAINAGE 640 = I BASIN-3 AREA: 5 14 AC DRAINAGE R-2 (WAXHAW) I 1 , AREA: 3.06 AC �� �I 05117058 SMALL RICHARD BRICE & LAURA DICKERSON )� 5018 WAXHAW WAXHAW, NC 28173 DR_ 110 R-2(WAXHAW) I y / 05117057 / I PEREZ NICOLAS S & / THANG PANHARA / o� 66 sso I 50 4 WAXHAW CROSSING DR _ — o WAXHAW, NC 2�1 73- — R-2 (WAXHAW) / SEDIMENT 05117055 l BASIN-4 % o 1 I I CLAYTON RYAN HOMES L/C 5315-S ROCKY RIVAR'RD 0- � ) � DRAINAGE � � � MONROE, N 28112 — SEDIMENT AREA: 3.66 AC V — — BASIN-15— i DRAINAGE — — — — AREA: 1.29 AC /—�` / — R 051 71 054 YETTER PATRICIA T 5042 WAXHAW CROSSING DR WAXHAW, NC 28173 R-2 (WAXHAW) `6g o� A II 05117053 SMITH BRAD C & �✓ 'Y� I )I I I )y S%TH JOLENE NICOLE _ — 5048 WAyCHAW CR 8S1N-0 GR- — SEE SHEET C414 FOR CONTINUATION LandDesign. 223 NORTH GRAHAM STREET CHARLOTTE, NC 28202 704.333.0325 WWW.LANDDESIGN.COM KEY MAP SEAL CORPORATE SEAL =moo CI A O O ego •9� , � �; SEAL - 043168 p� ` 39�� 05/06/21 PROJECT 0 THE PRESERVE AT FOREST CREEK - PHASE 2 LENNAR 6701 CARMEL ROAD, SUITE 425 CHARLOTTE, NC 28226 LANDDESIGN PROJ.# 1021143 REVISION / ISSUANCE CAP DRAWN BY: STB CHECKED BY: MLG SCALE NORTH VERT: N/A HORZ: 1 "=50' 0 25' 50' 100, SHEET TITLE PRE -DEVELOPMENT DRAINAGE AREA MAP 5/6/2022 10:52 AM DAVID GUSTY NA 2021\1021143\CAD\DOCUMENTATION\CD\PHASE 2\21143 PLN PRE-DEV DRAINAGE AREA.DWG ORIGINAL SHEET SIZE: 24" X 36 SHEET NUMBER EXHIBIT z O Q Z H Z O U O IL M U H w w U w w U) n 6g� % \ 66. \ , 0 � 660 i SEE SHEET C413 FOR CONTINUATION SEDIMENT - 7 f / SEDIMENT - BASIN-23 � � � � BASIN-16 64p / \ 1 1 DRAINAGE DRAINAGE o AREA: 5.14 AC AREA: 2.58 AC T � ) v o SEDIMENT ' I v� DRAINAGE �o )� I I I AREA: 1.59 AC m )` SEDIMENT BASIN-15 \ — -�- DRAINAGE r� \ ° V AREA: 1.29 AC - 670 \ \ a SEDIMENT � BASIN-13 SEDIMENT � BASIN-14 DRAINAGE AREA: 1.22 AC I DRAINAGE AREA 4AC R-2 WAXHA 05144099 */` VILLIAMS BRADLEY FRANKLI\ 5229 REHOBETH RD \ \ \ WAXHAW, NC 28173 -L t.� / SEDIMENT - _ BASIN-10 �� — / DRAINAGE �I j n WAXHAW VENTURES LLC 5615 POTTER RD MATTHEWS, NC 28104 I 6113 R-2 (WAXHAW) I 05117081 I WAXHAW VENTURES LLC r 5615 POTTER RD MATTHEWS, NC 28104 SEDIMENT BASIN-3 DRAINAGE s I� R 05117058W) AREA: 3.06 AC 1 SMALL RICHARD BRICE & II LAURA DICKERSON / 5018 WAXHAW CROSSING DR WAXHAW, ANC 28173 PROPERTY R-2 (WAXHAW) /I I LINE (TYP) 05117057 �� ' PEREZ NICOLAS S & I o �� / THANG PANHARA I 660 5024 WAXHAW CROSSING DR _ ( WAXHAW, 73- R-2 (WAXHAW) % T05117055 I CLAYTON RYAN HOMES LVC I II 5315S ROCKY RIVkR'RD I MONROE, N 28112 SEDIMENT f __0� BASIN-4 �� R 05 054W) DRAINAGE II YETTER PATRICIAT I AREA: 3.66 AC / \ I 5042 WAXHAW CROSSING DR \ � � WAXHAW, NC 28173 - R-2 (WAXHAW) 1 680 ) II \ 05117053 \ ,( SMITH BRAD C & \ / ' SMITH JOLENE NICOLE J J 5048 W HAW CROSSING -DR- - W NC 28173 SEDIMENT BASIN-5 DRAINAGE AREA: 3.77 ACC R-2 (WAXHAW) II 05117052 f AREA: 12.58 AC � SEDIMENT SEDIMENT BASIN-11 680 f BASIN-12 DRAINAGE DRAINAGE AREA: 1.54 AC \ AREA: 1.09 AC \ I \\ SEDIMENT j BASIN-9 \R-2 �WAXHAW) \ DRAINAGE.-: DAVIS IRIS COCHRELL) AREA: 2.77 AC 3740 EHAVENR CHARLOTTE, NC 28215 lip o ��� V A \ s SEDIMENT I BASIN-7 DRAINAGE AREA: 1.72 AC i �. SEDIMENT 0 v BASIN-8 �\ � r o DRAINAGE �- �� �s EXIST. STREAM \ AREA: 1.40 AC �' — \ (TYP) o \ R-2 (WAXHAW) 30' STREAM BUFFER 05144015 (TYP) 60 DOUGHTY ANN MARIE 444 GULL CT NORTH PALM BEACH, FL 3340 I l X \ / \ 50' STREAM BUFFERTYP \ _ 70o 61 EXIST. BOUNDARY LINE EXIST. MAJOR CONTOUR EXIST. MINOR CONTOUR EXIST. STORM DRAINAGE EXIST. R/W EXIST. TREELINE EXIST. PROPERTY LINE EXIST. STORM DRAIN MANHOLE EXIST. CATCH BASIN DRAINAGE AREA LIMITS (SEDIMENT BASIN) DRAINAGE AREA (TREATED BY HIGH HAZARD SILT FENCE) LIMITS OF CONSTRUCTION/ CLEARING LIMITS 570 568 - - - ST L----------i PROJECT f R-:i(WAXHAW) BOUNDARY 05144002G MILLER BRYCE L & MILLER ROBYN D r2- 7424 SIMS RD \ WAXHAW, NC 28173 \ R-2 (WAXHAW) 05144002C DEVANEY JEANINE C 7606 SIMS RD WAXHAW, NC 28173 \ SOIL TYPES CeB2 CECIL GRAVELLY SANDY CLAY, 2 TO 8 PERCENT SLOPES (GROUP B) / \ CeC2 CECIL GRAVELLY SANDY CLAY, 8 TO 15 PERCENT SLOPES (GROUP B) \ \ AeB AILEY-APPLING COMPLEX (GROUP A) \ CLAYTON RYAN HOMES LLC \ - 6,>o �) 5315 S ROCKY RIVER RD- - - - jMONRBE Nq_28 L1 II R-2 (WAXHAW) \ 05117051 l 1 I \ LEE PATRICK & SEDIMENT J LEE AMANDA - - BASIN-6 II 6006 WAXHAW CROSSING -DR- _ DRAINAGE /�WAXHAW' N_ 2617a--_ AREA: 4.68 ACC - - - c I I R-2 (WAXHAW) 0 117050 I II ROBISON EDWARD P & OBISON KEELY M N CHURCH ST APT 299 �� f HARLOLTE h1C 2�20 R-2 (WAXHAW) \ N ) 05117049 WHITE RAYMOND 6 IB WAXHAW CROSSING DR W AW,N 28173 SEDIMENT ✓_�� BASIN-25 - DRAINAGE c� _ _- AREA: 4.92 AC R-2 (WAXHAW) 05117048 _ I I SIMS ROAD OF UNION LAC- - os �`_cIIWROE; NC-,NC 41J l VI I R-2 (WAXHAW) 05117047 SIMS ROAD OF UNION, LLC PO BOX 748- S \ MQ_NROE,_ 11a \ , �5117046 SIMS ROAD OF \ \ UNICV, LLC \ PO BOX 748 \ MONROE, N 28111 I R-2 (WAXNAW) \ N I 05144001 D � Cam- SIMON DANIF & SIMerN LEWIS S \ 7406 SIMS RD WAXHAW, NC 28173 I \ \ I \ I I LandDesign. 223 NORTH GRAHAM STREET CHARLOTTE, NC 28202 704.333.0325 WWW.LANDDESIGN.COM KEY MAP SEAL CORPORATE SEAL O SEAL 043168 �0 Illlllllll10" 05/06/21 PROJECT 0 THE PRESERVE AT FOREST CREEK — PHASE 2 LENNAR 6701 CARMEL ROAD, SUITE 425 CHARLOTTE, NC 28226 LANDDESIGN PROJ.# 1021143 REVISION / ISSUANCE CAP DRAWN BY: STB CHECKED BY: MLG SCALE NORTH VERT: N/A HORZ: 1 "=100' 0 50' 100, 200' SHEET TITLE PRE -DEVELOPMENT DRAINAGE AREA MAP 5/6/2022 10:50 AM DAVID GUSTY NA 2021\1021143\CAD\DOCUMENTATION\CD\PHASE 2\21143 PLN PRE-DEV DRAINAGE AREA.DWG ORIGINAL SHEET SIZE: 24" X 36' SHEET NUMBER EXHIBIT Time of Concentration - BMP-7 DA Pre -Developed TOC Pre Developed Drainage Area Sheet Flow: n: 0.41 L: 100 ft P2: 3.55 in s: 0.051 ft/ft T: 0.239 hr Shallow Concentrated Flow: L: 532 ft s: 0.086 ft/ft Type 2 (1=paved/ 2= unpaved) V = 4.73 fps T = 0.031 hr Open Channel: L: 500 ft V: 5 fps (assumed) T = 0.028 hr Total: 0.298 hr 17.9 m i n Time of Concentration - BMP-8 DA Pre -Developed TOC Pre Developed Drainage Area Sheet Flow: n: 0.41 L: 100 ft P2: 3.55 in s: 0.080 ft/ft T: 0.199 hr Shallow Concentrated Flow: L: 500 ft s: 0.090 ft/ft Type 2 (1=paved/ 2= unpaved) V = 4.84 fps T = 0.029 hr Open Channel: L: 280 ft V: 5 fps (assumed) T = 0.016 hr Total: 0.243 hr 14.6 min Time of Concentration - BMP-9 DA Pre -Developed TOC Pre Developed Drainage Area Sheet Flow: n: 0.41 L: 100 ft P2: 3.55 in s: 0.060 ft/ft T: 0.223 hr Shallow Concentrated Flow: L: 797 ft s: 0.071 ft/ft Type 2 (1=paved/ 2= unpaved) V = 4.30 fps T = 0.051 hr Open Channel: L: 639 ft V: 5 fps (assumed) T = 0.036 hr Total: 0.310 hr 18.6 min Time of Concentration - BMP-10 DA Pre -Developed TOC Pre Developed Drainage Area Sheet Flow: n: 0.41 L: 100 ft P2: 3.55 in s: 0.050 ft/ft T: 0.240 hr Shallow Concentrated Flow: L: 383 ft s: 0.020 ft/ft Type 2 (1=paved/ 2= unpaved) V = 2.28 fps T = 0.047 hr Open Channel: L: 1425 ft V: 5 fps (assumed) T = 0.079 hr Total: 0.366 hr 22.0 min Time of Concentration - BMP-11 DA Pre -Developed TOC Pre Developed Drainage Area Sheet Flow: n: 0.41 L: 100 ft P2: 3.55 in s: 0.056 ft/ft T: 0.230 hr Shallow Concentrated Flow: L: 659 ft s: 0.079 ft/ft Type 2 (1=paved/ 2= unpaved) V = 4.53 fps T = 0.040 hr Open Channel: L: 700 ft V: 5 fps (assumed) T = 0.039 hr Total: 0.309 hr 18.5 min Time of Concentration - BMP-12 DA Pre -Developed TOC Pre Developed Drainage Area Sheet Flow: n: 0.41 L: 100 ft P2: 3.55 in s: 0.051 ft/ft T: 0.238 hr Shallow Concentrated Flow: L: 619 ft s: 0.103 ft/ft Type 2 (1=paved/ 2= unpaved) V = 5.18 fps T = 0.033 hr Open Channel: L: 652 ft V: 5 fps (assumed) T = 0.036 hr Total: 0.308 hr 18.5 min Union County PRE-AREA-10 PRE-AREA-11 PRE-AREA-12 PRE-AREA-7 PRE-AREA-8 PRE-AREA-9 Table of Contents Master Network Summary 1 Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 5 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 7 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 9 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 11 50 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 13 100 yrs) Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 15 yrs) Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 16 yrs) Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 17 yrs) Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 18 yrs) Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 19 yrs) Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 20 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ac-ft) PRE-AREA-7 Union County - 2 0.297 12.240 0.90 Synthetic Curve, 2 yrs PRE-AREA-7 Union County - 10 1.104 12.120 10.31 Synthetic Curve, 10 yrs PRE-AREA-7 Union County - 25 1.793 12.120 19.71 Synthetic Curve, 25 yrs PRE-AREA-7 Union County - 50 2.424 12.080 28.56 Synthetic Curve, 50 yrs PRE-AREA-7 Union County - 100 3.204 12.080 39.79 Synthetic Curve, 100 yrs PRE-AREA-10 Union County - 2 0.262 12.150 2.11 Synthetic Curve, 2 yrs PRE-AREA-10 Union County - 10 0.680 12.150 7.32 Synthetic Curve, 10 yrs PRE-AREA-10 Union County - 25 0.999 12.110 11.33 Synthetic Curve, 25 yrs PRE-AREA-10 Union County - 50 1.279 12.110 14.91 Synthetic Curve, 50 yrs PRE-AREA-10 Union County - 100 1.614 12.110 19.16 Synthetic Curve, 100 yrs PRE-AREA-8 Union County - 2 0.556 12.110 4.71 Synthetic Curve, 2 yrs PRE-AREA-8 Union County - 10 1.582 12.060 19.98 Synthetic Curve, 10 yrs PRE-AREA-8 Union County - 25 2.391 12.050 32.46 Synthetic Curve, 25 yrs PRE-AREA-8 Union County - 50 3.108 12.050 43.53 Synthetic Curve, 50 yrs PRE-AREA-8 Union County - 100 3.974 12.050 56.81 Synthetic Curve, 100 yrs PRE-AREA-9 Union County - 2 0.464 12.150 3.40 Synthetic Curve, 2 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ac-ft) PRE-AREA-9 Union County - 10 1.320 12.110 14.76 Synthetic Curve, 10 yrs PRE-AREA-9 Union County - 25 1.995 12.110 24.04 Synthetic Curve, 25 yrs PRE-AREA-9 Union County - 50 2.593 12.110 32.19 Synthetic Curve, 50 yrs PRE-AREA-9 Union County - 100 3.316 12.070 42.04 Synthetic Curve, 100 yrs PRE-AREA-11 Union County - 2 0.229 12.150 1.68 Synthetic Curve, 2 yrs PRE-AREA-11 Union County - 10 0.651 12.110 7.29 Synthetic Curve, 10 yrs PRE-AREA-11 Union County - 25 0.985 12.110 11.86 Synthetic Curve, 25 yrs PRE-AREA-11 Union County - 50 1.280 12.110 15.89 Synthetic Curve, 50 yrs PRE-AREA-11 Union County - 100 1.636 12.070 20.75 Synthetic Curve, 100 yrs PRE-AREA-12 Union County - 2 0.302 12.150 2.22 Synthetic Curve, 2 yrs PRE-AREA-12 Union County - 10 0.860 12.110 9.63 Synthetic Curve, 10 yrs PRE-AREA-12 Union County - 25 1.299 12.110 15.67 Synthetic Curve, 25 yrs PRE-AREA-12 Union County - 50 1.688 12.080 21.05 Synthetic Curve, 50 yrs PRE-AREA-12 Union County - 100 2.159 12.080 27.59 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ac-ft) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ac-ft) OUTFALL-7 Union County - 2 0.297 12.240 0.90 Synthetic Curve, 2 yrs OUTFALL-7 Union County - 10 1.104 12.120 10.31 Synthetic Curve, 10 yrs OUTFALL-7 Union County - 25 1.793 12.120 19.71 Synthetic Curve, 25 yrs OUTFALL-7 Union County - 50 2.424 12.080 28.56 Synthetic Curve, 50 yrs OUTFALL-7 Union County - 100 3.204 12.080 39.79 Synthetic Curve, 100 yrs OUTFALL-8 Union County - 2 0.556 12.110 4.71 Synthetic Curve, 2 yrs OUTFALL-8 Union County - 10 1.582 12.060 19.98 Synthetic Curve, 10 yrs OUTFALL-8 Union County - 25 2.391 12.050 32.46 Synthetic Curve, 25 yrs OUTFALL-8 Union County - 50 3.108 12.050 43.53 Synthetic Curve, 50 yrs OUTFALL-8 Union County - 100 3.974 12.050 56.81 Synthetic Curve, 100 yrs OUTFALL-9 Union County - 2 0.464 12.150 3.40 Synthetic Curve, 2 yrs OUTFALL-9 Union County - 10 1.320 12.110 14.76 Synthetic Curve, 10 yrs OUTFALL-9 Union County - 25 1.995 12.110 24.04 Synthetic Curve, 25 yrs OUTFALL-9 Union County - 50 2.593 12.110 32.19 Synthetic Curve, 50 yrs OUTFALL-9 Union County - 100 3.316 12.070 42.04 Synthetic Curve, 100 yrs OUTFALL-10 Union County - 2 0.262 12.150 2.11 Synthetic Curve, 2 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ac-ft) OUTFALL-10 Union County - 10 0.680 12.150 7.32 Synthetic Curve, 10 yrs OUTFALL-10 Union County - 25 0.999 12.110 11.33 Synthetic Curve, 25 yrs OUTFALL-10 Union County - 50 1.279 12.110 14.91 Synthetic Curve, 50 yrs OUTFALL-10 Union County - 100 1.614 12.110 19.16 Synthetic Curve, 100 yrs OUTFALL-11 Union County - 2 0.229 12.150 1.68 Synthetic Curve, 2 yrs OUTFALL-11 Union County - 10 0.651 12.110 7.29 Synthetic Curve, 10 yrs OUTFALL-11 Union County - 25 0.985 12.110 11.86 Synthetic Curve, 25 yrs OUTFALL-11 Union County - 50 1.280 12.110 15.89 Synthetic Curve, 50 yrs OUTFALL-11 Union County - 100 1.636 12.070 20.75 Synthetic Curve, 100 yrs OUTFALL-12 Union County - 2 0.302 12.150 2.22 Synthetic Curve, 2 yrs OUTFALL-12 Union County - 10 0.860 12.110 9.63 Synthetic Curve, 10 yrs OUTFALL-12 Union County - 25 1.299 12.110 15.67 Synthetic Curve, 25 yrs OUTFALL-12 Union County - 50 1.688 12.080 21.05 Synthetic Curve, 50 yrs OUTFALL-12 Union County - 100 2.159 12.080 27.59 Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: PRE-AREA-10 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Woods - good - Soil B 55.000 5.560 0.0 0.0 55.000 Woods - good - Soil D 77.000 0.810 0.0 0.0 77.000 COMPOSITE AREA & WEIGHTED CN ---> (N/A) 6.370 (N/A) (N/A) 57.797 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: PRE-AREA-11 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Soil/Surface Description CN Area C Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) UC Adjusted CN (acres) (%) (%) Noods - good - Soil B 55.000 7.230 0.0 0.0 55.000 COMPOSITE AREA & WEIGHTED CN ---> (N/A) 7.230 (N/A) (N/A) 55.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: PRE-AREA-12 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Soil/Surface Description CN Area C Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) UC Adjusted CN (acres) (%) (%) Noods good Soil B 55.000 9.540 0.0 0.0 55.000 COMPOSITE AREA &WEIGHTED CN > (N/A) 9.540 (N/A) (N/A) 55.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: PRE-AREA-7 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Woods - good - Soil B 55.000 13.970 0.0 0.0 55.000 Woods - good - Soil A 30.000 4.460 0.0 0.0 30.000 COMPOSITE AREA & WEIGHTED CN ---> (N/A) 18.430 (N/A) (N/A) 48.950 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: PRE-AREA-8 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Soil/Surface Description CN Area C Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) UC Adjusted CN (acres) (%) (%) Noods - good - Soil B 55.000 17.560 0.0 0.0 55.000 COMPOSITE AREA & WEIGHTED CN ---> (N/A) 17.560 (N/A) (N/A) 55.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: PRE-AREA-9 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Woods - good - Soil B 55.000 14.380 0.0 0.0 55.000 Woods - good - Soil A 30.000 0.270 0.0 0.0 30.000 COMPOSITE AREA & WEIGHTED CN ---> (N/A) 14.650 (N/A) (N/A) 54.539 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 20 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Index Master Network Summary ... 1, 2, 3,4 PRE-AREA-10 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 15 PRE-AREA-11 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 16 PRE-AREA-12 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 17 PRE-AREA-7 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 18 PRE-AREA-8 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 19 PRE-AREA-9 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 20 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 7, 8 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 13, 14 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 5, 6 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 9, 10 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 11, 12 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Pre -Developed (Pre DAs).ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Post Developed Calculations: PROP. WATER MAIN W PROP. SANITARY SEWER PROP. SANITARY SEWER MANHOLE PROP. STORM DRAINAGE EASEMENT SDE- SDE EX. SANITARY SEWER Ss SS EX. EASEMENT - - EX. RIGHT OF WAY R/W EX. STORM DRAINAGE EX. WATER MAIN - W - W W - EX. OVERHEAD ELECTRIC OE OE NOTES: 1. SEE SHEET C413 FOR ADDITIONAL NOTES AND DETAILS. 2. SEE SHEETS C401 TO C405 FOR STORM SEWER GRADES AND INVERT ELEVATIONS. 3. SEE SHEETS C406 TO C411 FOR WET POND DETAILS. 4. SEE GRADING PLANS CHAPTER 5 FOR SITE GRADING INFORMATION. 5. CATCH BASIN RIM ELEVATIONS ARE GIVEN TO THE EDGE OF ASPHALT, YARD INLETS AT FINISHED GRADE. 6. RIM ELEVATIONS GIVEN ON THESE PLANS ARE APPROXIMATE AND ARE FOR INFORMATIONAL PURPOSES ONLY. ACTUAL RIM ELEVATIONS SHALL BE DETERMINED BY CONTRACTOR AND ADJUSTED TO MATCH FIELD CONDITIONS. 7. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES 8. IN ORDER TO ENSURE PROPER DRAINAGE, KEEP A MINIMUM OF 0.50% SLOPE ON THE CURB. 9. CURB AND GUTTER SHOWN ON PLANS MAY BE ADJUSTED BASED UPON FIELD STAKING BY INSPECTOR / ENGINEER. ASSOCIATED STORM DRAINAGE MAY ALSO REQUIRE MODIFICATION BASED UPON FIELD CONDITIONS. 10. THE PURPOSE OF THE STORM DRAINAGE EASEMENT IS TO PROVIDE STORM WATER CONVEYANCE AND ANY STRUCTURES AND/OR OBSTRUCTION TO STORM WATER FLOW IS PROHIBITED. 11. ALL DESIGN AND CONSTRUCTION METHODS SHALL BE DONE IN ACCORDANCE WITH TOWN OF WAXHAW AND NCDOT STANDARDS AND SPECIFICATIONS. 12. ALL YARD INLETS SHALL BE DROP INLET TYPE - SEE DETAILS. LandDesign. 223 NORTH GRAHAM STREET CHARLOTTE, NC 28202 704.333.0325 WWW.LANDDESIGN.COM KEY MAP SEAL CORPORATE SEAL CAR SEAL 043168 0 '`FHGINEtR> 05/06/21 m PROJECT THE PRESERVE AT FOREST CREEK - PHASE 2 LENNAR 6701 CARMEL ROAD, SUITE 425 CHARLOTTE, NC 28226 LANDDESIGN PROJ.# 1021143 REVISION / ISSUANCE CAP DRAWN BY: STB CHECKED BY: MLG SCALE NORTH VERT: N/A HORZ: 1 "=50' 0 25' 50' 100, SHEET TITLE POST -DEVELOPMENT DRAINAGE AREAS 5/4/2022 2:49 PM DAVID GUSTY NA 2021\1021143\CAD\DOCUMENTATION\CD\PHASE 2\21143 PLN POST-DEV DRAINAGE AREA.DWG ORIGINAL SHEET SIZE: 24" X 36" SHEET NUMBER C413 as �wjjj IMF, - to kill- 00-0 TANI MWI 0-111 WE IN VIA] IF MOM 01 kN TMA nNom ■WWI 00 e LandDe ' ,m. 223 NORTH GRAHAM STREET CHARLOTTE, NC 28202 704.333.0325 WWW.LANDDESIGN.COM KEY MAP SEAL `v CORPORATE SEAL SEAL 043168 'V 05/06/21 0 PROJECT THE PRESERVE AT FOREST CREEK - PHASE 2 LENNAR 6701 CARMEL ROAD, SUITE 425 CHARLOTTE, NC 28226 LANDDESIGN PROJ.# 1021143 REVISION / ISSUANCE CAP DRAWN BY: STB CHECKED BY: MLG SCALE NORTH VERT: N/A HORZ: 1 "=50' 0 25' 50' 100, SHEET TITLE 5/4/2022 2:50 PM DAVID GUSTY NA 2021\1021143\CAD\DOCUMENTATION\CD\PHASE 2\21143 PLN POST-DEV DRAINAGE AREA.DWG ORIGINAL SHEET SIZE: 24" X 36" POST -DEVELOPMENT DRAINAGE AREAS SHEET NUMBER C414 BMP-7 Water Quality Calculations: BMP-7 STAGE STORAGE CALCULATION Area Calculation - Forebay Contour Area Volume (ac-ft) Volume sq. If AC Inc Accum. cu. If 640 2769 0.064 0.0000 0.0000 0 641 3196 0.073 0.0684 0.0684 2980 642 3653 0.084 0.0786 0.1470 1 6402 643 4140 0.095 0.0894 0.2364 10296 643.5 4395 0.101 0.0490 0.2853 12429 644 4658 0.107 0.0519 0.3373 14692 Area Calculation - Main Pond Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 640 14608 0.335 0.0000 0.0000 0 641 15675 0.360 0.3475 0.3475 15138 642 16770 0.385 0.3723 0.7199 31358 643 17894 0.411 0.3978 1.1177 48687 643.5 18467 0.424 0.2087 1.3264 57777 644 19969 0.458 0.2205 1.5469 67383 Volume Calculation - Permanent Pool Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 640 17377 0.399 0.0000 0.0000 0 641 18871 0.433 0.4160 0.4160 18119 642 20423 0.469 0.4509 0.8669 37761 643 22034 0.506 0.4872 1.3541 58984 643.5 22862 0.525 0.2577 1.6117 70208 644 24627 0.565 0.2725 1.8842 82077 Ave. Permanent Pool Depth 3.33 TRUE Volume Calculation - Temp Pool Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 644 24627 0.565 0.0000 0.0000 0 644.5 26526 0.609 0.2935 0.2935 12785 645 27416 0.629 0.3096 0.6031 26270 646 28689 0.659 0.6439 1.2470 54320 647 29968 0.688 0.6732 1.9203 83646 648 31268 0.718 0.7028 2.6231 114262 649 32591 0.748 0.7329 3.3560 146189 650 1 33939 1 0.779 1 0.7636 1 4.1197 1 179452 Project Name: Preserve at Forest Creek - Phase 2 (BMP-7) Project Number: 1021143 Design Requirements: 85% TSS, 70% TP Given Information: Land Use: Residential Drainage Area to Facility (Acres): 18.43 Meck. County (Minimum 10 Ac. Less than 10 Ac requires water balance computations) Impervious Area (Acres): 7.49 Percent Impervious: 40.6% Soil Type: AeB, CeB2, CeC2 Soil Group: A, B Curve Number (CN) Pre: 49 Curve Number (CN) Post: 76 Time of Concentration Pre (hour): 0.298 Time of Concentration Post (hour): 0.0833 Design Storm Rainfall Depth (in): 1.0 (Typically 1") Detention Time (Day): 2 Meck. County: 4 days - 85% TSS & 70% TP (Optimal Efficiency) 2 days - 60% TSS & 40% TP (Standard Efficiency) 4 days - 85% TSS & 0% TP (TSS - Only Efficiency) NCDENR: 2 - 5 days - 85% TSS & 40% TP Watershed: Mountain and Piedmont (85% TSS) Efficiency: NCDEN R Wet Pond Design (NCDENR - 2007) Project Name: Preserve at Forest Creek - Phase 2 (BMP-7) Job Number: 1021143 Step 1: Compute the water quality volume (WQV). WQv (Fe) = (3630) X (RD) X (Rv) X (AD) Where: WQV = Water Quality Volume fl ) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 41% AD = 18.43 acres Ro = 1.0 in Rv = 0.42 WQv = 27,815 Ft' Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth = 3.11 Feet Percent Impervious = 41% SA / DA Ratio = 1.73 Required Surface Area = 13,889 Fe Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 645.58 feet Orifice Invert Elevation = 644.0 feet Pond Surface Area at Height Above Orifice = 28,154 square feet Pond Surface Area at Orifice Invert Elevation = 24,627 square feet Orifice Diameter (D) = 2.75 inches = 0.23 feet Orifice Area (a) = 0.0412 square feet Average Surface Area (A) = 26,391 square feet Gravitational Constatnt (g) = 32.2 ft/sec2 Head (H) = 1.47 feet Discharge Coefficient (C) = 0.6 Time (t) = 321,721 seconds = 3.72 days N ote: The above calculation is based on the Bernoulli Equation where: t : x a x (2g)° x (0 - H°.5) Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 18.43 49 0.298 Post -developed 18.43 76 0.0833 Results Condition Q1-year Q10-year Q25-year Q50-year Pre -developed 10.31 18.20 28.56 Post -developed 8.22 18.20 40.76 BMP-7 WQ 45,000.000 HIRIMIXIIdII 35,000.000 m 25,000.000 a� 20,000.000 0 15,000.000 10,000.000 5,000.000 0.000 12.000 24.000 36.000 48.000 60.000 72.000 84.000 96.000 108.000 120.000 Time (hours) BMP-7 - Union County - Synthetic Curve, 1 yrs - Volume I Table of Contents Master Network Summary Union County Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-7 Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-7 Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs) BMP 7 Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs) Riser-7 Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-7 Union County - 1 52,914.000 11.900 21.29 Synthetic Curve, 1 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 1 50,685.000 19.900 0.24 Synthetic Curve, 1 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-7 (IN) Union County - 1 52,914.000 11.900 21.29 (N/A) (N/A) Synthetic Curve, 1 yrs BMP-7 Union County - 1 50,685.000 19.900 0.24 645.58 42,338.000 (OUT) Synthetic Curve, 1 yrs BMP-7 WQ.ppc 5/4/2022 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Center [10.02.00.01] 27 Siemon Company Drive Suite 200 W Page 1 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 1 yrs Time -Depth Curve: TypeII 24hr (1.0 in) Label TypeII 24hr (1.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 1 years Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.0 1.500 0.0 0.0 0.0 0.0 0.0 2.000 0.0 0.0 0.0 0.0 0.0 2.500 0.0 0.0 0.0 0.0 0.0 3.000 0.0 0.0 0.0 0.0 0.0 3.500 0.0 0.0 0.0 0.0 0.0 4.000 0.0 0.0 0.1 0.1 0.1 4.500 0.1 0.1 0.1 0.1 0.1 5.000 0.1 0.1 0.1 0.1 0.1 5.500 0.1 0.1 0.1 0.1 0.1 6.000 0.1 0.1 0.1 0.1 0.1 6.500 0.1 0.1 0.1 0.1 0.1 7.000 0.1 0.1 0.1 0.1 0.1 7.500 0.1 0.1 0.1 0.1 0.1 8.000 0.1 0.1 0.1 0.1 0.1 8.500 0.1 0.1 0.1 0.1 0.1 9.000 0.1 0.2 0.2 0.2 0.2 9.500 0.2 0.2 0.2 0.2 0.2 10.000 0.2 0.2 0.2 0.2 0.2 10.500 0.2 0.2 0.2 0.2 0.2 11.000 0.2 0.2 0.3 0.3 0.3 11.500 0.3 0.3 0.4 0.4 0.6 12.000 0.7 0.7 0.7 0.7 0.7 12.500 0.7 0.7 0.8 0.8 0.8 13.000 0.8 0.8 0.8 0.8 0.8 13.500 0.8 0.8 0.8 0.8 0.8 14.000 0.8 0.8 0.8 0.8 0.8 14.500 0.8 0.8 0.8 0.8 0.9 15.000 0.9 0.9 0.9 0.9 0.9 15.500 0.9 0.9 0.9 0.9 0.9 16.000 0.9 0.9 0.9 0.9 0.9 16.500 0.9 0.9 0.9 0.9 0.9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 1 years Label: Union County Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 0.9 0.9 0.9 0.9 0.9 17.500 0.9 0.9 0.9 0.9 0.9 18.000 0.9 0.9 0.9 0.9 0.9 18.500 0.9 0.9 0.9 0.9 0.9 19.000 0.9 0.9 0.9 0.9 0.9 19.500 0.9 0.9 0.9 0.9 1.0 20.000 1.0 1.0 1.0 1.0 1.0 20.500 1.0 1.0 1.0 1.0 1.0 21.000 1.0 1.0 1.0 1.0 1.0 21.500 1.0 1.0 1.0 1.0 1.0 22.000 1.0 1.0 1.0 1.0 1.0 22.500 1.0 1.0 1.0 1.0 1.0 23.000 1.0 1.0 1.0 1.0 1.0 23.500 1.0 1.0 1.0 1.0 1.0 24.000 1.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-7 Scenario: Union County - Synthetic Curve, 1 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 1 years Label: POST-AREA-7 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-7 Scenario: Union County - Synthetic Curve, 1 yrs Runoff Curve Number Data Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 18.430 0.0 0.0 98.000 roofs, driveways, Streets and roads COMPOSITE AREA & WEIGHTED CN ---> (N/A) 18.430 (N/A) (N/A) 98.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-7 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 644.00 0.0 0.565 0.000 0.000 0.000 644.50 0.0 0.609 1.761 12,782.000 12,782.000 645.00 0.0 0.629 1.857 13,481.000 26,263.000 646.00 0.0 0.659 1.932 28,050.000 54,313.000 647.00 0.0 0.688 2.020 29,335.000 83,649.000 648.00 0.0 0.718 2.109 30,620.000 114,269.000 649.00 0.0 0.748 2.199 31,927.000 146,196.000 650.00 0.0 0.779 2.290 33,256.000 179,452.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-7 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 644.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 650.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Inlet Box R7 Forward C7 648.00 650.00 Orifice -Circular WQ Orifice Forward C7 644.00 650.00 -7 Culvert -Circular C7 Forward TW 640.00 650.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-7 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: R7 Structure Type: Inlet Box Number of Openings 1 Elevation 648.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-7 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Structure ID: C7 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 24.0 in Length 80.00 ft Length (Computed Barrel) 80.01 ft Slope (Computed) 0.013 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.012 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.089 T2 ratio (HW/D) 1.191 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 642.18 ft T1 Flow 15.55 ft3/s T2 Elevation 642.38 ft T2 Flow 17.77 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-7 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: WQ Orifice - 7 Structure Type: Orifice -Circular Number of Openings 1 Elevation 644.00 ft Orifice Diameter 2.8 in Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-7 (Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 7 Master Network Summary...1 POST-AREA-7 (Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs))... 6 POST-AREA-7 (Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs))... 4, 5 Riser-7 (Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs))... 8, 9, 10, 11 U Union County (Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 2, 3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-7 Calculations: Table of Contents Master Network Summary Union County Time -Depth Curve, 10 years (Union County - Synthetic Curve, 3 10 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 5 100 yrs) Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 7 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 17 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 19 50 yrs) POST-AREA-7 Time of Concentration Calculations, 2 years (Union County - 9 Synthetic Curve, 2 yrs) POST-AREA-7 YRunoffCN-Area, 2 years (Union County - Synthetic Curve, 2 11 Elevation -Area Volume Curve, 2 years (Union County BMP-7 12 Synthetic Curve, 2 yrs) Riser-7 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 13 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-7 Union County - 2 96,225.000 11.930 41.18 Synthetic Curve, 2 yrs POST-AREA-7 Union County - 10 180,714.000 11.920 78.35 Synthetic Curve, 10 yrs POST-AREA-7 Union County - 25 237,720.000 11.920 102.66 Synthetic Curve, 25 yrs POST-AREA-7 Union County - 50 284,820.000 11.920 122.64 Synthetic Curve, 50 yrs POST-AREA-7 Union County - 100 338,985.000 11.920 145.31 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 2 31,671.000 19.830 0.65 Synthetic Curve, 2 yrs OUTFALL Union County - 10 115,706.000 12.450 8.22 Synthetic Curve, 10 yrs OUTFALL Union County - 25 172,511.000 12.150 18.20 Synthetic Curve, 25 yrs OUTFALL Union County - 50 219,478.000 12.080 40.76 Synthetic Curve, 50 yrs OUTFALL Union County - 100 273,513.000 12.080 48.78 Synthetic Curve, 100 yrs Pond Summary Label Scenario BMP-7 (IN) I Union County - Synthetic Curve, 2 yrs Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) 2 1 96,225.000 1 11.930 1 41.18 Maximum Maximum Water Pond Storage Surface (ft3) Elevation (ft) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-7 Union County - 2 31,671.000 19.830 0.65 646.78 77,210.000 (OUT) Synthetic Curve, 2 yrs BMP-7 (IN) Union County - 10 180,714.000 11.920 78.35 (N/A) (N/A) Synthetic Curve, 10 yrs BMP-7 Union County - 10 115,706.000 12.450 8.22 647.32 93,266.000 (OUT) Synthetic Curve, 10 yrs BMP-7 (IN) Union County - 25 237,720.000 11.920 102.66 (N/A) (N/A) Synthetic Curve, 25 yrs BMP-7 Union County - 25 172,511.000 12.150 18.20 648.06 116,079.000 (OUT) Synthetic Curve, 25 yrs BMP-7 (IN) Union County - 50 284,820.000 11.920 122.64 (N/A) (N/A) Synthetic Curve, 50 yrs BMP-7 Union County - 50 219,478.000 12.080 40.76 648.57 132,162.000 (OUT) Synthetic Curve, 50 yrs BMP-7 (IN) Union County - 100 338,985.000 11.920 145.31 (N/A) (N/A) Synthetic Curve, 100 yrs BMP-7 Union County - 100 273,513.000 12.080 48.78 649.21 153,121.000 (OUT) Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-7 Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: POST-AREA-7 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-7 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 7.490 0.0 0.0 98.000 roofs, driveways, Streets and roads Open space (Lawns,parks etc.) - Good 61.000 10.940 0.0 0.0 61.000 condition; grass cover > 75% - Soil B COMPOSITE AREA & WEIGHTED CN ---> (N/A) 18.430 (N/A) (N/A) 76.037 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-7 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 644.00 0.0 0.565 0.000 0.000 0.000 644.50 0.0 0.609 1.761 12,782.000 12,782.000 645.00 0.0 0.629 1.857 13,481.000 26,263.000 646.00 0.0 0.659 1.932 28,050.000 54,313.000 647.00 0.0 0.688 2.020 29,335.000 83,649.000 648.00 0.0 0.718 2.109 30,620.000 114,269.000 649.00 0.0 0.748 2.199 31,927.000 146,196.000 650.00 0.0 0.779 2.290 33,256.000 179,452.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-7 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 644.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 650.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Orifice -Area 2yr Det Forward C7 646.75 650.00 Orifice Orifice -Area 10yr Det Forward C7 647.00 650.00 Orifice Inlet Box R7 Forward C7 648.00 650.00 Orifice -Circular WQ Orifice Forward C7 644.00 650.00 -7 Culvert -Circular C7 Forward TW 640.00 650.00 Tailwater Settings 1 Tailwater I I I (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-7 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: R7 Structure Type: Inlet Box Number of Openings 1 Elevation 648.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-7 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: C7 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 24.0 in Length 80.00 ft Length (Computed Barrel) 80.01 ft Slope (Computed) 0.013 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.012 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.089 T2 ratio (HW/D) 1.191 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 642.18 ft T1 Flow 15.55 ft3/s T2 Elevation 642.38 ft T2 Flow 17.77 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-7 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: WQ Orifice - 7 Structure Type: Orifice -Circular Number of Openings 1 Elevation 644.00 ft Orifice Diameter 2.8 in Orifice Coefficient 0.600 Structure ID: 2yr Det Orifice Structure Type: Orifice -Area Number of Openings 1 Elevation 646.75 ft Orifice Area 1.0 ftz Top Elevation 647.00 ft Datum Elevation 646.75 ft Orifice Coefficient 0.600 Structure ID: 10yr Det Orifice Structure Type: Orifice -Area Number of Openings 2 Elevation 647.00 ft Orifice Area 1.0 ftz Top Elevation 647.25 ft Datum Elevation 647.00 ft Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 20 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-7 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 12 Master Network Summary...1, 2 POST-AREA-7 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 1 1 POST-AREA-7 (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 9, 10 Riser-7 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs))... 13, 14, 15, 16 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 3, 4 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 5, 6 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 7, 8 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 17, 18 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 19, 20 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-7 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-8 Water Quality Calculations: BMP-8 STAGE STORAGE CALCULATION Area Calculation - Forebav Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 617 1714 0.039 0.0000 0.0000 0 618 2046 0.047 0.0431 0.0431 1878 619 2406 0.055 0.0510 0.0941 4101 620 2795 0.064 0.0596 0.1538 6699 621 3213 0.074 0.0689 0.2227 9701 621.5 3432 0.079 0.0381 0.2608 11362 622 3659 0.084 0.0407 0.3015 13134 Area Calculation - Main Pond Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 617 9916 0.228 0.0000 0.0000 0 618 10728 0.246 0.2369 0.2369 10319 619 11569 0.266 0.2559 0.4928 21465 620 12438 0.286 0.2755 0.7683 33466 621 13336 0.306 0.2958 1.0641 46350 621.5 13795 0.317 0.1557 1.2198 53133 622 15039 0.345 0.1654 1.3852 60339 Volume Calculation - Permanent Pool Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 617 11630 0.267 0.0000 0.0000 0 618 12774 0.293 0.2800 0.2800 12198 619 13975 0.321 0.3069 0.5869 25568 620 15233 0.350 0.3352 0.9221 40167 621 16549 0.380 0.3647 1.2868 56053 621.5 17227 0.395 0.1938 1.4806 64497 622 18698 0.429 0.2061 1.6868 73476 Ave. Permanent Pool Depth 3.93 TRUE Volume Calculation - Temp Pool Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 622 18698 0.429 0.0000 0.0000 0 622.5 20295 0.466 0.2237 0.2237 9746 623 21326 0.490 0.2388 0.4626 20150 624 23262 0.534 0.5116 0.9742 42437 625 25062 0.575 0.5546 1.5288 66593 626 26919 0.618 0.5965 2.1253 92578 627 28831 0.662 0.6398 2.7651 120448 628 30801 0.707 0.6844 3.4495 150258 629 32827 0.754 0.7302 4.1797 182067 630 34909 0.801 0.7774 4.9571 215929 Project Name: Preserve at Forest Creek - Phase 2 (BMP-8) Project Number: 1021143 Design Requirements: 85% TSS, 70% TP Given Information: Land Use: Residential Drainage Area to Facility (Acres): 17.65 Meck. County (Minimum 10 Ac. Less than 10 Ac requires water balance computations) Impervious Area (Acres): 8.36 Percent Impervious: 47.4% Soil Type: CeB2, CeC2 Soil Group: B Curve Number (CN) Pre: 55 Curve Number (CN) Post: 79 Time of Concentration Pre (hour): 0.243 Time of Concentration Post (hour): 0.0833 Design Storm Rainfall Depth (in): 1.0 (Typically 1") Detention Time (Day): 2 Meck. County: 4 days - 85% TSS & 70% TP (Optimal Efficiency) 2 days - 60% TSS & 40% TP (Standard Efficiency) 4 days - 85% TSS & 0% TP (TSS - Only Efficiency) NCDENR: 2 - 5 days - 85% TSS & 40% TP Watershed: Mountain and Piedmont (85% TSS) Efficiency: NCDEN R Wet Pond Design (NCDENR - 2007) Project Name: Preserve at Forest Creek - Phase 2 (BMP-8) Job Number: 1021143 Step 1: Compute the water quality volume (WQV). WQv (Fe) = (3630) X (RD) X (Rv) X (AD) Where: WQV = Water Quality Volume fl ) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 47% AD = 17.65 acres 0.243 Rp = 1.0 in Rv = 0.48 WQv = 30,516 Ft' Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth = 3.93 Feet Percent Impervious = 47% SA / DA Ratio = 1.73 Required Surface Area = 13,301 Fe Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 623.81 feet Orifice Invert Elevation = 622.00 feet Pond Surface Area at Height Above Orifice = 22,894 square feet Pond Surface Area at Orifice Invert Elevation = 18,698 square feet Orifice Diameter (D) = 3.00 inches = 0.25 feet Orifice Area (a) = 0.0491 square feet Average Surface Area (A) = 20,796 square feet Gravitational Constatnt (g) = 32.2 ft/sec2 Head (H) = 1.68 feet Discharge Coefficient (C) = 0.6 Time (t) = 228,426 seconds = 2.64 days N ote: The above calculation is based on the Bernoulli Equation where: -2xA t _ - 0 5 x (0 - H0.5) C x a x (2g) Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 17.65 55 0.243 Post -developed 17.65 79 0.0833 Results Condition Q1-year Q10-year Q25-year Q50-year Pre -developed 19.98 32.46 43.53 Post -developed 18.98 29.74 38.36 BMP-8 WQ allullelIXIIIIIII 35,000.000 30,000.000 m 25,000.000 20,000.000 0 > 15,000.000 10,000.000 5,000.000 0.000 12.000 24.000 36.000 48.000 60.000 72.000 84.000 96.000 108.000 120.000 Time (hours) BMP-8 - Union County - Synthetic Curve, 1 yrs - Volume I Table of Contents Master Network Summary Union County Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-8 Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-8 Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs) BMP 8 Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs) Riser-8 Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-8 Union County - 1 50,416.000 11.900 20.29 Synthetic Curve, 1 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 1 50,072.000 18.100 0.31 Synthetic Curve, 1 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-8 (IN) Union County - 1 50,416.000 11.900 20.29 (N/A) (N/A) Synthetic Curve, 1 yrs BMP-8 Union County - 1 50,072.000 18.100 0.31 623.81 37,991.000 (OUT) Synthetic Curve, 1 yrs BMP-8 WQ.ppc 5/4/2022 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Center [10.02.00.01] 27 Siemon Company Drive Suite 200 W Page 1 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 1 yrs Time -Depth Curve: TypeII 24hr (1.0 in) Label TypeII 24hr (1.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 1 years Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.0 1.500 0.0 0.0 0.0 0.0 0.0 2.000 0.0 0.0 0.0 0.0 0.0 2.500 0.0 0.0 0.0 0.0 0.0 3.000 0.0 0.0 0.0 0.0 0.0 3.500 0.0 0.0 0.0 0.0 0.0 4.000 0.0 0.0 0.1 0.1 0.1 4.500 0.1 0.1 0.1 0.1 0.1 5.000 0.1 0.1 0.1 0.1 0.1 5.500 0.1 0.1 0.1 0.1 0.1 6.000 0.1 0.1 0.1 0.1 0.1 6.500 0.1 0.1 0.1 0.1 0.1 7.000 0.1 0.1 0.1 0.1 0.1 7.500 0.1 0.1 0.1 0.1 0.1 8.000 0.1 0.1 0.1 0.1 0.1 8.500 0.1 0.1 0.1 0.1 0.1 9.000 0.1 0.2 0.2 0.2 0.2 9.500 0.2 0.2 0.2 0.2 0.2 10.000 0.2 0.2 0.2 0.2 0.2 10.500 0.2 0.2 0.2 0.2 0.2 11.000 0.2 0.2 0.3 0.3 0.3 11.500 0.3 0.3 0.4 0.4 0.6 12.000 0.7 0.7 0.7 0.7 0.7 12.500 0.7 0.7 0.8 0.8 0.8 13.000 0.8 0.8 0.8 0.8 0.8 13.500 0.8 0.8 0.8 0.8 0.8 14.000 0.8 0.8 0.8 0.8 0.8 14.500 0.8 0.8 0.8 0.8 0.9 15.000 0.9 0.9 0.9 0.9 0.9 15.500 0.9 0.9 0.9 0.9 0.9 16.000 0.9 0.9 0.9 0.9 0.9 16.500 0.9 0.9 0.9 0.9 0.9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 1 years Label: Union County Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 0.9 0.9 0.9 0.9 0.9 17.500 0.9 0.9 0.9 0.9 0.9 18.000 0.9 0.9 0.9 0.9 0.9 18.500 0.9 0.9 0.9 0.9 0.9 19.000 0.9 0.9 0.9 0.9 0.9 19.500 0.9 0.9 0.9 0.9 1.0 20.000 1.0 1.0 1.0 1.0 1.0 20.500 1.0 1.0 1.0 1.0 1.0 21.000 1.0 1.0 1.0 1.0 1.0 21.500 1.0 1.0 1.0 1.0 1.0 22.000 1.0 1.0 1.0 1.0 1.0 22.500 1.0 1.0 1.0 1.0 1.0 23.000 1.0 1.0 1.0 1.0 1.0 23.500 1.0 1.0 1.0 1.0 1.0 24.000 1.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-8 Scenario: Union County - Synthetic Curve, 1 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 1 years Label: POST-AREA-8 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-8 Scenario: Union County - Synthetic Curve, 1 yrs Runoff Curve Number Data Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 17.560 0.0 0.0 98.000 roofs, driveways, Streets and roads COMPOSITE AREA & WEIGHTED CN ---> (N/A) 17.560 (N/A) (N/A) 98.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-8 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 622.00 0.0 0.429 0.000 0.000 0.000 622.50 0.0 0.466 1.342 9,744.000 9,744.000 623.00 0.0 0.490 1.434 10,410.000 20,154.000 624.00 0.0 0.534 1.536 22,296.000 42,449.000 625.00 0.0 0.575 1.663 24,149.000 66,598.000 626.00 0.0 0.618 1.789 25,978.000 92,576.000 627.00 0.0 0.662 1.920 27,873.000 120,449.000 628.00 0.0 0.707 2.053 29,811.000 150,260.000 629.00 0.0 0.754 2.191 31,815.000 182,075.000 630.00 0.0 0.801 2.332 33,863.000 215,938.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-8 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 622.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 630.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Inlet Box R8 Forward C8 628.50 630.00 Orifice -Circular WQ Orifice Forward C8 622.00 630.00 -8 Culvert -Circular C8 Forward TW 617.00 630.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-8 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: R8 Structure Type: Inlet Box Number of Openings 1 Elevation 628.50 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-8 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Structure ID: C8 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 24.0 in Length 117.90 ft Length (Computed Barrel) 118.51 ft Slope (Computed) 0.102 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.012 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 0.000 T2 ratio (HW/D) 1.146 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 617.00 ft T1 Flow 15.55 ft3/s T2 Elevation 619.29 ft T2 Flow 17.77 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-8 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: WQ Orifice - 8 Structure Type: Orifice -Circular Number of Openings 1 Elevation 622.00 ft Orifice Diameter 3.0 in Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-8 (Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 7 Master Network Summary...1 POST-AREA-8 (Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs))... 6 POST-AREA-8 (Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs))... 4, 5 Riser-8 (Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs))... 8, 9, 10, 11 U Union County (Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 2, 3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-8 Calculations: Table of Contents Master Network Summary Union County Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 3 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 5 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 7 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 9 50 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 11 100 yrs) POST-AREA-8 Time of Concentration Calculations, 2 years (Union County - 13 Synthetic Curve, 2 yrs) POST-AREA-8 YRunoffCN-Area, 2 years (Union County - Synthetic Curve, 2 15 Elevation -Area Volume Curve, 2 years (Union County B M P-8 16 Synthetic Curve, 2 yrs) Riser-8 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 17 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-8 Union County - 2 104,797.000 11.930 45.21 Synthetic Curve, 2 yrs POST-AREA-8 Union County - 10 189,608.000 11.920 82.12 Synthetic Curve, 10 yrs POST-AREA-8 Union County - 25 245,968.000 11.920 105.73 Synthetic Curve, 25 yrs POST-AREA-8 Union County - 50 292,220.000 11.920 124.99 Synthetic Curve, 50 yrs POST-AREA-8 Union County - 100 345,158.000 11.920 146.74 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 2 73,530.000 12.670 3.61 Synthetic Curve, 2 yrs OUTFALL Union County - 10 157,890.000 12.130 16.96 Synthetic Curve, 10 yrs OUTFALL Union County - 25 214,047.000 12.090 31.27 Synthetic Curve, 25 yrs OUTFALL Union County - 50 260,164.000 12.090 38.40 Synthetic Curve, 50 yrs OUTFALL Union County - 100 312,970.000 12.090 44.10 Synthetic Curve, 100 yrs Pond Summary Label Scenario BMP-8 (IN) I Union County - Synthetic Curve, 2 yrs Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) 2 1 104,797.000 1 11.930 1 45.21 Maximum Maximum Water Pond Storage Surface (ft3) Elevation (ft) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-8 Union County - 2 73,530.000 12.670 3.61 624.48 53,746.000 (OUT) Synthetic Curve, 2 yrs BMP-8 (IN) Union County - 10 189,608.000 11.920 82.12 (N/A) (N/A) Synthetic Curve, 10 yrs BMP-8 Union County - 10 157,890.000 12.130 16.96 625.87 89,055.000 (OUT) Synthetic Curve, 10 yrs BMP-8 (IN) Union County - 25 245,968.000 11.920 105.73 (N/A) (N/A) Synthetic Curve, 25 yrs BMP-8 Union County - 25 214,047.000 12.090 31.27 626.70 111,978.000 (OUT) Synthetic Curve, 25 yrs BMP-8 (IN) Union County - 50 292,220.000 11.920 124.99 (N/A) (N/A) Synthetic Curve, 50 yrs BMP-8 Union County - 50 260,164.000 12.090 38.40 627.37 131,263.000 (OUT) Synthetic Curve, 50 yrs BMP-8 (IN) Union County - 100 345,158.000 11.920 146.74 (N/A) (N/A) Synthetic Curve, 100 yrs BMP-8 Union County - 100 312,970.000 12.090 44.10 628.12 154,014.000 (OUT) Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-8 Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: POST-AREA-8 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-8 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 8.360 0.0 0.0 98.000 roofs, driveways, Streets and roads Open space (Lawns,parks etc.) - Good 61.000 9.200 0.0 0.0 61.000 condition; grass cover > 75% - Soil B COMPOSITE AREA & WEIGHTED CN ---> (N/A) 17.560 (N/A) (N/A) 78.615 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-8 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 622.00 0.0 0.429 0.000 0.000 0.000 622.50 0.0 0.466 1.342 9,744.000 9,744.000 623.00 0.0 0.490 1.434 10,410.000 20,154.000 624.00 0.0 0.534 1.536 22,296.000 42,449.000 625.00 0.0 0.575 1.663 24,149.000 66,598.000 626.00 0.0 0.618 1.789 25,978.000 92,576.000 627.00 0.0 0.662 1.920 27,873.000 120,449.000 628.00 0.0 0.707 2.053 29,811.000 150,260.000 629.00 0.0 0.754 2.191 31,815.000 182,075.000 630.00 0.0 0.801 2.332 33,863.000 215,938.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-8 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 622.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 630.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Orifice -Area 2yr Det Forward C8 624.00 630.00 Orifice Orifice -Area 25yr Det Forward C8 624.75 630.00 Orifice Orifice -Area 50yr Det Forward C8 625.25 630.00 Orifice Orifice -Area 100yr Det Forward C8 626.00 630.00 Orifice Inlet Box R8 Forward C8 628.50 630.00 Orifice -Circular WQ Orifice Forward C8 622.00 630.00 -8 Culvert -Circular C8 Forward TW 617.00 630.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-8 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: R8 Structure Type: Inlet Box Number of Openings 1 Elevation 628.50 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-8 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: C8 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 24.0 in Length 85.00 ft Length (Computed Barrel) 85.05 ft Slope (Computed) 0.035 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.012 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.078 T2 ratio (HW/D) 1.180 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 619.16 ft T1 Flow 15.55 ft3/s T2 Elevation 619.36 ft T2 Flow 17.77 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-8 Scenario: Union County - Synthetic Curve, 2 yrs BMP-8 Post.ppc 5/4/2022 Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: WQ Orifice - 8 Structure Type: Orifice -Circular Number of Openings 1 Elevation 622.00 ft Orifice Diameter 3.0 in Orifice Coefficient 0.600 Structure ID: 2yr Det Orifice Structure Type: Orifice -Area Number of Openings 2 Elevation 624.00 ft Orifice Area 0.5 ftz Top Elevation 624.25 ft Datum Elevation 624.00 ft Orifice Coefficient 0.600 Structure ID: 25yr Det Orifice Structure Type: Orifice -Area Number of Openings 1 Elevation 624.75 ft Orifice Area 0.5 ftz Top Elevation 625.00 ft Datum Elevation 624.75 ft Orifice Coefficient 0.600 Structure ID: 50yr Det Orifice Structure Type: Orifice -Area Number of Openings 4 Elevation 625.25 ft Orifice Area 0.5 ftz Top Elevation 625.50 ft Datum Elevation 625.25 ft Orifice Coefficient 0.600 Structure ID: 100yr Det Orifice Structure Type: Orifice -Area Number of Openings 4 Elevation 626.00 ft Orifice Area 0.5 ftz Top Elevation 626.25 ft Datum Elevation 626.00 ft Orifice Coefficient 0.600 Structure ID: TW Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1 -203-755-1666 PondPack CONNECT Edition [10.02.00.01] Page 20 of 22 Subsection: Outlet Input Data Label: Riser-8 Scenario: Union County - Synthetic Curve, 2 yrs Structure Type: TW Setup, DS Channel Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-8 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 16 Master Network Summary...1, 2 POST-AREA-8 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 15 POST-AREA-8 (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 13, 14 Riser-8 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs))... 17, 18, 19, 20, 21 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 5, 6 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 11, 12 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 3, 4 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 7, 8 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 9, 10 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-8 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 22 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-9 Water Quality Calculations: BMP-9 STAGE STORAGE CALCULATION Area Calculation - Forebav Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 650 1752 0.040 0.0000 0.0000 0 651 2010 0.046 0.0431 0.0431 1880 652 2284 0.052 0.0493 0.0924 4025 653 2575 0.059 0.0557 0.1481 6453 653.5 2727 0.063 0.0304 0.1786 7778 654 2884 0.066 0.0322 0.2108 9181 Area Calculation - Main Pond Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 650 9219 0.212 0.0000 0.0000 0 651 10316 0.237 0.2241 0.2241 9762 652 11454 0.263 0.2498 0.4739 20642 653 12633 0.290 0.2764 0.7503 32681 653.5 13238 0.304 0.1485 0.8987 39148 654 14780 0.339 0.1607 1.0594 46149 Volume Calculation - Permanent Pool Contour Area Volume (ac-ft) Volume sq. ft AC Inc Accum. cu. ft 650 10971 0.252 0.0000 0.0000 0 651 12326 0.283 0.2673 0.2673 11642 652 13738 0.315 0.2990 0.5663 24668 653 15208 0.349 0.3321 0.8984 39134 653.5 15965 0.367 0.1789 1.0773 46927 654 17664 0.406 0.1929 1.2702 55330 Ave. Permanent Pool Depth 3.13 TRUE Volume Calculation - Temp Pool Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 654 17664 0.406 0.0000 0.0000 0 654.5 19439 0.446 0.2129 0.2129 9272 655 20368 0.468 0.2284 0.4413 19223 656 21913 0.503 0.4852 0.9265 40359 657 23146 0.531 0.5171 1.4437 62886 658 24409 0.560 0.5458 1.9894 86660 659 25700 0.590 0.5751 2.5646 111712 660 27021 0.620 0.6051 3.1696 138070 661 28371 0.651 0.6357 3.8054 165763 662 29751 0.683 0.6671 4.4725 194821 Project Name: Preserve at Forest Creek - Phase 2 (BMP-9) Project Number: 1021143 Design Requirements: 85% TSS, 70% TP Given Information: Land Use: Residential Drainage Area to Facility (Acres): 14.65 Meck. County (Minimum 10 Ac. Less than 10 Ac requires water balance computations) Impervious Area (Acres): 6.65 Percent Impervious: 45.4% Soil Type: AeB, CeB2, CeC2 Soil Group: A, B Curve Number (CN) Pre: 55 Curve Number (CN) Post: 78 Time of Concentration Pre (hour): 0.310 Time of Concentration Post (hour): 0.0833 Design Storm Rainfall Depth (in): 1.0 (Typically 1") Detention Time (Day): 2 Meck. County: 4 days - 85% TSS & 70% TP (Optimal Efficiency) 2 days - 60% TSS & 40% TP (Standard Efficiency) 4 days - 85% TSS & 0% TP (TSS - Only Efficiency) NCDENR: 2 - 5 days - 85% TSS & 40% TP Watershed: Mountain and Piedmont (85% TSS) Efficiency: NCDEN R Wet Pond Design (NCDENR - 2007) Project Name: Preserve at Forest Creek - Phase 2 (BMP-9) Job Number: 1021143 Step 1: Compute the water quality volume (WQV). WQv (Fe) = (3630) X (RD) X (Rv) X (AD) Where: WQV = Water Quality Volume fl ) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 45% AD = 14.65 acres Ro = 1.0 in Rv = 0.46 WQv = 24,385 Ft' Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth = 3.13 Feet Percent Impervious = 45% SA / DA Ratio = 1.73 Required Surface Area = 11,040 Fe Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 655.57 feet Orifice Invert Elevation = 654.00 feet Pond Surface Area at Height Above Orifice = 21,249 square feet Pond Surface Area at Orifice Invert Elevation = 17,664 square feet Orifice Diameter (D) = 3.00 inches = 0.25 feet Orifice Area (a) = 0.0491 square feet Average Surface Area (A) = 19,457 square feet Gravitational Constatnt (g) = 32.2 ft/sec2 Head (H) = 1.45 feet Discharge Coefficient (C) = 0.6 Time (t) = 197,914 seconds = 2.29 days N ote: The above calculation is based on the Bernoulli Equation where: t : x a x (2g)° x (0 - H°.5) Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 14.65 55 0.31 Post -developed 14.65 78 0.0833 Results Condition Q1-year Q10-year Q25-year Q50-year Pre -developed 14.95 24.35 32.61 Post -developed 14.85 23.13 27.75 BMP-9 WQ 35,000.000 30,000.000 25,000.000 m -)n nnn nnn a) ;_ 0 15,000.000 10,000.000 5,000.000 0.000 12.000 24.000 36.000 48.000 60.000 72.000 84.000 96.000 108.000 120.000 Time (hours) BMP-9 - Union County - Synthetic Curve, 1 yrs - Volume I Table of Contents Master Network Summary Union County Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-9 Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-9 Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs) BMP 9 Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs) Riser-9 Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-9 Union County - 1 42,061.000 11.900 16.93 Synthetic Curve, 1 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 1 41,877.000 17.300 0.28 Synthetic Curve, 1 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-9 (IN) Union County - 1 42,061.000 11.900 16.93 (N/A) (N/A) Synthetic Curve, 1 yrs BMP-9 Union County - 1 41,877.000 17.300 0.28 655.57 31,071.000 (OUT) Synthetic Curve, 1 yrs BMP-9 WQ.ppc 5/4/2022 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Center [10.02.00.01] 27 Siemon Company Drive Suite 200 W Page 1 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 1 yrs Time -Depth Curve: TypeII 24hr (1.0 in) Label TypeII 24hr (1.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 1 years Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.0 1.500 0.0 0.0 0.0 0.0 0.0 2.000 0.0 0.0 0.0 0.0 0.0 2.500 0.0 0.0 0.0 0.0 0.0 3.000 0.0 0.0 0.0 0.0 0.0 3.500 0.0 0.0 0.0 0.0 0.0 4.000 0.0 0.0 0.1 0.1 0.1 4.500 0.1 0.1 0.1 0.1 0.1 5.000 0.1 0.1 0.1 0.1 0.1 5.500 0.1 0.1 0.1 0.1 0.1 6.000 0.1 0.1 0.1 0.1 0.1 6.500 0.1 0.1 0.1 0.1 0.1 7.000 0.1 0.1 0.1 0.1 0.1 7.500 0.1 0.1 0.1 0.1 0.1 8.000 0.1 0.1 0.1 0.1 0.1 8.500 0.1 0.1 0.1 0.1 0.1 9.000 0.1 0.2 0.2 0.2 0.2 9.500 0.2 0.2 0.2 0.2 0.2 10.000 0.2 0.2 0.2 0.2 0.2 10.500 0.2 0.2 0.2 0.2 0.2 11.000 0.2 0.2 0.3 0.3 0.3 11.500 0.3 0.3 0.4 0.4 0.6 12.000 0.7 0.7 0.7 0.7 0.7 12.500 0.7 0.7 0.8 0.8 0.8 13.000 0.8 0.8 0.8 0.8 0.8 13.500 0.8 0.8 0.8 0.8 0.8 14.000 0.8 0.8 0.8 0.8 0.8 14.500 0.8 0.8 0.8 0.8 0.9 15.000 0.9 0.9 0.9 0.9 0.9 15.500 0.9 0.9 0.9 0.9 0.9 16.000 0.9 0.9 0.9 0.9 0.9 16.500 0.9 0.9 0.9 0.9 0.9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 1 years Label: Union County Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 0.9 0.9 0.9 0.9 0.9 17.500 0.9 0.9 0.9 0.9 0.9 18.000 0.9 0.9 0.9 0.9 0.9 18.500 0.9 0.9 0.9 0.9 0.9 19.000 0.9 0.9 0.9 0.9 0.9 19.500 0.9 0.9 0.9 0.9 1.0 20.000 1.0 1.0 1.0 1.0 1.0 20.500 1.0 1.0 1.0 1.0 1.0 21.000 1.0 1.0 1.0 1.0 1.0 21.500 1.0 1.0 1.0 1.0 1.0 22.000 1.0 1.0 1.0 1.0 1.0 22.500 1.0 1.0 1.0 1.0 1.0 23.000 1.0 1.0 1.0 1.0 1.0 23.500 1.0 1.0 1.0 1.0 1.0 24.000 1.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-9 Scenario: Union County - Synthetic Curve, 1 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 1 years Label: POST-AREA-9 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-9 Scenario: Union County - Synthetic Curve, 1 yrs Runoff Curve Number Data Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 14.650 0.0 0.0 98.000 roofs, driveways, Streets and roads COMPOSITE AREA & WEIGHTED CN ---> (N/A) 14.650 (N/A) (N/A) 98.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-9 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 654.00 0.0 0.406 0.000 0.000 0.000 654.50 0.0 0.446 1.278 9,275.000 9,275.000 655.00 0.0 0.468 1.371 9,952.000 19,227.000 656.00 0.0 0.503 1.456 21,144.000 40,371.000 657.00 0.0 0.531 1.551 22,518.000 62,889.000 658.00 0.0 0.560 1.636 23,759.000 86,648.000 659.00 0.0 0.590 1.725 25,044.000 111,692.000 660.00 0.0 0.620 1.815 26,351.000 138,043.000 661.00 0.0 0.651 1.906 27,680.000 165,723.000 662.00 0.0 0.683 2.001 29,052.000 194,775.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-9 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 654.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 662.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Inlet Box R9 Forward C9 660.00 662.00 Orifice -Circular WQ Orifice Forward C9 654.00 662.00 -9 Culvert -Circular C9 Forward TW 650.00 662.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-9 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: R9 Structure Type: Inlet Box Number of Openings 1 Elevation 660.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-9 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Structure ID: C9 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 54.0 in Length 75.00 ft Length (Computed Barrel) 75.01 ft Slope (Computed) 0.013 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.004 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 0.000 T2 ratio (HW/D) 1.191 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 650.00 ft T1 Flow 118.08 ft3/s T2 Elevation 655.36 ft T2 Flow 134.95 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-9 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: WQ Orifice - 9 Structure Type: Orifice -Circular Number of Openings 1 Elevation 654.00 ft Orifice Diameter 3.0 in Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-9 (Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 7 Master Network Summary...1 POST-AREA-9 (Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs))... 6 POST-AREA-9 (Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs))... 4, 5 Riser-9 (Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs))... 8, 9, 10, 11 U Union County (Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 2, 3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-9 Calculations: Table of Contents Master Network Summary Union County Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 3 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 5 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 7 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 9 50 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 11 100 yrs) POST-AREA-9 Time of Concentration Calculations, 2 years (Union County - 13 Synthetic Curve, 2 yrs) POST-AREA-9 YRunoffCN-Area, 2 years (Union County - Synthetic Curve, 2 15 Elevation -Area Volume Curve, 2 years (Union County B M P-9 16 Synthetic Curve, 2 yrs) Riser-9 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 17 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-9 Union County - 2 83,693.000 11.930 36.03 Synthetic Curve, 2 yrs POST-AREA-9 Union County - 10 153,279.000 11.920 66.44 Synthetic Curve, 10 yrs POST-AREA-9 Union County - 25 199,749.000 11.920 86.03 Synthetic Curve, 25 yrs POST-AREA-9 Union County - 50 237,968.000 11.920 102.04 Synthetic Curve, 50 yrs POST-AREA-9 Union County - 100 281,779.000 11.920 120.17 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 2 59,303.000 12.630 3.02 Synthetic Curve, 2 yrs OUTFALL Union County - 10 128,622.000 12.120 14.85 Synthetic Curve, 10 yrs OUTFALL Union County - 25 174,974.000 12.100 23.13 Synthetic Curve, 25 yrs OUTFALL Union County - 50 213,114.000 12.100 27.74 Synthetic Curve, 50 yrs OUTFALL Union County - 100 256,847.000 12.100 32.05 Synthetic Curve, 100 yrs Pond Summary Label Scenario BMP-9 (IN) I Union County - Synthetic Curve, 2 yrs Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) 2 1 83,693.000 1 11.930 1 36.03 Maximum Maximum Water Pond Storage Surface (ft3) Elevation (ft) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-9 Union County - 2 59,303.000 12.630 3.02 656.07 41,914.000 (OUT) Synthetic Curve, 2 yrs BMP-9 (IN) Union County - 10 153,279.000 11.920 66.44 (N/A) (N/A) Synthetic Curve, 10 yrs BMP-9 Union County - 10 128,622.000 12.120 14.85 657.28 69,475.000 (OUT) Synthetic Curve, 10 yrs BMP-9 (IN) Union County - 25 199,749.000 11.920 86.03 (N/A) (N/A) Synthetic Curve, 25 yrs BMP-9 Union County - 25 174,974.000 12.100 23.13 658.12 89,643.000 (OUT) Synthetic Curve, 25 yrs BMP-9 (IN) Union County - 50 237,968.000 11.920 102.04 (N/A) (N/A) Synthetic Curve, 50 yrs BMP-9 Union County - 50 213,114.000 12.100 27.74 658.79 106,371.000 (OUT) Synthetic Curve, 50 yrs BMP-9 (IN) Union County - 100 281,779.000 11.920 120.17 (N/A) (N/A) Synthetic Curve, 100 yrs BMP-9 Union County - 100 256,847.000 12.100 32.05 659.54 125,884.000 (OUT) Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-9 Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: POST-AREA-9 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-9 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 6.650 0.0 0.0 98.000 roofs, driveways, Streets and roads Open space (Lawns,parks etc.) - Good 61.000 8.000 0.0 0.0 61.000 condition; grass cover > 75% - Soil B COMPOSITE AREA & WEIGHTED CN ---> (N/A) 14.650 (N/A) (N/A) 77.795 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-9 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 654.00 0.0 0.406 0.000 0.000 0.000 654.50 0.0 0.446 1.278 9,275.000 9,275.000 655.00 0.0 0.468 1.371 9,952.000 19,227.000 656.00 0.0 0.503 1.456 21,144.000 40,371.000 657.00 0.0 0.531 1.551 22,518.000 62,889.000 658.00 0.0 0.560 1.636 23,759.000 86,648.000 659.00 0.0 0.590 1.725 25,044.000 111,692.000 660.00 0.0 0.620 1.815 26,351.000 138,043.000 661.00 0.0 0.651 1.906 27,680.000 165,723.000 662.00 0.0 0.683 2.001 29,052.000 194,775.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-9 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 654.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 662.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Orifice -Area 2yr Det Forward C9 655.75 662.00 Orifice - 9 Orifice -Area 10yr Det Forward C9 656.25 662.00 Orifice Orifice -Area 25yr Det Forward C9 657.50 662.00 Orifice Inlet Box R9 Forward C9 660.00 662.00 Orifice -Circular WQ Orifice Forward C9 654.00 662.00 -9 Culvert -Circular C9 Forward TW 650.00 662.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-9 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: R9 Structure Type: Inlet Box Number of Openings 1 Elevation 660.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-9 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: C9 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 24.0 in Length 78.00 ft Length (Computed Barrel) 78.01 ft Slope (Computed) 0.013 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.012 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.089 T2 ratio (HW/D) 1.191 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 652.18 ft T1 Flow 15.55 ft3/s T2 Elevation 652.38 ft T2 Flow 17.77 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-9 Scenario: Union County - Synthetic Curve, 2 yrs BMP-9 Post.ppc 5/4/2022 Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: WQ Orifice - 9 Structure Type: Orifice -Circular Number of Openings 1 Elevation 654.00 ft Orifice Diameter 3.0 in Orifice Coefficient 0.600 Structure ID: 2yr Det Orifice - 9 Structure Type: Orifice -Area Number of Openings 2 Elevation 655.75 ft Orifice Area 0.5 ftz Top Elevation 656.00 ft Datum Elevation 655.75 ft Orifice Coefficient 0.600 Structure ID: 10yr Det Orifice Structure Type: Orifice -Area Number of Openings 1 Elevation 656.25 ft Orifice Area 1.8 ftz Top Elevation 656.75 ft Datum Elevation 656.25 ft Orifice Coefficient 0.600 Structure ID: 25yr Det Orifice Structure Type: Orifice -Area Number of Openings 2 Elevation 657.50 ft Orifice Area 0.5 ftz Top Elevation 657.75 ft Datum Elevation 657.50 ft Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance (Minimum) 0.01 ft Tailwater Tolerance (Maximum) 0.50 ft Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1 -203-755-1666 PondPack CONNECT Edition [10.02.00.01] Page 20 of 22 Subsection: Outlet Input Data Label: Riser-9 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Convergence Tolerances Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-9 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 16 Master Network Summary...1, 2 POST-AREA-9 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 15 POST-AREA-9 (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 13, 14 Riser-9 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs))... 17, 18, 19, 20, 21 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 5, 6 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 11, 12 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 3, 4 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 7, 8 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 9, 10 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-9 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 22 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-10 Water Quality Calculations: BMP-10 STAGE STORAGE CALCULATION Area Calculation - Forebay Contour Area Volume (ac-ft) Volume sq. If AC Inc Accum. cu. If 650 194 0.004 0.0000 0.0000 0 651 389 0.009 0.0066 0.0066 286 652 643 0.015 0.0117 0.0183 1 797 653 956 0.022 0.0182 0.0365 1591 654 1328 0.030 0.0261 0.0626 2728 654.5 1537 0.035 0.0164 0.0791 3443 655 1 1759 0.040 1 0.0189 1 0.0980 4267 Area Calculation - Main Pond Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 650 2560 0.059 0.0000 0.0000 0 651 3139 0.072 0.0653 0.0653 2845 652 3752 0.086 0.0790 0.1443 6286 653 4398 0.101 0.0935 0.2377 10356 654 5076 0.117 0.1087 0.3464 15089 654.5 5426 0.125 0.0603 0.4067 17714 655 6334 0.145 0.0674 0.4741 20651 Volume Calculation - Permanent Pool Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 650 2754 0.063 0.0000 0.0000 0 651 3528 0.081 0.0719 0.0719 3133 652 4395 0.101 0.0908 0.1627 7087 653 5354 0.123 0.1117 0.2744 11953 654 6404 0.147 0.1348 0.4092 17824 654.5 6963 0.160 0.0767 0.4859 21165 655 8093 0.186 0.0863 0.5722 24926 Ave. Permanent Pool Depth 3.08 TRUE Volume Calculation - Temp Pool Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 655 8093 0.186 0.0000 0.0000 0 655.5 9345 0.215 0.1000 0.1000 4356 656 10233 0.235 0.1123 0.2123 9249 657 11867 0.272 0.2534 0.4658 20288 658 13340 0.306 0.2892 0.7549 32885 659 14869 0.341 0.3236 1.0786 46982 660 16454 0.378 0.3594 1.4380 62637 661 1 18097 1 0.415 1 0.3964 1 1.8344 1 79906 Project Name: Preserve at Forest Creek - Phase 2 (BMP-10) Project Number: 1021143 Design Requirements: 85% TSS, 70% TP Given Information: Land Use: Residential Drainage Area to Facility (Acres): 6.37 Meck. County (Minimum 10 Ac. Less than 10 Ac requires water balance computations) Impervious Area (Acres): 2.49 Percent Impervious: 39.1% Soil Type: CeB2, CeC2 Soil Group: B Curve Number (CN) Pre: 55 Curve Number (CN) Post: 75 Time of Concentration Pre (hour): 0.550 Time of Concentration Post (hour): 0.0833 Design Storm Rainfall Depth (in): 1.0 (Typically 1") Detention Time (Day): 2 Meck. County: 4 days - 85% TSS & 70% TP (Optimal Efficiency) 2 days - 60% TSS & 40% TP (Standard Efficiency) 4 days - 85% TSS & 0% TP (TSS - Only Efficiency) NCDENR: 2 - 5 days - 85% TSS & 40% TP Watershed: Mountain and Piedmont (85% TSS) Efficiency: NCDEN R Wet Pond Design (NCDENR - 2007) Project Name: Preserve at Forest Creek - Phase 2 (BMP-10) Job Number: 1021143 Step 1: Compute the water quality volume (WQV). WQv (Fe) = (3630) X (RD) X (Rv) X (AD) Where: WQV = Water Quality Volume fl ) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 39% AD = 6.37 acres Ro = 1.0 in Rv = 0.40 WQv = 9,291 Fe Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth = 3.08 Feet Percent Impervious = 39% SA / DA Ratio = 1.34 Required Surface Area = 3,718 Fe Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 656.7 feet Orifice Invert Elevation = 655.0 feet Pond Surface Area at Height Above Orifice = 8,988 square feet Pond Surface Area at Orifice Invert Elevation = 6,398 square feet Orifice Diameter (D) = 2.00 inches = 0.17 feet Orifice Area (a) = 0.0218 square feet Average Surface Area (A) = 7,693 square feet Gravitational Constatnt (g) = 32.2 ft/sec2 Head (H) = 1.59 feet Discharge Coefficient (C) = 0.6 Time (t) = 184,496 seconds = 2.14 days N ote: The above calculation is based on the Bernoulli Equation where: t : x a x (2g)° x (0 - H°.5) Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 6.37 55 0.55 Post -developed 6.37 75 0.0833 Results Condition Q1-year Q10-year Q25-year Q50-year Pre -developed 7.00 11.35 15.21 Post -developed 6.67 9.26 14.04 15,000.000 13,750.000 12,500.000 11,250.000 10,000.000 8,750.000 7,500.000 6,250.000 5,000.000 3,750.000 2,500.000 1,250.000 I see I BMP-10 WQ 12.000 24.000 36.000 48.000 60.000 72.000 84.000 96.000 108.000 120.000 Time (hours) BMP-10 - Union County - Synthetic Curve, 1 yrs - Volume I Table of Contents Master Network Summary Union County Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-10 Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-10 Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs) BMP-10 Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs) Riser-10 Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-10 Union County - 1 18,289.000 11.900 7.36 Synthetic Curve, 1 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 1 18,263.000 16.800 0.13 Synthetic Curve, 1 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-10 (IN) Union County - 1 18,289.000 11.900 7.36 (N/A) (N/A) Synthetic Curve, 1 yrs BMP-10 Union County - 1 18,263.000 16.800 0.13 656.67 13,265.000 (OUT) Synthetic Curve, 1 yrs BMP-10 WQ.ppc 5/4/2022 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Center [10.02.00.01] 27 Siemon Company Drive Suite 200 W Page 1 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 1 yrs Time -Depth Curve: TypeII 24hr (1.0 in) Label TypeII 24hr (1.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 1 years Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.0 1.500 0.0 0.0 0.0 0.0 0.0 2.000 0.0 0.0 0.0 0.0 0.0 2.500 0.0 0.0 0.0 0.0 0.0 3.000 0.0 0.0 0.0 0.0 0.0 3.500 0.0 0.0 0.0 0.0 0.0 4.000 0.0 0.0 0.1 0.1 0.1 4.500 0.1 0.1 0.1 0.1 0.1 5.000 0.1 0.1 0.1 0.1 0.1 5.500 0.1 0.1 0.1 0.1 0.1 6.000 0.1 0.1 0.1 0.1 0.1 6.500 0.1 0.1 0.1 0.1 0.1 7.000 0.1 0.1 0.1 0.1 0.1 7.500 0.1 0.1 0.1 0.1 0.1 8.000 0.1 0.1 0.1 0.1 0.1 8.500 0.1 0.1 0.1 0.1 0.1 9.000 0.1 0.2 0.2 0.2 0.2 9.500 0.2 0.2 0.2 0.2 0.2 10.000 0.2 0.2 0.2 0.2 0.2 10.500 0.2 0.2 0.2 0.2 0.2 11.000 0.2 0.2 0.3 0.3 0.3 11.500 0.3 0.3 0.4 0.4 0.6 12.000 0.7 0.7 0.7 0.7 0.7 12.500 0.7 0.7 0.8 0.8 0.8 13.000 0.8 0.8 0.8 0.8 0.8 13.500 0.8 0.8 0.8 0.8 0.8 14.000 0.8 0.8 0.8 0.8 0.8 14.500 0.8 0.8 0.8 0.8 0.9 15.000 0.9 0.9 0.9 0.9 0.9 15.500 0.9 0.9 0.9 0.9 0.9 16.000 0.9 0.9 0.9 0.9 0.9 16.500 0.9 0.9 0.9 0.9 0.9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 1 years Label: Union County Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 0.9 0.9 0.9 0.9 0.9 17.500 0.9 0.9 0.9 0.9 0.9 18.000 0.9 0.9 0.9 0.9 0.9 18.500 0.9 0.9 0.9 0.9 0.9 19.000 0.9 0.9 0.9 0.9 0.9 19.500 0.9 0.9 0.9 0.9 1.0 20.000 1.0 1.0 1.0 1.0 1.0 20.500 1.0 1.0 1.0 1.0 1.0 21.000 1.0 1.0 1.0 1.0 1.0 21.500 1.0 1.0 1.0 1.0 1.0 22.000 1.0 1.0 1.0 1.0 1.0 22.500 1.0 1.0 1.0 1.0 1.0 23.000 1.0 1.0 1.0 1.0 1.0 23.500 1.0 1.0 1.0 1.0 1.0 24.000 1.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-10 Scenario: Union County - Synthetic Curve, 1 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 1 years Label: POST-AREA-10 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-10 Scenario: Union County - Synthetic Curve, 1 yrs Runoff Curve Number Data Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 6.370 0.0 0.0 98.000 roofs, driveways, Streets and roads COMPOSITE AREA & WEIGHTED CN ---> (N/A) 6.370 (N/A) (N/A) 98.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-10 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 655.00 0.0 0.147 0.000 0.000 0.000 655.50 0.0 0.177 0.485 3,523.000 3,523.000 656.00 0.0 0.189 0.549 3,985.000 7,508.000 657.00 0.0 0.215 0.606 8,793.000 16,301.000 658.00 0.0 0.241 0.684 9,926.000 26,228.000 659.00 0.0 0.269 0.765 11,102.000 37,330.000 660.00 0.0 0.298 0.850 12,344.000 49,674.000 661.00 0.0 0.329 0.940 13,650.000 63,324.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-10 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 655.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 661.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Inlet Box R10 Forward C10 659.00 661.00 Orifice -Circular WQ Orifice Forward C10 655.00 661.00 -10 Culvert -Circular C10 Forward TW 651.00 661.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-10 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: R10 Structure Type: Inlet Box Number of Openings 1 Elevation 659.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-10 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Structure ID: C10 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 15.0 in Length 65.00 ft Length (Computed Barrel) 65.01 ft Slope (Computed) 0.015 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.023 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 0.000 T2 ratio (HW/D) 1.190 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 651.00 ft T1 Flow 4.80 ft3/s T2 Elevation 652.49 ft T2 Flow 5.49 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-10 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: WQ Orifice - 10 Structure Type: Orifice -Circular Number of Openings 1 Elevation 655.00 ft Orifice Diameter 2.0 in Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-10 (Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 7 Master Network Summary...1 POST-AREA-10 (Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs))... 6 POST-AREA-10 (Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs))... 4, 5 Riser-10 (Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs))... 8, 9, 10, 11 U Union County (Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 2, 3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-10 Calculations: Table of Contents Master Network Summary Union County Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 3 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 5 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 7 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 9 50 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 11 100 yrs) POST-AREA-10 Time of Concentration Calculations, 2 years (Union County - 13 Synthetic Curve, 2 yrs) POST-AREA-10 YRunoffCN-Area, 2 years (Union County - Synthetic Curve, 2 15 BMP-10 Elevation -Area Volume Curve, 2 years (Union County - 16 Synthetic Curve, 2 yrs) Riser-10 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 17 Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-10 Union County - 2 31,750.000 11.930 13.53 Synthetic Curve, 2 yrs POST-AREA-10 Union County - 10 60,407.000 11.920 26.17 Synthetic Curve, 10 yrs POST-AREA-10 Union County - 25 79,847.000 11.920 34.51 Synthetic Curve, 25 yrs POST-AREA-10 Union County - 50 95,948.000 11.920 41.38 Synthetic Curve, 50 yrs POST-AREA-10 Union County - 100 114,494.000 11.920 49.19 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 2 22,517.000 12.570 1.27 Synthetic Curve, 2 yrs OUTFALL Union County - 10 51,105.000 12.110 6.67 Synthetic Curve, 10 yrs OUTFALL Union County - 25 70,514.000 12.100 9.26 Synthetic Curve, 25 yrs OUTFALL Union County - 50 86,593.000 12.080 14.04 Synthetic Curve, 50 yrs OUTFALL Union County - 100 105,120.000 12.080 17.50 Synthetic Curve, 100 yrs Pond Summary Label Scenario BMP-10 (IN) I Union County - Synthetic Curve, 2 yrs Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) 2 1 31,750.000 1 11.930 1 13.53 Maximum Maximum Water Pond Storage Surface (ft3) Elevation (ft) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-10 Union County - 2 22,517.000 12.570 1.27 656.91 15,423.000 (OUT) Synthetic Curve, 2 yrs BMP-10 (IN) Union County - 10 60,407.000 11.920 26.17 (N/A) (N/A) Synthetic Curve, 10 yrs BMP-10 Union County - 10 51,105.000 12.110 6.67 657.99 26,075.000 (OUT) Synthetic Curve, 10 yrs BMP-10 (IN) Union County - 25 79,847.000 11.920 34.51 (N/A) (N/A) Synthetic Curve, 25 yrs BMP-10 Union County - 25 70,514.000 12.100 9.26 658.73 34,235.000 (OUT) Synthetic Curve, 25 yrs BMP-10 (IN) Union County - 50 95,948.000 11.920 41.38 (N/A) (N/A) Synthetic Curve, 50 yrs BMP-10 Union County - 50 86,593.000 12.080 14.04 659.28 40,656.000 (OUT) Synthetic Curve, 50 yrs BMP-10 (IN) Union County - 100 114,494.000 11.920 49.19 (N/A) (N/A) Synthetic Curve, 100 yrs BMP-10 Union County - 100 105,120.000 12.080 17.50 659.82 47,322.000 (OUT) Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-10 Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: POST-AREA-10 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-10 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 2.490 0.0 0.0 98.000 roofs, driveways, Streets and roads Open space (Lawns,parks etc.) - Good 61.000 3.880 0.0 0.0 61.000 condition; grass cover > 75% - Soil B COMPOSITE AREA & WEIGHTED CN ---> (N/A) 6.370 (N/A) (N/A) 75.463 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-10 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 655.00 0.0 0.147 0.000 0.000 0.000 655.50 0.0 0.177 0.485 3,523.000 3,523.000 656.00 0.0 0.189 0.549 3,985.000 7,508.000 657.00 0.0 0.215 0.606 8,793.000 16,301.000 658.00 0.0 0.241 0.684 9,926.000 26,228.000 659.00 0.0 0.269 0.765 11,102.000 37,330.000 660.00 0.0 0.298 0.850 12,344.000 49,674.000 661.00 0.0 0.329 0.940 13,650.000 63,324.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-10 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 655.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 661.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Orifice -Area 2yr Det. Forward C10 656.75 661.00 Orifice - 10 Orifice -Area 10yr Det. Forward C10 657.50 661.00 Orifice - 10 Inlet Box R10 Forward C10 659.00 661.00 Orifice -Circular WQ Orifice Forward C10 655.00 661.00 -10 Culvert -Circular C10 Forward TW 651.00 661.00 Tailwater Settings 1 Tailwater I I I (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-10 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: R10 Structure Type: Inlet Box Number of Openings 1 Elevation 659.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-10 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: C10 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 15.0 in Length 65.00 ft Length (Computed Barrel) 65.01 ft Slope (Computed) 0.015 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.023 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.088 T2 ratio (HW/D) 1.190 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 652.36 ft T1 Flow 4.80 ft3/s T2 Elevation 652.49 ft T2 Flow 5.49 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-10 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: WQ Orifice - 10 Structure Type: Orifice -Circular Number of Openings 1 Elevation 655.00 ft Orifice Diameter 2.0 in Orifice Coefficient 0.600 Structure ID: 2yr Det. Orifice - 10 Structure Type: Orifice -Area Number of Openings 1 Elevation 656.75 ft Orifice Area 0.8 ftz Top Elevation 657.00 ft Datum Elevation 656.75 ft Orifice Coefficient 0.600 Structure ID: 10yr Det. Orifice - 10 Structure Type: Orifice -Area Number of Openings 1 Elevation 657.50 ft Orifice Area 0.8 ftz Top Elevation 657.75 ft Datum Elevation 657.50 ft Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 20 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-10 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 16 Master Network Summary...1, 2 POST-AREA-10 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 15 POST-AREA-10 (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 13, 14 Riser-10 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs))... 17, 18, 19,20 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 5, 6 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 11, 12 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 3, 4 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 7, 8 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 9, 10 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-10 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 21 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-11 Water Quality Calculations: BMP-11 STAGE STORAGE CALCULATION Area Calculation - Forebay Contour Area Volume (ac-ft) Volume sq. If AC Inc Accum. cu. If 629 942 0.022 0.0000 0.0000 0 630 1123 0.026 0.0237 0.0237 1031 631 1317 0.030 0.0280 0.0517 1 2250 632 1525 0.035 0.0326 0.0842 3670 632.5 1633 0.037 0.0181 0.1024 4459 633 1745 0.040 0.0194 0.1217 5303 Area Calculation - Main Pond Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 629 6250 0.143 0.0000 0.0000 0 630 6614 0.152 0.1476 0.1476 6431 631 6986 0.160 0.1561 0.3037 13230 632 7367 0.169 0.1647 0.4685 20406 632.5 7561 0.174 0.0857 0.5541 24138 633 8066 0.185 0.0897 0.6438 28044 Volume Calculation - Permanent Pool Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 629 7192 0.165 0.0000 0.0000 0 630 7737 0.178 0.1713 0.1713 7463 631 8303 0.191 0.1841 0.3554 15481 632 8892 0.204 0.1973 0.5527 24077 632.5 9194 0.211 0.1038 0.6565 28598 633 9811 0.225 0.1091 0.7656 33349 Ave. Permanent Pool Depth 3.40 TRUE Volume Calculation - Temp Pool Contour Area Volume ac-ft Volume sq. If AC Inc Accum. cu. If 633 9811 0.225 0.0000 0.0000 0 633.5 10484 0.241 0.1165 0.1165 5073 634 10931 0.251 0.1229 0.2394 10426 635 11754 0.270 0.2603 0.4997 21766 636 12498 0.287 0.2783 0.7780 33890 637 13255 0.304 0.2956 1.0736 46765 638 14027 0.322 0.3131 1.3867 60404 639 1 14812 1 0.340 1 0.3310 1 1.7177 1 74822 Project Name: Preserve at Forest Creek - Phase 2 (BMP-11) Project Number: 1021143 Design Requirements: 85% TSS, 70% TP Given Information: Land Use: Residential Drainage Area to Facility (Acres): 7.23 Meck. County (Minimum 10 Ac. Less than 10 Ac requires water balance computations) Impervious Area (Acres): 3.37 Percent Impervious: 46.6% Soil Type: CeB2, CeC2 Soil Group: B Curve Number (CN) Pre: 55 Curve Number (CN) Post: 78 Time of Concentration Pre (hour): 0.310 Time of Concentration Post (hour): 0.0833 Design Storm Rainfall Depth (in): 1.0 (Typically 1") Detention Time (Day): 2 Meck. County: 4 days - 85% TSS & 70% TP (Optimal Efficiency) 2 days - 60% TSS & 40% TP (Standard Efficiency) 4 days - 85% TSS & 0% TP (TSS - Only Efficiency) NCDENR: 2 - 5 days - 85% TSS & 40% TP Watershed: Mountain and Piedmont (85% TSS) Efficiency: NCDEN R Wet Pond Design (NCDENR - 2007) Project Name: Preserve at Forest Creek - Phase 2 (BM P-11) Job Number: 1021143 Step 1: Compute the water quality volume (WQV). WQv (Fe) = (3630) X (RD) X (Rv) X (AD) Where: WQV = Water Quality Volume fl ) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 47% AD = 7.23 acres Ro = 1.0 in Rv = 0.47 WQv = 12,322 Ft' Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth = 3.40 Feet Percent Impervious = 47% SA / DA Ratio = 1.73 Required Surface Area = 5,448 Fe Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 634.48 feet Orifice Invert Elevation = 633.0 feet Pond Surface Area at Height Above Orifice = 11,326 square feet Pond Surface Area at Orifice Invert Elevation = 9,811 square feet Orifice Diameter (D) = 2.00 inches = 0.17 feet Orifice Area (a) = 0.0218 square feet Average Surface Area (A) = 10,569 square feet Gravitational Constatnt (g) = 32.2 ft/sec2 Head (H) = 1.40 feet Discharge Coefficient (C) = 0.6 Time (t) = 237,809 seconds = 2.75 days N ote: The above calculation is based on the Bernoulli Equation where: t : x a x (2g)° x (0 - H°.5) Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 7.23 55 0.31 Post -developed 7.23 78 0.0833 Results Condition Q1-year Q10-year Q25-year Q50-year Pre -developed 7.29 11.86 15.89 Post -developed 6.55 10.47 21.35 BMP-11 WQ 17,500.000 15,000.000 12,500.000 m in nnn nnn N E 0 7,500.000 5,000.000 2,500.000 0.000 12.000 24.000 36.000 48.000 60.000 72.000 84.000 96.000 108.000 120.000 Time (hours) BMP-11 - Union County - Synthetic Curve, 1 yrs - Volume I Table of Contents Master Network Summary Union County Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-11 Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-11 Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs) BMP-11 Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs) Riser-11 Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-11 Union County - 1 20,758.000 11.900 8.35 Synthetic Curve, 1 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 1 20,544.000 18.200 0.12 Synthetic Curve, 1 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-11 (IN) Union County - 1 20,758.000 11.900 8.35 (N/A) (N/A) Synthetic Curve, 1 yrs BMP-11 Union County - 1 20,544.000 18.200 0.12 634.48 15,749.000 (OUT) Synthetic Curve, 1 yrs BMP-11 WQ.ppc 5/4/2022 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Center [10.02.00.01] 27 Siemon Company Drive Suite 200 W Page 1 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 1 yrs Time -Depth Curve: TypeII 24hr (1.0 in) Label TypeII 24hr (1.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 1 years Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.0 1.500 0.0 0.0 0.0 0.0 0.0 2.000 0.0 0.0 0.0 0.0 0.0 2.500 0.0 0.0 0.0 0.0 0.0 3.000 0.0 0.0 0.0 0.0 0.0 3.500 0.0 0.0 0.0 0.0 0.0 4.000 0.0 0.0 0.1 0.1 0.1 4.500 0.1 0.1 0.1 0.1 0.1 5.000 0.1 0.1 0.1 0.1 0.1 5.500 0.1 0.1 0.1 0.1 0.1 6.000 0.1 0.1 0.1 0.1 0.1 6.500 0.1 0.1 0.1 0.1 0.1 7.000 0.1 0.1 0.1 0.1 0.1 7.500 0.1 0.1 0.1 0.1 0.1 8.000 0.1 0.1 0.1 0.1 0.1 8.500 0.1 0.1 0.1 0.1 0.1 9.000 0.1 0.2 0.2 0.2 0.2 9.500 0.2 0.2 0.2 0.2 0.2 10.000 0.2 0.2 0.2 0.2 0.2 10.500 0.2 0.2 0.2 0.2 0.2 11.000 0.2 0.2 0.3 0.3 0.3 11.500 0.3 0.3 0.4 0.4 0.6 12.000 0.7 0.7 0.7 0.7 0.7 12.500 0.7 0.7 0.8 0.8 0.8 13.000 0.8 0.8 0.8 0.8 0.8 13.500 0.8 0.8 0.8 0.8 0.8 14.000 0.8 0.8 0.8 0.8 0.8 14.500 0.8 0.8 0.8 0.8 0.9 15.000 0.9 0.9 0.9 0.9 0.9 15.500 0.9 0.9 0.9 0.9 0.9 16.000 0.9 0.9 0.9 0.9 0.9 16.500 0.9 0.9 0.9 0.9 0.9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 1 years Label: Union County Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 0.9 0.9 0.9 0.9 0.9 17.500 0.9 0.9 0.9 0.9 0.9 18.000 0.9 0.9 0.9 0.9 0.9 18.500 0.9 0.9 0.9 0.9 0.9 19.000 0.9 0.9 0.9 0.9 0.9 19.500 0.9 0.9 0.9 0.9 1.0 20.000 1.0 1.0 1.0 1.0 1.0 20.500 1.0 1.0 1.0 1.0 1.0 21.000 1.0 1.0 1.0 1.0 1.0 21.500 1.0 1.0 1.0 1.0 1.0 22.000 1.0 1.0 1.0 1.0 1.0 22.500 1.0 1.0 1.0 1.0 1.0 23.000 1.0 1.0 1.0 1.0 1.0 23.500 1.0 1.0 1.0 1.0 1.0 24.000 1.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-11 Scenario: Union County - Synthetic Curve, 1 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 1 years Label: POST-AREA-11 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-11 Scenario: Union County - Synthetic Curve, 1 yrs Runoff Curve Number Data Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 7.230 0.0 0.0 98.000 roofs, driveways, Streets and roads COMPOSITE AREA & WEIGHTED CN ---> (N/A) 7.230 (N/A) (N/A) 98.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-11 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 633.00 0.0 0.225 0.000 0.000 0.000 633.50 0.0 0.241 0.699 5,074.000 5,074.000 634.00 0.0 0.251 0.738 5,358.000 10,431.000 635.00 0.0 0.270 0.781 11,345.000 21,776.000 636.00 0.0 0.287 0.835 12,130.000 33,906.000 637.00 0.0 0.304 0.886 12,870.000 46,776.000 638.00 0.0 0.322 0.939 13,632.000 60,408.000 639.00 0.0 0.340 0.993 14,417.000 74,825.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-11 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 633.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 639.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Inlet Box R11 Forward C11 637.00 639.00 Orifice -Circular WQ Orifice Forward C11 633.00 639.00 -11 Culvert -Circular C11 Forward TW 629.00 639.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-11 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: R11 Structure Type: Inlet Box Number of Openings 1 Elevation 637.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-11 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Structure ID: C11 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.0 in Length 70.00 ft Length (Computed Barrel) 70.01 ft Slope (Computed) 0.014 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 0.000 T2 ratio (HW/D) 1.190 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 629.00 ft T1 Flow 7.58 ft3/s T2 Elevation 630.79 ft T2 Flow 8.66 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-11 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: WQ Orifice - 11 Structure Type: Orifice -Circular Number of Openings 1 Elevation 633.00 ft Orifice Diameter 2.0 in Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-11 (Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 7 Master Network Summary...1 POST-AREA-11 (Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs))... 6 POST-AREA-11 (Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs))... 4, 5 Riser-11 (Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs))... 8, 9, 10, 11 U Union County (Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 2, 3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-11 Calculations: Table of Contents Master Network Summary Union County Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 3 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 5 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 7 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 9 50 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 11 100 yrs) POST-AREA-11 Time of Concentration Calculations, 2 years (Union County - 13 Synthetic Curve, 2 yrs) POST-AREA-11 YRunoffCN-Area, 2 years (Union County - Synthetic Curve, 2 15 BMP-11 Elevation -Area Volume Curve, 2 years (Union County - 16 Synthetic Curve, 2 yrs) Riser-11 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 17 Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-11 Union County - 2 41,304.000 11.930 17.78 Synthetic Curve, 2 yrs POST-AREA-11 Union County - 10 75,645.000 11.920 32.79 Synthetic Curve, 10 yrs POST-AREA-11 Union County - 25 98,579.000 11.920 42.46 Synthetic Curve, 25 yrs POST-AREA-11 Union County - 50 117,441.000 11.920 50.36 Synthetic Curve, 50 yrs POST-AREA-11 Union County - 100 139,062.000 11.920 59.30 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 2 24,771.000 13.130 1.07 Synthetic Curve, 2 yrs OUTFALL Union County - 10 59,014.000 12.130 6.55 Synthetic Curve, 10 yrs OUTFALL Union County - 25 81,904.000 12.110 10.47 Synthetic Curve, 25 yrs OUTFALL Union County - 50 100,736.000 12.070 21.35 Synthetic Curve, 50 yrs OUTFALL Union County - 100 122,329.000 12.070 25.94 Synthetic Curve, 100 yrs Pond Summary Label Scenario BMP-11 (IN) I Union County - Synthetic Curve, 2 yrs Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) 2 1 41,304.000 1 11.930 1 17.78 Maximum Maximum Water Pond Storage Surface (ft3) Elevation (ft) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-11 Union County - 2 24,771.000 13.130 1.07 635.13 23,288.000 (OUT) Synthetic Curve, 2 yrs BMP-11 (IN) Union County - 10 75,645.000 11.920 32.79 (N/A) (N/A) Synthetic Curve, 10 yrs BMP-11 Union County - 10 59,014.000 12.130 6.55 636.11 35,258.000 (OUT) Synthetic Curve, 10 yrs BMP-11 (IN) Union County - 25 98,579.000 11.920 42.46 (N/A) (N/A) Synthetic Curve, 25 yrs BMP-11 Union County - 25 81,904.000 12.110 10.47 636.89 45,287.000 (OUT) Synthetic Curve, 25 yrs BMP-11 (IN) Union County - 50 117,441.000 11.920 50.36 (N/A) (N/A) Synthetic Curve, 50 yrs BMP-11 Union County - 50 100,736.000 12.070 21.35 637.37 51,680.000 (OUT) Synthetic Curve, 50 yrs BMP-11 (IN) Union County - 100 139,062.000 11.920 59.30 (N/A) (N/A) Synthetic Curve, 100 yrs BMP-11 Union County - 100 122,329.000 12.070 25.94 637.85 58,335.000 (OUT) Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-11 Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: POST-AREA-11 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-11 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 3.370 0.0 0.0 98.000 roofs, driveways, Streets and roads Open space (Lawns,parks etc.) - Good 61.000 3.860 0.0 0.0 61.000 condition; grass cover > 75% - Soil B COMPOSITE AREA & WEIGHTED CN ---> (N/A) 7.230 (N/A) (N/A) 78.246 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-11 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 633.00 0.0 0.225 0.000 0.000 0.000 633.50 0.0 0.241 0.699 5,074.000 5,074.000 634.00 0.0 0.251 0.738 5,358.000 10,431.000 635.00 0.0 0.270 0.781 11,345.000 21,776.000 636.00 0.0 0.287 0.835 12,130.000 33,906.000 637.00 0.0 0.304 0.886 12,870.000 46,776.000 638.00 0.0 0.322 0.939 13,632.000 60,408.000 639.00 0.0 0.340 0.993 14,417.000 74,825.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-11 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 633.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 639.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Orifice -Area 2yr Det Forward C11 635.00 639.00 Orifice Orifice -Area 10yr Det Forward C11 635.25 639.00 Orifice Orifice -Area 25yr Det Forward C11 636.00 639.00 Orifice Inlet Box R11 Forward C11 637.00 639.00 Orifice -Circular WQ Orifice Forward C11 633.00 639.00 -11 Culvert -Circular C11 Forward TW 629.00 639.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-11 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: R11 Structure Type: Inlet Box Number of Openings 1 Elevation 637.00 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-11 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: C11 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.0 in Length 70.00 ft Length (Computed Barrel) 70.01 ft Slope (Computed) 0.014 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.088 T2 ratio (HW/D) 1.190 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 630.63 ft T1 Flow 7.58 ft3/s T2 Elevation 630.79 ft T2 Flow 8.66 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-11 Scenario: Union County - Synthetic Curve, 2 yrs BMP-11 Post.ppc 5/4/2022 Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: WQ Orifice - 11 Structure Type: Orifice -Circular Number of Openings 1 Elevation 633.00 ft Orifice Diameter 2.0 in Orifice Coefficient 0.600 Structure ID: 2yr Det Orifice Structure Type: Orifice -Area Number of Openings 1 Elevation 635.00 ft Orifice Area 0.8 ftz Top Elevation 635.25 ft Datum Elevation 635.00 ft Orifice Coefficient 0.600 Structure ID: 10yr Det Orifice Structure Type: Orifice -Area Number of Openings 1 Elevation 635.25 ft Orifice Area 0.5 ftz Top Elevation 635.50 ft Datum Elevation 635.25 ft Orifice Coefficient 0.600 Structure ID: 25yr Det Orifice Structure Type: Orifice -Area Number of Openings 1 Elevation 636.00 ft Orifice Area 0.5 ftz Top Elevation 636.25 ft Datum Elevation 636.00 ft Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance (Minimum) 0.01 ft Tailwater Tolerance (Maximum) 0.50 ft Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1 -203-755-1666 PondPack CONNECT Edition [10.02.00.01] Page 20 of 22 Subsection: Outlet Input Data Label: Riser-11 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Convergence Tolerances Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-11 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 16 Master Network Summary...1, 2 POST-AREA-11 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 15 POST-AREA-11 (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 13, 14 Riser-11 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs))... 17, 18, 19, 20, 21 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 5, 6 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 11, 12 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 3, 4 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 7, 8 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 9, 10 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-11 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 22 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-12 Water Quality Calculations: BMP-12 STAGE STORAGE CALCULATION Area Calculation - Forebay Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 609 554 0.013 0.0000 0.0000 0 610 777 0.018 0.0152 0.0152 662 611 1036 0.024 0.0207 0.0359 1566 612 1332 0.031 0.0271 0.0631 2747 613 1664 0.038 0.0343 0.0974 4242 613.5 1843 0.042 0.0201 0.1175 5118 614 2031 0.047 0.0222 0.1397 6086 Area Calculation - Main Pond Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 609 4112 0.094 0.0000 0.0000 0 610 4647 0.107 0.1005 0.1005 4377 611 5212 0.120 0.1131 0.2136 9304 612 5806 0.133 0.1264 0.3400 14810 613 6431 0.148 0.1404 0.4804 20926 613.5 6755 0.155 0.0757 0.5561 24222 614 7646 0.176 0.0826 0.6387 27820 Volume Calculation - Permanent Pool Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 609 4666 0.107 0.0000 0.0000 0 610 5424 0.125 0.1157 0.1157 5040 611 6248 0.143 0.1339 0.2496 10871 612 7138 0.164 0.1535 0.4031 17559 613 8095 0.186 0.1747 0.5778 25171 613.5 8598 0.197 0.0958 0.6736 29344 614 9677 0.222 0.1048 0.7785 33910 Ave. Permanent Pool Depth 3.50 TRUE Volume Calculation - Temp Pool Contour Area Volume ac-ft Volume sq. ft AC Inc Accum. cu. ft 614 9677 0.222 0.0000 0.0000 0 614.5 10824 0.248 0.1176 0.1176 5123 615 11426 0.262 0.1277 0.2453 10684 616 12427 0.285 0.2737 0.5190 22607 617 13314 0.306 0.2954 0.8144 35475 618 14222 0.326 0.3160 1.1304 49241 619 15146 0.348 0.3370 1.4675 63922 620 16079 0.369 0.3584 1.8258 79533 Project Name: Preserve at Forest Creek - Phase 2 (BMP-12) Project Number: 1021143 Design Requirements: 85% TSS, 70% TP Given Information: Land Use: Residential Drainage Area to Facility (Acres): 9.54 Meck. County (Minimum 10 Ac. Less than 10 Ac requires water balance computations) Impervious Area (Acres): 4.21 Percent Impervious: 44.1% Soil Type: CeB2, CeC2 Soil Group: B Curve Number (CN) Pre: 55 Curve Number (CN) Post: 77 Time of Concentration Pre (hour): 0.550 Time of Concentration Post (hour): 0.0833 Design Storm Rainfall Depth (in): 1.0 (Typically 1") Detention Time (Day): 2 Meck. County: 4 days - 85% TSS & 70% TP (Optimal Efficiency) 2 days - 60% TSS & 40% TP (Standard Efficiency) 4 days - 85% TSS & 0% TP (TSS - Only Efficiency) NCDENR: 2 - 5 days - 85% TSS & 40% TP Watershed: Mountain and Piedmont (85% TSS) Efficiency: NCDEN R Wet Pond Design (NCDENR - 2007) Project Name: Preserve at Forest Creek - Phase 2 (BMP-12) Job Number: 1021143 Step 1: Compute the water quality volume (WQV). WQv (Fe) = (3630) X (RD) X (Rv) X (AD) Where: WQV = Water Quality Volume fl ) AD = Drainage Area to Wet Pond (acres). Rv = Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious) Rp = Design Storm Rainfall Depth (in). Typically 1.0". Percent Impervious = 44% AD = 9.54 acres Ro = 1.0 in Rv = 0.45 WQv = 15,486 Ft' Step 2: Determine Surface Area Requirements. Average Permanent Pool Depth = 3.5 Feet Percent Impervious = 44% SA / DA Ratio = 1.73 Required Surface Area = 7,189 Fe Step 3: Preliminary Temporary Water Quality Drawdown Calculations Pond Height above Orifice = 615.76 feet Orifice Invert Elevation = 614.00 feet Pond Surface Area at Height Above Orifice = 12,187 square feet Pond Surface Area at Orifice Invert Elevation = 9,677 square feet Orifice Diameter (D) = 2.25 inches = 0.19 feet Orifice Area (a) = 0.0276 square feet Average Surface Area (A) = 10,932 square feet Gravitational Constatnt (g) = 32.2 ft/sec2 Head (H) = 1.67 feet Discharge Coefficient (C) = 0.6 Time (t) = 212,282 seconds = 2.46 days N ote: The above calculation is based on the Bernoulli Equation where: t : x a x (2g)° x (0 - H°.5) Step 4: Compute Site Hydraulic Input Parameters. Condition Area (Ac) CN Tc (hours) Pre -developed 9.54 55 0.55 Post -developed 9.54 77 0.0833 Results Condition Q1-year Q10-year Q25-year Q50-year Pre -developed 9.63 15.67 21.05 Post -developed 9.44 15.01 27.37 BMP-12 WQ 20,000.000 17,500.000 15,000.000 m 12,500.000 10,000.000 0 > 7,500.000 5,000.000 2,500.000 0.000 12.000 24.000 36.000 48.000 60.000 72.000 84.000 96.000 108.000 120.000 Time (hours) BMP-12 - Union County - Synthetic Curve, 1 yrs - Volume I Table of Contents Master Network Summary Union County Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-12 Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs) POST-AREA-12 Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs) BMP-12 Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs) Riser-12 Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs) Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-12 Union County - 1 26,414.000 11.900 10.63 Synthetic Curve, 1 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 1 26,315.000 17.600 0.17 Synthetic Curve, 1 yrs Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-12 (IN) Union County - 1 26,414.000 11.900 10.63 (N/A) (N/A) Synthetic Curve, 1 yrs BMP-12 Union County - 1 26,315.000 17.600 0.17 615.76 19,615.000 (OUT) Synthetic Curve, 1 yrs BMP-12 WQ.ppc 5/4/2022 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition Center [10.02.00.01] 27 Siemon Company Drive Suite 200 W Page 1 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 1 yrs Time -Depth Curve: TypeII 24hr (1.0 in) Label TypeII 24hr (1.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 1 years Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.0 1.500 0.0 0.0 0.0 0.0 0.0 2.000 0.0 0.0 0.0 0.0 0.0 2.500 0.0 0.0 0.0 0.0 0.0 3.000 0.0 0.0 0.0 0.0 0.0 3.500 0.0 0.0 0.0 0.0 0.0 4.000 0.0 0.0 0.1 0.1 0.1 4.500 0.1 0.1 0.1 0.1 0.1 5.000 0.1 0.1 0.1 0.1 0.1 5.500 0.1 0.1 0.1 0.1 0.1 6.000 0.1 0.1 0.1 0.1 0.1 6.500 0.1 0.1 0.1 0.1 0.1 7.000 0.1 0.1 0.1 0.1 0.1 7.500 0.1 0.1 0.1 0.1 0.1 8.000 0.1 0.1 0.1 0.1 0.1 8.500 0.1 0.1 0.1 0.1 0.1 9.000 0.1 0.2 0.2 0.2 0.2 9.500 0.2 0.2 0.2 0.2 0.2 10.000 0.2 0.2 0.2 0.2 0.2 10.500 0.2 0.2 0.2 0.2 0.2 11.000 0.2 0.2 0.3 0.3 0.3 11.500 0.3 0.3 0.4 0.4 0.6 12.000 0.7 0.7 0.7 0.7 0.7 12.500 0.7 0.7 0.8 0.8 0.8 13.000 0.8 0.8 0.8 0.8 0.8 13.500 0.8 0.8 0.8 0.8 0.8 14.000 0.8 0.8 0.8 0.8 0.8 14.500 0.8 0.8 0.8 0.8 0.9 15.000 0.9 0.9 0.9 0.9 0.9 15.500 0.9 0.9 0.9 0.9 0.9 16.000 0.9 0.9 0.9 0.9 0.9 16.500 0.9 0.9 0.9 0.9 0.9 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 1 years Label: Union County Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 0.9 0.9 0.9 0.9 0.9 17.500 0.9 0.9 0.9 0.9 0.9 18.000 0.9 0.9 0.9 0.9 0.9 18.500 0.9 0.9 0.9 0.9 0.9 19.000 0.9 0.9 0.9 0.9 0.9 19.500 0.9 0.9 0.9 0.9 1.0 20.000 1.0 1.0 1.0 1.0 1.0 20.500 1.0 1.0 1.0 1.0 1.0 21.000 1.0 1.0 1.0 1.0 1.0 21.500 1.0 1.0 1.0 1.0 1.0 22.000 1.0 1.0 1.0 1.0 1.0 22.500 1.0 1.0 1.0 1.0 1.0 23.000 1.0 1.0 1.0 1.0 1.0 23.500 1.0 1.0 1.0 1.0 1.0 24.000 1.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-12 Scenario: Union County - Synthetic Curve, 1 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 1 years Label: POST-AREA-12 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-12 Scenario: Union County - Synthetic Curve, 1 yrs Runoff Curve Number Data Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 9.200 0.0 0.0 98.000 roofs, driveways, Streets and roads COMPOSITE AREA & WEIGHTED CN ---> (N/A) 9.200 (N/A) (N/A) 98.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-12 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 614.00 0.0 0.222 0.000 0.000 0.000 614.50 0.0 0.248 0.705 5,116.000 5,116.000 615.00 0.0 0.262 0.765 5,553.000 10,669.000 616.00 0.0 0.285 0.820 11,910.000 22,579.000 617.00 0.0 0.306 0.886 12,869.000 35,448.000 618.00 0.0 0.326 0.948 13,763.000 49,211.000 619.00 0.0 0.348 1.011 14,677.000 63,888.000 620.00 0.0 0.369 1.075 15,614.000 79,502.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-12 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 614.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 620.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Inlet Box R12 Forward C12 618.50 620.00 Orifice -Circular WQ Orifice Forward C12 614.00 620.00 -12 Culvert -Circular C12 Forward TW 609.00 620.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-12 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: R12 Structure Type: Inlet Box Number of Openings 1 Elevation 618.50 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 1 years Label: Riser-12 Storm Event: TypeII 24hr (1.0 in) Scenario: Union County - Synthetic Curve, 1 yrs Structure ID: C12 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 54.0 in Length 70.00 ft Length (Computed Barrel) 70.01 ft Slope (Computed) 0.014 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.004 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 0.000 T2 ratio (HW/D) 1.190 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 609.00 ft T1 Flow 118.08 ft3/s T2 Elevation 614.36 ft T2 Flow 134.95 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-12 Scenario: Union County - Synthetic Curve, 1 yrs Return Event: 1 years Storm Event: TypeII 24hr (1.0 in) Structure ID: WQ Orifice - 12 Structure Type: Orifice -Circular Number of Openings 1 Elevation 614.00 ft Orifice Diameter 2.3 in Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-12 (Elevation -Area Volume Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 7 Master Network Summary...1 POST-AREA-12 (Runoff CN-Area, 1 years (Union County - Synthetic Curve, 1 yrs))... 6 POST-AREA-12 (Time of Concentration Calculations, 1 years (Union County - Synthetic Curve, 1 yrs))... 4, 5 Riser-12 (Outlet Input Data, 1 years (Union County - Synthetic Curve, 1 yrs))... 8, 9, 10, 11 U Union County (Time -Depth Curve, 1 years (Union County - Synthetic Curve, 1 yrs))... 2, 3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 WQ.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 12 Watertown, CT 06795 USA + 1 -203-755-1666 BMP-12 Calculations: Table of Contents Master Network Summary Union County Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 3 yrs) Time -Depth Curve, 10 years (Union County - Synthetic Curve, 5 10 yrs) Time -Depth Curve, 25 years (Union County - Synthetic Curve, 7 25 yrs) Time -Depth Curve, 50 years (Union County - Synthetic Curve, 9 50 yrs) Time -Depth Curve, 100 years (Union County - Synthetic Curve, 11 100 yrs) POST-AREA-12 Time of Concentration Calculations, 2 years (Union County - 13 Synthetic Curve, 2 yrs) POST-AREA-12 YRunoffCN-Area, 2 years (Union County - Synthetic Curve, 2 15 BMP-12 Elevation -Area Volume Curve, 2 years (Union County - 16 Synthetic Curve, 2 yrs) Riser-12 Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 17 Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) POST-AREA-12 Union County - 2 52,126.000 11.930 22.38 Synthetic Curve, 2 yrs POST-AREA-12 Union County - 10 96,659.000 11.920 41.91 Synthetic Curve, 10 yrs POST-AREA-12 Union County - 25 126,549.000 11.920 54.59 Synthetic Curve, 25 yrs POST-AREA-12 Union County - 50 151,189.000 11.920 64.98 Synthetic Curve, 50 yrs POST-AREA-12 Union County - 100 179,477.000 11.920 76.75 Synthetic Curve, 100 yrs Node Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) OUTFALL Union County - 2 36,096.000 12.530 2.21 Synthetic Curve, 2 yrs OUTFALL Union County - 10 80,517.000 12.120 9.46 Synthetic Curve, 10 yrs OUTFALL Union County - 25 110,358.000 12.100 15.01 Synthetic Curve, 25 yrs OUTFALL Union County - 50 134,964.000 12.070 27.37 Synthetic Curve, 50 yrs OUTFALL Union County - 100 163,220.000 12.070 28.75 Synthetic Curve, 100 yrs Pond Summary Label Scenario BMP-12 (IN) I Union County - Synthetic Curve, 2 yrs Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/s) (years) (ft3) 2 1 52,126.000 1 11.930 1 22.38 Maximum Maximum Water Pond Storage Surface (ft3) Elevation (ft) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 1 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Master Network Summary Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/s) Water Pond Storage (years) (ft3) Surface (ft3) Elevation (ft) BMP-12 Union County - 2 36,096.000 12.530 2.21 616.24 25,540.000 (OUT) Synthetic Curve, 2 yrs BMP-12 (IN) Union County - 10 96,659.000 11.920 41.91 (N/A) (N/A) Synthetic Curve, 10 yrs BMP-12 Union County - 10 80,517.000 12.120 9.46 617.57 43,204.000 (OUT) Synthetic Curve, 10 yrs BMP-12 (IN) Union County - 25 126,549.000 11.920 54.59 (N/A) (N/A) Synthetic Curve, 25 yrs BMP-12 Union County - 25 110,358.000 12.100 15.01 618.46 55,802.000 (OUT) Synthetic Curve, 25 yrs BMP-12 (IN) Union County - 50 151,189.000 11.920 64.98 (N/A) (N/A) Synthetic Curve, 50 yrs BMP-12 Union County - 50 134,964.000 12.070 27.37 619.01 63,976.000 (OUT) Synthetic Curve, 50 yrs BMP-12 (IN) Union County - 100 179,477.000 11.920 76.75 (N/A) (N/A) Synthetic Curve, 100 yrs BMP-12 Union County - 100 163,220.000 12.070 28.75 619.68 74,351.000 (OUT) Synthetic Curve, 100 yrs Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 2 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 2 yrs Time -Depth Curve: TypeII 24hr (3.6 in) Label TypeII 24hr (3.6 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 2 years Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.0 0.0 0.0 0.0 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.1 0.1 0.1 0.1 3.000 0.1 0.1 0.1 0.1 0.1 3.500 0.1 0.2 0.2 0.2 0.2 4.000 0.2 0.2 0.2 0.2 0.2 4.500 0.2 0.2 0.2 0.2 0.2 5.000 0.2 0.2 0.2 0.2 0.3 5.500 0.3 0.3 0.3 0.3 0.3 6.000 0.3 0.3 0.3 0.3 0.3 6.500 0.3 0.3 0.3 0.3 0.3 7.000 0.4 0.4 0.4 0.4 0.4 7.500 0.4 0.4 0.4 0.4 0.4 8.000 0.4 0.4 0.4 0.5 0.5 8.500 0.5 0.5 0.5 0.5 0.5 9.000 0.5 0.5 0.6 0.6 0.6 9.500 0.6 0.6 0.6 0.6 0.6 10.000 0.7 0.7 0.7 0.7 0.7 10.500 0.7 0.8 0.8 0.8 0.8 11.000 0.8 0.9 0.9 0.9 1.0 11.500 1.0 1.1 1.3 1.6 2.0 12.000 2.4 2.5 2.5 2.6 2.6 12.500 2.6 2.7 2.7 2.7 2.8 13.000 2.8 2.8 2.8 2.8 2.9 13.500 2.9 2.9 2.9 2.9 2.9 14.000 3.0 3.0 3.0 3.0 3.0 14.500 3.0 3.0 3.0 3.1 3.1 15.000 3.1 3.1 3.1 3.1 3.1 15.500 3.1 3.1 3.1 3.2 3.2 16.000 3.2 3.2 3.2 3.2 3.2 16.500 3.2 3.2 3.2 3.2 3.2 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 3 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 2 years Label: Union County Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 3.2 3.3 3.3 3.3 3.3 17.500 3.3 3.3 3.3 3.3 3.3 18.000 3.3 3.3 3.3 3.3 3.3 18.500 3.3 3.4 3.4 3.4 3.4 19.000 3.4 3.4 3.4 3.4 3.4 19.500 3.4 3.4 3.4 3.4 3.4 20.000 3.4 3.4 3.4 3.4 3.4 20.500 3.5 3.5 3.5 3.5 3.5 21.000 3.5 3.5 3.5 3.5 3.5 21.500 3.5 3.5 3.5 3.5 3.5 22.000 3.5 3.5 3.5 3.5 3.5 22.500 3.5 3.5 3.5 3.6 3.6 23.000 3.6 3.6 3.6 3.6 3.6 23.500 3.6 3.6 3.6 3.6 3.6 24.000 3.6 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 4 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 10 yrs Time -Depth Curve: TypeII 24hr (5.2 in) Label TypeII 24hr (5.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 10 years Return Event: 10 years Storm Event: TypeII 24hr (5.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.0 0.0 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.1 0.1 0.1 2.500 0.1 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.2 0.2 0.2 0.2 0.2 4.000 0.2 0.3 0.3 0.3 0.3 4.500 0.3 0.3 0.3 0.3 0.3 5.000 0.3 0.3 0.3 0.4 0.4 5.500 0.4 0.4 0.4 0.4 0.4 6.000 0.4 0.4 0.4 0.4 0.5 6.500 0.5 0.5 0.5 0.5 0.5 7.000 0.5 0.5 0.5 0.5 0.6 7.500 0.6 0.6 0.6 0.6 0.6 8.000 0.6 0.6 0.6 0.7 0.7 8.500 0.7 0.7 0.7 0.7 0.7 9.000 0.8 0.8 0.8 0.8 0.8 9.500 0.8 0.9 0.9 0.9 0.9 10.000 0.9 1.0 1.0 1.0 1.0 10.500 1.1 1.1 1.1 1.2 1.2 11.000 1.2 1.3 1.3 1.4 1.4 11.500 1.5 1.6 1.8 2.2 3.0 12.000 3.4 3.5 3.6 3.7 3.8 12.500 3.8 3.9 3.9 3.9 4.0 13.000 4.0 4.0 4.1 4.1 4.1 13.500 4.2 4.2 4.2 4.2 4.2 14.000 4.3 4.3 4.3 4.3 4.3 14.500 4.4 4.4 4.4 4.4 4.4 15.000 4.4 4.5 4.5 4.5 4.5 15.500 4.5 4.5 4.5 4.6 4.6 16.000 4.6 4.6 4.6 4.6 4.6 16.500 4.6 4.6 4.7 4.7 4.7 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 5 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 10 years Label: Union County Storm Event: TypeII 24hr (5.2 in) Scenario: Union County - Synthetic Curve, 10 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 4.7 4.7 4.7 4.7 4.7 17.500 4.7 4.8 4.8 4.8 4.8 18.000 4.8 4.8 4.8 4.8 4.8 18.500 4.8 4.8 4.9 4.9 4.9 19.000 4.9 4.9 4.9 4.9 4.9 19.500 4.9 4.9 4.9 4.9 4.9 20.000 5.0 5.0 5.0 5.0 5.0 20.500 5.0 5.0 5.0 5.0 5.0 21.000 5.0 5.0 5.0 5.0 5.0 21.500 5.0 5.1 5.1 5.1 5.1 22.000 5.1 5.1 5.1 5.1 5.1 22.500 5.1 5.1 5.1 5.1 5.1 23.000 5.1 5.1 5.2 5.2 5.2 23.500 5.2 5.2 5.2 5.2 5.2 24.000 5.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 6 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 25 yrs Time -Depth Curve: TypeII 24hr (6.2 in) Label TypeII 24hr (6.2 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 25 years Return Event: 25 years Storm Event: TypeII 24hr (6.2 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.0 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.1 0.1 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.2 0.2 0.2 0.2 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.3 0.3 0.3 4.500 0.3 0.4 0.4 0.4 0.4 5.000 0.4 0.4 0.4 0.4 0.4 5.500 0.4 0.5 0.5 0.5 0.5 6.000 0.5 0.5 0.5 0.5 0.5 6.500 0.6 0.6 0.6 0.6 0.6 7.000 0.6 0.6 0.6 0.7 0.7 7.500 0.7 0.7 0.7 0.7 0.7 8.000 0.7 0.8 0.8 0.8 0.8 8.500 0.8 0.8 0.9 0.9 0.9 9.000 0.9 0.9 1.0 1.0 1.0 9.500 1.0 1.0 1.1 1.1 1.1 10.000 1.1 1.1 1.2 1.2 1.2 10.500 1.3 1.3 1.3 1.4 1.4 11.000 1.5 1.5 1.6 1.6 1.7 11.500 1.8 1.9 2.2 2.7 3.5 12.000 4.1 4.2 4.3 4.4 4.5 12.500 4.6 4.6 4.7 4.7 4.7 13.000 4.8 4.8 4.9 4.9 4.9 13.500 5.0 5.0 5.0 5.0 5.1 14.000 5.1 5.1 5.1 5.2 5.2 14.500 5.2 5.2 5.2 5.3 5.3 15.000 5.3 5.3 5.3 5.3 5.4 15.500 5.4 5.4 5.4 5.4 5.4 16.000 5.5 5.5 5.5 5.5 5.5 16.500 5.5 5.5 5.6 5.6 5.6 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 7 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 25 years Label: Union County Storm Event: TypeII 24hr (6.2 in) Scenario: Union County - Synthetic Curve, 25 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 5.6 5.6 5.6 5.6 5.6 17.500 5.7 5.7 5.7 5.7 5.7 18.000 5.7 5.7 5.7 5.7 5.8 18.500 5.8 5.8 5.8 5.8 5.8 19.000 5.8 5.8 5.8 5.8 5.9 19.500 5.9 5.9 5.9 5.9 5.9 20.000 5.9 5.9 5.9 5.9 5.9 20.500 5.9 6.0 6.0 6.0 6.0 21.000 6.0 6.0 6.0 6.0 6.0 21.500 6.0 6.0 6.0 6.0 6.0 22.000 6.1 6.1 6.1 6.1 6.1 22.500 6.1 6.1 6.1 6.1 6.1 23.000 6.1 6.1 6.1 6.2 6.2 23.500 6.2 6.2 6.2 6.2 6.2 24.000 6.2 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 8 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 50 yrs Time -Depth Curve: TypeII 24hr (7.0 in) Label TypeII 24hr (7.0 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 50 years Return Event: 50 years Storm Event: TypeII 24hr (7.0 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.1 0.1 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.2 0.2 3.000 0.2 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.3 0.3 4.000 0.3 0.3 0.4 0.4 0.4 4.500 0.4 0.4 0.4 0.4 0.4 5.000 0.4 0.5 0.5 0.5 0.5 5.500 0.5 0.5 0.5 0.5 0.5 6.000 0.6 0.6 0.6 0.6 0.6 6.500 0.6 0.6 0.7 0.7 0.7 7.000 0.7 0.7 0.7 0.7 0.8 7.500 0.8 0.8 0.8 0.8 0.8 8.000 0.8 0.9 0.9 0.9 0.9 8.500 0.9 0.9 1.0 1.0 1.0 9.000 1.0 1.1 1.1 1.1 1.1 9.500 1.1 1.2 1.2 1.2 1.2 10.000 1.3 1.3 1.3 1.4 1.4 10.500 1.4 1.5 1.5 1.5 1.6 11.000 1.6 1.7 1.8 1.8 1.9 11.500 2.0 2.1 2.5 3.0 4.0 12.000 4.6 4.8 4.9 5.0 5.1 12.500 5.1 5.2 5.3 5.3 5.4 13.000 5.4 5.4 5.5 5.5 5.6 13.500 5.6 5.6 5.7 5.7 5.7 14.000 5.7 5.8 5.8 5.8 5.8 14.500 5.9 5.9 5.9 5.9 6.0 15.000 6.0 6.0 6.0 6.0 6.1 15.500 6.1 6.1 6.1 6.1 6.1 16.000 6.2 6.2 6.2 6.2 6.2 16.500 6.2 6.3 6.3 6.3 6.3 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 9 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 50 years Label: Union County Storm Event: TypeII 24hr (7.0 in) Scenario: Union County - Synthetic Curve, 50 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 6.3 6.3 6.3 6.4 6.4 17.500 6.4 6.4 6.4 6.4 6.4 18.000 6.4 6.5 6.5 6.5 6.5 18.500 6.5 6.5 6.5 6.5 6.6 19.000 6.6 6.6 6.6 6.6 6.6 19.500 6.6 6.6 6.6 6.6 6.7 20.000 6.7 6.7 6.7 6.7 6.7 20.500 6.7 6.7 6.7 6.7 6.7 21.000 6.8 6.8 6.8 6.8 6.8 21.500 6.8 6.8 6.8 6.8 6.8 22.000 6.8 6.8 6.9 6.9 6.9 22.500 6.9 6.9 6.9 6.9 6.9 23.000 6.9 6.9 6.9 6.9 7.0 23.500 7.0 7.0 7.0 7.0 7.0 24.000 7.0 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 10 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Label: Union County Scenario: Union County - Synthetic Curve, 100 yrs Time -Depth Curve: TypeII 24hr (7.9 in) Label TypeII 24hr (7.9 in) Start Time 0.000 hours Increment 0.100 hours End Time 24.000 hours Return Event 100 years Return Event: 100 years Storm Event: TypeII 24hr (7.9 in) CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 0.000 0.0 0.0 0.0 0.0 0.0 0.500 0.0 0.0 0.1 0.1 0.1 1.000 0.1 0.1 0.1 0.1 0.1 1.500 0.1 0.1 0.1 0.2 0.2 2.000 0.2 0.2 0.2 0.2 0.2 2.500 0.2 0.2 0.2 0.3 0.3 3.000 0.3 0.3 0.3 0.3 0.3 3.500 0.3 0.3 0.3 0.4 0.4 4.000 0.4 0.4 0.4 0.4 0.4 4.500 0.4 0.4 0.5 0.5 0.5 5.000 0.5 0.5 0.5 0.5 0.5 5.500 0.6 0.6 0.6 0.6 0.6 6.000 0.6 0.6 0.7 0.7 0.7 6.500 0.7 0.7 0.7 0.8 0.8 7.000 0.8 0.8 0.8 0.8 0.8 7.500 0.9 0.9 0.9 0.9 0.9 8.000 0.9 1.0 1.0 1.0 1.0 8.500 1.0 1.1 1.1 1.1 1.1 9.000 1.2 1.2 1.2 1.2 1.3 9.500 1.3 1.3 1.3 1.4 1.4 10.000 1.4 1.5 1.5 1.5 1.6 10.500 1.6 1.7 1.7 1.7 1.8 11.000 1.9 1.9 2.0 2.1 2.1 11.500 2.2 2.4 2.8 3.4 4.5 12.000 5.2 5.4 5.5 5.6 5.7 12.500 5.8 5.9 5.9 6.0 6.0 13.000 6.1 6.1 6.2 6.2 6.3 13.500 6.3 6.3 6.4 6.4 6.4 14.000 6.5 6.5 6.5 6.6 6.6 14.500 6.6 6.6 6.7 6.7 6.7 15.000 6.7 6.8 6.8 6.8 6.8 15.500 6.9 6.9 6.9 6.9 6.9 16.000 7.0 7.0 7.0 7.0 7.0 16.500 7.0 7.1 7.1 7.1 7.1 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 11 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time -Depth Curve Return Event: 100 years Label: Union County Storm Event: TypeII 24hr (7.9 in) Scenario: Union County - Synthetic Curve, 100 yrs CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Time Depth Depth Depth Depth Depth (hours) (in) (in) (in) (in) (in) 17.000 7.1 7.1 7.2 7.2 7.2 17.500 7.2 7.2 7.2 7.2 7.3 18.000 7.3 7.3 7.3 7.3 7.3 18.500 7.3 7.4 7.4 7.4 7.4 19.000 7.4 7.4 7.4 7.4 7.5 19.500 7.5 7.5 7.5 7.5 7.5 20.000 7.5 7.5 7.5 7.6 7.6 20.500 7.6 7.6 7.6 7.6 7.6 21.000 7.6 7.6 7.6 7.7 7.7 21.500 7.7 7.7 7.7 7.7 7.7 22.000 7.7 7.7 7.7 7.7 7.8 22.500 7.8 7.8 7.8 7.8 7.8 23.000 7.8 7.8 7.8 7.8 7.8 23.500 7.9 7.9 7.9 7.9 7.9 24.000 7.9 (N/A) (N/A) (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 12 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Label: POST-AREA-12 Scenario: Union County - Synthetic Curve, 2 yrs Time of Concentration Results Segment #1: User Defined Tc Time of Concentration 0.083 hours Time of Concentration (Composite) Time of Concentration 0.083 hours (Composite) Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 13 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: POST-AREA-12 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs _=== User Defined Tc = Value entered by user Where: Tc= Time of concentration, hours Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 14 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Runoff CN-Area Label: POST-AREA-12 Scenario: Union County - Synthetic Curve, 2 yrs Runoff Curve Number Data Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Soil/Surface Description CN Area C UC Adjusted CN (acres) M M Impervious Areas - Paved parking lots, 98.000 4.210 0.0 0.0 98.000 roofs, driveways, Streets and roads Open space (Lawns,parks etc.) - Good 61.000 5.330 0.0 0.0 61.000 condition; grass cover > 75% - Soil B COMPOSITE AREA & WEIGHTED CN ---> (N/A) 9.540 (N/A) (N/A) 77.328 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 15 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Elevation -Area Volume Curve Label: BMP-12 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Elevation Planimeter Area Al+A2+sqr Volume Volume (Total) (ft) (ftz) (acres) (Al*A2) (ft3) (ft3) (acres) 614.00 0.0 0.222 0.000 0.000 0.000 614.50 0.0 0.248 0.705 5,116.000 5,116.000 615.00 0.0 0.262 0.765 5,553.000 10,669.000 616.00 0.0 0.285 0.820 11,910.000 22,579.000 617.00 0.0 0.306 0.886 12,869.000 35,448.000 618.00 0.0 0.326 0.948 13,763.000 49,211.000 619.00 0.0 0.348 1.011 14,677.000 63,888.000 620.00 0.0 0.369 1.075 15,614.000 79,502.000 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 16 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-12 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Requested Pond Water Surface Elevations Minimum (Headwater) 614.00 ft Increment (Headwater) 0.50 ft Maximum (Headwater) 620.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall E1 E2 (ft) (ft) Orifice -Area 2yr Det. Forward C12 616.00 620.00 Orifice - 12 Orifice -Area 10yr Det. Forward C12 617.25 620.00 Orifice - 12 Orifice -Area 25yr Det. Forward C12 617.75 620.00 Orifice - 12 Inlet Box R12 Forward C12 618.50 620.00 Orifice -Circular WQ Orifice Forward C12 614.00 620.00 -12 Culvert -Circular C12 Forward TW 609.00 620.00 Tailwater Settings Tailwater (N/A) (N/A) Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 17 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-12 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: R12 Structure Type: Inlet Box Number of Openings 1 Elevation 618.50 ft Orifice Area 25.0 ftz Orifice Coefficient 0.600 Weir Length 20.00 ft Weir Coefficient 3.00 (ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev, Charged Riser 0.000 Weir Submergence False Orifice H to crest False Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 18 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Riser-12 Storm Event: TypeII 24hr (3.6 in) Scenario: Union County - Synthetic Curve, 2 yrs Structure ID: C12 Structure Type: Culvert -Circular Number of Barrels 1 Diameter 18.0 in Length 70.00 ft Length (Computed Barrel) 70.01 ft Slope (Computed) 0.014 ft/ft Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio (HW/D) 1.088 T2 ratio (HW/D) 1.190 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... T1 Elevation 610.63 ft T1 Flow 7.58 ft3/s T2 Elevation 610.79 ft T2 Flow 8.66 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 19 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Subsection: Outlet Input Data Label: Riser-12 Scenario: Union County - Synthetic Curve, 2 yrs BMP-12 Post.ppc 5/4/2022 Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Structure ID: WQ Orifice - 12 Structure Type: Orifice -Circular Number of Openings 1 Elevation 614.00 ft Orifice Diameter 2.3 in Orifice Coefficient 0.600 Structure ID: 2yr Det. Orifice - 12 Structure Type: Orifice -Area Number of Openings 2 Elevation 616.00 ft Orifice Area 0.6 ftz Top Elevation 616.25 ft Datum Elevation 616.00 ft Orifice Coefficient 0.600 Structure ID: 10yr Det. Orifice - 12 Structure Type: Orifice -Area Number of Openings 1 Elevation 617.25 ft Orifice Area 0.6 ftz Top Elevation 617.50 ft Datum Elevation 617.25 ft Orifice Coefficient 0.600 Structure ID: 25yr Det. Orifice - 12 Structure Type: Orifice -Area Number of Openings 1 Elevation 617.75 ft Orifice Area 0.5 ftz Top Elevation 618.00 ft Datum Elevation 617.75 ft Orifice Coefficient 0.600 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 40 Tailwater Tolerance (Minimum) 0.01 ft Tailwater Tolerance (Maximum) 0.50 ft Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1 -203-755-1666 PondPack CONNECT Edition [10.02.00.01] Page 20 of 22 Subsection: Outlet Input Data Label: Riser-12 Scenario: Union County - Synthetic Curve, 2 yrs Return Event: 2 years Storm Event: TypeII 24hr (3.6 in) Convergence Tolerances Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 21 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Index BMP-12 (Elevation -Area Volume Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 16 Master Network Summary...1, 2 POST-AREA-12 (Runoff CN-Area, 2 years (Union County - Synthetic Curve, 2 yrs))... 15 POST-AREA-12 (Time of Concentration Calculations, 2 years (Union County - Synthetic Curve, 2 yrs))... 13, 14 Riser-12 (Outlet Input Data, 2 years (Union County - Synthetic Curve, 2 yrs))... 17, 18, 19, 20, 21 U Union County (Time -Depth Curve, 10 years (Union County - Synthetic Curve, 10 yrs))... 5, 6 Union County (Time -Depth Curve, 100 years (Union County - Synthetic Curve, 100 yrs))... 11, 12 Union County (Time -Depth Curve, 2 years (Union County - Synthetic Curve, 2 yrs))... 3, 4 Union County (Time -Depth Curve, 25 years (Union County - Synthetic Curve, 25 yrs))... 7, 8 Union County (Time -Depth Curve, 50 years (Union County - Synthetic Curve, 50 yrs))... 9, 10 Bentley Systems, Inc. Haestad Methods Solution PondPack CONNECT Edition BMP-12 Post.ppc Center [10.02.00.01] 5/4/2022 27 Siemon Company Drive Suite 200 W Page 22 of 22 Watertown, CT 06795 USA + 1 -203-755-1666 Buoyancy Calculations: Bouyancy Calculations - BMP-7 Volume of Water Displaced (Structure) Structure Dimensions: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 8 Feet Volume = 304 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 18,942 Pounds Volume of Water Displaced (Base): Structure Dimensions: Flange = 1.92 Feet Length = 10 Feet Width = 10 Feet Height = 2 Feet Volume = 200 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 12,480 Pounds Total Weight of Displaced Volume = 31,422 Pounds Concrete Volume of Structure Concrete Volume: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 8 Feet Volume = 104 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 15,535 Pounds Volume of Concrete Required (Base): Concrete Volume: Flange = 1.92 Feet Length = 10 Feet Width = 10 Feet Height = 2 Feet Volume = 200 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 30,000 Pounds Total Weight of Concrete = 45,535 Pounds Factor of Safety (Minimum = 1) = 1.45 Bouyancy Calculations - BMP-8 Volume of Water Displaced (Structure) Structure Dimensions: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 11.5 Feet Volume = 436 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 27,230 Pounds Volume of Water Displaced (Base): Structure Dimensions: Flange = 2.92 Feet Length = 12 Feet Width = 12 Feet Height = 2 Feet Volume = 288 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 17,971 Pounds Total Weight of Displaced Volume = 45,201 Pounds Concrete Volume of Structure Concrete Volume: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 11.5 Feet Volume = 149 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 22,331 Pounds Volume of Concrete Required (Base): Concrete Volume: Flange = 2.92 Feet Length = 12 Feet Width = 12 Feet Height = 2 Feet Volume = 288 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 43,200 Pounds Total Weight of Concrete = 65,531 Pounds Factor of Safety (Minimum = 1) = 1.45 Bouyancy Calculations - BMP-9 Volume of Water Displaced (Structure) Structure Dimensions: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 10 Feet Volume = 379 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 23,678 Pounds Volume of Water Displaced (Base): Structure Dimensions: Flange = 2.92 Feet Length = 12 Feet Width = 12 Feet Height = 3 Feet Volume = 432 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 26,957 Pounds Total Weight of Displaced Volume = 50,635 Pounds Concrete Volume of Structure Concrete Volume: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 10 Feet Volume = 129 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 19,418 Pounds Volume of Concrete Required (Base): Concrete Volume: Flange = 2.92 Feet Length = 12 Feet Width = 12 Feet Height = 3 Feet Volume = 432 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 64,800 Pounds Total Weight of Concrete = 84,218 Pounds Factor of Safety (Minimum = 1) = 1.66 Bouyancy Calculations - BMP-10 Volume of Water Displaced (Structure) Structure Dimensions: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 8 Feet Volume = 304 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 18,942 Pounds Volume of Water Displaced (Base): Structure Dimensions: Flange = 2.42 Feet Length = 11 Feet Width = 11 Feet Height = 2 Feet Volume = 242 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 15,101 Pounds Total Weight of Displaced Volume = 34,043 Pounds Concrete Volume of Structure Concrete Volume: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 8 Feet Volume = 104 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 15,535 Pounds Volume of Concrete Required (Base): Concrete Volume: Flange = 2.42 Feet Length = 11 Feet Width = 11 Feet Height = 2 Feet Volume = 242 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 36,300 Pounds Total Weight of Concrete = 51,835 Pounds Factor of Safety (Minimum = 1) = 1.52 Bouyancy Calculations - BMP-11 Volume of Water Displaced (Structure) Structure Dimensions: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 8 Feet Volume = 304 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 18,942 Pounds Volume of Water Displaced (Base): Structure Dimensions: Flange = 2.42 Feet Length = 11 Feet Width = 11 Feet Height = 2 Feet Volume = 242 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 15,101 Pounds Total Weight of Displaced Volume = 34,043 Pounds Concrete Volume of Structure Concrete Volume: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 8 Feet Volume = 104 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 15,535 Pounds Volume of Concrete Required (Base): Concrete Volume: Flange = 2.42 Feet Length = 11 Feet Width = 11 Feet Height = 2 Feet Volume = 242 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 36,300 Pounds Total Weight of Concrete = 51,835 Pounds Factor of Safety (Minimum = 1) = 1.52 Bouyancy Calculations - BMP-12 Volume of Water Displaced (Structure) Structure Dimensions: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 6.5 Feet Volume = 247 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 15,391 Pounds Volume of Water Displaced (Base): Structure Dimensions: Flange = 2.42 Feet Length = 11 Feet Width = 11 Feet Height = 2 Feet Volume = 242 Cubic Feet Specific Weight of Water = 62.4 Pounds per Cubic Foot Weight of Displaced Volume = 15,101 Pounds Total Weight of Displaced Volume = 30,492 Pounds Concrete Volume of Structure Concrete Volume: Inner Length = 5 Feet Inner Width = 5 Feet Thickness = 0.58 Feet Height = 6.5 Feet Volume = 84 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 12,622 Pounds Volume of Concrete Required (Base): Concrete Volume: Flange = 2.42 Feet Length = 11 Feet Width = 11 Feet Height = 2 Feet Volume = 242 Cubic Feet Specific Weight of Concrete = 150 Pounds per Cubic Foot Weight of Concrete = 36,300 Pounds Total Weight of Concrete = 48,922 Pounds Factor of Safety (Minimum = 1) = 1.60 Rip Rap Calculations: On Site Storm Drainage: Spread Calculations: CAPACITY CHART 1 DATE: 5/6/2022 -1021143 REVISIONS: Cl : Single Curb Inlet Maximum Allowable Spread: 6 Ft DCL Double Curb Inlet Tranaverse Slope (crown) = 3.125% Rainfall intensity- 4 in/hr Runoff Coefficient = 0.70 n = 0.013 for concrete curb and gutter Inlet Drainage Runoff Surface Q (cfs) I I Bypass ---Type-------No_---- Area ac C Sub. Total Sloe % K Spread Intercept Q ToInlet# CI 702 0.44 0.70 1.23 1.33 LP LP 4.80 1.33 0.00 ------------- Cl 703 0.04 0.70 0.11 0.79 0.81 9.0 4.83 0.38 0.41 702 r------------- T_____________r_____________T______________T_____________r_____________T-------------- r------------- T-------------- T___________________r_____________ Cl 704 0.26 0.70 0.73 1.17 0.81 9.0 5.59 0.49 0.68 703 CI 705 0.30 0.70 0.84 0.84 0.81 9.0 4.94 0.40 0.44704 --------------------------t---------------------------f--------------F---------------------------f--------------F-------------i--------------f------------------- ------ -------- Cl 706 0.46 0.70 1.29 1.29 LP LP 4.70 1.29 0.00 702 Cl 707 0.30 0.70 0.84 0.95 1.00 19.0 4.97 0.85 0.10 702 Cl --------708----F------------- ----0.70--- ---- --------F---- ---- -------1.00----a-------------- ----5.03--- ------87----F------- ---- ------ ---- --- ---- 0. ----- -------- f------------- f------------- f------------- f----------- ---f------------- f-------------+--------------f------------- i-------------- f------------------- f------------- Cl 709 0.06 0.70 0.17 0.21 1 2.00 1 23.50 2.50 0.21 0.00 708 -------------------------- •------------- T------------- +---------------------------- ----------------------------- ----------------------------------------------- Cl 710 0.10 0.70 0.28 0.28 2.00 23.5 2.76 0.28 0.00 709 Cl 712 0.14 0.70 0.39 0.40 2.10 23.5 3.13 0.40 0.00 710 T---- _____---- T_____________T_____________T-------------- T_____________T_____________T-------------- r------------- T-------------- T-------------------- _____________ Cl 713 0.26 0.70 0.73 0.73 2.00 23.50 3.95 0.72 0.01 712 --------- Cl rt 714 0.24 0.70 0.67 0.67 rt 2.00 23.5 3.83 0.67 0.00713 ---------------------------f---------------------------f--------------F---------------------------f--------------F-------------i--------------f------------- ------i-------------- Cl 715 0.06 0.70 0.17 0.52 2.00 23.5 3.47 0.52 0.00 714 Cl 716 0.10 0.70 0.28 0.28 2.00 23.5 2.76 0.28 0.00 715 ----- --------718----F---- -------t----0.70----i---- --------F---- -------t----2.00----i---- --------F----2.93----i---- --33----F------- ----------t------------- Cl 0.00 -------------f-------------f-------------f-------------f--------------f-------------f-------------+--------------f-------------i--------------f-------------------f------------- CI 719 0.27 0.70 0.76 0.76 1 2.00 1 23.5 4.01 0.74 0.02 718 -------------------------- •------------- T------------- +---------------------------- ----------------------------- ----------------------------------------------- Cl 720 0.16 0.70 0.45 0.45 2.00 23.5 3.29 0.45 0.00 719 ------------- Cl 721 0.18 0.70 0.50 0.50 2.00 23.5 3.44 0.50 0.00 720 T---- ____----- T_____________T_____________T-------------- T_____________T_____________T-------------- r------------- T--------------- T___________________T_____________ Cl 722 0.31 0.70 0.87 0.87 2.00 23.5 4.22 0.80 0.07 721 --------- Cl rt 723 0.14 0.70 0.39 0.49 rt 2.03 23.5 3.40 0.49 0.00722 ---------------------------f---------------------------f--------------F---------------------------f--------------F-------------i--------------f------------- ------i-------------- Cl 725 0.24 0.70 0.67 0.95 2.00 23.5 4.36 0.85 0.10 723 Cl 726 0.47 0.70 1.32 1.32 2.00 23.5 4.93 1.04 0.28 725 Cl -------- 727----F----0.17---t--------- --i---- --------F---- -------t--------- --i---- --------F----3.37---i---------- ----F-------0.00 ----------708---- ----- -------- -------------- f------------- -------------- +----------- ---f------------- --------------+--------------f------------- i-------------- f------------------- -------------- CI 728 0.10 0.70 0.28 0.28 1 2.00 1 23.5 2.76 0.28 0.00 727 -------------------------- •------------- T------------- +---------------------------- ----------------------------- ----------------------------------------------- Cl 729 0.10 0.70 0.28 0.28 2.00 23.5 2.76 0.28 0.00 728 ------------- Cl 731 0.08 0.70 0.22 0.22 2.00 23.5 2.54 0.22 0.00 729 T---- ____----- T_____________T_____________T-------------- T_____________T_____________T-------------- r------------- T--------------- T___________________T_____________ Cl 732 0.22 0.70 0.62 0.62 2.00 23.5 3.71 0.62 0.00 731 --------- Cl 733 0.24 0.70 0.67 0.67 2.00 23.5 3.83 0.67 0.00 732 ----- -------- -------------- f------------- -------------- f----------- ---F---------- ------------- ----f---------- ----F--------- ----i---------- ----f------- ------ ------i-------------- Cl 734 0.10 0.70 0.28 0.28 2.00 23.5 2.76 0.28 0.00 733 Cl 735 0.09 0.70 0.25 0.25 2.00 23.5 2.65 0.25 0.00 734 -----CI --------737----F----0.07---t-----------i---- --------F---- -------t----2.00----i---- --------F------------- i-------------- F------- ---- ------t----735---- ---------------------------f---------------------------+--------------f---------------------------+--------------f-------------i--------------f-------------------i-------------- Cl 738 0.24 0.70 0.67 0.67 1 2.00 1 23.5 3.83 0.67 0.00 737 -------------------------- •------------- T------------- +---------------------------- ----------------------------- ----------------------------------------------- Cl 739 0.23 0.70 0.64 0.64 2.00 23.5 3.77 0.64 0.00 738 ------------- Cl 740 0.22 0.70 0.62 0.62 2.00 23.5 3.71 0.62 0.00 734 T---- _____---- T_____________T_____________T-------------- T_____________T_____________T-------------- r------------- T--------------- T___________________T_____________ CI 741 0.20 0.70 0.56 0.56 2.00 23.5 3.58 0.56 0.00 728 -----CI--------742----;----0 52-------0 70----;-----1 46----;----1 46-------2 00----;----23 5 --- ----5 12---;-----1-11----;-------0 35 ----------715---- ------------- -------------- f-----=------- ------=------- +------ =-------f---------------------------+--------------f-------------a------ =------- f------------------- Cl 743 0.24 0.70 0.67 0.67 3.68 26.0 3.42 0.63 0.05 709 --------------------------•-------------+-------------+--------------•----------------------------------------------------------------------------------------------------- CI 1 744 1 0.21 1 0.70 1 0.59 1 0.59 1 3.68 1 26.0 1 3.25 0.58 0.01 709 Tranaverse Slope (crown) Runoff Coefficient = 3.125% = 0.70 Rainfall intensity- n = 0.0130 4 in/hr for concrete curb and gutter Inlet jDrainage Area ac Runoff C Surface Q cfs Sub. Total Sloe % K Spread Intercept B Q ass ToInlet# DCI -------------i-------------; Cl T---- CI --------------------------•-------------+-------------•--------------•--------------------------*-------------- Cl Cl ----- -------- r------------- Cl Cl ----- - - - - - Cl ------ T Cl ----i----811----t---- Cl ----- -------- - Cl 11 CI -------------y------------- Cl 802 0.92 0.70 2.58 2.58 LP LP 5.88 2.58 0.00 ------------- t------------- ;--------------;-------- ----- i------------- -------------- ------------- I --------------I-------------------t ------------- 803 0.10 0.70 0.28 0.28 2.00 23.5 2.76 0.28 0.00 802 ____----- T------------- T------------- T-------------- ------------- T------------- T-------------- r------------- T-------------- r------------------- T_____________ 804 0.08 0.70 0.22 0.49 2.00 23.5 3.39 0.49 0.00 803 ------------------------------------------------------------ 805 0.11 0.70 0.31 0.31 6.00 32.0 2.33 0.31 0.00 804 806 0.09 0.70 0.25 0.25 6.00 32.0 2.16 0.25 0.00 805 *------------- r------------- *---------------------------- r------------- T-------------- ----------------------------------------------4------------- 807 0.08 0.70 0.22 0.22 6.00 32.0 2.07 0.22 0.00 806 808 0.10 0.70 0.28 0.28 6.00 32.0 2.25 0.28 0.00 807 - - - - - - - - - - - - - - - - - - - - - - - - - - f - - - - - - - - - - - - - f - - - - - - - - - - - - - - F - - - - - - - - - - - - - - - - - - - - - - - - - - - f - - - - - - - - - - - - - - F - - - - - - - - - - - - - i - - - - - - - - - - - - - - F - - - - - - - - - - - - - - - - - - - f ------------- 809 0.19 0.70 0.53 0.53 4.70 29.0 2.99 0.53 0.00 808 ------------- T------------- T------------- *-------------- ------------- -------------- *---------------------------- 810 0.20 0.70 0.56 0.56 4.70 29.0 3.05 0.56 0.00 811 -------t----0.70----t-------------F---- -------t----2.00----t---- --------F----4.89---t-----1-03----F------- ---- ------i----804---- ------------- f------------- -------------- f----------- ---F---------- ------------- -------------- ----F--------- ----i---------- ----F------------------- ------------- 812 0.09 0.70 0.25 0.25 2.00 23.5 2.65 0.25 0.00 811 ---------- ------------- -------------- 813 0.22 0.70 0.62 0.62 4.07 .25 3 29.0 0.62 0.00 812 -------------y----------------------------------------y-----------------29.0--------.25 ------------------------------------------------- 815 0.10 0.70 0.28 0.53 2.00 23.5 3.50 0.53 0.00 813 Cl 816 0.45 0.70 1.26 1.26 2.00 23.5 4.85 1.01 0.25 815 Cl 817 0.12 0.70 0.34 0.37 2.00 23.5 3.06 0.37 0.00 815 818 0.24 0.70 0.67 0.73 2.20 23.5 -------------- 3.89 0.70 0.03 817 -Cl Cl 819 0.29 0.70 0.81 0.81 5.00 30.5 3.47 0.75 0.06 818 Cl 820 0.65 0.70 1.82 1.82 5.00 30.5 4.69 1.24 0.58 816 821 0.13 0.70 0.36 0.36 2.00 23.5 3.05 0.36 0.00 817 -Cl Cl 822 0.13 0.70 0.36 0.47 2.00 23.5 3.34 0.47 0.00 821 Cl 824 0.10 0.70 0.28 0.28 2.00 23.5 2.76 0.28 0.00 822 Cl 825 0.10 0.70 0.28 0.50 2.10 23.5 -------------- 3.39 0.50 0.00 824 Cl 826 0.28 0.70 0.78 0.78 3.00 26.0 3.76 0.73 0.05 825 CI 827 0.13 0.70 0.36 0.41 4.70 29.0 •-------------' 2.72 0.41 0.00 826 Cl 828 0.26 0.70 0.73 0.73 4.70 29.0 3.37 I-------------- � 0.68 0.05 827 CI 829 0.37 0.70 1.04 1.04 2.20 23.5 4.43 0.87 0.17 825 Cl 830 0.11 0.70 0.31 0.31 2.10 23.5 2.83 0.31 0.00 829 831 0.07 0.70 0.20 0.20 4.00 29.0 2.12 0.20 0.00 830 -Cl 833 0.05 0.70 0.14 0.40 4.30 29.0 2.74 0.40 0.00 831 -Cl Cl 834 0.05 0.70 0.14 0.14 4.30 29.0 1.84 0.14 0.00 833 Cl 835 0.10 0.70 0.28 0.28 4.50 29.0 -------------- 2.37 0.28 0.00 834 Cl 836 0.08 0.70 0.22 0.23 4.40 29.0 2.21 ;•------------- 0.23 0.00 835 Cl 837 0.15 0.70 0.42 0.58 3.60 26.0 I3.24 0.57 0.00 836 CI 838 0.33 0.70 0.92 0.92 3.60 26.0 •-------------� 3.87 0.77 0.16 837 Cl 839 0.44 0.70 1.23 1.23 4.30 29.0 4.17 0.97 0.26 833 Cl 841 0.09 0.70 0.25 0.25 4.00 29.0 2.33 0.25 0.00 831 842 0.20 0.70 0.56 0.56 2.00 23.5 3.58 0.56 0.00 830 -Cl Cl 843 0.34 0.70 0.95 0.95 2.00 23.5 4.37 :-------------- ! 0.85 0.10 822 844 0.19 0.70 0.53 0.53 2.00 23.5 3.51 0.53 0.00 821 -Cl Cl CI 845 ------------- 846 0.34 0.18 0.70 ------------- 0.70 0.95 --------------;------------- 0.50 0.95 0.50 2.00 2.00 23.5 -------------- 23.5 4.37 --------------------------- 3.44 0.85 0.50 ------------------- 0.10 0.00 813 ---- --------- 812 Tranaverse Slope (crown) = 3.125% Rainfall intensity- 4 in/hr Runoff Coefficient = 0.70 n = 0.0130 for concrete curb and gutter Inlet Drainage Runoff Surface Q cfs Bypass Type No. Area ac C Sub. Total Slope % K Spread Intercept Q To Inlet # Cl 901 ------------- 0.15 0.70 -------------;---- 0.42 ---------- 0.77 -------------- 2.00 23.5 4.03 0.74 0.02 ---- Cl 902 0.47 ;0.70 1.32 ;1.45 ' 2.00 23.5 5.12 1.11 0.35 901 ------------- Cl 903 -------------��-------------•--------------•-------------��---------------------------•-------------- 0.08 0.70 0.22 0.22 2.00 23.5 2.54 0.22 ------------------- 0.00 934 ------------- Cl 904 0.04 0.70 0.11 0.37 2.00 23.5 3.08 0.37 0.00 903 Cl 905 -------------• 0.46 0.70 -------------*--------------r------------- 1.29 1.29 2.00 23.5 -------------- 4.89 --------------------------- 1.03 ------------------- 0.26 4------------- 934 Cl 907 0.12 0.70 0.34 0.41 2.00 23.5 3.17 0.41 0.00 904 1 909 1 0.16 1 0.70 1 0.45 1 0.88 1 2.00 1 23.5 4.24 0.81 0.07 907 _Cl ------------- Cl 910 -------------• 0.38 0.70 -------------*--------------------------- 1.06 1.06 2.10 23.5 -------------- 4.51 --------------------------- 0.90 ------------------- 0.17 909 ------------- Cl 911 ----912 ---- 0.41 0.70 ----0.70----t---- 1.15 ----t----0.91 • 1.26 --- 2.10 23.5 ---- ----�----3.49 4.81 ---t---- 1.00 ----t-------0.11 0.26 ------i----911---- 909 Cl 0.30 0-84 I 6.00 32.0 0-80 -------------' 1------------- f-------------- F------------- , '--------------F-------------i--------------F--------------------------------- CI 913 -------------��-------------•--------------•-------------��---------------------------•-------------- 0.29 0.70 0.81 0.81 6.00 32.0 3.35 0.74 ------------------- 0.07 912 ------------- CI 914 0.05 0.70 0.14 0.14 2.00 23.5 2.13 0.14 0.00 912 Cl 915 ------------- 0.08 0.70 ---------------------------- 0.22 0.22 r-------------��--------------r-------------+-------------- 2.00 23.5 2.54 0.22 ------------------- 0.00 914 ------------- -Cl 916 ----917---- 0.25 0.70 ----0.70----'----0.03----'----0.03---' 0.70 0.70 2.00 23.5 -----9.0-----1----1.51----1----0-03----I-------0.00------�----915---- 3.89 0.70 0.00 915 Cl 0.01 0.50 ------------- -------------f---- ----F------------- ----------F-------------i-------------4----------- ------f------------- CI 918 0.01 '0.70 0.03 0.05 0.60 9.0 '------------- 1.78 0.05 0.00 917 Cl -------------' 1 919 1 0.07 -------------•--------------------------- 1 0.70 1 0.20 1 0.20 1 0.60 1 9.0 I -------------a---- 1 3.03 1 I - ---- 0.18 ------- 1 ------ 0.02 1 ---- 918 CI 921 -------------; 0.09 0.70 0.25 --------------;------------- -------------- 1 0.47 2.20 23.5 --------------------------- -------------- 3.30 0.47 ------------------- 0.00 911 Cl 922 0.41 0.70 1.15 1.15 2.20 23.5 4.60 0.93 0.22 905 Cl 923 0.08 0.70 0.22 0.22 4.00 29.0 2.23 0.22 0.00 921 -Cl 925 0.07 0.70 0.20 0.20 4.20 29.0 2.10 0.20 0.00 923 926 0.04 0.70 011 1 0.49 4.40 29.0 1 2.95 0.49 0.00 925 -Cl ------ Cl 927 ------------- 0.47 0.70 1.32 -------------- 1.45 -------------�� 4.40 29.0 -------------- 4.41 ----------- --��-------------------- 1.07 0.38 926 Cl 928 0.08 0.70 0.22 0.22 4.40 29.0 r 2.19 0.22 --------------------- 0.00 926 Cl 929 0.06 0.70 017 0.17 1 4.30 29.0 1.97 1 0.17 1 0.00 928 -------------I I I--------------F-------------; I--------------F-------------; -------------------- Cl 930 -------------; 0.19 0.70 0.53 ------- 0.58 -- 4.00 29.0 --------------------------- 3.18 0.58 ------------------- 0.00 929 Cl 931 0.24 0.70 0.67 0.80 4.00 29.0 3.60 0.76 0.04 930 -Cl 932 0.36 0.70 1.01 1.01 4.00 29.0 3.92 0.88 0.13 927 Cl 933 ----934 ---- 0.27 0.70 0.76 -----1.74 ----' 0.76 ----1.74 --- LP LP ----- -----1----5.73---- 3.29 0.76 ------- 0.00 0.62 0.70 � LP LP 1.74 0.00 -Cl Cl 935 ------------- 0.13 0.70 0.36 -------------- 0.36 -------------�� 5.00 30.5 -------------- 2.57 ----------- --��-------------------- 0.36 0.00 901 Cl 936 0.35 0.70 0.98 0.98 5.00 30.5 r 3.72 0.84 0.14 902 Cl 937 0.02 0.70 0.06 0.06 1 1.00 19.0 1.72 1 0.06 1 0.00 935 -------------I I I-------------- F------------- 4 I--------------F-------------; I•-------------------- Cl 938 0.06 0.70 0.17 0.17 1.00 19.0 2.60 0.17 0.00 937 Cl 939 0.06 0.70 0.17 0.17 2.00 23.5 2.28 0.17 0.00 938 -Cl 940 0.17 0.70 0.48 0.59 2.00 23.5 3.65 0.59 0.00 939 Cl 941 0.17 0.70 0.48 0.59 2.00 23.5 3.65 0.59 0.00 939 CI 942 0.35 0.70 0.98 0.98 2.00 23.5 4.42 0.87 0.11 940 Tranaverse Slope (crown) = 3.125% Rainfall intensity- 4 in/hr Runoff Coefficient = 0.70 n = 0.0130 for concrete curb and gutter Inlet Drainage Runoff Surface Q cfs Bypass Type No. Area ac C Sub. Total Sloe % K Spread Intercept Q To Inlet # Cl 1002 ------------- 0.41 0.70 1.-15 1.20 LP LP -------- 4.47 1.20 0.00 -Cl 1003 0.28 0.70 ;-------------;------------- 0.78 0.78 ' 1.50 21.0 4.29 0.74 0.05 1002 -Cl 1004 0.11 0.70 0.31 0.31 1.50 21.0 3.02 0.31 0.00 1003 Cl 1005 0.23 0.70 0.64 0.64 1.50 21.0 3.98 0.64 0.00 1004 Cl 1006 0.01 0.70 0.03 0.03 1.50 21.0 1.23 0.03 ---------- 0.00 1005 Cl 1007 0.01 0.70 0.03 0.03 1.50 21.0 1.23 0.03 0.00 1006 Cl 1008 0.04 0.70 0.11 0.11 0.80 9.0 2.32 0.11 0.00 1005 Cl ------------- 1009 0.03 0.70 --------------f------------- 0.08 0.16 0.80 ------------- - F------------- 9.0 2.67 0.14 ------- 0.02 0.02 1008 Cl 1010 0.36 0.70 1.01 1.01 LP LP 399 1.01 0.00 -------------I I I--------------F-----=-------; I------- ------- F------:7-----; i•------------------- CI 1011 0.59 0.70 1.65 1.73 LP LP 5.72 1.73 0.00 Cl 1012 0.10 0.70 0.28 0.28 0.80 9.0 3.28 0.20 0.08 loll Tranaverse Slope (crown) = 3.125% Rainfall intensity- 4 in/hr Runoff Coefficient = 0.70 n = 0.0130 for concrete curb and gutter Inlet Drainage Runoff Surface Q cfs Bypass Type No. Area ac C Sub. Total Sloe % K Spread Interce t Q To Inlet # _Cl 1101 0.15 0.70 0.42 0.55 1.64 21.0 3.70 0.55 -------------------- 0.00 1209 Cl 1102 -------------��-------------*--------------r-------------��--------------r-------------��•------------------- 0.33 0.70 0.92 1.03 2.00 21.0 4.50 0.80 0.23 1210 Cl 1103 0.13 0.70 0.36 1.51 2.50 23.5 4.98 1.06 0.45 1210 Cl 1104 0.84 0.70 2.35 2.35 4.00 23.5 5.38 1.20 1.15 1103 -------------��-------------;--------------F-------------��--------------F-------------i-�•-------------------- Cl 1105 0.04 0.70 0.11 0.11 2.00 29.0 1.96 0.11 0.00 1104 Cl 1106 0.10 0.70 0.28 0.47 2.00 23.5 3.34 0.47 0.00 1231 Cl 1107 0.26 0.70 0.73 0.95 2.80 235 410 0.76 019 1106 -------------' '-------------i-------------- F------------- , '--------.------F------.-------. ----------. ----------- -Cl 1108 0.31 0.70 0.87 0.87 4.00 23.5 3.71 0.65 0.22 1107 -Cl 1109 0.01 0.70 0.03 0.03 2.00 29.0 1.16 0.03 -------------------- 0.00 1108 Cl 1110 -------------��-------------*--------------r-------------��--------------r-------------•------------------- 0.04 0.70 0.11 0.11 2.00 23.5 1.96 0.11 0.00 1109 CI 1111 0.08 0.70 0.22 0.22 2.00 23.5 2.54 0.22 0.00 1110 Cl 1112 0.07 0.70 0.20 0.20 2.00 23.5 2.41 0.20 0.00 1111 -------------��-------------;--------------F-------------- --------------- ------------- 1113 0.32 0.70 0.90 0.90 4.00 29.0 3.75 0.81 0.08 1115 Cl 1115 0.29 0.70 0.81 0.89 2.80 23.5 4.01 0.74 0.16 1232 Cl 1116 -------------• 0.16 0.70 •-------------4--------------r------------- 0.45 0.45 2.50 23.5 •------------- 3.16 �------------- 0.45 --------- 0.00 1210 Cl 1117 0.36 0.70 1.01 1.01 4.00 29.0 3.92 0.88 0.13 1101 Cl 1118 0.02 0.70 0.06 0.06 1.00 19.0 ------------------- 1.72 0.06 0.00 1117 Cl 1119 0.06 0.70 0.17 0.17 1.00 19.0 2.60 0.17 1 0.00 1125 Cl 1120 0.14 0.70 0.39 0.39 2.00 23.5 3.13 0.39 0.00 1119 ------------- -------------i--------------f------------- --------------F-------------i-------------- f------------------- CI 1121 0.39 0.70 1.09 1.09 - 2.10 23.5 4.56 0.91 0.18 934A CI -------------��-------------*---------------------------- 1124 0.34 0.70 0.95 0.95 4.00 ------------- - 2--- ------------- ---- 3.84 ---------- 0.84 ------------------- 0.11 1102 Tranaverse Slope (crown) Runoff Coefficient = 3.125% = 0.70 Rainfall intensity- n = 0.0130 4 in/hr for concrete curb and gutter Inlet Drainage Runoff Surface Q cfs Bypass Type No. Area ac C Sub. Total Sloe % K Spread Intercept Q To Inlet # Cl 1202 ------------- 0.10 0.70 -------------;---- 0.28 ---------- 0.28 -------------- LP LP 1.70 0.28 0.00 Cl 1203 0.03 ;0.70 0.08 ;0.08 ' LP LP 0.76 0.08 -------- 0.00 1202 Cl 1204 0.06 0.70 0.17 0.17 2.00 23.5 2.28 0.17 0.00 1203 Cl 1205 0.06 0.70 0.17 0.17 2.00 23.5 2.28 0.17 0.00 1204 Cl 1206 -------------• 0.10 0.70 -------------*--------------r------------- 0.28 0.28 4.00 29.0 -------------- 2.42 -------------4 -------------- 0.28 -------- 0.00 1205 Cl 1207 0.29 0.70 0.81 1.30 4.00 29.0 4.31 1.02 0.27 1211 1209 0.13 0.70 0.36 0.36 4.00 29.0 2.67 0.36 0.00 1206 _Cl -------------------- Cl 1210 -------------• 0.36 0.70 -------------*--------------------------- 1.01 1.69 4.00 29.0 -------------- 4.76 --------------------------- 1.21 -------- 0.48 1207 Cl 1211 0.18 0.70 0.50 • 1.01 2.00 23.5 4.47 0.88 0.13 1223 Cl 1212 0.13 0.70 0.36 0.36 1.30 19.0 3.30 0.36 0.00 1211 -------------' '------------- i-------------- F------------- , '--------------F---- ----- ----i-------------- F------------------- , CI 1213 0.39 11 0.70 11 1.09 1.09 1.30 19.0 4.99 0_.86 0.24 1211 1214 0.05 0.70 014 0.14 2.00 23.5 2.13 014 0.00 _ 1202 -Cl -------------' --1- '-------------i--------------F------------- ; -----F-------------i--------------F------------------- , Cl 1215 ---1216 --- 0.09 0.70 ----0.70----'---- ----' 0.25 ----0.25 --- 2.00 ------- 23.5 ---- ----' 2.65 ----2.65----'---- 0.25 ----' -------0.00 0.00 ------ 1214 0.09 0.25 � 2.00 23.5 0.25 � 1223 -Cl -------------' '------------- i-------------- F------------- ; '-------------- F ------------- i-------------- F------------------- , DCI 1223 --------------------------*--------------r---------------------------r------------- 0.75 0.70 2.10 2.10 LP LP 5.13 -------------- 2.10 ------------------- 0.00 Cl 1224 ---1225 ---' 0.02 0.70 ----0.70----'---- 0.06 --------'---- 0.06 ---- --- 2.00 23.5 ----23.5 ----' 1.51 ----2.91----'---- 0.06 0.00 ------ 1223 CI 0.06 2.00 0-32----'-------0.00 1224 -------------i F-------------i--------------F-------------; i--------------F-------------i--------------F------------------- CI 1226 ------------- 0.38 0.70 -------------+--------------r------------- 1.06 1.06 2.00 23.5 --------------r------------- 4.55 -------------- 0.91 ------------------- 0.15 1225 Cl 1227 0.02 0.70 0.06 0.06 2.00 23.5 1.51 0.06 0.00 1225 Cl 1228 0.15 0.70 0.42 0.49 2.70 23.5 3.22 0.49 0.00 1233 -Cl 1229 ---1230 --- 0.53 0.70 ----0.70----'---- 1.48 ----'----0.82---� 1.48 2.50 23.5 ---- ----'----3.36 4.95 ---'----0-75 1.05 ----'-------0.07------------ 0.44 1234 Cl 0.24 0.67 6.00 1228 ------- ;---- ----- i-------------- F------------- ; F- ----- -i------- -F-------, Cl 1231 0.23 0.70 0.64 0.98 4.40 29.0 3.81 0.84 0.15 1230 CI -------------��------------- 1232 0.43 0.70 *-------- ------ 1.20 r------------- 1.36 --- 4.40 2--- ------------- ------------- ---- 4.31 ---------- 1.03 ------------------- 0.34 1235 10 Year Drainage: Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 42.657 0.00 12.47 0.00 0.00 9.28 0.0 9.1 6.4 59.60 70.59 8.28 42 0.49 641.38 641.59 643.80 644.08 645.34 648.09 DI-700 2 1 77.609 0.44 12.47 0.90 0.40 9.28 5.0 9.0 6.4 59.84 61.58 12.19 30 2.25 641.79 643.54 645.11 646.76 648.09 663.59 Pipe - (322) 3 2 110.277 0.30 9.75 0.90 0.27 7.32 5.0 8.8 6.5 47.54 55.78 9.93 30 1.85 649.13 651.17 651.96 653.43 663.59 664.42 Pipe - (321) 4 3 22.500 0.35 9.45 0.50 0.18 7.05 5.0 8.8 6.5 45.86 55.67 10.23 30 1.84 651.37 651.78 653.43 654.02 664.42 664.42 Pipe - (320) 5 4 49.144 0.06 5.94 0.90 0.05 4.48 5.0 8.7 6.5 29.22 51.09 13.21 24 5.10 653.91 656.42 654.99 658.26 664.42 664.48 Pipe - (319) 6 5 104.000 0.10 5.74 0.90 0.09 4.35 5.0 8.5 6.6 28.61 31.44 10.40 24 1.93 657.62 659.62 659.11 661.46 664.48 666.56 Pipe - (318) 7 6 104.000 0.14 4.72 0.90 0.13 3.80 5.0 8.3 6.6 25.19 29.19 8.86 24 1.67 659.82 661.56 661.46 663.32 666.56 668.64 Pipe - (317) 8 7 49.144 0.26 4.58 0.90 0.23 3.68 5.0 8.2 6.7 24.46 24.91 8.70 24 1.21 661.71 662.30 663.32 664.05 668.64 670.08 Pipe - (316) 9 8 22.500 0.24 4.33 0.90 0.22 3.45 5.0 8.1 6.7 22.97 24.87 8.42 24 1.21 662.50 662.77 664.05 664.47 670.08 670.08 Pipe - (315) 10 9 49.144 0.06 4.09 0.90 0.05 3.23 5.0 8.0 6.7 21.63 22.86 8.02 24 1.02 662.94 663.44 664.49 665.11 670.08 670.48 Pipe - (314) 11 10 103.718 0.10 3.54 0.90 0.09 2.74 5.0 7.7 6.8 18.57 28.58 7.25 24 1.60 663.62 665.27 665.11 666.82 670.48 672.56 Pipe - (313) 12 11 104.283 0.11 2.86 0.90 0.10 2.36 5.0 7.4 6.9 16.19 24.23 6.95 24 1.15 665.49 666.68 666.82 668.13 672.56 674.64 Pipe - (312) 13 12 49.144 0.27 2.74 0.90 0.24 2.26 5.0 7.2 6.9 15.61 15.99 5.80 24 0.50 666.88 667.13 668.48 668.73 674.64 676.08 Pipe - (311) 14 13 22.500 0.16 2.48 0.90 0.15 2.02 5.0 7.1 6.9 14.00 15.99 4.47 24 0.50 667.33 667.44 669.32 669.39 676.08 676.08 Pipe - (310) 15 14 49.144 0.18 2.31 0.90 0.17 1.87 5.0 7.0 7.0 13.03 7.42 7.37 18 0.50 667.66 667.91 669.75 670.50 676.08 676.48 Pipe - (309) 16 15 22.500 0.30 0.30 0.90 0.27 0.27 5.0 5.0 7.6 2.08 10.67 5.26 15 2.73 672.47 673.08 672.84 673.66 676.48 676.48 Pipe - (346) 17 4 308.000 0.17 3.15 0.90 0.16 2.40 5.0 7.6 6.8 16.29 18.76 6.69 24 0.69 654.21 656.33 655.66 657.79 664.42 664.87 Pipe - (341) 18 17 49.144 0.10 2.98 0.90 0.09 2.24 5.0 7.5 6.8 15.33 21.17 6.91 24 0.88 656.56 656.99 657.83 658.40 664.87 664.48 Pipe - (340) 19 18 104.000 0.10 2.68 0.90 0.09 1.97 5.0 7.1 7.0 13.69 19.10 6.39 24 0.71 657.26 658.00 658.51 659.33 664.48 666.57 Pipe - (339) 20 19 104.000 0.08 2.03 0.90 0.07 1.60 5.0 6.6 7.1 11.38 18.37 5.94 24 0.66 658.31 659.00 659.45 660.21 666.57 668.66 Pipe - (338) 21 20 55.872 0.22 1.95 0.90 0.20 1.53 5.0 6.3 7.2 10.98 19.62 6.04 24 0.75 659.15 659.57 660.22 660.75 668.66 670.69 Pipe - (337) 22 21 22.500 0.24 1.73 0.90 0.21 1.34 5.0 6.3 7.2 9.61 10.71 6.61 18 1.04 659.72 659.95 660.83 661.15 670.69 670.69 Pipe - (336) Project File: Storm - 7.stm Number of lines: 50 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 61.872 0.10 1.49 0.90 0.09 1.12 5.0 6.1 7.2 8.13 12.91 7.79 15 4.00 660.24 662.72 661.15 663.84 670.69 670.29 Pipe - (335) 24 23 95.000 0.09 1.18 0.90 0.08 0.84 5.0 5.8 7.3 6.15 9.77 7.12 15 2.29 663.17 665.35 663.89 666.35 670.29 672.19 Pipe - (334) 25 24 95.000 0.07 0.54 0.90 0.07 0.48 5.0 5.3 7.5 3.62 8.66 5.66 15 1.80 667.83 669.54 668.40 670.31 672.19 674.09 Pipe - (333) 26 25 61.872 0.24 0.46 0.90 0.21 0.41 5.0 5.1 7.6 3.14 11.33 6.12 15 3.08 669.87 671.77 670.32 672.48 674.09 676.29 Pipe - (332) 27 26 22.500 0.23 0.23 0.90 0.20 0.20 5.0 5.0 7.6 1.55 12.50 3.53 15 3.75 672.01 672.85 672.48 673.35 676.29 676.29 Pipe - (331) 28 15 104.500 0.11 1.82 0.90 0.10 1.43 5.0 6.7 7.1 10.10 7.43 5.71 18 0.50 668.11 668.63 671.93 672.90 676.48 678.57 Pipe - (308) (1) 29 28 138.750 0.52 0.52 0.90 0.47 0.47 5.0 5.0 7.6 3.56 4.59 2.90 15 0.50 671.03 671.73 673.66 674.08 678.57 676.97 Pipe - (527) 30 28 60.000 0.24 1.19 0.90 0.22 0.86 5.0 6.5 7.1 6.13 4.57 4.99 15 0.50 668.83 669.13 673.66 674.20 678.57 679.77 Pipe - (308) 31 30 25.788 0.42 0.95 0.90 0.38 0.64 5.0 6.4 7.2 4.59 6.87 3.74 15 1.13 669.33 669.62 674.72 674.85 679.77 680.02 Pipe - (307) 32 31 138.679 0.53 0.53 0.50 0.27 0.27 5.0 5.0 7.6 2.02 4.55 1.64 15 0.50 669.82 670.51 675.03 675.16 680.02 679.05 Pipe - (580) 33 10 22.500 0.49 0.49 0.90 0.44 0.44 5.0 5.0 7.6 3.33 4.87 4.27 15 0.57 666.75 666.88 667.51 667.64 670.48 670.48 Pipe - (344) 34 23 22.500 0.22 0.22 0.90 0.20 0.20 5.0 5.0 7.6 1.49 9.00 4.41 15 1.94 665.94 666.37 666.28 666.86 670.29 670.29 Pipe - (349) 35 24 84.750 0.55 0.55 0.50 0.28 0.28 5.0 5.0 7.6 2.09 5.57 2.99 15 0.74 665.44 666.07 666.35 666.65 672.19 669.67 Pipe - (350) 36 11 84.750 0.59 0.59 0.50 0.30 0.30 5.0 5.0 7.6 2.24 7.29 2.85 15 1.27 665.42 666.50 666.82 667.10 672.56 670.07 Pipe - (345) 37 2 22.500 0.46 1.69 0.90 0.41 1.03 5.0 7.8 6.8 6.95 12.02 8.21 15 3.47 653.01 653.79 653.69 654.85 663.59 663.59 Pipe - (330) 38 37 24.798 0.20 1.23 0.50 0.10 0.62 5.0 7.7 6.8 4.17 14.44 4.74 15 5.00 653.99 655.23 654.85 656.06 663.59 662.93 Pipe - (568) 39 38 88.668 0.20 1.03 0.50 0.10 0.52 5.0 7.4 6.9 3.53 7.22 5.19 15 1.25 656.50 657.61 657.12 658.37 662.93 664.00 Pipe - (572) 40 39 150.595 0.30 0.83 0.50 0.15 0.42 5.0 6.9 7.0 2.91 9.19 4.86 15 2.03 657.81 660.86 658.37 661.54 664.00 667.01 Pipe - (571) 41 40 180.004 0.35 0.53 0.50 0.18 0.27 5.0 6.1 7.2 1.92 9.71 4.02 15 2.26 661.06 665.13 661.54 665.68 667.01 670.68 Pipe - (570) 42 41 180.021 0.18 0.18 0.50 0.09 0.09 5.0 5.0 7.6 0.68 8.84 2.58 15 1.87 665.33 668.70 665.68 669.02 670.68 674.35 Pipe - (569) 43 2 396.779 0.04 0.59 0.90 0.04 0.53 5.0 5.3 7.5 4.02 9.86 4.58 15 2.33 651.09 660.34 651.96 661.15 663.59 666.65 Pipe - (329) 44 43 59.779 0.26 0.55 0.90 0.23 0.50 5.0 5.1 7.6 3.78 13.60 5.49 15 4.44 660.54 663.19 661.15 663.98 666.65 667.16 Pipe - (328) Project File: Storm - 7.stm Number of lines: 50 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 3 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 45 44 22.561 0.30 0.30 0.90 0.27 0.27 5.0 5.0 7.6 2.02 4.63 3.64 15 0.51 663.39 663.51 663.98 664.08 667.16 667.16 Pipe - (327) 46 6 26.151 0.33 0.33 0.50 0.16 0.16 5.0 5.0 7.6 1.24 4.57 3.16 15 0.50 662.91 663.04 663.36 663.49 666.56 666.83 Pipe - (541) 47 5 22.500 0.14 0.14 0.50 0.07 0.07 5.0 5.0 7.6 0.54 5.59 2.72 15 0.75 660.64 660.81 660.91 661.10 664.48 664.48 Pipe - (342) 48 18 22.500 0.20 0.20 0.90 0.18 0.18 5.0 5.0 7.6 1.37 6.09 3.67 15 0.89 660.00 660.20 660.40 660.66 664.48 664.48 Pipe - (347) 49 6 84.750 0.59 0.59 0.50 0.30 0.30 5.0 5.0 7.6 2.24 4.60 1.86 15 0.51 659.96 660.39 661.46 661.55 666.56 663.91 Pipe - (343) 50 19 84.750 0.55 0.55 0.50 0.28 0.28 5.0 5.0 7.6 2.09 5.66 4.02 15 0.77 659.25 659.90 659.78 660.48 666.57 663.91 Pipe - (348) Project File: Storm - 7.stm Number of lines: 50 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 30.859 0.10 13.19 0.50 0.05 9.85 5.0 8.0 6.7 65.88 100.8 9.00 42 1.00 625.75 626.06 628.19 628.60 629.71 634.29 Pipe - (377) 2 1 138.250 0.92 13.09 0.90 0.83 9.80 5.0 7.8 6.7 66.04 153.1 12.07 42 2.31 629.89 633.09 631.50 635.64 634.29 641.18 Pipe - (376) 3 2 137.315 0.10 12.17 0.90 0.09 8.97 5.0 7.6 6.8 61.10 96.57 8.70 42 0.92 633.29 634.55 635.64 637.00 641.18 643.95 Pipe - (375) 4 3 45.027 0.08 12.07 0.90 0.07 8.88 5.0 7.5 6.8 60.66 76.20 10.14 36 1.31 634.75 635.34 637.00 637.85 643.95 645.27 Pipe - (374) 5 4 22.500 0.46 11.21 0.90 0.41 8.14 5.0 7.5 6.8 55.71 70.98 9.33 36 1.13 635.54 635.79 637.85 638.21 645.27 645.27 Pipe - (373) 6 5 48.550 0.09 10.75 0.90 0.08 7.73 5.0 7.4 6.9 53.08 71.60 9.17 36 1.15 635.99 636.55 638.21 638.92 645.27 645.65 Pipe - (372) 7 6 109.846 0.11 10.48 0.90 0.10 7.49 5.0 7.2 6.9 51.83 62.97 9.13 36 0.89 636.75 637.73 638.92 640.07 645.65 647.85 Pipe - (371) 8 7 109.000 0.10 8.82 0.90 0.09 6.48 5.0 7.0 7.0 45.25 89.02 8.29 36 1.78 637.93 639.88 640.07 642.06 647.85 650.03 Pipe - (370) 9 8 49.315 0.45 8.72 0.90 0.40 6.39 5.0 6.9 7.0 44.80 47.16 7.59 36 0.50 640.08 640.32 642.41 642.66 650.03 651.47 Pipe - (369) 10 9 22.505 0.12 8.27 0.90 0.11 5.98 5.0 6.8 7.0 42.08 47.15 5.95 36 0.50 640.52 640.63 643.68 643.77 651.47 651.47 Pipe - (368) 11 10 49.123 0.13 6.96 0.90 0.12 4.81 5.0 6.7 7.1 33.94 42.91 8.92 30 1.09 643.09 643.63 644.77 645.61 651.47 651.87 Pipe - (367) 12 11 104.188 0.13 6.64 0.90 0.12 4.52 5.0 6.5 7.1 32.20 41.01 8.28 30 1.00 643.83 644.88 645.61 646.81 651.87 653.95 Pipe - (366) 13 12 103.812 0.10 5.06 0.90 0.09 3.54 5.0 6.2 7.2 25.49 50.50 7.06 30 1.52 645.08 646.65 646.81 648.37 653.95 656.03 Pipe - (365) 14 13 49.531 0.10 4.96 0.90 0.09 3.45 5.0 6.1 7.2 24.96 41.21 7.51 30 1.01 646.85 647.35 648.37 649.05 656.03 657.47 Pipe - (364) 15 14 22.509 0.37 4.19 0.90 0.33 2.86 5.0 6.1 7.2 20.75 22.67 7.87 24 1.00 647.55 647.78 649.05 649.41 657.47 657.47 Pipe - (363) 16 15 49.097 0.11 3.82 0.90 0.10 2.53 5.0 6.0 7.3 18.42 19.73 7.11 24 0.76 650.81 651.19 652.34 652.73 657.47 657.87 Pipe - (362) 17 16 95.091 0.07 3.50 0.90 0.06 2.24 5.0 5.7 7.4 16.51 35.66 6.81 24 2.49 651.31 653.67 652.73 655.14 657.87 660.60 Pipe - (361) 18 17 60.237 0.05 2.49 0.90 0.05 1.68 5.0 5.6 7.4 12.40 16.82 7.91 18 2.57 653.96 655.50 655.14 656.83 660.60 663.10 Pipe - (360) 19 18 42.524 0.05 0.69 0.90 0.04 0.63 5.0 5.5 7.5 4.66 12.52 4.53 15 3.76 655.70 657.30 656.83 658.17 663.10 664.95 Pipe - (359) 20 19 42.524 0.10 0.65 0.90 0.09 0.58 5.0 5.4 7.5 4.37 13.31 7.33 15 4.25 657.73 659.54 658.23 660.39 664.95 666.80 Pipe - (358) 21 20 55.348 0.08 0.55 0.90 0.07 0.49 5.0 5.2 7.5 3.70 13.95 7.11 15 4.67 660.00 662.59 660.44 663.36 666.80 669.21 Pipe - (357) 22 21 52.010 0.15 0.47 0.90 0.13 0.42 5.0 5.1 7.6 3.19 11.84 6.28 15 3.36 663.10 664.85 663.54 665.57 669.21 671.33 Pipe - (356) Project File: Storm - 8.stm Number of lines: 46 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 31.532 0.32 0.32 0.90 0.29 0.29 5.0 5.0 7.6 2.20 8.66 4.87 15 1.80 667.33 667.90 667.76 668.49 671.33 672.10 Pipe - (355) 24 14 37.403 0.28 0.67 0.90 0.25 0.50 5.0 5.8 7.3 3.64 10.36 6.14 15 2.57 650.60 651.56 651.11 652.33 657.47 658.36 Pipe - (401) 25 24 154.265 0.13 0.39 0.90 0.11 0.24 5.0 5.1 7.6 1.85 13.71 3.63 15 4.51 651.79 658.75 652.33 659.29 658.36 665.49 Pipe - (400) 26 25 22.500 0.26 0.26 0.50 0.13 0.13 5.0 5.0 7.6 0.98 10.21 4.13 15 2.50 660.22 660.78 660.48 661.17 665.49 665.49 Pipe - (399) 27 4 127.500 0.11 0.78 0.90 0.10 0.66 5.0 5.7 7.4 4.90 13.07 7.54 15 4.10 637.75 642.97 638.28 643.87 645.27 650.76 Pipe - (383) 28 27 59.303 0.09 0.67 0.50 0.05 0.56 5.0 5.6 7.4 4.17 16.16 5.92 15 6.26 643.26 646.97 643.87 647.80 650.76 654.21 Pipe - (382) 29 28 49.546 0.08 0.57 0.90 0.08 0.52 5.0 5.4 7.5 3.86 15.42 5.49 15 5.70 647.17 650.00 647.80 650.79 654.21 656.98 Pipe - (381) 30 29 49.546 0.10 0.49 0.90 0.09 0.44 5.0 5.2 7.5 3.32 14.44 5.11 15 5.00 650.20 652.68 650.79 653.41 656.98 659.76 Pipe - (380) 31 30 53.047 0.19 0.39 0.90 0.17 0.35 5.0 5.1 7.6 2.69 15.12 4.74 15 5.48 652.88 655.79 653.41 656.44 659.76 662.67 Pipe - (379) 32 31 22.546 0.20 0.20 0.90 0.18 0.18 5.0 5.0 7.6 1.37 11.78 4.86 15 3.33 658.00 658.75 658.29 659.21 662.67 662.74 Pipe - (378) 33 17 25.739 0.08 0.08 0.90 0.07 0.07 5.0 5.0 7.6 0.55 4.57 2.51 15 0.50 657.11 657.24 657.41 657.53 660.60 661.09 Pipe - (406) 34 18 23.739 0.33 1.74 0.90 0.30 1.00 5.0 5.5 7.4 7.47 8.71 5.40 18 0.69 655.70 655.86 656.83 656.92 663.10 663.41 Pipe - (529) 35 34 135.093 1.41 1.41 0.50 0.71 0.71 5.0 5.0 7.6 5.36 7.40 4.26 18 0.50 656.04 656.71 657.18 657.62 663.41 660.88 Pipe - (528) 36 17 73.139 0.86 0.86 0.50 0.43 0.43 5.0 5.0 7.6 3.27 5.85 4.65 15 0.82 654.54 655.14 655.21 655.87 660.60 658.58 Pipe - (405) 37 16 22.500 0.20 0.20 0.90 0.18 0.18 5.0 5.0 7.6 1.39 4.57 3.27 15 0.50 654.33 654.44 654.80 654.92 657.87 657.87 Pipe - (402) 38 10 83.597 0.24 1.19 0.90 0.22 1.07 5.0 5.3 7.5 8.01 11.29 8.46 15 3.05 644.34 646.90 645.12 648.01 651.47 653.18 Pipe - (391) 39 38 116.484 0.29 0.94 0.90 0.26 0.85 5.0 5.1 7.6 6.45 14.65 7.09 15 5.15 647.24 653.24 648.01 654.26 653.18 657.41 Pipe - (390) 40 39 22.500 0.65 0.65 0.90 0.59 0.59 5.0 5.0 7.6 4.47 5.92 5.15 15 0.84 653.47 653.66 654.29 654.52 657.41 657.41 Pipe - (389) 41 12 22.454 0.34 0.34 0.90 0.30 0.30 5.0 5.0 7.6 2.32 13.63 6.09 15 4.46 649.00 650.00 649.35 650.61 653.95 653.95 Pipe - (395) 42 11 22.500 0.19 0.19 0.90 0.17 0.17 5.0 5.0 7.6 1.28 10.21 4.46 15 2.50 647.01 647.57 647.31 648.02 651.87 651.87 Pipe - (392) 43 12 29.590 1.12 1.12 0.50 0.56 0.56 5.0 5.0 7.6 4.26 8.56 5.93 15 1.76 646.89 647.41 647.51 648.25 653.95 650.85 Pipe - (394) 44 7 24.093 0.34 0.34 0.90 0.30 0.30 5.0 5.0 7.6 2.31 11.68 5.66 15 3.27 642.25 643.04 642.63 643.65 647.85 648.02 Pipe - (388) Project File: Storm - 8.stm Number of lines: 46 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 3 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 45 7 75.750 1.22 1.22 0.50 0.61 0.61 5.0 5.0 7.6 4.64 7.44 4.44 18 0.50 641.24 641.62 642.10 642.48 647.85 645.26 Pipe - (387) 46 6 22.500 0.18 0.18 0.90 0.17 0.17 5.0 5.0 7.6 1.26 14.19 5.18 15 4.83 639.91 641.00 640.17 641.44 645.65 645.65 Pipe - (384) Project File: Storm - 8.stm Number of lines: 46 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 25.250 0.15 13.72 0.90 0.14 8.75 5.0 8.0 6.7 58.55 117.3 9.58 36 3.09 650.84 651.62 653.21 654.09 654.67 664.07 Pipe - (422) 2 1 262.821 0.13 2.09 0.90 0.12 1.34 5.0 7.5 6.8 9.14 22.18 9.06 18 4.46 655.75 667.48 656.42 668.65 664.07 675.52 Pipe - (428) 3 2 227.301 0.02 1.61 0.90 0.02 1.05 5.0 6.8 7.0 7.34 16.48 5.82 18 2.46 667.68 673.28 668.65 674.33 675.52 682.90 Pipe - (427) 4 3 22.500 0.06 1.59 0.50 0.03 1.03 5.0 6.8 7.0 7.23 8.85 5.56 18 0.71 673.48 673.64 674.51 674.68 682.90 682.90 Pipe - (426) 5 4 55.858 0.06 1.53 0.90 0.05 1.00 5.0 6.6 7.1 7.09 7.58 4.88 18 0.52 673.84 674.13 674.99 675.28 682.90 684.60 Pipe - (425) 6 5 96.233 0.17 0.49 0.50 0.08 0.37 5.0 5.1 7.6 2.83 13.41 5.17 15 4.31 675.31 679.46 675.81 680.14 684.60 686.52 Pipe - (424) 7 6 22.500 0.32 0.32 0.90 0.29 0.29 5.0 5.0 7.6 2.20 8.78 4.90 15 1.85 682.67 683.09 683.10 683.68 686.52 686.52 Pipe - (423) 8 1 22.500 0.47 10.59 0.50 0.23 6.72 5.0 8.0 6.7 45.04 61.82 9.68 30 2.27 651.82 652.33 654.09 654.56 664.07 664.07 Pipe - (421) 9 8 49.144 0.08 10.12 0.50 0.04 6.48 5.0 7.9 6.7 43.61 52.58 9.89 30 1.64 652.53 653.34 654.56 655.54 664.07 663.67 Pipe - (420) 10 9 48.294 0.04 10.04 0.90 0.04 6.44 5.0 7.8 6.7 43.47 48.66 9.92 30 1.41 653.54 654.22 655.54 656.42 663.67 664.66 Pipe - (419) (1) 11 10 60.898 0.12 7.91 0.90 0.10 5.36 5.0 7.3 6.9 36.88 71.62 8.66 30 3.05 654.42 656.28 656.42 658.33 664.66 665.88 Pipe - (419) 12 11 111.594 0.16 6.08 0.90 0.15 4.40 5.0 7.1 6.9 30.55 49.60 7.76 30 1.46 656.48 658.11 658.33 659.99 665.88 668.11 Pipe - (418) 13 12 53.356 0.38 5.91 0.90 0.34 4.25 5.0 7.0 7.0 29.70 29.00 6.72 30 0.50 658.31 658.58 660.42 660.68 668.11 669.57 Pipe - (417) 14 13 22.500 0.41 5.53 0.90 0.36 3.91 5.0 6.9 7.0 27.37 31.31 8.71 24 1.92 658.78 659.21 661.56 661.89 669.57 669.57 Pipe - (416) 15 14 225.615 0.30 1.00 0.90 0.27 0.88 5.0 6.1 7.3 6.36 15.15 5.57 15 5.50 660.91 673.32 663.80 674.34 669.57 681.09 Pipe - (438) 16 15 182.708 0.05 0.41 0.50 0.03 0.35 5.0 5.2 7.5 2.65 10.29 3.61 15 2.54 673.52 678.17 674.34 678.82 681.09 688.55 Pipe - (437) 17 16 50.770 0.09 0.36 0.90 0.08 0.33 5.0 5.1 7.6 2.47 10.31 5.08 15 2.55 678.37 679.66 678.82 680.29 688.55 690.63 Pipe - (436) 18 17 22.500 0.27 0.27 0.90 0.25 0.25 5.0 5.0 7.6 1.88 11.45 4.35 15 3.14 679.86 680.57 680.29 681.11 690.63 690.63 Pipe - (435) 19 5 25.251 0.20 0.98 0.90 0.18 0.57 5.0 6.5 7.1 4.09 5.28 3.33 15 0.67 674.33 674.50 675.81 675.91 684.60 684.83 Pipe - (445) 20 19 138.750 0.30 0.78 0.50 0.15 0.39 5.0 5.7 7.4 2.87 11.18 3.27 15 3.00 674.70 678.86 676.05 679.54 684.83 683.35 Pipe - (574) 21 20 180.336 0.48 0.48 0.50 0.24 0.24 5.0 5.0 7.6 1.83 10.18 3.92 15 2.48 679.06 683.54 679.54 684.08 683.35 686.96 Pipe - (575) 22 14 50.076 0.09 4.13 0.90 0.08 2.67 5.0 6.8 7.0 18.76 25.48 8.01 24 1.27 664.82 665.46 666.10 667.02 669.57 669.96 Pipe - (415) Project File: Storm - 9.stm Number of lines: 45 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 96.158 0.08 3.63 0.90 0.07 2.38 5.0 6.6 7.1 16.91 22.00 7.11 24 0.95 665.66 666.57 667.02 668.05 669.96 672.80 Pipe - (414) 24 23 46.459 0.07 2.23 0.90 0.07 1.65 5.0 6.5 7.1 11.74 12.35 9.61 15 3.66 666.77 668.47 668.05 669.68 672.80 674.75 Pipe - (413) 25 24 50.131 0.04 2.16 0.50 0.02 1.58 5.0 6.4 7.1 11.31 10.16 9.22 15 2.47 668.67 669.91 669.92 671.46 674.75 676.93 Pipe - (412) 26 25 34.886 0.08 1.67 0.90 0.07 1.16 5.0 6.3 7.2 8.29 13.70 6.75 15 4.50 670.11 671.68 673.39 673.96 676.93 678.44 Pipe - (411) 27 26 42.524 0.06 1.59 0.90 0.05 1.09 5.0 6.2 7.2 7.83 10.48 6.38 15 2.63 671.88 673.00 674.31 674.94 678.44 680.28 Pipe - (410) 28 27 55.293 0.19 1.53 0.50 0.09 1.03 5.0 6.1 7.3 7.51 11.65 6.37 15 3.26 673.20 675.00 675.32 676.09 680.28 682.67 Pipe - (409) 29 28 104.591 0.25 1.35 0.90 0.23 0.94 5.0 5.8 7.4 6.93 6.39 5.65 15 0.98 675.20 676.23 676.45 677.65 682.67 686.85 Pipe - (408) 30 29 22.992 0.42 1.10 0.90 0.38 0.72 5.0 5.7 7.4 5.29 6.82 4.31 15 1.12 676.43 676.68 678.38 678.54 686.85 687.04 Pipe - (407) 31 30 127.751 0.68 0.68 0.50 0.34 0.34 5.0 5.0 7.6 2.59 10.90 3.08 15 2.85 676.88 680.52 678.68 681.16 687.04 683.94 Pipe - (573) 32 15 22.500 0.29 0.29 0.90 0.26 0.26 5.0 5.0 7.6 1.97 12.08 5.48 15 3.50 676.77 677.56 677.11 678.11 681.09 681.09 Pipe - (446) 33 10 22.502 0.46 2.08 0.50 0.23 1.04 5.0 7.7 6.8 7.06 11.09 3.99 18 1.12 654.42 654.67 656.42 656.52 664.66 664.65 Pipe - (526) 34 33 127.498 0.50 1.62 0.50 0.25 0.81 5.0 7.2 6.9 5.60 11.00 4.08 18 1.10 654.87 656.27 656.64 657.18 664.65 660.30 Pipe - (525) 35 34 247.607 0.33 1.12 0.50 0.17 0.56 5.0 6.4 7.2 4.01 10.91 5.16 15 2.86 656.47 663.54 657.18 664.35 660.30 668.64 Pipe - (579) 36 35 203.732 0.14 0.79 0.50 0.07 0.40 5.0 5.7 7.4 2.92 10.66 4.57 15 2.72 663.74 669.29 664.35 669.98 668.64 675.00 Pipe - (578) 37 36 91.729 0.15 0.65 0.50 0.08 0.33 5.0 5.3 7.5 2.44 11.18 4.75 15 3.00 669.49 672.24 669.98 672.86 675.00 675.86 Pipe - (577) 38 37 92.665 0.50 0.50 0.50 0.25 0.25 5.0 5.0 7.6 1.90 8.54 4.43 15 1.75 672.44 674.06 672.86 674.61 675.86 677.48 Pipe - (576) 39 25 22.571 0.45 0.45 0.90 0.41 0.41 5.0 5.0 7.6 3.11 16.96 3.43 15 6.89 671.75 673.31 673.39 674.02 676.93 677.00 Pipe - (443) 40 2 22.500 0.35 0.35 0.50 0.17 0.17 5.0 5.0 7.6 1.33 9.13 4.30 15 2.00 671.52 671.97 671.84 672.42 675.52 675.52 Pipe - (444) 41 23 94.224 1.32 1.32 0.50 0.66 0.66 5.0 5.0 7.6 5.02 7.49 3.62 18 0.51 666.77 667.25 668.05 668.23 672.80 671.04 Pipe - (442) 42 22 22.500 0.40 0.40 0.50 0.20 0.20 5.0 5.0 7.6 1.54 10.87 2.40 15 2.83 665.93 666.57 667.02 667.06 669.96 669.96 Pipe - (439) 43 11 82.728 1.72 1.72 0.50 0.86 0.86 5.0 5.0 7.6 6.54 7.84 6.60 15 1.47 659.75 660.97 660.62 662.00 665.88 664.47 Pipe - (434) 44 1 230.841 0.27 0.89 0.90 0.25 0.55 5.0 5.1 7.6 4.19 7.24 4.13 15 1.26 651.82 654.72 654.09 655.55 664.07 660.46 Pipe - (430) Project File: Storm - 9.stm Number of lines: 45 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 3 Station Len (ft) Drng Area Rnoff coeff (C) Area x C Tc Rain (1) (in/hr) Total flow (cfs) Cap full (cfs) Vel (ft/s) Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID Line To Line Incr (ac) Total (ac) Incr Total Inlet (min) Syst (min) Size (in) Slope (%) Dn (ft) Up (ft) Dn (ft) Up (ft) Dn (ft) Up (ft) 45 44 22.500 0.61 0.61 0.50 0.31 0.31 5.0 5.0 7.6 2.33 4.57 3.75 15 0.50 656.59 656.71 657.23 657.34 660.46 660.46 Pipe - (429) Project File: Storm - 9.stm Number of lines: 45 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 29.370 0.00 1.10 0.00 0.00 0.99 0.0 7.6 6.8 6.72 8.66 5.39 18 0.68 654.77 654.97 655.76 655.97 656.98 664.14 Pipe - (461) 2 1 95.792 0.41 1.10 0.90 0.37 0.99 5.0 7.2 6.9 6.81 7.43 4.77 18 0.50 655.07 655.55 656.20 656.68 664.14 667.45 Pipe - (460) 3 2 92.682 0.28 0.69 0.90 0.25 0.62 5.0 6.8 7.0 4.34 7.40 3.41 18 0.50 655.75 656.21 656.96 657.10 667.45 668.77 Pipe - (459) (2) 4 3 22.500 0.11 0.41 0.90 0.10 0.36 5.0 6.6 7.1 2.58 4.57 2.44 15 0.50 656.41 656.53 657.47 657.49 668.77 668.77 Pipe - (459) 5 4 68.604 0.27 0.29 0.90 0.25 0.26 5.0 6.2 7.2 1.90 4.57 2.48 15 0.50 656.73 657.07 657.64 657.71 668.77 669.80 Pipe - (451) (1) 6 5 138.090 0.01 0.02 0.90 0.01 0.02 5.0 5.2 7.5 0.13 11.68 2.43 15 3.27 658.27 662.78 658.36 662.92 669.80 671.87 Pipe - (458) 7 6 22.500 0.01 0.01 0.90 0.01 0.01 5.0 5.0 7.6 0.04 9.39 1.62 15 2.11 668.27 668.75 668.34 668.83 671.87 671.87 Pipe - (457) 8 End 86.666 0.42 2.83 0.50 0.21 1.78 5.0 7.6 6.8 12.11 21.73 6.10 24 0.92 652.00 652.80 653.17 654.05 657.81 665.55 Pipe - (566) 9 8 175.504 0.04 2.41 0.90 0.03 1.57 5.0 7.1 6.9 10.89 26.21 6.06 24 1.34 653.00 655.35 654.05 656.53 665.55 670.47 Pipe - (565) 10 9 125.178 0.10 2.27 0.50 0.05 1.45 5.0 6.8 7.0 10.19 19.75 5.92 24 0.76 655.55 656.51 656.57 657.65 670.47 669.66 Pipe - (448) 11 10 22.500 0.28 0.28 0.50 0.14 0.14 5.0 5.0 7.6 1.08 6.46 3.50 15 1.00 665.72 665.94 666.06 666.35 669.66 669.66 Pipe - (447) 12 9 24.166 0.10 0.10 0.90 0.09 0.09 5.0 5.0 7.6 0.68 4.41 2.59 15 0.47 665.19 665.31 665.53 665.64 670.47 670.53 Pipe - (456) 13 10 35.116 0.26 1.89 0.50 0.13 1.26 5.0 6.6 7.1 8.89 15.99 5.22 24 0.50 656.71 656.88 657.77 657.95 669.66 669.83 Pipe - (564) 14 13 124.183 0.07 0.54 0.50 0.04 0.27 5.0 6.0 7.3 1.97 4.60 3.15 15 0.51 658.16 658.79 658.90 659.35 669.83 665.27 Pipe - (563) 15 14 43.637 0.25 0.47 0.50 0.13 0.24 5.0 5.8 7.3 1.73 4.48 3.41 15 0.48 658.99 659.20 659.53 659.74 665.27 664.58 Pipe - (562) 16 15 103.935 0.22 0.22 0.50 0.11 0.11 5.0 5.0 7.6 0.84 4.57 2.17 15 0.50 659.40 659.92 660.00 660.28 664.58 663.60 Pipe - (561) 17 13 22.500 0.31 1.09 0.50 0.15 0.86 5.0 5.8 7.3 6.27 15.99 3.38 24 0.50 657.08 657.20 658.90 658.08 669.83 669.84 Pipe - (455) 18 17 132.748 0.35 0.78 0.90 0.32 0.70 5.0 5.4 7.5 5.26 7.40 4.55 18 0.50 657.40 658.06 658.33 658.99 669.84 664.50 Pipe - (454) 19 18 57.822 0.43 0.43 0.90 0.39 0.39 5.0 5.0 7.6 2.95 4.57 2.60 15 0.50 658.26 658.55 659.47 659.56 664.50 662.00 Pipe - (567) Project File: Storm - 10.stm Number of lines: 19 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 25.251 0.15 5.88 0.90 0.14 4.53 5.0 7.8 6.7 30.51 43.84 7.98 30 1.14 629.00 629.29 630.76 631.17 632.29 652.09 Pipe - (474) 2 1 22.500 0.33 4.04 0.50 0.16 3.17 5.0 7.8 6.7 21.40 27.09 14.57 18 6.65 640.33 641.83 641.33 643.30 652.09 652.09 Pipe - (473) 3 2 42.663 0.13 3.71 0.90 0.12 3.01 5.0 7.8 6.8 20.34 23.32 12.14 18 4.93 642.03 644.13 643.30 645.60 652.09 651.89 Pipe - (472) 4 3 98.772 0.84 3.42 0.90 0.75 2.81 5.0 7.6 6.8 19.12 19.84 11.44 18 3.57 644.33 647.86 645.60 649.32 651.89 655.16 Pipe - (471) 5 4 110.228 0.04 1.92 0.90 0.04 1.73 5.0 7.4 6.9 11.85 14.75 8.26 18 1.97 650.11 652.29 651.13 653.60 655.16 658.24 Pipe - (470) 6 5 49.144 0.10 1.88 0.90 0.09 1.69 5.0 7.3 6.9 11.65 12.25 7.53 18 1.36 652.47 653.14 653.63 654.43 658.24 660.08 Pipe - (469) 7 6 36.500 0.26 1.78 0.90 0.24 1.60 5.0 7.2 6.9 11.09 10.50 6.72 18 1.00 653.34 653.70 654.66 655.02 660.08 660.92 Pipe - (468) 8 7 162.099 0.31 1.22 0.90 0.28 1.10 5.0 6.7 7.1 7.78 17.35 5.06 18 2.73 653.90 658.33 656.08 659.41 660.92 666.95 Pipe - (467) 9 8 186.401 0.01 0.21 0.90 0.01 0.19 5.0 5.4 7.5 1.39 11.17 2.42 15 2.99 658.53 664.11 659.41 664.57 666.95 672.54 Pipe - (466) 10 9 22.500 0.04 0.19 0.90 0.04 0.17 5.0 5.3 7.5 1.29 14.44 5.27 15 5.00 664.88 666.01 665.14 666.46 672.54 672.54 Pipe - (465) 11 10 49.144 0.08 0.15 0.90 0.07 0.13 5.0 5.1 7.6 1.02 11.05 4.33 15 2.93 669.11 670.55 669.37 670.95 672.54 674.38 Pipe - (464) 12 11 22.500 0.07 0.07 0.90 0.07 0.07 5.0 5.0 7.6 0.51 6.22 2.78 15 0.93 670.75 670.96 670.99 671.24 674.38 674.38 Pipe - (463) 13 8 23.076 0.31 0.70 0.90 0.28 0.63 5.0 5.6 7.4 4.70 7.79 4.62 18 0.55 661.85 661.97 662.69 662.81 666.95 667.15 Pipe - (486) 14 13 124.250 0.39 0.39 0.90 0.35 0.35 5.0 5.0 7.6 2.67 4.56 3.63 15 0.50 662.17 662.79 662.98 663.45 667.15 666.43 Pipe - (485) 15 1 197.542 0.37 1.69 0.90 0.33 1.22 5.0 6.5 7.1 8.66 10.44 8.43 15 2.61 644.89 650.05 645.76 651.19 652.09 658.71 Pipe - (475) 16 15 197.458 0.02 0.62 0.90 0.02 0.40 5.0 5.3 7.5 2.97 10.08 3.63 15 2.44 650.25 655.06 651.19 655.75 658.71 663.88 Pipe - (476) 17 16 22.500 0.06 0.60 0.90 0.06 0.38 5.0 5.3 7.5 2.87 14.84 6.78 15 5.28 658.42 659.61 658.80 660.29 663.88 663.88 Pipe - (477) 18 17 49.144 0.14 0.53 0.90 0.13 0.32 5.0 5.1 7.6 2.45 7.91 4.82 15 1.50 659.81 660.55 660.29 661.18 663.88 665.36 Pipe - (478) 19 18 22.500 0.39 0.39 0.50 0.20 0.20 5.0 5.0 7.6 1.50 8.51 3.73 15 1.74 660.75 661.14 661.18 661.62 665.36 665.36 Pipe - (479) 20 7 22.500 0.30 0.30 0.90 0.27 0.27 5.0 5.0 7.6 2.02 5.80 4.02 15 0.81 657.65 657.83 658.16 658.40 660.92 660.92 Pipe - (484) 21 15 23.040 0.34 0.34 0.90 0.30 0.30 5.0 5.0 7.6 2.31 4.57 3.73 15 0.50 653.58 653.69 654.21 654.32 658.71 655.61 Pipe - (556) 22 15 134.178 0.19 0.37 0.50 0.10 0.19 5.0 5.9 7.3 1.35 4.56 3.25 15 0.50 651.26 651.93 651.73 652.40 658.71 656.24 Pipe - (540) Project File: Storm - 11.stm Number of lines: 25 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 108.992 0.18 0.18 0.50 0.09 0.09 5.0 5.0 7.6 0.68 7.90 2.08 15 1.50 652.13 653.76 652.64 654.08 656.24 660.00 Pipe - (487) 24 4 71.254 0.66 0.66 0.50 0.33 0.33 5.0 5.0 7.6 2.51 6.45 3.02 15 1.00 648.06 648.77 649.32 649.41 655.16 652.21 Pipe - (483) 25 3 22.500 0.16 0.16 0.50 0.08 0.08 5.0 5.0 7.6 0.62 20.42 5.06 15 10.00 646.03 648.28 646.18 648.58 651.89 651.89 Pipe - (480) Project File: Storm - 11.stm Number of lines: 25 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 36.536 0.00 8.19 0.00 0.00 5.06 0.0 54.8 2.6 13.01 46.74 6.08 24 4.27 610.44 612.00 611.72 613.30 612.77 633.46 Pipe - (502) 2 1 27.345 0.10 8.19 0.90 0.09 5.06 5.0 54.8 2.6 13.02 39.40 8.64 24 3.03 619.88 620.71 620.67 622.01 633.46 633.44 Pipe - (501) 3 2 22.500 0.75 2.81 0.50 0.37 1.85 5.0 54.7 2.6 4.75 15.99 4.36 24 0.50 626.58 626.69 627.32 627.46 633.44 633.44 Pipe - (500) 4 3 69.995 0.02 2.06 0.90 0.02 1.47 5.0 54.4 2.6 3.80 15.99 4.09 24 0.50 626.89 627.24 627.55 627.92 633.44 634.72 Pipe - (499) 5 4 42.931 0.06 2.04 0.90 0.06 1.45 5.0 54.2 2.6 3.75 16.19 4.10 24 0.51 627.44 627.66 628.10 628.34 634.72 635.55 Pipe - (514) (1) 6 5 90.955 0.02 1.60 0.90 0.02 1.06 5.0 6.3 7.2 7.58 11.75 8.42 15 3.31 627.86 630.87 628.59 631.96 635.55 637.55 Pipe - (514) 7 6 102.698 0.15 1.57 0.90 0.13 1.03 5.0 6.0 7.3 7.51 12.74 7.31 15 3.89 631.07 635.07 631.96 636.16 637.55 639.73 Pipe - (513) 8 7 127.422 0.24 0.89 0.90 0.22 0.64 5.0 5.6 7.4 4.70 9.66 5.07 15 2.24 635.27 638.12 636.16 639.00 639.73 645.26 Pipe - (512) 9 8 156.000 0.23 0.65 0.90 0.21 0.42 5.0 5.1 7.6 3.18 15.28 4.52 15 5.60 638.32 647.05 639.00 647.77 645.26 654.36 Pipe - (511) 10 9 25.143 0.43 0.43 0.50 0.21 0.21 5.0 5.0 7.6 1.62 15.01 5.74 15 5.40 650.05 651.41 650.33 651.92 654.36 654.86 Pipe - (510) 11 2 112.607 0.05 2.05 0.90 0.05 1.08 5.0 8.9 6.5 7.00 10.50 5.90 18 1.00 624.60 625.73 625.50 626.75 633.44 634.67 Pipe - (496) 12 11 86.793 0.09 2.00 0.50 0.05 1.04 5.0 8.7 6.5 6.76 6.47 5.97 15 1.00 625.93 626.80 627.02 627.89 634.67 636.40 Pipe - (495) (1) 13 12 22.495 0.09 1.90 0.90 0.08 0.99 5.0 8.6 6.5 6.47 7.33 5.28 15 1.29 627.00 627.29 628.72 628.94 636.40 636.40 Pipe - (495) 14 13 30.751 0.34 1.81 0.50 0.17 0.91 5.0 8.5 6.6 5.94 6.48 4.84 15 1.01 627.49 627.80 629.16 629.42 636.40 633.48 Pipe - (494) (1) 15 14 209.273 0.23 1.47 0.50 0.12 0.74 5.0 7.6 6.8 5.00 10.57 3.80 18 1.01 628.00 630.12 629.60 630.98 633.48 634.61 Pipe - (494) (2) 16 15 102.141 0.34 1.24 0.50 0.17 0.62 5.0 7.3 6.9 4.28 6.82 5.38 15 1.12 630.32 631.46 631.04 632.30 634.61 636.66 Pipe - (538) 17 16 222.351 0.27 0.90 0.50 0.14 0.45 5.0 6.5 7.1 3.20 9.78 4.79 15 2.29 631.67 636.77 632.30 637.49 636.66 643.77 Pipe - (537) 18 17 180.000 0.27 0.63 0.50 0.14 0.32 5.0 5.8 7.3 2.31 15.05 4.34 15 5.43 636.97 646.75 637.49 647.36 643.77 654.14 Pipe - (536) 19 18 180.000 0.36 0.36 0.50 0.18 0.18 5.0 5.0 7.6 1.37 12.08 3.63 15 3.50 646.95 653.25 647.36 653.71 654.14 658.54 Pipe - (535) 20 2 55.489 0.03 3.23 0.90 0.03 2.04 5.0 6.3 7.2 14.67 36.35 7.33 24 2.58 620.91 622.34 622.01 623.72 633.44 633.72 Pipe - (507) (1) 21 20 55.489 0.06 3.20 0.90 0.05 2.01 5.0 6.1 7.2 14.55 37.63 6.31 24 2.77 622.34 623.88 623.72 625.25 633.72 634.56 Pipe - (507) 22 21 95.386 0.06 2.45 0.90 0.05 1.34 5.0 5.8 7.3 9.82 41.46 5.27 24 3.36 624.08 627.28 625.25 628.40 634.56 636.45 Pipe - (506) Project File: Storm - 12A.stm Number of lines: 32 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 94.097 0.10 2.40 0.90 0.09 1.29 5.0 5.6 7.4 9.55 19.59 5.78 24 0.75 627.48 628.19 628.47 629.29 636.45 639.26 Pipe - (505) 24 23 166.403 0.13 0.49 0.90 0.11 0.30 5.0 5.1 7.6 2.24 13.27 5.95 15 4.22 632.12 639.15 632.47 639.75 639.26 645.91 Pipe - (504) 25 24 22.500 0.36 0.36 0.50 0.18 0.18 5.0 5.0 7.6 1.39 4.57 3.27 15 0.50 642.31 642.42 642.78 642.89 645.91 645.91 Pipe - (503) 26 7 24.898 0.53 0.53 0.50 0.26 0.26 5.0 5.0 7.6 2.02 11.18 3.14 15 3.00 635.39 636.13 636.16 636.70 639.73 639.97 Pipe - (521) 27 21 22.500 0.18 0.69 0.90 0.16 0.62 5.0 5.3 7.5 4.67 11.82 7.08 15 3.35 627.24 628.00 627.79 628.87 634.56 634.56 Pipe - (509) (1) 28 27 49.317 0.13 0.51 0.90 0.11 0.46 5.0 5.1 7.6 3.50 12.16 4.17 15 3.55 628.00 629.75 628.87 630.50 634.56 635.78 Pipe - (509) 29 28 22.500 0.39 0.39 0.90 0.35 0.35 5.0 5.0 7.6 2.65 12.92 4.57 15 4.00 629.95 630.85 630.50 631.50 635.78 635.78 Pipe - (508) 30 23 22.501 0.29 1.81 0.50 0.14 0.90 5.0 5.4 7.5 6.75 7.43 4.76 18 0.50 628.39 628.50 629.51 629.62 639.26 639.27 Pipe - (520) 31 30 139.250 1.52 1.52 0.50 0.76 0.76 5.0 5.0 7.6 5.78 8.89 5.35 15 1.90 628.70 631.34 629.80 632.31 639.27 635.03 Pipe - (519) 32 5 30.494 0.38 0.38 0.90 0.34 0.34 54.0 54.0 2.6 0.88 4.57 2.47 15 0.50 627.86 628.01 628.34 628.38 635.55 635.71 Pipe - (497) Project File: Storm - 12A.stm Number of lines: 32 Run Date: 5/4/2022 NOTES:Intensity = 75.55 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box Storm Sewers v2022.00 25 Year Drainage: Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 42.657 0.00 12.47 0.00 0.00 9.28 0.0 8.8 7.2 66.63 70.59 8.61 42 0.49 641.38 641.59 643.94 644.29 645.34 648.09 DI-700 2 1 77.609 0.44 12.47 0.90 0.40 9.28 5.0 8.7 7.2 66.87 61.58 13.62 30 2.25 641.79 643.54 645.38 647.44 648.09 663.59 Pipe - (322) 3 2 110.277 0.30 9.75 0.90 0.27 7.32 5.0 8.6 7.3 53.09 55.78 10.82 30 1.85 649.13 651.17 653.94 655.78 663.59 664.42 Pipe - (321) 4 3 22.500 0.35 9.45 0.50 0.18 7.05 5.0 8.5 7.3 51.20 55.67 10.43 30 1.84 651.37 651.78 658.51 658.86 664.42 664.42 Pipe - (320) 5 4 49.144 0.06 5.94 0.90 0.05 4.48 5.0 8.3 7.3 32.81 51.09 10.44 24 5.10 653.91 656.42 661.40 662.44 664.42 664.48 Pipe - (319) 6 5 104.000 0.10 5.74 0.90 0.09 4.35 5.0 8.1 7.4 32.09 31.44 10.22 24 1.93 657.62 659.62 665.30 667.40 664.48 666.56 Pipe - (318) 7 6 104.000 0.14 4.72 0.90 0.13 3.80 5.0 7.9 7.4 28.24 29.19 8.99 24 1.67 659.82 661.56 669.83 671.45 666.56 668.64 Pipe - (317) 8 7 49.144 0.26 4.58 0.90 0.23 3.68 5.0 7.8 7.5 27.40 24.91 8.72 24 1.21 661.71 662.30 672.87 673.59 668.64 670.08 Pipe - (316) 9 8 22.500 0.24 4.33 0.90 0.22 3.45 5.0 7.8 7.5 25.73 24.87 8.19 24 1.21 662.50 662.77 674.93 675.22 670.08 670.08 Pipe - (315) 10 9 49.144 0.06 4.09 0.90 0.05 3.23 5.0 7.7 7.5 24.22 22.86 7.71 24 1.02 662.94 663.44 676.40 676.96 670.08 670.48 Pipe - (314) 11 10 103.718 0.10 3.54 0.90 0.09 2.74 5.0 7.4 7.6 20.77 28.58 6.61 24 1.60 663.62 665.27 678.53 679.40 670.48 672.56 Pipe - (313) 12 11 104.283 0.11 2.86 0.90 0.10 2.36 5.0 7.1 7.7 18.09 24.23 5.76 24 1.15 665.49 666.68 680.42 681.09 672.56 674.64 Pipe - (312) 13 12 49.144 0.27 2.74 0.90 0.24 2.26 5.0 7.0 7.7 17.42 15.99 5.54 24 0.50 666.88 667.13 681.67 681.96 674.64 676.08 Pipe - (311) 14 13 22.500 0.16 2.48 0.90 0.15 2.02 5.0 6.9 7.7 15.62 15.99 4.97 24 0.50 667.33 667.44 682.50 682.61 676.08 676.08 Pipe - (310) 15 14 49.144 0.18 2.31 0.90 0.17 1.87 5.0 6.8 7.8 14.53 7.42 8.22 18 0.50 667.66 667.91 683.04 683.98 676.08 676.48 Pipe - (309) 16 15 22.500 0.30 0.30 0.90 0.27 0.27 5.0 5.0 8.4 2.30 10.67 1.87 15 2.73 672.47 673.08 685.76 685.79 676.48 676.48 Pipe - (346) 17 4 308.000 0.17 3.15 0.90 0.16 2.40 5.0 7.6 7.5 18.01 18.76 5.73 24 0.69 654.21 656.33 661.40 663.35 664.42 664.87 Pipe - (341) 18 17 49.144 0.10 2.98 0.90 0.09 2.24 5.0 7.5 7.6 16.94 21.17 5.39 24 0.88 656.56 656.99 663.93 664.21 664.87 664.48 Pipe - (340) 19 18 104.000 0.10 2.68 0.90 0.09 1.97 5.0 7.1 7.7 15.10 19.10 4.81 24 0.71 657.26 658.00 664.97 665.43 664.48 666.57 Pipe - (339) 20 19 104.000 0.08 2.03 0.90 0.07 1.60 5.0 6.7 7.8 12.53 18.37 3.99 24 0.66 658.31 659.00 665.97 666.29 666.57 668.66 Pipe - (338) 21 20 55.872 0.22 1.95 0.90 0.20 1.53 5.0 6.5 7.9 12.08 19.62 3.85 24 0.75 659.15 659.57 666.60 666.76 668.66 670.69 Pipe - (337) 22 21 22.500 0.24 1.73 0.90 0.21 1.34 5.0 6.4 7.9 10.56 10.71 5.98 18 1.04 659.72 659.95 667.04 667.27 670.69 670.69 Pipe - (336) Project File: Storm - 7.stm Number of lines: 50 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 61.872 0.10 1.49 0.90 0.09 1.12 5.0 6.3 8.0 8.93 12.91 7.28 15 4.00 660.24 662.72 667.89 669.08 670.69 670.29 Pipe - (335) 24 23 95.000 0.09 1.18 0.90 0.08 0.84 5.0 6.0 8.1 6.75 9.77 5.50 15 2.29 663.17 665.35 670.47 671.51 670.29 672.19 Pipe - (334) 25 24 95.000 0.07 0.54 0.90 0.07 0.48 5.0 5.5 8.2 3.96 8.66 3.23 15 1.80 667.83 669.54 672.21 672.57 672.19 674.09 Pipe - (333) 26 25 61.872 0.24 0.46 0.90 0.21 0.41 5.0 5.1 8.4 3.47 11.33 2.89 15 3.08 669.87 671.77 672.76 672.91 674.09 676.29 Pipe - (332) 27 26 22.500 0.23 0.23 0.90 0.20 0.20 5.0 5.0 8.4 1.71 12.50 2.55 15 3.75 672.01 672.85 673.07 673.37 676.29 676.29 Pipe - (331) 28 15 104.500 0.11 1.82 0.90 0.10 1.43 5.0 6.5 7.9 11.25 7.43 6.37 18 0.50 668.11 668.63 685.76 686.96 676.48 678.57 Pipe - (308) (1) 29 28 138.750 0.52 0.52 0.90 0.47 0.47 5.0 5.0 8.4 3.94 4.59 3.21 15 0.50 671.03 671.73 687.91 688.42 678.57 676.97 Pipe - (527) 30 28 60.000 0.24 1.19 0.90 0.22 0.86 5.0 6.4 7.9 6.82 4.57 5.56 15 0.50 668.83 669.13 687.91 688.57 678.57 679.77 Pipe - (308) 31 30 25.788 0.42 0.95 0.90 0.38 0.64 5.0 6.3 8.0 5.10 6.87 4.16 15 1.13 669.33 669.62 689.22 689.38 679.77 680.02 Pipe - (307) 32 31 138.679 0.53 0.53 0.50 0.27 0.27 5.0 5.0 8.4 2.23 4.55 1.82 15 0.50 669.82 670.51 689.60 689.76 680.02 679.05 Pipe - (580) 33 10 22.500 0.49 0.49 0.90 0.44 0.44 5.0 5.0 8.4 3.68 4.87 3.00 15 0.57 666.75 666.88 678.53 678.60 670.48 670.48 Pipe - (344) 34 23 22.500 0.22 0.22 0.90 0.20 0.20 5.0 5.0 8.4 1.65 9.00 1.34 15 1.94 665.94 666.37 670.47 670.48 670.29 670.29 Pipe - (349) 35 24 84.750 0.55 0.55 0.50 0.28 0.28 5.0 5.0 8.4 2.31 5.57 1.89 15 0.74 665.44 666.07 672.21 672.32 672.19 669.67 Pipe - (350) 36 11 84.750 0.59 0.59 0.50 0.30 0.30 5.0 5.0 8.4 2.48 7.29 2.02 15 1.27 665.42 666.50 680.42 680.55 672.56 670.07 Pipe - (345) 37 2 22.500 0.46 1.69 0.90 0.41 1.03 5.0 7.7 7.5 7.70 12.02 7.34 15 3.47 653.01 653.79 653.94 654.89 663.59 663.59 Pipe - (330) 38 37 24.798 0.20 1.23 0.50 0.10 0.62 5.0 7.7 7.5 4.62 14.44 4.97 15 5.00 653.99 655.23 654.89 656.10 663.59 662.93 Pipe - (568) 39 38 88.668 0.20 1.03 0.50 0.10 0.52 5.0 7.4 7.6 3.91 7.22 5.36 15 1.25 656.50 657.61 657.16 658.41 662.93 664.00 Pipe - (572) 40 39 150.595 0.30 0.83 0.50 0.15 0.42 5.0 6.9 7.8 3.22 9.19 4.96 15 2.03 657.81 660.86 658.41 661.58 664.00 667.01 Pipe - (571) 41 40 180.004 0.35 0.53 0.50 0.18 0.27 5.0 6.1 8.0 2.12 9.71 4.08 15 2.26 661.06 665.13 661.58 665.71 667.01 670.68 Pipe - (570) 42 41 180.021 0.18 0.18 0.50 0.09 0.09 5.0 5.0 8.4 0.76 8.84 2.60 15 1.87 665.33 668.70 665.71 669.04 670.68 674.35 Pipe - (569) 43 2 396.779 0.04 0.59 0.90 0.04 0.53 5.0 5.3 8.3 4.45 9.86 4.30 15 2.33 651.09 660.34 653.94 661.19 663.59 666.65 Pipe - (329) 44 43 59.779 0.26 0.55 0.90 0.23 0.50 5.0 5.1 8.4 4.18 13.60 5.63 15 4.44 660.54 663.19 661.19 664.02 666.65 667.16 Pipe - (328) Project File: Storm - 7.stm Number of lines: 50 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 3 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 45 44 22.561 0.30 0.30 0.90 0.27 0.27 5.0 5.0 8.4 2.23 4.63 3.71 15 0.51 663.39 663.51 664.02 664.11 667.16 667.16 Pipe - (327) 46 6 26.151 0.33 0.33 0.50 0.16 0.16 5.0 5.0 8.4 1.37 4.57 1.12 15 0.50 662.91 663.04 669.83 669.84 666.56 666.83 Pipe - (541) 47 5 22.500 0.14 0.14 0.50 0.07 0.07 5.0 5.0 8.4 0.60 5.59 0.49 15 0.75 660.64 660.81 665.30 665.30 664.48 664.48 Pipe - (342) 48 18 22.500 0.20 0.20 0.90 0.18 0.18 5.0 5.0 8.4 1.52 6.09 1.24 15 0.89 660.00 660.20 664.97 664.98 664.48 664.48 Pipe - (347) 49 6 84.750 0.59 0.59 0.50 0.30 0.30 5.0 5.0 8.4 2.48 4.60 2.02 15 0.51 659.96 660.39 669.83 669.95 666.56 663.91 Pipe - (343) 50 19 84.750 0.55 0.55 0.50 0.28 0.28 5.0 5.0 8.4 2.31 5.66 1.89 15 0.77 659.25 659.90 665.97 666.08 666.57 663.91 Pipe - (348) Project File: Storm - 7.stm Number of lines: 50 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 30.859 0.10 13.19 0.50 0.05 9.85 5.0 7.9 7.4 73.20 100.8 9.75 42 1.00 625.75 626.06 628.19 628.74 629.71 634.29 Pipe - (377) 2 1 138.250 0.92 13.09 0.90 0.83 9.80 5.0 7.8 7.5 73.35 153.1 12.51 42 2.31 629.89 633.09 631.60 635.77 634.29 641.18 Pipe - (376) 3 2 137.315 0.10 12.17 0.90 0.09 8.97 5.0 7.5 7.6 67.83 96.57 9.11 42 0.92 633.29 634.55 635.77 637.13 641.18 643.95 Pipe - (375) 4 3 45.027 0.08 12.07 0.90 0.07 8.88 5.0 7.4 7.6 67.33 76.20 10.74 36 1.31 634.75 635.34 637.13 637.96 643.95 645.27 Pipe - (374) 5 4 22.500 0.46 11.21 0.90 0.41 8.14 5.0 7.4 7.6 61.83 70.98 9.92 36 1.13 635.54 635.79 637.96 638.33 645.27 645.27 Pipe - (373) 6 5 48.550 0.09 10.75 0.90 0.08 7.73 5.0 7.3 7.6 58.89 71.60 9.71 36 1.15 635.99 636.55 638.33 639.03 645.27 645.65 Pipe - (372) 7 6 109.846 0.11 10.48 0.90 0.10 7.49 5.0 7.1 7.7 57.48 62.97 9.63 36 0.89 636.75 637.73 639.03 640.19 645.65 647.85 Pipe - (371) 8 7 109.000 0.10 8.82 0.90 0.09 6.48 5.0 6.9 7.7 50.16 89.02 8.71 36 1.78 637.93 639.88 640.19 642.18 647.85 650.03 Pipe - (370) 9 8 49.315 0.45 8.72 0.90 0.40 6.39 5.0 6.8 7.8 49.66 47.16 7.55 36 0.50 640.08 640.32 642.71 642.95 650.03 651.47 Pipe - (369) 10 9 22.505 0.12 8.27 0.90 0.11 5.98 5.0 6.7 7.8 46.63 47.15 6.60 36 0.50 640.52 640.63 643.97 644.08 651.47 651.47 Pipe - (368) 11 10 49.123 0.13 6.96 0.90 0.12 4.81 5.0 6.7 7.8 37.61 42.91 8.79 30 1.09 643.09 643.63 645.09 645.70 651.47 651.87 Pipe - (367) 12 11 104.188 0.13 6.64 0.90 0.12 4.52 5.0 6.5 7.9 35.67 41.01 8.72 30 1.00 643.83 644.88 645.70 646.90 651.87 653.95 Pipe - (366) 13 12 103.812 0.10 5.06 0.90 0.09 3.54 5.0 6.2 8.0 28.21 50.50 7.38 30 1.52 645.08 646.65 646.90 648.46 653.95 656.03 Pipe - (365) 14 13 49.531 0.10 4.96 0.90 0.09 3.45 5.0 6.1 8.0 27.62 41.21 7.81 30 1.01 646.85 647.35 648.46 649.14 656.03 657.47 Pipe - (364) 15 14 22.509 0.37 4.19 0.90 0.33 2.86 5.0 6.1 8.0 22.96 22.67 8.14 24 1.00 647.55 647.78 649.21 649.48 657.47 657.47 Pipe - (363) 16 15 49.097 0.11 3.82 0.90 0.10 2.53 5.0 6.0 8.1 20.39 19.73 7.14 24 0.76 650.81 651.19 652.52 652.89 657.47 657.87 Pipe - (362) 17 16 95.091 0.07 3.50 0.90 0.06 2.24 5.0 5.7 8.2 18.28 35.66 6.43 24 2.49 651.31 653.67 654.23 655.21 657.87 660.60 Pipe - (361) 18 17 60.237 0.05 2.49 0.90 0.05 1.68 5.0 5.6 8.2 13.73 16.82 8.40 18 2.57 653.96 655.50 655.21 656.88 660.60 663.10 Pipe - (360) 19 18 42.524 0.05 0.69 0.90 0.04 0.63 5.0 5.4 8.2 5.16 12.52 4.82 15 3.76 655.70 657.30 656.88 658.22 663.10 664.95 Pipe - (359) 20 19 42.524 0.10 0.65 0.90 0.09 0.58 5.0 5.3 8.3 4.84 13.31 7.57 15 4.25 657.73 659.54 658.26 660.43 664.95 666.80 Pipe - (358) 21 20 55.348 0.08 0.55 0.90 0.07 0.49 5.0 5.2 8.3 4.09 13.95 7.34 15 4.67 660.00 662.59 660.47 663.40 666.80 669.21 Pipe - (357) 22 21 52.010 0.15 0.47 0.90 0.13 0.42 5.0 5.1 8.4 3.53 11.84 6.48 15 3.36 663.10 664.85 663.57 665.60 669.21 671.33 Pipe - (356) Project File: Storm - 8.stm Number of lines: 46 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 31.532 0.32 0.32 0.90 0.29 0.29 5.0 5.0 8.4 2.44 8.66 5.02 15 1.80 667.33 667.90 667.79 668.53 671.33 672.10 Pipe - (355) 24 14 37.403 0.28 0.67 0.90 0.25 0.50 5.0 5.8 8.1 4.03 10.36 6.34 15 2.57 650.60 651.56 651.14 652.38 657.47 658.36 Pipe - (401) 25 24 154.265 0.13 0.39 0.90 0.11 0.24 5.0 5.1 8.4 2.04 13.71 3.69 15 4.51 651.79 658.75 652.38 659.32 658.36 665.49 Pipe - (400) 26 25 22.500 0.26 0.26 0.50 0.13 0.13 5.0 5.0 8.4 1.09 10.21 4.26 15 2.50 660.22 660.78 660.49 661.19 665.49 665.49 Pipe - (399) 27 4 127.500 0.11 0.78 0.90 0.10 0.66 5.0 5.7 8.2 5.42 13.07 7.80 15 4.10 637.75 642.97 638.31 643.92 645.27 650.76 Pipe - (383) 28 27 59.303 0.09 0.67 0.50 0.05 0.56 5.0 5.5 8.2 4.62 16.16 6.06 15 6.26 643.26 646.97 643.92 647.84 650.76 654.21 Pipe - (382) 29 28 49.546 0.08 0.57 0.90 0.08 0.52 5.0 5.4 8.3 4.27 15.42 5.64 15 5.70 647.17 650.00 647.84 650.84 654.21 656.98 Pipe - (381) 30 29 49.546 0.10 0.49 0.90 0.09 0.44 5.0 5.2 8.3 3.67 14.44 5.23 15 5.00 650.20 652.68 650.84 653.45 656.98 659.76 Pipe - (380) 31 30 53.047 0.19 0.39 0.90 0.17 0.35 5.0 5.1 8.4 2.97 15.12 4.83 15 5.48 652.88 655.79 653.45 656.48 659.76 662.67 Pipe - (379) 32 31 22.546 0.20 0.20 0.90 0.18 0.18 5.0 5.0 8.4 1.51 11.78 5.01 15 3.33 658.00 658.75 658.30 659.24 662.67 662.74 Pipe - (378) 33 17 25.739 0.08 0.08 0.90 0.07 0.07 5.0 5.0 8.4 0.61 4.57 2.59 15 0.50 657.11 657.24 657.42 657.55 660.60 661.09 Pipe - (406) 34 18 23.739 0.33 1.74 0.90 0.30 1.00 5.0 5.5 8.2 8.26 8.71 5.58 18 0.69 655.70 655.86 656.88 657.03 663.10 663.41 Pipe - (529) 35 34 135.093 1.41 1.41 0.50 0.71 0.71 5.0 5.0 8.4 5.93 7.40 4.24 18 0.50 656.04 656.71 657.28 657.72 663.41 660.88 Pipe - (528) 36 17 73.139 0.86 0.86 0.50 0.43 0.43 5.0 5.0 8.4 3.62 5.85 4.80 15 0.82 654.54 655.14 655.25 655.91 660.60 658.58 Pipe - (405) 37 16 22.500 0.20 0.20 0.90 0.18 0.18 5.0 5.0 8.4 1.54 4.57 3.36 15 0.50 654.33 654.44 654.83 654.94 657.87 657.87 Pipe - (402) 38 10 83.597 0.24 1.19 0.90 0.22 1.07 5.0 5.3 8.3 8.87 11.29 8.84 15 3.05 644.34 646.90 645.18 648.05 651.47 653.18 Pipe - (391) 39 38 116.484 0.29 0.94 0.90 0.26 0.85 5.0 5.1 8.4 7.14 14.65 7.48 15 5.15 647.24 653.24 648.05 654.31 653.18 657.41 Pipe - (390) 40 39 22.500 0.65 0.65 0.90 0.59 0.59 5.0 5.0 8.4 4.94 5.92 5.31 15 0.84 653.47 653.66 654.35 654.56 657.41 657.41 Pipe - (389) 41 12 22.454 0.34 0.34 0.90 0.30 0.30 5.0 5.0 8.4 2.56 13.63 6.28 15 4.46 649.00 650.00 649.37 650.64 653.95 653.95 Pipe - (395) 42 11 22.500 0.19 0.19 0.90 0.17 0.17 5.0 5.0 8.4 1.41 10.21 4.60 15 2.50 647.01 647.57 647.32 648.04 651.87 651.87 Pipe - (392) 43 12 29.590 1.12 1.12 0.50 0.56 0.56 5.0 5.0 8.4 4.71 8.56 6.12 15 1.76 646.89 647.41 647.55 648.29 653.95 650.85 Pipe - (394) 44 7 24.093 0.34 0.34 0.90 0.30 0.30 5.0 5.0 8.4 2.56 11.68 5.83 15 3.27 642.25 643.04 642.65 643.68 647.85 648.02 Pipe - (388) Project File: Storm - 8.stm Number of lines: 46 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 3 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 45 7 75.750 1.22 1.22 0.50 0.61 0.61 5.0 5.0 8.4 5.13 7.44 4.54 18 0.50 641.24 641.62 642.16 642.54 647.85 645.26 Pipe - (387) 46 6 22.500 0.18 0.18 0.90 0.17 0.17 5.0 5.0 8.4 1.39 14.19 5.34 15 4.83 639.91 641.00 640.18 641.47 645.65 645.65 Pipe - (384) Project File: Storm - 8.stm Number of lines: 46 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 25.250 0.15 13.72 0.90 0.14 8.75 5.0 7.9 7.4 65.06 117.3 10.45 36 3.09 650.84 651.62 653.21 654.21 654.67 664.07 Pipe - (422) 2 1 262.821 0.13 2.09 0.90 0.12 1.34 5.0 7.4 7.6 10.15 22.18 9.42 18 4.46 655.75 667.48 656.46 668.71 664.07 675.52 Pipe - (428) 3 2 227.301 0.02 1.61 0.90 0.02 1.05 5.0 6.8 7.8 8.14 16.48 6.08 18 2.46 667.68 673.28 668.71 674.38 675.52 682.90 Pipe - (427) 4 3 22.500 0.06 1.59 0.50 0.03 1.03 5.0 6.7 7.8 8.02 8.85 5.67 18 0.71 673.48 673.64 674.60 674.76 682.90 682.90 Pipe - (426) 5 4 55.858 0.06 1.53 0.90 0.05 1.00 5.0 6.5 7.9 7.86 7.58 4.67 18 0.52 673.84 674.13 675.21 675.48 682.90 684.60 Pipe - (425) 6 5 96.233 0.17 0.49 0.50 0.08 0.37 5.0 5.1 8.4 3.13 13.41 4.54 15 4.31 675.31 679.46 675.97 680.17 684.60 686.52 Pipe - (424) 7 6 22.500 0.32 0.32 0.90 0.29 0.29 5.0 5.0 8.4 2.43 8.78 5.05 15 1.85 682.67 683.09 683.12 683.71 686.52 686.52 Pipe - (423) 8 1 22.500 0.47 10.59 0.50 0.23 6.72 5.0 7.9 7.4 50.05 61.82 10.48 30 2.27 651.82 652.33 654.21 654.63 664.07 664.07 Pipe - (421) 9 8 49.144 0.08 10.12 0.50 0.04 6.48 5.0 7.8 7.5 48.45 52.58 10.67 30 1.64 652.53 653.34 654.63 655.62 664.07 663.67 Pipe - (420) 10 9 48.294 0.04 10.04 0.90 0.04 6.44 5.0 7.7 7.5 48.28 48.66 10.68 30 1.41 653.54 654.22 655.62 656.50 663.67 664.66 Pipe - (419) (1) 11 10 60.898 0.12 7.91 0.90 0.10 5.36 5.0 7.4 7.6 40.63 71.62 9.20 30 3.05 654.42 656.28 656.50 658.42 664.66 665.88 Pipe - (419) 12 11 111.594 0.16 6.08 0.90 0.15 4.40 5.0 7.2 7.6 33.63 49.60 8.16 30 1.46 656.48 658.11 658.42 660.08 665.88 668.11 Pipe - (418) 13 12 53.356 0.38 5.91 0.90 0.34 4.25 5.0 7.1 7.7 32.69 29.00 6.66 30 0.50 658.31 658.58 660.81 661.15 668.11 669.57 Pipe - (417) 14 13 22.500 0.41 5.53 0.90 0.36 3.91 5.0 7.0 7.7 30.12 31.31 9.59 24 1.92 658.78 659.21 662.00 662.40 669.57 669.57 Pipe - (416) 15 14 225.615 0.30 1.00 0.90 0.27 0.88 5.0 6.0 8.0 7.04 15.15 6.04 15 5.50 660.91 673.32 664.72 674.38 669.57 681.09 Pipe - (438) 16 15 182.708 0.05 0.41 0.50 0.03 0.35 5.0 5.2 8.3 2.93 10.29 3.74 15 2.54 673.52 678.17 674.38 678.85 681.09 688.55 Pipe - (437) 17 16 50.770 0.09 0.36 0.90 0.08 0.33 5.0 5.1 8.4 2.73 10.31 5.15 15 2.55 678.37 679.66 678.85 680.32 688.55 690.63 Pipe - (436) 18 17 22.500 0.27 0.27 0.90 0.25 0.25 5.0 5.0 8.4 2.08 11.45 4.40 15 3.14 679.86 680.57 680.32 681.14 690.63 690.63 Pipe - (435) 19 5 25.251 0.20 0.98 0.90 0.18 0.57 5.0 6.4 7.9 4.54 5.28 3.70 15 0.67 674.33 674.50 675.97 676.10 684.60 684.83 Pipe - (445) 20 19 138.750 0.30 0.78 0.50 0.15 0.39 5.0 5.7 8.1 3.17 11.18 3.47 15 3.00 674.70 678.86 676.26 679.58 684.83 683.35 Pipe - (574) 21 20 180.336 0.48 0.48 0.50 0.24 0.24 5.0 5.0 8.4 2.02 10.18 3.98 15 2.48 679.06 683.54 679.58 684.11 683.35 686.96 Pipe - (575) 22 14 50.076 0.09 4.13 0.90 0.08 2.67 5.0 6.9 7.7 20.64 25.48 8.28 24 1.27 664.82 665.46 666.19 667.09 669.57 669.96 Pipe - (415) Project File: Storm - 9.stm Number of lines: 45 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 96.158 0.08 3.63 0.90 0.07 2.38 5.0 6.7 7.8 18.59 22.00 7.43 24 0.95 665.66 666.57 667.09 668.12 669.96 672.80 Pipe - (414) 24 23 46.459 0.07 2.23 0.90 0.07 1.65 5.0 6.6 7.8 12.90 12.35 10.52 15 3.66 666.77 668.47 668.12 669.98 672.80 674.75 Pipe - (413) 25 24 50.131 0.04 2.16 0.50 0.02 1.58 5.0 6.6 7.9 12.42 10.16 10.12 15 2.47 668.67 669.91 670.92 672.78 674.75 676.93 Pipe - (412) 26 25 34.886 0.08 1.67 0.90 0.07 1.16 5.0 6.5 7.9 9.10 13.70 7.42 15 4.50 670.11 671.68 675.11 675.80 676.93 678.44 Pipe - (411) 27 26 42.524 0.06 1.59 0.90 0.05 1.09 5.0 6.4 7.9 8.59 10.48 7.00 15 2.63 671.88 673.00 676.23 676.98 678.44 680.28 Pipe - (410) 28 27 55.293 0.19 1.53 0.50 0.09 1.03 5.0 6.3 8.0 8.23 11.65 6.71 15 3.26 673.20 675.00 677.44 678.34 680.28 682.67 Pipe - (409) 29 28 104.591 0.25 1.35 0.90 0.23 0.94 5.0 6.0 8.1 7.59 6.39 6.18 15 0.98 675.20 676.23 678.69 680.13 682.67 686.85 Pipe - (408) 30 29 22.992 0.42 1.10 0.90 0.38 0.72 5.0 5.9 8.1 5.79 6.82 4.72 15 1.12 676.43 676.68 681.01 681.19 686.85 687.04 Pipe - (407) 31 30 127.751 0.68 0.68 0.50 0.34 0.34 5.0 5.0 8.4 2.86 10.90 2.45 15 2.85 676.88 680.52 681.36 681.59 687.04 683.94 Pipe - (573) 32 15 22.500 0.29 0.29 0.90 0.26 0.26 5.0 5.0 8.4 2.18 12.08 5.65 15 3.50 676.77 677.56 677.13 678.14 681.09 681.09 Pipe - (446) 33 10 22.502 0.46 2.08 0.50 0.23 1.04 5.0 7.6 7.5 7.83 11.09 4.43 18 1.12 654.42 654.67 656.50 656.62 664.66 664.65 Pipe - (526) 34 33 127.498 0.50 1.62 0.50 0.25 0.81 5.0 7.1 7.7 6.21 11.00 4.35 18 1.10 654.87 656.27 656.77 657.23 664.65 660.30 Pipe - (525) 35 34 247.607 0.33 1.12 0.50 0.17 0.56 5.0 6.4 7.9 4.44 10.91 5.32 15 2.86 656.47 663.54 657.23 664.39 660.30 668.64 Pipe - (579) 36 35 203.732 0.14 0.79 0.50 0.07 0.40 5.0 5.6 8.2 3.23 10.66 4.69 15 2.72 663.74 669.29 664.39 670.01 668.64 675.00 Pipe - (578) 37 36 91.729 0.15 0.65 0.50 0.08 0.33 5.0 5.3 8.3 2.69 11.18 4.82 15 3.00 669.49 672.24 670.01 672.90 675.00 675.86 Pipe - (577) 38 37 92.665 0.50 0.50 0.50 0.25 0.25 5.0 5.0 8.4 2.10 8.54 4.48 15 1.75 672.44 674.06 672.90 674.64 675.86 677.48 Pipe - (576) 39 25 22.571 0.45 0.45 0.90 0.41 0.41 5.0 5.0 8.4 3.44 16.96 2.80 15 6.89 671.75 673.31 675.11 675.17 676.93 677.00 Pipe - (443) 40 2 22.500 0.35 0.35 0.50 0.17 0.17 5.0 5.0 8.4 1.47 9.13 4.42 15 2.00 671.52 671.97 671.86 672.45 675.52 675.52 Pipe - (444) 41 23 94.224 1.32 1.32 0.50 0.66 0.66 5.0 5.0 8.4 5.55 7.49 3.71 18 0.51 666.77 667.25 668.12 668.32 672.80 671.04 Pipe - (442) 42 22 22.500 0.40 0.40 0.50 0.20 0.20 5.0 5.0 8.4 1.70 10.87 2.49 15 2.83 665.93 666.57 667.09 667.08 669.96 669.96 Pipe - (439) 43 11 82.728 1.72 1.72 0.50 0.86 0.86 5.0 5.0 8.4 7.24 7.84 6.85 15 1.47 659.75 660.97 660.70 662.04 665.88 664.47 Pipe - (434) 44 1 230.841 0.27 0.89 0.90 0.25 0.55 5.0 5.1 8.4 4.63 7.24 4.42 15 1.26 651.82 654.72 654.21 655.59 664.07 660.46 Pipe - (430) Project File: Storm - 9.stm Number of lines: 45 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 3 Station Len (ft) Drng Area Rnoff coeff (C) Area x C Tc Rain (1) (in/hr) Total flow (cfs) Cap full (cfs) Vel (ft/s) Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID Line To Line Incr (ac) Total (ac) Incr Total Inlet (min) Syst (min) Size (in) Slope (%) Dn (ft) Up (ft) Dn (ft) Up (ft) Dn (ft) Up (ft) 45 44 22.500 0.61 0.61 0.50 0.31 0.31 5.0 5.0 8.4 2.58 4.57 3.84 15 0.50 656.59 656.71 657.27 657.38 660.46 660.46 Pipe - (429) Project File: Storm - 9.stm Number of lines: 45 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 29.370 0.00 1.10 0.00 0.00 0.99 0.0 7.6 7.5 7.41 8.66 5.52 18 0.68 654.77 654.97 655.82 656.05 656.98 664.14 Pipe - (461) 2 1 95.792 0.41 1.10 0.90 0.37 0.99 5.0 7.3 7.6 7.52 7.43 4.38 18 0.50 655.07 655.55 656.51 656.92 664.14 667.45 Pipe - (460) 3 2 92.682 0.28 0.69 0.90 0.25 0.62 5.0 6.8 7.8 4.80 7.40 3.14 18 0.50 655.75 656.21 657.16 657.30 667.45 668.77 Pipe - (459) (2) 4 3 22.500 0.11 0.41 0.90 0.10 0.36 5.0 6.6 7.8 2.86 4.57 2.46 15 0.50 656.41 656.53 657.58 657.61 668.77 668.77 Pipe - (459) 5 4 68.604 0.27 0.29 0.90 0.25 0.26 5.0 6.1 8.0 2.10 4.57 2.33 15 0.50 656.73 657.07 657.76 657.82 668.77 669.80 Pipe - (451) (1) 6 5 138.090 0.01 0.02 0.90 0.01 0.02 5.0 5.2 8.3 0.14 11.68 2.50 15 3.27 658.27 662.78 658.36 662.93 669.80 671.87 Pipe - (458) 7 6 22.500 0.01 0.01 0.90 0.01 0.01 5.0 5.0 8.4 0.05 9.39 1.67 15 2.11 668.27 668.75 668.34 668.83 671.87 671.87 Pipe - (457) 8 End 86.666 0.42 2.83 0.50 0.21 1.78 5.0 7.6 7.5 13.42 21.73 6.57 24 0.92 652.00 652.80 653.17 654.12 657.81 665.55 Pipe - (566) 9 8 175.504 0.04 2.41 0.90 0.03 1.57 5.0 7.1 7.7 12.06 26.21 6.26 24 1.34 653.00 655.35 654.12 656.60 665.55 670.47 Pipe - (565) 10 9 125.178 0.10 2.27 0.50 0.05 1.45 5.0 6.7 7.8 11.28 19.75 6.10 24 0.76 655.55 656.51 656.64 657.71 670.47 669.66 Pipe - (448) 11 10 22.500 0.28 0.28 0.50 0.14 0.14 5.0 5.0 8.4 1.19 6.46 3.60 15 1.00 665.72 665.94 666.08 666.37 669.66 669.66 Pipe - (447) 12 9 24.166 0.10 0.10 0.90 0.09 0.09 5.0 5.0 8.4 0.75 4.41 2.67 15 0.47 665.19 665.31 665.54 665.66 670.47 670.53 Pipe - (456) 13 10 35.116 0.26 1.89 0.50 0.13 1.26 5.0 6.6 7.8 9.84 15.99 5.35 24 0.50 656.71 656.88 657.84 658.02 669.66 669.83 Pipe - (564) 14 13 124.183 0.07 0.54 0.50 0.04 0.27 5.0 6.0 8.1 2.18 4.60 3.13 15 0.51 658.16 658.79 659.02 659.38 669.83 665.27 Pipe - (563) 15 14 43.637 0.25 0.47 0.50 0.13 0.24 5.0 5.8 8.1 1.91 4.48 3.50 15 0.48 658.99 659.20 659.56 659.77 665.27 664.58 Pipe - (562) 16 15 103.935 0.22 0.22 0.50 0.11 0.11 5.0 5.0 8.4 0.93 4.57 2.21 15 0.50 659.40 659.92 660.04 660.30 664.58 663.60 Pipe - (561) 17 13 22.500 0.31 1.09 0.50 0.15 0.86 5.0 5.8 8.1 6.94 15.99 3.53 24 0.50 657.08 657.20 659.02 658.13 669.83 669.84 Pipe - (455) 18 17 132.748 0.35 0.78 0.90 0.32 0.70 5.0 5.3 8.3 5.82 7.40 4.64 18 0.50 657.40 658.06 658.40 659.06 669.84 664.50 Pipe - (454) 19 18 57.822 0.43 0.43 0.90 0.39 0.39 5.0 5.0 8.4 3.26 4.57 2.72 15 0.50 658.26 658.55 659.56 659.69 664.50 662.00 Pipe - (567) Project File: Storm - 10.stm Number of lines: 19 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 25.251 0.15 5.88 0.90 0.14 4.53 5.0 7.7 7.5 33.93 43.84 8.66 30 1.14 629.00 629.29 630.76 631.27 632.29 652.09 Pipe - (474) 2 1 22.500 0.33 4.04 0.50 0.16 3.17 5.0 7.7 7.5 23.80 27.09 15.39 18 6.65 640.33 641.83 641.42 643.31 652.09 652.09 Pipe - (473) 3 2 42.663 0.13 3.71 0.90 0.12 3.01 5.0 7.6 7.5 22.61 23.32 13.44 18 4.93 642.03 644.13 643.31 645.61 652.09 651.89 Pipe - (472) 4 3 98.772 0.84 3.42 0.90 0.75 2.81 5.0 7.5 7.6 21.24 19.84 12.32 18 3.57 644.33 647.86 645.70 649.33 651.89 655.16 Pipe - (471) 5 4 110.228 0.04 1.92 0.90 0.04 1.73 5.0 7.3 7.6 13.16 14.75 8.63 18 1.97 650.11 652.29 651.22 653.64 655.16 658.24 Pipe - (470) 6 5 49.144 0.10 1.88 0.90 0.09 1.69 5.0 7.2 7.7 12.94 12.25 7.78 18 1.36 652.47 653.14 653.79 654.48 658.24 660.08 Pipe - (469) 7 6 36.500 0.26 1.78 0.90 0.24 1.60 5.0 7.1 7.7 12.32 10.50 6.97 18 1.00 653.34 653.70 654.84 655.34 660.08 660.92 Pipe - (468) 8 7 162.099 0.31 1.22 0.90 0.28 1.10 5.0 6.6 7.8 8.62 17.35 5.44 18 2.73 653.90 658.33 656.47 659.46 660.92 666.95 Pipe - (467) 9 8 186.401 0.01 0.21 0.90 0.01 0.19 5.0 5.4 8.3 1.54 11.17 2.50 15 2.99 658.53 664.11 659.46 664.60 666.95 672.54 Pipe - (466) 10 9 22.500 0.04 0.19 0.90 0.04 0.17 5.0 5.3 8.3 1.43 14.44 5.43 15 5.00 664.88 666.01 665.15 666.48 672.54 672.54 Pipe - (465) 11 10 49.144 0.08 0.15 0.90 0.07 0.13 5.0 5.1 8.4 1.13 11.05 4.46 15 2.93 669.11 670.55 669.38 670.97 672.54 674.38 Pipe - (464) 12 11 22.500 0.07 0.07 0.90 0.07 0.07 5.0 5.0 8.4 0.56 6.22 2.86 15 0.93 670.75 670.96 671.00 671.25 674.38 674.38 Pipe - (463) 13 8 23.076 0.31 0.70 0.90 0.28 0.63 5.0 5.5 8.2 5.20 7.79 4.72 18 0.55 661.85 661.97 662.74 662.87 666.95 667.15 Pipe - (486) 14 13 124.250 0.39 0.39 0.90 0.35 0.35 5.0 5.0 8.4 2.95 4.56 3.73 15 0.50 662.17 662.79 663.04 663.48 667.15 666.43 Pipe - (485) 15 1 197.542 0.37 1.69 0.90 0.33 1.22 5.0 6.5 7.9 9.59 10.44 8.83 15 2.61 644.89 650.05 645.83 651.22 652.09 658.71 Pipe - (475) 16 15 197.458 0.02 0.62 0.90 0.02 0.40 5.0 5.3 8.3 3.29 10.08 3.81 15 2.44 650.25 655.06 651.22 655.79 658.71 663.88 Pipe - (476) 17 16 22.500 0.06 0.60 0.90 0.06 0.38 5.0 5.2 8.3 3.17 14.84 6.99 15 5.28 658.42 659.61 658.82 660.33 663.88 663.88 Pipe - (477) 18 17 49.144 0.14 0.53 0.90 0.13 0.32 5.0 5.1 8.4 2.71 7.91 4.89 15 1.50 659.81 660.55 660.33 661.21 663.88 665.36 Pipe - (478) 19 18 22.500 0.39 0.39 0.50 0.20 0.20 5.0 5.0 8.4 1.66 8.51 3.78 15 1.74 660.75 661.14 661.21 661.65 665.36 665.36 Pipe - (479) 20 7 22.500 0.30 0.30 0.90 0.27 0.27 5.0 5.0 8.4 2.24 5.80 4.14 15 0.81 657.65 657.83 658.19 658.43 660.92 660.92 Pipe - (484) 21 15 23.040 0.34 0.34 0.90 0.30 0.30 5.0 5.0 8.4 2.55 4.57 3.82 15 0.50 653.58 653.69 654.25 654.36 658.71 655.61 Pipe - (556) 22 15 134.178 0.19 0.37 0.50 0.10 0.19 5.0 5.8 8.1 1.50 4.56 3.33 15 0.50 651.26 651.93 651.75 652.42 658.71 656.24 Pipe - (540) Project File: Storm - 11.stm Number of lines: 25 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 108.992 0.18 0.18 0.50 0.09 0.09 5.0 5.0 8.4 0.76 7.90 2.12 15 1.50 652.13 653.76 652.68 654.10 656.24 660.00 Pipe - (487) 24 4 71.254 0.66 0.66 0.50 0.33 0.33 5.0 5.0 8.4 2.78 6.45 3.20 15 1.00 648.06 648.77 649.33 649.44 655.16 652.21 Pipe - (483) 25 3 22.500 0.16 0.16 0.50 0.08 0.08 5.0 5.0 8.4 0.69 20.42 5.21 15 10.00 646.03 648.28 646.18 648.60 651.89 651.89 Pipe - (480) Project File: Storm - 11.stm Number of lines: 25 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 ; c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 36.536 0.00 8.19 0.00 0.00 5.06 0.0 54.8 3.0 15.00 46.74 6.74 24 4.27 610.44 612.00 611.72 613.39 612.77 633.46 Pipe - (502) 2 1 27.345 0.10 8.19 0.90 0.09 5.06 5.0 54.7 3.0 15.01 39.40 9.05 24 3.03 619.88 620.71 620.74 622.11 633.46 633.44 Pipe - (501) 3 2 22.500 0.75 2.81 0.50 0.37 1.85 5.0 54.6 3.0 5.47 15.99 4.54 24 0.50 626.58 626.69 627.38 627.52 633.44 633.44 Pipe - (500) 4 3 69.995 0.02 2.06 0.90 0.02 1.47 5.0 54.4 3.0 4.38 15.99 4.26 24 0.50 626.89 627.24 627.61 627.97 633.44 634.72 Pipe - (499) 5 4 42.931 0.06 2.04 0.90 0.06 1.45 5.0 54.2 3.0 4.32 16.19 4.26 24 0.51 627.44 627.66 628.15 628.39 634.72 635.55 Pipe - (514) (1) 6 5 90.955 0.02 1.60 0.90 0.02 1.06 5.0 6.2 8.0 8.41 11.75 8.80 15 3.31 627.86 630.87 628.64 632.00 635.55 637.55 Pipe - (514) 7 6 102.698 0.15 1.57 0.90 0.13 1.03 5.0 6.0 8.0 8.32 12.74 7.80 15 3.89 631.07 635.07 632.00 636.20 637.55 639.73 Pipe - (513) 8 7 127.422 0.24 0.89 0.90 0.22 0.64 5.0 5.6 8.2 5.20 9.66 5.33 15 2.24 635.27 638.12 636.20 639.04 639.73 645.26 Pipe - (512) 9 8 156.000 0.23 0.65 0.90 0.21 0.42 5.0 5.1 8.4 3.51 15.28 4.65 15 5.60 638.32 647.05 639.04 647.81 645.26 654.36 Pipe - (511) 10 9 25.143 0.43 0.43 0.50 0.21 0.21 5.0 5.0 8.4 1.79 15.01 5.91 15 5.40 650.05 651.41 650.34 651.94 654.36 654.86 Pipe - (510) 11 2 112.607 0.05 2.05 0.90 0.05 1.08 5.0 8.8 7.2 7.78 10.50 6.11 18 1.00 624.60 625.73 625.56 626.81 633.44 634.67 Pipe - (496) 12 11 86.793 0.09 2.00 0.50 0.05 1.04 5.0 8.6 7.2 7.51 6.47 6.12 15 1.00 625.93 626.80 627.18 628.36 634.67 636.40 Pipe - (495) (1) 13 12 22.495 0.09 1.90 0.90 0.08 0.99 5.0 8.5 7.3 7.19 7.33 5.86 15 1.29 627.00 627.29 629.23 629.51 636.40 636.40 Pipe - (495) 14 13 30.751 0.34 1.81 0.50 0.17 0.91 5.0 8.4 7.3 6.60 6.48 5.38 15 1.01 627.49 627.80 629.78 630.10 636.40 633.48 Pipe - (494) (1) 15 14 209.273 0.23 1.47 0.50 0.12 0.74 5.0 7.6 7.5 5.54 10.57 4.04 18 1.01 628.00 630.12 630.32 631.03 633.48 634.61 Pipe - (494) (2) 16 15 102.141 0.34 1.24 0.50 0.17 0.62 5.0 7.2 7.6 4.74 6.82 5.07 15 1.12 630.32 631.46 631.22 632.34 634.61 636.66 Pipe - (538) 17 16 222.351 0.27 0.90 0.50 0.14 0.45 5.0 6.5 7.9 3.55 9.78 4.91 15 2.29 631.67 636.77 632.34 637.53 636.66 643.77 Pipe - (537) 18 17 180.000 0.27 0.63 0.50 0.14 0.32 5.0 5.8 8.1 2.56 15.05 4.42 15 5.43 636.97 646.75 637.53 647.39 643.77 654.14 Pipe - (536) 19 18 180.000 0.36 0.36 0.50 0.18 0.18 5.0 5.0 8.4 1.51 12.08 3.67 15 3.50 646.95 653.25 647.39 653.74 654.14 658.54 Pipe - (535) 20 2 55.489 0.03 3.23 0.90 0.03 2.04 5.0 6.2 8.0 16.26 36.35 7.48 24 2.58 620.91 622.34 622.11 623.80 633.44 633.72 Pipe - (507) (1) 21 20 55.489 0.06 3.20 0.90 0.05 2.01 5.0 6.1 8.0 16.11 37.63 6.61 24 2.77 622.34 623.88 623.80 625.33 633.72 634.56 Pipe - (507) 22 21 95.386 0.06 2.45 0.90 0.05 1.34 5.0 5.8 8.1 10.87 41.46 5.46 24 3.36 624.08 627.28 625.33 628.47 634.56 636.45 Pipe - (506) Project File: Storm - 12A.stm Number of lines: 32 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Storm Sewer Tabulation Page 2 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 23 22 94.097 0.10 2.40 0.90 0.09 1.29 5.0 5.5 8.2 10.57 19.59 5.96 24 0.75 627.48 628.19 628.53 629.35 636.45 639.26 Pipe - (505) 24 23 166.403 0.13 0.49 0.90 0.11 0.30 5.0 5.1 8.4 2.48 13.27 6.14 15 4.22 632.12 639.15 632.49 639.78 639.26 645.91 Pipe - (504) 25 24 22.500 0.36 0.36 0.50 0.18 0.18 5.0 5.0 8.4 1.54 4.57 3.35 15 0.50 642.31 642.42 642.81 642.92 645.91 645.91 Pipe - (503) 26 7 24.898 0.53 0.53 0.50 0.26 0.26 5.0 5.0 8.4 2.23 11.18 3.25 15 3.00 635.39 636.13 636.20 636.73 639.73 639.97 Pipe - (521) 27 21 22.500 0.18 0.69 0.90 0.16 0.62 5.0 5.2 8.3 5.16 11.82 7.32 15 3.35 627.24 628.00 627.82 628.92 634.56 634.56 Pipe - (509) (1) 28 27 49.317 0.13 0.51 0.90 0.11 0.46 5.0 5.1 8.4 3.87 12.16 4.35 15 3.55 628.00 629.75 628.92 630.54 634.56 635.78 Pipe - (509) 29 28 22.500 0.39 0.39 0.90 0.35 0.35 5.0 5.0 8.4 2.93 12.92 4.66 15 4.00 629.95 630.85 630.54 631.53 635.78 635.78 Pipe - (508) 30 23 22.501 0.29 1.81 0.50 0.14 0.90 5.0 5.4 8.3 7.47 7.43 4.79 18 0.50 628.39 628.50 629.63 629.74 639.26 639.27 Pipe - (520) 31 30 139.250 1.52 1.52 0.50 0.76 0.76 5.0 5.0 8.4 6.39 8.89 5.61 15 1.90 628.70 631.34 629.92 632.36 639.27 635.03 Pipe - (519) 32 5 30.494 0.38 0.38 0.90 0.34 0.34 54.0 54.0 3.0 1.02 4.57 2.49 15 0.50 627.86 628.01 628.39 628.42 635.55 635.71 Pipe - (497) Project File: Storm - 12A.stm Number of lines: 32 Run Date: 5/4/2022 NOTES:Intensity = 65.18 / (Inlet time + 11.00) ^ 0.74; Return period =Yrs. 25 c = cir e = ellip b = box Storm Sewers v2022.00 Plan Views: Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan CI-727 18 48 CI-741 1 Outfall CI-728 17 MH-701 CI-707 19 2 3 4 CI-708 CI-729 P170 5 �I-70� 50 38 DI-730 gg �1�7445 20 43 39 _ 6 DI-711 49 CI-731 DI-746 21 44 46 CI-710 I-703 CI-70 15 CI-744 CI-732 -733 � CI-705 40 7 23 34 CI-740 CI-734 CI-712 DI-747 8 CI-713 24 9 CI-714 CI-735 10 35 CI-71h CI-742 DI-736 25 41 11 DI-717 36 CI-737 26 DI-748 CI-716 CI-738 27 12 CI-739 42 CI-718 13 CI-719 14 CI-720 15 CI-72116 DI-749 CI-722 DI-724 28 29 30 CI-72631 CI-725 32 DI-750 Project File: Storm - 7.stm Number of lines: 50 Date: 5/4/2022 Storm Sewers v2022.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Outfall 1 DI-801 DCI-802 3 4 CI-803 27 CI-806 28 -804 5CI-811 CI-807 29 - 05 6 46 CI-846 CI-808 30 CI-812 31 7 32 CI-809 CI-810 45 44 DI-814 C -U345 8 9 CI-815 IM-817 CI-818 1142 CI-844 CI-820 39 CI-821 CI-819 12 4 41 CI-843 DI-823 CI-822 13 14 CI-824 CI-826 24 25 5 M-829 1637 CI-842 CI-827 26 CI-830 CI-828 17 36 (W31 DI-832 18 CI-841 94333 35 CI-83V CI-83 DI-840 CI-835-20 21 CI-$ CI-837 23 CI-838 Project File: Storm - 8.stm Number of lines: 46 Date: 5/4/2022 Storm Sewers v2022.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan DI-944 DI-945 Project File: Storm - 9.stm 17 CI-91 �g � CI-915 •�' 0 CI-934 Outfall t 44�45 11� CI-935 CI-903 10 CI-905 34 DI-928 CI-904 11 43 CI-906 DI-907 12 35 13 CI-908 CI-909 IA-910 15 22 42 CI-917 CI-916 23 41 DI-919 CI-920 CI-925 39 CI-92326 CI-922 37 CI-?84 27 DI-931 29 CI-925 CI-92§0 38 CI-927 DI-932 31 DI-933 Number of lines: 45 DI-929 36 DI-930 Date: 5/4/2022 Storm Sewers v2022.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan DI-1014 16 DI-1018 18 CI-1016 17 CI-1 DI-1019 15 14 19 DI-1017 CI-1010 13 11 CI-1011 DI-1015 10 CI�12009 9 DI-1008 CI-1012 8 Outfall CI-1006 6 �7 CI-1 CI-1004 5 CI-1007 4CI-1003 3 CI- 2 Outfall 1 M H-1001 Project File: Storm - 10.stm Number of lines: 19 Date: 5/4/2022 Storm Sewers v2022.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan CI-1105 CI-1116 5 CI-1 6 4 ?LI-1 CI-1106 3 24 20 7 CI-1115 1 Ca- 1 CI-1102 CI-1107 Outfall DI-1124 8 15 DI-1114 14 13 CI-11 OM-1113 21 22 CI-11 V-1124 DI-1122 9 23 16 10 CI-1110 DI-1123 CI-110 11 CF�1111 17 CI-1119 CI-1112 CI-111 18 941120 CI-1121 Project File: Storm - 11.stm Number of lines: 25 Date: 5/4/2022 Storm Sewers v2022.00 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan CI-1215 13CI-1216 14 DI-1217 12 15 CI-1214 DI-1218 Outfpgll 16 1 CI-1226 2 4 CI-122 MH-1201 3 532 DI-1219 201223 CI-1227 CI-1203 21 27 CI-1211 7 CI-1204 28 (2191 M-81229 17 22 QV1212 CI-1213 8 CI-1205 DI-1220 23 DI-1208 31 CI-1230 30 CI-1 CI-1206 18 9 24 C�-01231 DI-1221 CI-1232 25 CI-1210 CI-1209 19 DI-1222 Project File: Storm - 12A.stm Number of lines: 32 Date: 5/4/2022 Storm Sewers v2022.00 Culvert Calculations: Culvert #1: HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 75 cfs Design Flow: 192 cfs Maximum Flow: 241 cfs Table 1 - Summary of Culvert Flows at Crossing: Preserve Culvert 1 Headwater Elevation (ft) Total Discharge (cfs) Culvert Discharge (cfs) Roadway Discharge (cfs) Iterations 650.01 75.00 75.00 0.00 1 650.32 91.60 91.60 0.00 1 650.61 108.20 108.20 0.00 1 650.87 124.80 124.80 0.00 1 651.12 141.40 141.40 0.00 1 651.36 158.00 158.00 0.00 1 651.60 174.60 174.60 0.00 1 651.83 191.20 191.20 0.00 1 651.84 192.00 192.00 0.00 1 652.32 224.40 224.40 0.00 1 652.58 241.00 241.00 0.00 1 664.50 643.20 643.20 0.00 Overtopping Rating Curve Plot for Crossing: Preserve Culvert 1 675 670 0 665 aD w 660 = 655 650 Total RatIlig Cin-ve Crossing: Preserve ClIvert 1 I uu 2uu JUU 4uu nUU UUU Total Discharge (cfs) Table 2 - Culvert Summary Table: Culvert Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 75.00 75.00 650.01 2.029 0.0* 1-S2n 1.084 1.864 1.084 1.206 13.038 6.607 91.60 91.60 650.32 2.344 0.0* 1-S2n 1.227 2.106 1.227 1.347 13.882 7.017 108.20 108.20 650.61 2.629 1 0.0* 1-S2n 1.362 2.331 1.417 1.475 13.989 7.371 124.80 124.80 650.87 2.893 0.0* 1-S2n 1.490 2.534 1.490 1.594 15.252 7.686 141.40 141.40 651.12 3.141 0.0* 1-S2n 1.614 2.728 1.614 1.705 15.828 7.969 158.00 158.00 651.36 3.380 0.0* 1-S2n 1.733 2.916U22.019 1.809 15.694 8.227 174.60 174.60 651.60 3.615 0.0* 1-S2n 1.850 3.093 1.907 16.209 8.465 191.20 191.20 651.83 3.851 0.0* 1-S2n 1.959 3.261 2.001 16.741 8.685 192.00 192.00 651.84 3.862 0.0* 1-S2n 1.964 3.269 2.006 16.809 8.695 224.40 224.40 652.32 4.339 0.0* 1-S2n 2.150 3.573 2.176 18.357 9.083 241.00 241.00 652.58 4.598 0.0* 1-S2n 2.241 3.713 2.259 18.858 9.265 * Full Flow Headwater elevation is below inlet invert. Straight Culvert Inlet Elevation (invert): 647.98 ft, Outlet Elevation (invert): 637.90 ft Culvert Length: 83.61 ft, Culvert Slope: 0.1214 Culvert Performance Curve Plot: Culvert 664 } 66 0 660 4-- ID 658 w ID 656 M m 654 aD z 652 650 Per onnali0e iu-ve cwvert: cwvert 0 0 Inlet Cantral Elev Outlet Control Elev Tatal Discharge (cfs) Water Surface Profile Plot for Culvert: Culvert aD w Crossing - Preserve CiAvert 1, Desigii Discharge - 192..0 ds uh-ert - Cuh-eM uh-ert Discharge - 192_0 cfs 66F 66C 64� 64C Stati an (ft) Site Data - Culvert Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 646.98 ft Outlet Station: 83.00 ft Outlet Elevation: 636.90 ft Number of Barrels: 1 Culvert Data Summary - Culvert Barrel Shape: Circular Barrel Diameter: 6.00 ft Barrel Material: Concrete Embedment: 12.00 in Barrel Manning's n: 0.0120 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Thin Edge Projecting Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: Preserve Culvert 1) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 75.00 639.21 1.21 6.61 1.51 1.19 91.60 639.35 1.35 7.02 1.68 1.20 108.20 639.48 1.48 7.37 1.84 1.22 124.80 639.59 1.59 7.69 1.99 1.23 141.40 639.70 1.70 7.97 2.13 1.24 158.00 639.81 1.81 8.23 2.26 1.25 174.60 639.91 1.91 8.46 2.38 1.26 191.20 640.00 2.00 8.68 2.50 1.26 192.00 640.01 2.01 8.69 2.50 1.26 224.40 640.18 2.18 9.08 2.72 1.28 241.00 640.26 2.26 9.26 2.82 1.28 Tailwater Channel Data - Preserve Culvert 1 Tailwater Channel Option: Trapezoidal Channel Bottom Width: 7.00 ft Side Slope (H:V): 2.00 (_:1) Channel Slope: 0.0200 Channel Manning's n: 0.0300 Channel Invert Elevation: 638.00 ft Roadway Data for Crossing: Preserve Culvert 1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 664.50 ft Roadway Surface: Paved Roadway Top Width: 77.00 ft Culvert #2: HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 75 cfs Design Flow: 192 cfs Maximum Flow: 241 cfs Table 1 - Summary of Culvert Flows at Crossing: Preserve Culvert 1 Headwater Elevation (ft) Total Discharge (cfs) Culvert Discharge (cfs) Roadway Discharge (cfs) Iterations 650.01 75.00 75.00 0.00 1 650.32 91.60 91.60 0.00 1 650.61 108.20 108.20 0.00 1 650.87 124.80 124.80 0.00 1 651.12 141.40 141.40 0.00 1 651.36 158.00 158.00 0.00 1 651.60 174.60 174.60 0.00 1 651.83 191.20 191.20 0.00 1 651.84 192.00 192.00 0.00 1 652.32 224.40 224.40 0.00 1 652.58 241.00 241.00 0.00 1 664.50 643.20 643.20 0.00 Overtopping Rating Curve Plot for Crossing: Preserve Culvert 1 675 670 0 665 aD w 660 = 655 650 Total RatIlig Cin-ve Crossing: Preserve ClIvert 1 I uu 2uu JUU 4uu nUU UUU Total Discharge (cfs) Table 2 - Culvert Summary Table: Culvert Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 75.00 75.00 650.01 2.029 0.0* 1-S2n 1.084 1.864 1.084 1.206 13.038 6.607 91.60 91.60 650.32 2.344 0.0* 1-S2n 1.227 2.106 1.227 1.347 13.882 7.017 108.20 108.20 650.61 2.629 1 0.0* 1-S2n 1.362 2.331 1.417 1.475 13.989 7.371 124.80 124.80 650.87 2.893 0.0* 1-S2n 1.490 2.534 1.490 1.594 15.252 7.686 141.40 141.40 651.12 3.141 0.0* 1-S2n 1.614 2.728 1.614 1.705 15.828 7.969 158.00 158.00 651.36 3.380 0.0* 1-S2n 1.733 2.916U22.019 1.809 15.694 8.227 174.60 174.60 651.60 3.615 0.0* 1-S2n 1.850 3.093 1.907 16.209 8.465 191.20 191.20 651.83 3.851 0.0* 1-S2n 1.959 3.261 2.001 16.741 8.685 192.00 192.00 651.84 3.862 0.0* 1-S2n 1.964 3.269 2.006 16.809 8.695 224.40 224.40 652.32 4.339 0.0* 1-S2n 2.150 3.573 2.176 18.357 9.083 241.00 241.00 652.58 4.598 0.0* 1-S2n 2.241 3.713 2.259 18.858 9.265 * Full Flow Headwater elevation is below inlet invert. Straight Culvert Inlet Elevation (invert): 647.98 ft, Outlet Elevation (invert): 637.90 ft Culvert Length: 83.61 ft, Culvert Slope: 0.1214 Culvert Performance Curve Plot: Culvert 664 } 66 0 660 4-- ID 658 w ID 656 M m 654 aD z 652 650 Per onnali0e iu-ve cwvert: cwvert 0 0 Inlet Cantral Elev Outlet Control Elev Tatal Discharge (cfs) Water Surface Profile Plot for Culvert: Culvert aD w Crossing - Preserve CiAvert 1, Desigii Discharge - 192..0 ds uh-ert - Cuh-eM uh-ert Discharge - 192_0 cfs 66F 66C 64� 64C Stati an (ft) Site Data - Culvert Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 646.98 ft Outlet Station: 83.00 ft Outlet Elevation: 636.90 ft Number of Barrels: 1 Culvert Data Summary - Culvert Barrel Shape: Circular Barrel Diameter: 6.00 ft Barrel Material: Concrete Embedment: 12.00 in Barrel Manning's n: 0.0120 (top and sides) Manning's n: 0.0350 (bottom) Culvert Type: Straight Inlet Configuration: Thin Edge Projecting Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: Preserve Culvert 1) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 75.00 639.21 1.21 6.61 1.51 1.19 91.60 639.35 1.35 7.02 1.68 1.20 108.20 639.48 1.48 7.37 1.84 1.22 124.80 639.59 1.59 7.69 1.99 1.23 141.40 639.70 1.70 7.97 2.13 1.24 158.00 639.81 1.81 8.23 2.26 1.25 174.60 639.91 1.91 8.46 2.38 1.26 191.20 640.00 2.00 8.68 2.50 1.26 192.00 640.01 2.01 8.69 2.50 1.26 224.40 640.18 2.18 9.08 2.72 1.28 241.00 640.26 2.26 9.26 2.82 1.28 Tailwater Channel Data - Preserve Culvert 1 Tailwater Channel Option: Trapezoidal Channel Bottom Width: 7.00 ft Side Slope (H:V): 2.00 (_:1) Channel Slope: 0.0200 Channel Manning's n: 0.0300 Channel Invert Elevation: 638.00 ft Roadway Data for Crossing: Preserve Culvert 1 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 100.00 ft Crest Elevation: 664.50 ft Roadway Surface: Paved Roadway Top Width: 77.00 ft