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2014-05-19 Stormwater Narrative & Drainage Calcs
Julie Hultman From: Steve Johnston <sjohnston @elanlab.com> Sent: Monday, May 19, 2014 3:30 PM To: Julie Hultman Cc: Mick Lynskey; Dan T Subject: Palmer Station - Drainage Attachments: 20140519_CHIO1_Stormwater Narrative.pdf; C301CHI01_051914.pdf; C401CHI01_ 051914.pdf Follow Up Flag: Follow up Flag Status: Flagged Julie, Attached is the preliminary stormwater narrative and drainage calculations for Palmer Station. Please route this information to Chris Long. My apologies for the delay in getting this to you. I have also attached two revised plan sheets that reflect minor changes to the plan brought about by refinement of the drainage design. Please let me know if there are any questions. Best regards, Steve Johnston, PE, ,:,,,,,,, Principal Engineer„s.,!„,,,, 4 „:„,„,.,,,„ ..... .„.„,„ , .,„,,,, ... . ., .. E S I G N 901 N 3rd Street, Suite 120 Minneapolis, MN 55401 c 612.382.4804 d 612.260 7982 t 612.260.7990 www.elanlab.com 1 PALMER STATION Single Family Residential Neighborhood Oak Park Heights, Minnesota STORM WATER NARRATIVE May 19, 2014 Developer: Nick Hackworthy President 707 Commerce Drive Suite 410 Woodbury, MN 55125 651-501-6503 Direct 612-790-8194 Cell www.CreativeHCI.com 901 N 3rd St, Suite 120 Minneapolis, MN 55401 612.260-7980 www.elanlab.com May 19, 2014 Christopher W. Long, PE Senior Project Manager Stantec 2335 Highway 36 West St. Paul, MN 55113 PALMER STATION Dear Mr. Long: Attached are the stormwater narrative and drainage calculations for this project. I apologize for the delay in getting them to you. I realized that the infiltration basin in the original design was not draining in the required time based on a conservative infiltration rate. As a result you will also find a revised grading plan which increases the infiltration area. You should consider these preliminary subject to completion of the geotechnical investigation to confirm infiltration rates. Please feel free to contact me should you have questions or need additional information, 612- 260-7982. Sincerely, Élan Steve Johnston, PE Principal Engineer Cc: Élan File #CHI14001 Mick Lynskey Nick Hackworthy Site Analysis & Planning | Civil Engineering | Landscape Architecture | Construction Services Table of Contents PROPOSED DEVELOPMENT ................................................................................................................. 2 EXISTING SITE CONDITIONS............................................................................................................... 2 PROPOSED ON-SITE STORM WATER MANAGEMENT .............................................................. 3 WATER QUALITY TREATMENT ........................................................................................................... 4 WETLANDS .................................................................................................................................................... 4 EROSION CONTROL AND CONSTRUCTION BMPS ..................................................................... 4 BASEMENT FLOOR ELEVATIONS ....................................................................................................... 4 JURISDICTIONAL BODIES AND REQUIREMENTS ....................................................................... 5 CONCLUSION ............................................................................................................................................... 8 APPENDIX SOILS MAP AND DESCRIPTION .............................................................................................. 8 EXISTING DRAINAGE MAP .................................................................................................... 11 PROPOSED DRAINAGE MAP ................................................................................................. 12 EXISTING HydroCAD REPORT ............................................................................................... 13 PROPOSED HydroCAD REPORT ............................................................................................ 63 STORM SEWER PIPE SIZING SPREAD SHEET .............................................................. 134 GRADING, DRAINAGE AND EROSION CONTROL PLANS .................................... 135 Page 1 of 135 3/27/2014 PROPOSED DEVELOPMENT The proposed development consists of 13 residential lots and an outlot served by a public street approximately 600 feet in length. The total parcel is 6.76 acres, with 0.48 acres of wetland, 0.83 acres of new . 1.92 units per acre and a net density of 2.58 units per acre. The site is located South of Oak Park Blvd. and East of Oakgreen Avenue North in Oak Park Heights, Minnesota. The surrounding land uses to the east, south and west are single family residential homes of comparable size to proposed development. The properties to the north and Northwest are developed with medium to higher density residential. The project is proposed to be developed as a PUD to address minor reductions in lot and street right of way widths. This reduction, along with a minimized street width of 28 feet is requested in part to reduce impervious area within the site. The reduced right of way has the added benefit of moving the homes closer to the street resulting in less tree loss. Access to the site is accomplished through a connection to Oak Park Boulevard, the street/driveway serving City Hall. EXISTING SITE CONDITIONS The site is presently occupied by a single family home with a variety of outbuildings. A portion of the site flows to the north to a wetland in the northeast corner of the site and to a depression that runs parallel to Oak Park Blvd. These two basins are drained by the same storm sewer system. The balance of the site flows to the south through a series of small wetlands and depressions and leaves the site via a swale between two homes. There is approximately 16 feet of overall relief on the property. Significant portions of the site are wooded with native trees as well a number of trees planted by the property owner. A geotechnical report has not been prepared for the project. The Web Soil Survey indicates the prevalence of Santiago Silt Loam and Kingsley Sandy Loam, hydrologic soil group (HSG) B and Freer Silt Loam HSG C. A copy of the soil map is attached. There are 4 wetlands on the site that were delineated by Kjolhaug Environmental Services Company, Inc. and approved by a Technical Evaluation Panel in the fall of 2013. All three wetlands were determined to meet the criteria for Managed 2 classification resulting in the requirement for a 30 feet buffer. Page 2 of 135 5/19/14 PROPOSED ON-SITE STORM WATER MANAGEMENT The runoff from the front half of the homes, and front yards is directed to the street where it flows north in the gutter to approximately station 1+15 where it is directed by concrete flumes to pretreatment forebays, designed to remove the majority of the suspended solids. These forebays are they overflow to an infiltration basin. For events producing runoff in excess of the capacity of the infiltration basin the water will back up the flumes and enter the storm sewer system to be directed to the detention basin, which discharges into wetland #4 and then to the storm sewer in Oak Park Blvd. Runoff from the back yards and the back ½ of the homes in the northwest corner of the site drain to the existing depression adjacent to Oak Park Blvd. This basin discharges to adjacent to the proposed cul-de-sac, as wel Southeast corner of Oakgreen Avenue North and Oak Park Blvd. Both of these outlets connect to the storm sewer in Oak Park Blvd. Given the unconnected nature of the impervious areas designated infiltration areas are not proposed in this basin. Runoff from the backyards and back ½ of the homes in the southwest corner of the site drain to wetland #1. This wetland overflows to the basin in the southeast corner of the site. Given the unconnected nature of the impervious areas designated infiltration areas are not proposed in this basin. Stormwater is pretreated before it enters the wetland by existing grassed waterways including small depressions that promote infiltration and suspended solid removal. Runoff from the backyards and back ½ of the homes in the southeast corner of the site drain to a swale that includes wetlands #2 and #3 and end in an infiltration basin at the south end of the site. There is no discharge from the site in the proposed condition for the 2 year event and runoff volumes and rates are reduced for the 10 and 100 year events. Stormwater is pretreated before it enters the wetlands by the wetland buffers that promote infiltration and suspended solid removal. The infiltration basins have effectively managed to the predevelopment rates and volumes as demonstrated in the HydroCAD model which is attached. Basin/Event Existing Rate Proposed Rate Existing Volume Proposed Vol. South 3 3 2-yr, 24 hr 0.4 CFS 0.1 CFS 1,450 FT1,250 FT 3 3 10- yr, 24 hr 2.8 CFS 2.5 CFS 9,350 FT7,850 FT 100-yr, 24 hr 10.4 CFS 9.0 CFS 22,100 FT 3 18,000 FT 3 North 3 3 2-yr, 24 hr 0.2 CFS 0.2 CFS 3,100 FT7,200 FT 10- yr, 24 hr 1.1 CFS 1.0 CFS 12,100 FT 3 23,900 FT 3 3 3 100-yr, 24 hr 2.8 CFS 2.4 CFS 28,350 FT48,700 FT Combined 2-yr, 24 hr 0.6 CFS 0.3 CFS 4,550 FT 3 8,450 FT 3 3 3 10- yr, 24 hr 3.9 CFS 3.5 CFS 21,450 FT31,750 FT 3 3 100-yr, 24 hr 13.2 CFS 11.4 CFS 50,450 FT66,700 FT Page 3 of 135 5/19/14 Shown below are the modeled high water elevations for each computed rainfall event. The column 0.2 or 0.3 inches per hour. The ponds have been oversized to account for a misassumption in the infiltration rate. Existing HWL Proposed HWL 2 yr, 24 hr 10 yr, 24 100 yr, 24 2 yr, 24 hr Time 10 yr, 24 100 yr, 24 Basin/Wetland hr hr hr hr Wetland #1 944.0 945.2 946.3 944.0 NA 945.2 946.3 Wetland #2 946.5 946.7 946.9 946.5 NA 946.7 946.8 Wetland #3 947.9 947.9 948.0 947.9 NA 947.9 947.9 Wetland #4 947.8 948.0 948.2 947.9 NA 948.1 948.4 NW basin 949.7 950.0 950.3 950.0 NA 950.3 950.7 W. Forebay NA NA NA 954.7 NA 954.9 954.9 E. Forebay NA NA NA 954.7 NA 954. 9 954.9 N. Infiltration NA NA NA 954.7 54/36 954.9 954.9 Pond NA NA NA 948.4 NA 949.1 949.9 S Infiltration NA NA NA 946.1 66/44 946.3 946.6 WATER QUALITY TREATMENT During the 2-year event 100% of the runoff from impervious areas is directed to the forebays and infiltration basins where 100% of the nutrients are trapped and infiltrated. For this reason calculation of the nutrient discharge is deemed unnecessary. WETLANDS There is no direct wetland impact as a result of this proposed project. The four wetlands are all classified as Managed 2 resulting in 30 foot buffers. The required buffers are shown on the grading plan. It is proposed to place limited stormwater treatment facilities within the buffers. It is also proposed to build a retaining wall within the wetland #1 buffer. EROSION CONTROL AND CONSTRUCTION BMPS The plans for the proposed project include numerous Best Management Practices (BMP) to minimize erosion and the transport of sediment during and after construction. A construction entrance is indicated at the only access point to the site. The disturbed areas of the site that flow offsite are protected with silt fence. All disturbed areas will be seeded and protected with fiber blanket or mulch. See plans for additional details. BASEMENT FLOOR ELEVATIONS The proposed basement floor elevations are at least 2 feet above the high water level of the nearest pond or wetland. The basement elevation of Lot 13 is lower than the adjacent infiltration basin but above the adjacent detention pond. The infiltration basin will overflow to the detention basin before reaching the home. Page 4 of 135 5/19/14 JURISDICTIONAL BODIES AND REQUIREMENTS The City of Oak Park Heights and the Middle St. Croix Watershed Management Organization (MSCWMO) have jurisdiction over storm water management, wetland preservation and erosion control for this site. The Watershed Districts requires that an applicant for a stormwater management permit demonstrate to the District that the proposed land-altering activity meets the following policies and performance standards applicable to this project: 1.Direct discharge of stormwater to wetlands and all other water bodies without water quality treatment is prohibited. WMP Section 5.1.4, Policy Item 1 Comment: Treatment provided by infiltration (direct connected) or grass filter strips (unconnected) 2.All hydrologic studies shall analyze the 24-hour two- (2.75 inch), ten- (4.15 inch) and one hundred-year (5.9 inch) critical rainfall event, with the critical duration defined as that event causing either the highest water surface elevation or the largest peak discharge in an area or both. Any study must use consistent methodology for the pre-development and post- development land use conditions. The methodology must be approved by MSCWMO. WMP Section 5.1.4, Policy Item 3 Comment: These events were analyzed utilizing HydroCAD for pre and post development calculations. 3.Newly developed or redeveloped areas will be limited to the predevelopment or existing rate of runoff or to a rate within the capacity of downstream conveyance systems, whichever is less, and no increase in the volume or rate of runoff from newly developed areas will occur in areas where natural outlets do not exist. In sub-areas of a landlocked watershed, development shall not increase the predevelopment volume or rate of discharge from the sub-area for the 10-year return period event. WMP Section 5.1.4, Policy Item 4 Comment: Runoff rate is reduced for all events 4.Runoff will be minimized through on-site infiltration or prevented through reduction in impervious surfaces to the largest extent possible before detention ponds are used. WMP Section 5.1.4, Policy Item 5 Comment: Infiltration provided for directly connected drainage basins. Street and right of way widths are proposed to be reduced from standards to reduce impervious surfaces. 5.Site design practices that may have only a minor negative impact on peak flow and volume, such as the use of buffer strips along receiving waters and drainage swales, will be promoted to achieve compliance with the water quality performance standard. WMP Section 5.1.4, Policy Item 6 Comment: 30 foot wetland buffers are provided to provide treatment of runoff from the rear of adjacent homes. Page 5 of 135 5/19/14 6.Project must meet the Design Standards for Structural Stormwater Management Measures of the State of Minnesota Stormwater Manual, November 2005, or the most recent edition at www.pca.state.mn.us/water/stormwater/stormwater-manual.html. WMP Section 5.1.4, Performance Standard 1; WMP Section 5.2.4, Performance Standard 1 Design requirements for bioretention basins: Adequate pretreatment upstream of bioretention practice(s) Comment: Pretreatment of runoff from street provided by forebays. Construction phased so that impervious area construction is complete and pervious areas have established vegetation before stormwater is introduced into bioretention practice(s) Comment: The overflow from the forebays to the infiltration basin will be blocked until vegetation is established in the infiltration basin. Planting plan detailing establishment of vegetation suitable for hydrology of basin Comment: Given the size of the basin it will be seeded with an appropriate seed mixture. See plans The design permeability rate through the planting soil bed must be high enough to fully drain the stormwater quality design storm runoff volume within 48 hours. Comment: the infiltration rate will be determined upon completion of the geotechnical investigation. Based on a conservative rate of 0.2 inches per hour the basin will infiltrate in 54 hours which exceeds this criteria. However it is believe that the in situ soils will exceed this rate and it is also proposed to level the basin with select granular soil mixed with leave compost which will infiltrate at a higher rate. Easy access provided for routine maintenance of infiltration practice(s) Maintenance plan clearly identifies long-term maintenance schedule and responsibility Comment: The forebays and infiltration basin are directly adjacent to the public street. Secondary outlet provided Comment: The infiltration basin overflows to the detention pond in two locations. The primary is by backing up and flowing into the storm sewer system and the secondary is via an overflow in the berm between the two basins Separation from seasonally saturated soils or bedrock is 3 feet or more. Comment: The bottom of the basin will be raised to an elevation of 953.8. The adjacent wetland is at elevation 948 +/-. The groundwater elevation will be verified at the time soil borings are performed. 7.Enhanced volume runoff controls will be designed to retain on-site the first ½ inch of runoff for all impervious areas plus ¼ inch of runoff for areas with compacted soils. WMP Section 5.1.4, Performance Standard 2 Comment: The runoff volume to the south is reduced for all events. This was intentional design decision made to reduce the risk of damage to the two existing homes between which the water flows. The street and lot area flowing to the 23 infiltration basin includes an estimated 50,000 FT of impervious area or 2,085 FT from 0.5 23 inches of runoff and an estimated 28,300 FT of disturbed area or 590 FT from 0.5 inches 33 of runoff, a total of 2,675 FT . The infiltration basin has a capacity of 6100 FT. Page 6 of 135 5/19/14 Impervious areas or surfaces are defined as a surface in the landscape that impedes the infiltration of rainfall and results in an increased volume of surface runoff. Compacted soils are defined as surfaces in the landscape where the underlying soils are compacted by construction or other activity that impedes the infiltration of rainfall and results in an increased volume of surface runoff. In redevelopment scenarios, volume control standards apply only to areas of new construction, where soils are compacted, runoff characteristics are changed, or vegetation is removed. 8.No increase in rate of runoff leaving the site from pre-development to post-development conditions generated by the 24-hour two- (2.75 inch), ten- (4.15 inch) and one hundred-year (5.9 inch) critical rainfall events. WMP Section 5.1.4, Performance Standard 3; WMP Section 5.2.4 Performance Standard 2 Comment: This condition is met. See summary below. 9.A Stormwater Pollution Prevention Plan (SWPPP) that meets the National Pollutant Discharge Elimination System (NPDES) requirements must be submitted to and approved by the MSCWMO for all projects undertaking grading, filling, or other land alteration activities which involve movement of earth or removal of vegetation on greater than 10,000 square feet of land (See Appendix J for NPDES requirements). WMP Section 5.1.4, Performance Standard 4; WMP Section 5.2.4, Performance Standard 3 Comment: A SWPPP will be prepared as part of the final design. 10.Direct discharge of stormwater to wetlands and all other water bodies without water quality treatment is prohibited. WMP Section 5.1.4, Performance Standard 5 Comment: All direct discharge is routed through the infiltration basin and detention pond. Unconnected impervious and backyards discharge to smaller wetlands after filtering by 30 foot wetland buffer. 11.Predevelopment conditions shall assume hydrologic for appropriate land covers as identified in or an equivalent methodology. The meanings of soil and curve are as determined in WMP Section 5.1.4, Performance Standard 6 Comment: This methodology was utilized in the HydroCAD models. 12.Lowest floor elevations of structures built adjacent to stormwater management features and other water bodies must be a minimum of two feet above the 100-year flood elevation and a minimum of two feet above the natural overflow of landlocked basins. The landowner or developer is required to provide MSCWMO with the location of the 100-year flood elevation, natural overflow elevation, and lowest floor elevations. WMP Section 5.1.4, Performance Standard 8 Comment: This condition is met, although lot 13 is open to interpretation. The infiltration basin adjacent to this lot has a higher HWL than the basement floor but overflows to the detention pond before reaching the home. The detention basin meets the criteria for flood elevation and emergency overflow. Page 7 of 135 5/19/14 13.Buffer zones of unmowed natural vegetation shall be maintained or created upslope of delineated wetland edges, ordinary high water elevation, or floodplain of all water bodies (wetlands, streams, lakes) in accordance with the Performance Standards relating to wetlands, Section 5.3.4. WMP Section 5.1.4, Performance Standard 9 Comment: This condition is met. 14.Detention facilities will be designed to attenuate peak flows and provide on-site infiltration in high-permeability soils, natural depressions, and swales. WMP Section 5.1.4, Performance Standard 10 Comment: This design goal is achieved. CONCLUSION We believe that our design meets the city and watershed requirements for rate and volume control and water quality treatment. Please direct any questions regarding the design of the storm drainage system to Steve Johnston at 612-260-7982 This report was prepared by me and I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Stephen Johnston 4/19/2014 Registration #18914 Page 8 of 135 5/19/14 HSGB/D HSGB HSG B HSG B HSG C CHI14001 MINNESOTA RESIDENTIAL WETLAND3 TOTAL16,400SF.(0.38AC.) ELMO, BUILDING(HSGB)300SF.(0.01AC.) WOODS/GRASSCOMB.(HSGB)7,700SF.(0.18AC.) LAKE WOODS/GRASSCOMB.(HSGB/D)2,400SF.(0.06AC.) WOODS/GRASSCOMB.(HSGC)5,000SF.(0.11AC.) EAST WETLAND(HSGC)1,000SF.(0.02AC.) WEIGHTEDAVERAGECn=69 TOTAL38,200SF.(0.88AC.) NORTHEAST BUILDING(HSGB)5,400SF.(0.12AC.) WOODS/GRASSCOMB.(HSGB)11,200SF.(0.26AC.) TOTAL140,800SF.(3.23AC.) WOODS/GRASSCOMB.(HSGC)21,600SF.(0.50AC.) BUILDING(HSGB)4,200SF.(0.10AC.) WEIGHTEDAVERAGECn=72 WOODS/GRASSCOMB.(HSGB)78,700SF.(1.80AC.) WOODS/GRASSCOMB.(HSGB/D)22,900SF.(0.53AC.) WETLAND(HSGB/D)35,000SF.(0.80AC.) DIRECTDISCHARGETOSOUTH WEIGHTEDAVERAGECn=71 TOTAL24,000SF.(0.55AC.) WOODS/GRASSCOMB.(HSGB)7,000SF.(0.16AC.) MAP WOODS/GRASSCOMB.(HSGC)17,000SF.(0.39AC.) WEIGHTEDAVERAGECn=68 BASIN HSGB/D HSGC DRAINAGE WETLAND2 05/14/14 WETLAND4 WETLAND3 EXISTING WETLAND1 HSGB AREASUMMARY 55401 120 www.elanlab.com SUITE NORTHWEST MN TOTAL71,600SF.(1.64AC.) STREET, PAVEMENT(HSGB)6,700SF.(0.16AC.) MINNEAPOLIS, WOODS/GRASSCOMB.(HSGB)64,900SF.(1.49AC.) WEIGHTEDAVERAGECn=62 79807990 3rd 612.260.612.260. 100300 N 901 SCALEINFEET f p SOUTHWEST WETLAND2 TOTAL85,100SF.(1.95AC.) BUILDING/PAVEMENT(HSGB)7,800SF.(0.18AC.) TOTAL61,600SF.(1.41AC.) WOODS/GRASSCOMB.(HSGB)58,400SF.(1.34AC.) BUILDING/PAVEMENT(HSGB)5,800SF.(0.13AC.) WOODS/GRASSCOMB.(HSGC)17,700SF.(0.40AC.) BUILDING(HSGC)400SF.(0.01AC.) WETLAND(HSGC)1,200SF.(0.03AC.) WOODS/GRASSCOMB.(HSGB)42,500SF.(0.98AC.) S I G N D E WEIGHTEDAVERAGECn=65 WOODS/GRASSCOMB.(HSGC)12,300SF.(0.28AC.) Civil Engineering | Landscape Architecture | Construction Services WETLAND(HSGC)600SF.(0.01AC.) WEIGHTEDAVERAGECn=65 CHI14001 MINNESOTA STATION WETLAND3 TOTAL11,900SF.(0.27AC.) UNCONNECTEDIMPERVIOUS(HSGB)1,200SF.(0.03AC.) WETLAND2 LAWN(HSGB)5,000SF.(0.12AC.) HEIGHTS, TOTAL37,300SF.(0.86AC.) WOOD/GRASSCOMB.(HSGB)1,200SF.(0.28AC.) UNCONNECTEDIMPERVIOUS(HSGB)3,700SF.(0.08AC.) WOOD/GRASSCOMB.(HSGC)4,500SF.(0.10AC.) PALMER WEIGHTEDAVERAGECn=72UNCONNECTEDIMPERVIOUS(HSGC)1,600SF.(0.04AC.) PARK POND LAWN(HSGB)6,900SF.(0.16AC.) WOOD/GRASSCOMB.(HSGB)12,400SF.(0.29AC.) TOTAL16,200SF.(0.37AC.) OAK WOOD/GRASSCOMB.(HSGC)12,700SF.(0.29AC.) UNCONNECTEDIMPERVIOUS(HSGB)1,200SF.(0.03AC.) WEIGHTEDAVERAGECn=70 LAWN(HSGB)5,300SF.(0.12AC.) POND(HSGB)1,000SF.(0.02AC.) DIRECTDISCHARGETOSOUTH POND(HSGB/D)4,400SF.(0.10AC.) TOTAL46,900SF.(1.08AC.) POND(HSGC)2,000SF.(0.05AC.) UNCONNECTEDIMPERVIOUS(HSGC)6,100SF.(0.14AC.) WOOD/GRASSCOMB.(HSGB/D)2,300SF.(0.05AC.) LAWN(HSGC)15,900SF.(0.37AC.) WEIGHTEDAVERAGECn=82 WOOD/GRASSCOMB.(HSGB)15,500SF.(0.36AC.) WOOD/GRASSCOMB.(HSGC)9,400SF.(0.22AC.) WEIGHTEDAVERAGECn=73 MAP INFILTRATION BASIN HSGC TOTAL6,000SF.(0.14AC.) WOOD/GRASSCOMB.(HSGB)5,400SF.(0.13AC.) HSGB/D WETLAND3 WOOD/GRASSCOMB.(HSGB/D)600SF.(0.01AC.) WETLAND2 DRAINAGE WEIGHTEDAVERAGECn=81 05/19/14 WETLAND4 PROPOSED AREASUMMARY WETLAND1 55401 120 www.elanlab.com SUITE MN EASTSIDEOFSTREET STREET, HSGB MINNEAPOLIS, TOTAL35,500SF.(0.82AC.) FRONTROOF/DRIVE(HSGB)24,300SF.(0.56AC.) LAWN(HSGB)11,200SF.(0.26AC.) 79807990 WEIGHTEDAVERAGECn=87 3rd 612.260.612.260. 100300 N 901 SCALEINFEET f p SOUTHWEST WESTSIDEOFSTREET NORTHWEST TOTAL67,800SF.(1.56AC.) UNCONNECTEDIMPERVIOUS(HSGB)6,600SF.(0.15AC.) TOTAL44,400SF.(1.02AC.) TOTAL61,500SF.(1.41AC.) UNCONNECTEDIMPERVIOUS(HSGC)600SF.(0.01AC.) FRONTROOF/DRIVE(HSGB)25,100SF.(0.58AC.) UNCONNECTEDIMPERVIOUS(HSGB)13,600SF.(0.31AC.) LAWN(HSGB)21,300SF.(0.49AC.) UNCONNECTEDIMPERVIOUS(HSGC)600SF.(0.01AC.) LAWN(HSGB)9,100SF.(0.21AC.) LAWN(HSGB)18,400SF.(0.42AC.)WOOD/GRASSCOMB.(HSGB)29,300SF.(0.67AC.) WOOD/GRASSCOMB.(HSGB)38,800SF.(0.89AC.) S I G N D E LAWN(HSGC)300SF.(0.01AC.)WOOD/GRASSCOMB.(HSGC)10,000SF.(0.23AC.) WEIGHTEDAVERAGECn=68 WEIGHTEDAVERAGECn=83WEIGHTEDAVERAGECn=67 Civil Engineering | Landscape Architecture | Construction Services 8P10P NW PondWetland #4 1S2S NW BasinNE Basin 3S4S11P SW BasinWetland #3Wetland #3 9P5S12P Wetland #1Wetland #2Wetland #2 6S13P East BasinNon-Wetland Depression 14P7S discharge to the southdirect discharge to south Link Routing Diagram for 20140510_CHI01_EXISTING Pond Subcat Reach Prepared by Élan Design Lab, Inc., Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC 20140510_CHI01_EXISTING Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) AreaCNDescription (sq-ft)(subcatchment-numbers) 270,40058Woods/grass comb., Good, HSG B (1S, 2S, 3S, 4S, 5S, 6S, 7S) 96,50072Woods/grass comb., Good, HSG C (2S, 3S, 4S, 5S, 6S, 7S) 2,40079Woods/grass comb., Good, HSG D (4S) 4,20098Unconnected Impervious, HSG B (2S) 7,86298Unconnected impervious, HSG B (1S, 3S) 11,90098Unconnected impervious, HSG C (4S, 5S, 6S) 37,80098Water Surface, 0% imp, HSG D (2S, 3S, 4S, 5S) 431,06267TOTAL AREA 20140510_CHI01_EXISTING Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) AreaSoilSubcatchment (sq-ft)GroupNumbers 0HSG A 282,462HSG B1S, 2S, 3S, 4S, 5S, 6S, 7S 108,400HSG C2S, 3S, 4S, 5S, 6S, 7S 40,200HSG D2S, 3S, 4S, 5S 0Other 431,062TOTAL AREA 20140510_CHI01_EXISTING Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-AHSG-BHSG-CHSG-DOtherTotalGroundSu (sq-ft)(sq-ft)(sq-ft)(sq-ft)(sq-ft)(sq-ft)CoverN u 04,2000004,200Unconnected Impervious 07,86211,9000019,762Unconnected impervious 0270,40096,5002,4000369,300Woods/grass comb., Good 00037,800037,800Water Surface, 0% imp 0282,462108,40040,2000431,062TOTAL AREA 20140510_CHI01_EXISTING Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line#NodeIn-InvertOut-InvertLengthSlopenDiam/WidthHeightInside-Fill Number(feet)(feet)(feet)(ft/ft)(inches)(inches)(inches) 18P949.60945.1031.00.14520.01212.00.00.0 28P950.60947.6521.00.14050.01212.00.00.0 310P947.70947.5012.00.01670.01212.00.00.0 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NW Basin Runoff Area=64,962 sf 0.10% Impervious Runoff Depth>0.16" Flow Length=240' Slope=0.0240 '/' Tc=28.8 min CN=58 Runoff=0.09 cfs 859 cf Subcatchment 2S: NE Basin Runoff Area=140,800 sf 2.98% Impervious Runoff Depth>0.54" Flow Length=280' Slope=0.0430 '/' Tc=25.8 min CN=71 Runoff=1.60 cfs 6,382 cf Subcatchment 3S: SW Basin Runoff Area=85,100 sf 9.17% Impervious Runoff Depth>0.28" Flow Length=355' Tc=14.7 min UI Adjusted CN=63 Runoff=0.53 cfs 2,001 cf Subcatchment 4S: Wetland #3 Runoff Area=16,400 sf 1.83% Impervious Runoff Depth>0.44" Flow Length=120' Slope=0.6670 '/' Tc=4.4 min UI Adjusted CN=68 Runoff=0.31 cfs 601 cf Subcatchment 5S: Wetland #2 Runoff Area=61,600 sf 10.06% Impervious Runoff Depth>0.29" Tc=0.0 min UI Adjusted CN=63 Runoff=0.75 cfs 1,463 cf Subcatchment 6S: East Basin Runoff Area=38,200 sf 14.14% Impervious Runoff Depth>0.47" Flow Length=110' Slope=0.1400 '/' Tc=7.6 min UI Adjusted CN=69 Runoff=0.70 cfs 1,510 cf Subcatchment 7S: direct discharge to south Runoff Area=24,000 sf 0.00% Impervious Runoff Depth>0.44" Flow Length=200' Tc=9.0 min CN=68 Runoff=0.37 cfs 877 cf Pond 8P: NW Pond Peak Elev=949.74' Storage=13 cf Inflow=0.09 cfs 859 cf Outflow=0.09 cfs 856 cf Pond 9P: Wetland #1 Peak Elev=943.99' Storage=1,715 cf Inflow=0.53 cfs 2,001 cf Discarded=0.01 cfs 285 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 285 cf Pond 10P: Wetland #4 Peak Elev=947.84' Storage=36,019 cf Inflow=1.60 cfs 6,382 cf 12.0" Round Culvert n=0.012 L=12.0' S=0.0167 '/' Outflow=0.09 cfs 2,218 cf Pond 11P: Wetland #3 Peak Elev=947.85' Storage=64 cf Inflow=0.31 cfs 601 cf Discarded=0.00 cfs 28 cf Primary=0.30 cfs 532 cf Outflow=0.30 cfs 560 cf Pond 12P: Wetland #2 Peak Elev=946.52' Storage=888 cf Inflow=0.87 cfs 1,995 cf Discarded=0.00 cfs 137 cf Primary=0.08 cfs 998 cf Outflow=0.08 cfs 1,135 cf Pond 13P: Non-Wetland Depression Peak Elev=946.31' Storage=1,719 cf Inflow=0.70 cfs 2,508 cf Discarded=0.01 cfs 244 cf Primary=0.05 cfs 560 cf Outflow=0.06 cfs 804 cf Pond 14P: discharge to the south Inflow=0.37 cfs 1,437 cf Primary=0.37 cfs 1,437 cf Total Runoff Area = 431,062 sf Runoff Volume = 13,693 cf Average Runoff Depth = 0.38" 94.44% Pervious = 407,100 sf 5.56% Impervious = 23,962 sf 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: NW Basin Runoff=0.09 cfs @ 12.40 hrs, Volume=859 cf, Depth>0.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *6298Unconnected impervious, HSG B 64,90058Woods/grass comb., Good, HSG B 64,96258Weighted Average 64,90099.90% Pervious Area 620.10% Impervious Area 62100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 28.82400.02400.14 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: NE Basin Runoff=1.60 cfs @ 12.23 hrs, Volume=6,382 cf, Depth>0.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription 78,70058Woods/grass comb., Good, HSG B 22,90072Woods/grass comb., Good, HSG C 35,00098Water Surface, 0% imp, HSG D *4,20098Unconnected Impervious, HSG B 140,80071Weighted Average 136,60097.02% Pervious Area 4,2002.98% Impervious Area 4,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods and Grasses 25.82800.04300.18 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: SW Basin Runoff=0.53 cfs @ 12.12 hrs, Volume=2,001 cf, Depth>0.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *7,80098Unconnected impervious, HSG B 58,40058Woods/grass comb., Good, HSG B 17,70072Woods/grass comb., Good, HSG C 1,20098Water Surface, 0% imp, HSG D 85,10065Weighted Average, UI Adjusted CN = 63 77,30090.83% Pervious Area 7,8009.17% Impervious Area 7,800100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheetflow Woods and Grasses 12.31200.05000.16 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Flow in Swale 1.61600.01251.68 Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Slope to Wetland 0.8750.11001.66 Woodland Kv= 5.0 fps 14.7355Total 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 4S: Wetland #3 \[49\] Hint: Tc<2dt may require smaller dt Runoff=0.31 cfs @ 11.97 hrs, Volume=601 cf, Depth>0.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *30098Unconnected impervious, HSG C 7,70058Woods/grass comb., Good, HSG B 5,00072Woods/grass comb., Good, HSG C 2,40079Woods/grass comb., Good, HSG D 1,00098Water Surface, 0% imp, HSG D 16,40069Weighted Average, UI Adjusted CN = 68 16,10098.17% Pervious Area 3001.83% Impervious Area 300100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 4.41200.66700.46 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 5S: Wetland #2 \[46\] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=0.75 cfs @ 11.91 hrs, Volume=1,463 cf, Depth>0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *6,20098Unconnected impervious, HSG C 42,50058Woods/grass comb., Good, HSG B 12,30072Woods/grass comb., Good, HSG C 60098Water Surface, 0% imp, HSG D 61,60065Weighted Average, UI Adjusted CN = 63 55,40089.94% Pervious Area 6,20010.06% Impervious Area 6,200100.00% Unconnected 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 6S: East Basin Runoff=0.70 cfs @ 12.01 hrs, Volume=1,510 cf, Depth>0.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *5,40098Unconnected impervious, HSG C 11,20058Woods/grass comb., Good, HSG B 21,60072Woods/grass comb., Good, HSG C 38,20072Weighted Average, UI Adjusted CN = 69 32,80085.86% Pervious Area 5,40014.14% Impervious Area 5,400100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.61100.14000.24 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 7S: direct discharge to south Runoff=0.37 cfs @ 12.03 hrs, Volume=877 cf, Depth>0.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription 17,00072Woods/grass comb., Good, HSG C 7,00058Woods/grass comb., Good, HSG B 24,00068Weighted Average 24,000100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.8900.08900.19 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated 1.21100.01001.50 Grassed Waterway Kv= 15.0 fps 9.0200Total 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 14 Summary for Pond 8P: NW Pond Inflow Area =64,962 sf,0.10% Impervious, Inflow Depth > 0.16" for 2-YR event Inflow=0.09 cfs @ 12.40 hrs, Volume=859 cf Outflow=0.09 cfs @ 12.45 hrs, Volume=856 cf, Atten= 1%, Lag= 2.8 min Primary=0.09 cfs @ 12.45 hrs, Volume=856 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 949.74' @ 12.45 hrs Surf.Area= 187 sf Storage= 13 cf Plug-Flow detention time= 2.5 min calculated for 856 cf (100% of inflow) Center-of-Mass det. time= 1.7 min ( 899.2 - 897.5 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1949.60'10,944 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 949.60000 950.00520104104 952.0010,32010,84010,944 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary949.60' L= 31.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 949.60' / 945.10' S= 0.1452 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 12.0" Round RCP_Round 12" #2Primary950.60' L= 21.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 950.60' / 947.65' S= 0.1405 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.09 cfs @ 12.45 hrs HW=949.74' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 0.09 cfs @ 1.29 fps) 2=RCP_Round 12" ( Controls 0.00 cfs) 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 15 Summary for Pond 9P: Wetland #1 Inflow Area =85,100 sf,9.17% Impervious, Inflow Depth > 0.28" for 2-YR event Inflow=0.53 cfs @ 12.12 hrs, Volume=2,001 cf Outflow=0.01 cfs @ 20.00 hrs, Volume=285 cf, Atten= 98%, Lag= 473.1 min Discarded=0.01 cfs @ 20.00 hrs, Volume=285 cf Primary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 943.99' @ 20.00 hrs Surf.Area= 2,399 sf Storage= 1,715 cf Plug-Flow detention time= 250.7 min calculated for 284 cf (14% of inflow) Center-of-Mass det. time= 115.9 min ( 975.6 - 859.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1943.00'20,081 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 943.001,145001,145 944.002,4151,7411,7412,423 946.006,7608,81010,5516,793 947.0012,6009,53020,08112,644 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Wetted area #1Discarded943.00' Conductivity to Groundwater Elevation = 0.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.01 cfs @ 20.00 hrs HW=943.99' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=943.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 16 Summary for Pond 10P: Wetland #4 Inflow Area =140,800 sf,2.98% Impervious, Inflow Depth > 0.54" for 2-YR event Inflow=1.60 cfs @ 12.23 hrs, Volume=6,382 cf Outflow=0.09 cfs @ 17.46 hrs, Volume=2,218 cf, Atten= 94%, Lag= 313.6 min Primary=0.09 cfs @ 17.46 hrs, Volume=2,218 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 947.70' Surf.Area= 28,791 sf Storage= 31,752 cf Peak Elev= 947.84' @ 17.46 hrs Surf.Area= 30,503 sf Storage= 36,019 cf (4,267 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 151.5 min ( 990.1 - 838.5 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1946.00'117,135 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 946.008,56500 948.0032,36040,92540,925 950.0043,85076,210117,135 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary947.70' L= 12.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 947.70' / 947.50' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.09 cfs @ 17.46 hrs HW=947.84' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 0.09 cfs @ 1.29 fps) 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 17 Summary for Pond 11P: Wetland #3 Inflow Area =16,400 sf,1.83% Impervious, Inflow Depth > 0.44" for 2-YR event Inflow=0.31 cfs @ 11.97 hrs, Volume=601 cf Outflow=0.30 cfs @ 11.99 hrs, Volume=560 cf, Atten= 3%, Lag= 1.5 min Discarded=0.00 cfs @ 11.99 hrs, Volume=28 cf Primary=0.30 cfs @ 11.99 hrs, Volume=532 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 947.85' @ 11.99 hrs Surf.Area= 547 sf Storage= 64 cf Plug-Flow detention time= 33.5 min calculated for 560 cf (93% of inflow) Center-of-Mass det. time= 10.3 min ( 842.9 - 832.6 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1947.50'183 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 947.500000 948.001,1001831831,100 DeviceRouting InvertOutlet Devices 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #1Primary947.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 0.100 in/hr Exfiltration over Wetted area #2Discarded947.50' Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 11.99 hrs HW=947.85' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.29 cfs @ 11.99 hrs HW=947.85' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.29 cfs @ 0.56 fps) 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 18 Summary for Pond 12P: Wetland #2 Inflow Area =78,000 sf,8.33% Impervious, Inflow Depth > 0.31" for 2-YR event Inflow=0.87 cfs @ 11.94 hrs, Volume=1,995 cf Outflow=0.08 cfs @ 13.12 hrs, Volume=1,135 cf, Atten= 91%, Lag= 70.8 min Discarded=0.00 cfs @ 13.12 hrs, Volume=137 cf Primary=0.08 cfs @ 13.12 hrs, Volume=998 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.52' @ 13.12 hrs Surf.Area= 2,076 sf Storage= 888 cf Plug-Flow detention time= 197.2 min calculated for 1,131 cf (57% of inflow) Center-of-Mass det. time= 93.9 min ( 940.2 - 846.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'2,190 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.00680170170 947.003,3602,0202,190 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.00 cfs @ 13.12 hrs HW=946.52' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.08 cfs @ 13.12 hrs HW=946.52' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.36 fps) 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 19 Summary for Pond 13P: Non-Wetland Depression Inflow Area =116,200 sf,10.24% Impervious, Inflow Depth > 0.26" for 2-YR event Inflow=0.70 cfs @ 12.01 hrs, Volume=2,508 cf Outflow=0.06 cfs @ 16.69 hrs, Volume=804 cf, Atten= 92%, Lag= 281.1 min Discarded=0.01 cfs @ 16.69 hrs, Volume=244 cf Primary=0.05 cfs @ 16.69 hrs, Volume=560 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.31' @ 16.69 hrs Surf.Area= 3,955 sf Storage= 1,719 cf Plug-Flow detention time= 310.2 min calculated for 801 cf (32% of inflow) Center-of-Mass det. time= 167.6 min ( 1,041.2 - 873.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'5,375 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.002,700675675 947.006,7004,7005,375 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir #2Primary946.30' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.01 cfs @ 16.69 hrs HW=946.31' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.04 cfs @ 16.69 hrs HW=946.31' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.31 fps) 20140510_CHI01_EXISTINGType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 20 Summary for Pond 14P: discharge to the south \[40\] Hint: Not Described (Outflow=Inflow) Inflow Area =225,300 sf,8.74% Impervious, Inflow Depth > 0.08" for 2-YR event Inflow=0.37 cfs @ 12.03 hrs, Volume=1,437 cf Primary=0.37 cfs @ 12.03 hrs, Volume=1,437 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 21 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NW Basin Runoff Area=64,962 sf 0.10% Impervious Runoff Depth>0.63" Flow Length=240' Slope=0.0240 '/' Tc=28.8 min CN=58 Runoff=0.72 cfs 3,422 cf Subcatchment 2S: NE Basin Runoff Area=140,800 sf 2.98% Impervious Runoff Depth>1.35" Flow Length=280' Slope=0.0430 '/' Tc=25.8 min CN=71 Runoff=4.42 cfs 15,796 cf Subcatchment 3S: SW Basin Runoff Area=85,100 sf 9.17% Impervious Runoff Depth>0.89" Flow Length=355' Tc=14.7 min UI Adjusted CN=63 Runoff=2.28 cfs 6,277 cf Subcatchment 4S: Wetland #3 Runoff Area=16,400 sf 1.83% Impervious Runoff Depth>1.17" Flow Length=120' Slope=0.6670 '/' Tc=4.4 min UI Adjusted CN=68 Runoff=0.90 cfs 1,602 cf Subcatchment 5S: Wetland #2 Runoff Area=61,600 sf 10.06% Impervious Runoff Depth>0.89" Tc=0.0 min UI Adjusted CN=63 Runoff=2.83 cfs 4,578 cf Subcatchment 6S: East Basin Runoff Area=38,200 sf 14.14% Impervious Runoff Depth>1.23" Flow Length=110' Slope=0.1400 '/' Tc=7.6 min UI Adjusted CN=69 Runoff=1.96 cfs 3,920 cf Subcatchment 7S: direct discharge to south Runoff Area=24,000 sf 0.00% Impervious Runoff Depth>1.17" Flow Length=200' Tc=9.0 min CN=68 Runoff=1.10 cfs 2,340 cf Pond 8P: NW Pond Peak Elev=950.02' Storage=116 cf Inflow=0.72 cfs 3,422 cf Outflow=0.69 cfs 3,416 cf Pond 9P: Wetland #1 Peak Elev=945.15' Storage=5,721 cf Inflow=2.28 cfs 6,277 cf Discarded=0.02 cfs 552 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 552 cf Pond 10P: Wetland #4 Peak Elev=948.00' Storage=40,987 cf Inflow=4.42 cfs 15,796 cf 12.0" Round Culvert n=0.012 L=12.0' S=0.0167 '/' Outflow=0.37 cfs 8,707 cf Pond 11P: Wetland #3 Peak Elev=947.91' Storage=98 cf Inflow=0.90 cfs 1,602 cf Discarded=0.00 cfs 31 cf Primary=0.86 cfs 1,530 cf Outflow=0.86 cfs 1,560 cf Pond 12P: Wetland #2 Peak Elev=946.72' Storage=1,362 cf Inflow=3.41 cfs 6,108 cf Discarded=0.01 cfs 145 cf Primary=2.60 cfs 5,087 cf Outflow=2.61 cfs 5,232 cf Pond 13P: Non-Wetland Depression Peak Elev=946.48' Storage=2,440 cf Inflow=4.31 cfs 9,007 cf Discarded=0.01 cfs 279 cf Primary=2.08 cfs 6,987 cf Outflow=2.09 cfs 7,266 cf Pond 14P: discharge to the south Inflow=2.79 cfs 9,327 cf Primary=2.79 cfs 9,327 cf Total Runoff Area = 431,062 sf Runoff Volume = 37,936 cf Average Runoff Depth = 1.06" 94.44% Pervious = 407,100 sf 5.56% Impervious = 23,962 sf 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1S: NW Basin Runoff=0.72 cfs @ 12.29 hrs, Volume=3,422 cf, Depth>0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *6298Unconnected impervious, HSG B 64,90058Woods/grass comb., Good, HSG B 64,96258Weighted Average 64,90099.90% Pervious Area 620.10% Impervious Area 62100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 28.82400.02400.14 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 2S: NE Basin Runoff=4.42 cfs @ 12.21 hrs, Volume=15,796 cf, Depth>1.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription 78,70058Woods/grass comb., Good, HSG B 22,90072Woods/grass comb., Good, HSG C 35,00098Water Surface, 0% imp, HSG D *4,20098Unconnected Impervious, HSG B 140,80071Weighted Average 136,60097.02% Pervious Area 4,2002.98% Impervious Area 4,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods and Grasses 25.82800.04300.18 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 3S: SW Basin Runoff=2.28 cfs @ 12.09 hrs, Volume=6,277 cf, Depth>0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *7,80098Unconnected impervious, HSG B 58,40058Woods/grass comb., Good, HSG B 17,70072Woods/grass comb., Good, HSG C 1,20098Water Surface, 0% imp, HSG D 85,10065Weighted Average, UI Adjusted CN = 63 77,30090.83% Pervious Area 7,8009.17% Impervious Area 7,800100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheetflow Woods and Grasses 12.31200.05000.16 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Flow in Swale 1.61600.01251.68 Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Slope to Wetland 0.8750.11001.66 Woodland Kv= 5.0 fps 14.7355Total 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 4S: Wetland #3 \[49\] Hint: Tc<2dt may require smaller dt Runoff=0.90 cfs @ 11.96 hrs, Volume=1,602 cf, Depth>1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *30098Unconnected impervious, HSG C 7,70058Woods/grass comb., Good, HSG B 5,00072Woods/grass comb., Good, HSG C 2,40079Woods/grass comb., Good, HSG D 1,00098Water Surface, 0% imp, HSG D 16,40069Weighted Average, UI Adjusted CN = 68 16,10098.17% Pervious Area 3001.83% Impervious Area 300100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 4.41200.66700.46 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 5S: Wetland #2 \[46\] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=2.83 cfs @ 11.90 hrs, Volume=4,578 cf, Depth>0.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *6,20098Unconnected impervious, HSG C 42,50058Woods/grass comb., Good, HSG B 12,30072Woods/grass comb., Good, HSG C 60098Water Surface, 0% imp, HSG D 61,60065Weighted Average, UI Adjusted CN = 63 55,40089.94% Pervious Area 6,20010.06% Impervious Area 6,200100.00% Unconnected 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 6S: East Basin Runoff=1.96 cfs @ 12.00 hrs, Volume=3,920 cf, Depth>1.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *5,40098Unconnected impervious, HSG C 11,20058Woods/grass comb., Good, HSG B 21,60072Woods/grass comb., Good, HSG C 38,20072Weighted Average, UI Adjusted CN = 69 32,80085.86% Pervious Area 5,40014.14% Impervious Area 5,400100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.61100.14000.24 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 7S: direct discharge to south Runoff=1.10 cfs @ 12.01 hrs, Volume=2,340 cf, Depth>1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription 17,00072Woods/grass comb., Good, HSG C 7,00058Woods/grass comb., Good, HSG B 24,00068Weighted Average 24,000100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.8900.08900.19 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated 1.21100.01001.50 Grassed Waterway Kv= 15.0 fps 9.0200Total 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 29 Summary for Pond 8P: NW Pond Inflow Area =64,962 sf,0.10% Impervious, Inflow Depth > 0.63" for 10-YR event Inflow=0.72 cfs @ 12.29 hrs, Volume=3,422 cf Outflow=0.69 cfs @ 12.34 hrs, Volume=3,416 cf, Atten= 3%, Lag= 3.4 min Primary=0.69 cfs @ 12.34 hrs, Volume=3,416 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.02' @ 12.34 hrs Surf.Area= 624 sf Storage= 116 cf Plug-Flow detention time= 2.6 min calculated for 3,416 cf (100% of inflow) Center-of-Mass det. time= 2.0 min ( 853.3 - 851.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1949.60'10,944 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 949.60000 950.00520104104 952.0010,32010,84010,944 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary949.60' L= 31.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 949.60' / 945.10' S= 0.1452 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 12.0" Round RCP_Round 12" #2Primary950.60' L= 21.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 950.60' / 947.65' S= 0.1405 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.69 cfs @ 12.34 hrs HW=950.02' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 0.69 cfs @ 2.21 fps) 2=RCP_Round 12" ( Controls 0.00 cfs) 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 30 Summary for Pond 9P: Wetland #1 Inflow Area =85,100 sf,9.17% Impervious, Inflow Depth > 0.89" for 10-YR event Inflow=2.28 cfs @ 12.09 hrs, Volume=6,277 cf Outflow=0.02 cfs @ 20.00 hrs, Volume=552 cf, Atten= 99%, Lag= 474.7 min Discarded=0.02 cfs @ 20.00 hrs, Volume=552 cf Primary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 945.15' @ 20.00 hrs Surf.Area= 4,641 sf Storage= 5,721 cf Plug-Flow detention time= 259.4 min calculated for 552 cf (9% of inflow) Center-of-Mass det. time= 147.4 min ( 975.2 - 827.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1943.00'20,081 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 943.001,145001,145 944.002,4151,7411,7412,423 946.006,7608,81010,5516,793 947.0012,6009,53020,08112,644 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Wetted area #1Discarded943.00' Conductivity to Groundwater Elevation = 0.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.02 cfs @ 20.00 hrs HW=945.15' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=943.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 31 Summary for Pond 10P: Wetland #4 Inflow Area =140,800 sf,2.98% Impervious, Inflow Depth > 1.35" for 10-YR event Inflow=4.42 cfs @ 12.21 hrs, Volume=15,796 cf Outflow=0.37 cfs @ 14.02 hrs, Volume=8,707 cf, Atten= 92%, Lag= 108.9 min Primary=0.37 cfs @ 14.02 hrs, Volume=8,707 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 947.70' Surf.Area= 28,791 sf Storage= 31,752 cf Peak Elev= 948.00' @ 14.02 hrs Surf.Area= 32,371 sf Storage= 40,987 cf (9,234 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 137.4 min ( 956.2 - 818.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1946.00'117,135 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 946.008,56500 948.0032,36040,92540,925 950.0043,85076,210117,135 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary947.70' L= 12.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 947.70' / 947.50' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.37 cfs @ 14.02 hrs HW=948.00' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 0.37 cfs @ 1.87 fps) 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 32 Summary for Pond 11P: Wetland #3 Inflow Area =16,400 sf,1.83% Impervious, Inflow Depth > 1.17" for 10-YR event Inflow=0.90 cfs @ 11.96 hrs, Volume=1,602 cf Outflow=0.86 cfs @ 11.98 hrs, Volume=1,560 cf, Atten= 4%, Lag= 1.2 min Discarded=0.00 cfs @ 11.98 hrs, Volume=31 cf Primary=0.86 cfs @ 11.98 hrs, Volume=1,530 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 947.91' @ 11.98 hrs Surf.Area= 726 sf Storage= 98 cf Plug-Flow detention time= 14.1 min calculated for 1,560 cf (97% of inflow) Center-of-Mass det. time= 4.2 min ( 813.1 - 808.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1947.50'183 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 947.500000 948.001,1001831831,100 DeviceRouting InvertOutlet Devices 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #1Primary947.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 0.100 in/hr Exfiltration over Wetted area #2Discarded947.50' Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 11.98 hrs HW=947.90' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.82 cfs @ 11.98 hrs HW=947.90' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.82 cfs @ 0.80 fps) 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 33 Summary for Pond 12P: Wetland #2 Inflow Area =78,000 sf,8.33% Impervious, Inflow Depth > 0.94" for 10-YR event Inflow=3.41 cfs @ 11.91 hrs, Volume=6,108 cf Outflow=2.61 cfs @ 11.97 hrs, Volume=5,232 cf, Atten= 24%, Lag= 3.6 min Discarded=0.01 cfs @ 11.97 hrs, Volume=145 cf Primary=2.60 cfs @ 11.97 hrs, Volume=5,087 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.72' @ 11.97 hrs Surf.Area= 2,618 sf Storage= 1,362 cf Plug-Flow detention time= 67.1 min calculated for 5,232 cf (86% of inflow) Center-of-Mass det. time= 21.4 min ( 836.7 - 815.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'2,190 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.00680170170 947.003,3602,0202,190 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.01 cfs @ 11.97 hrs HW=946.71' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=2.40 cfs @ 11.97 hrs HW=946.71' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 2.40 cfs @ 1.14 fps) 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 34 Summary for Pond 13P: Non-Wetland Depression Inflow Area =116,200 sf,10.24% Impervious, Inflow Depth > 0.93" for 10-YR event Inflow=4.31 cfs @ 11.98 hrs, Volume=9,007 cf Outflow=2.09 cfs @ 12.11 hrs, Volume=7,266 cf, Atten= 52%, Lag= 7.9 min Discarded=0.01 cfs @ 12.11 hrs, Volume=279 cf Primary=2.08 cfs @ 12.11 hrs, Volume=6,987 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.48' @ 12.11 hrs Surf.Area= 4,627 sf Storage= 2,440 cf Plug-Flow detention time= 88.5 min calculated for 7,266 cf (81% of inflow) Center-of-Mass det. time= 31.6 min ( 854.5 - 822.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'5,375 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.002,700675675 947.006,7004,7005,375 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir #2Primary946.30' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.01 cfs @ 12.11 hrs HW=946.48' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=2.03 cfs @ 12.11 hrs HW=946.48' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 2.03 cfs @ 1.13 fps) 20140510_CHI01_EXISTINGType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 35 Summary for Pond 14P: discharge to the south \[40\] Hint: Not Described (Outflow=Inflow) Inflow Area =225,300 sf,8.74% Impervious, Inflow Depth > 0.50" for 10-YR event Inflow=2.79 cfs @ 12.08 hrs, Volume=9,327 cf Primary=2.79 cfs @ 12.08 hrs, Volume=9,327 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 36 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NW Basin Runoff Area=64,962 sf 0.10% Impervious Runoff Depth>1.50" Flow Length=240' Slope=0.0240 '/' Tc=28.8 min CN=58 Runoff=2.03 cfs 8,135 cf Subcatchment 2S: NE Basin Runoff Area=140,800 sf 2.98% Impervious Runoff Depth>2.57" Flow Length=280' Slope=0.0430 '/' Tc=25.8 min CN=71 Runoff=8.62 cfs 30,150 cf Subcatchment 3S: SW Basin Runoff Area=85,100 sf 9.17% Impervious Runoff Depth>1.90" Flow Length=355' Tc=14.7 min UI Adjusted CN=63 Runoff=5.19 cfs 13,490 cf Subcatchment 4S: Wetland #3 Runoff Area=16,400 sf 1.83% Impervious Runoff Depth>2.33" Flow Length=120' Slope=0.6670 '/' Tc=4.4 min UI Adjusted CN=68 Runoff=1.78 cfs 3,181 cf Subcatchment 5S: Wetland #2 Runoff Area=61,600 sf 10.06% Impervious Runoff Depth>1.91" Tc=0.0 min UI Adjusted CN=63 Runoff=6.16 cfs 9,827 cf Subcatchment 6S: East Basin Runoff Area=38,200 sf 14.14% Impervious Runoff Depth>2.41" Flow Length=110' Slope=0.1400 '/' Tc=7.6 min UI Adjusted CN=69 Runoff=3.84 cfs 7,676 cf Subcatchment 7S: direct discharge to south Runoff Area=24,000 sf 0.00% Impervious Runoff Depth>2.32" Flow Length=200' Tc=9.0 min CN=68 Runoff=2.21 cfs 4,647 cf Pond 8P: NW Pond Peak Elev=950.33' Storage=539 cf Inflow=2.03 cfs 8,135 cf Outflow=1.78 cfs 8,124 cf Pond 9P: Wetland #1 Peak Elev=946.27' Storage=12,531 cf Inflow=5.19 cfs 13,490 cf Discarded=0.04 cfs 952 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 952 cf Pond 10P: Wetland #4 Peak Elev=948.24' Storage=48,826 cf Inflow=8.62 cfs 30,150 cf 12.0" Round Culvert n=0.012 L=12.0' S=0.0167 '/' Outflow=1.01 cfs 20,207 cf Pond 11P: Wetland #3 Peak Elev=947.97' Storage=149 cf Inflow=1.78 cfs 3,181 cf Discarded=0.00 cfs 36 cf Primary=1.68 cfs 3,102 cf Outflow=1.69 cfs 3,138 cf Pond 12P: Wetland #2 Peak Elev=946.90' Storage=1,877 cf Inflow=7.36 cfs 12,929 cf Discarded=0.01 cfs 156 cf Primary=6.55 cfs 11,880 cf Outflow=6.55 cfs 12,036 cf Pond 13P: Non-Wetland Depression Peak Elev=946.75' Storage=3,835 cf Inflow=9.83 cfs 19,556 cf Discarded=0.01 cfs 304 cf Primary=8.19 cfs 17,470 cf Outflow=8.21 cfs 17,774 cf Pond 14P: discharge to the south Inflow=10.40 cfs 22,118 cf Primary=10.40 cfs 22,118 cf Total Runoff Area = 431,062 sf Runoff Volume = 77,107 cf Average Runoff Depth = 2.15" 94.44% Pervious = 407,100 sf 5.56% Impervious = 23,962 sf 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 1S: NW Basin Runoff=2.03 cfs @ 12.26 hrs, Volume=8,135 cf, Depth>1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *6298Unconnected impervious, HSG B 64,90058Woods/grass comb., Good, HSG B 64,96258Weighted Average 64,90099.90% Pervious Area 620.10% Impervious Area 62100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 28.82400.02400.14 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 2S: NE Basin Runoff=8.62 cfs @ 12.20 hrs, Volume=30,150 cf, Depth>2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription 78,70058Woods/grass comb., Good, HSG B 22,90072Woods/grass comb., Good, HSG C 35,00098Water Surface, 0% imp, HSG D *4,20098Unconnected Impervious, HSG B 140,80071Weighted Average 136,60097.02% Pervious Area 4,2002.98% Impervious Area 4,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods and Grasses 25.82800.04300.18 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 3S: SW Basin Runoff=5.19 cfs @ 12.08 hrs, Volume=13,490 cf, Depth>1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *7,80098Unconnected impervious, HSG B 58,40058Woods/grass comb., Good, HSG B 17,70072Woods/grass comb., Good, HSG C 1,20098Water Surface, 0% imp, HSG D 85,10065Weighted Average, UI Adjusted CN = 63 77,30090.83% Pervious Area 7,8009.17% Impervious Area 7,800100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheetflow Woods and Grasses 12.31200.05000.16 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Flow in Swale 1.61600.01251.68 Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Slope to Wetland 0.8750.11001.66 Woodland Kv= 5.0 fps 14.7355Total 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 4S: Wetland #3 \[49\] Hint: Tc<2dt may require smaller dt Runoff=1.78 cfs @ 11.95 hrs, Volume=3,181 cf, Depth>2.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *30098Unconnected impervious, HSG C 7,70058Woods/grass comb., Good, HSG B 5,00072Woods/grass comb., Good, HSG C 2,40079Woods/grass comb., Good, HSG D 1,00098Water Surface, 0% imp, HSG D 16,40069Weighted Average, UI Adjusted CN = 68 16,10098.17% Pervious Area 3001.83% Impervious Area 300100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 4.41200.66700.46 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 5S: Wetland #2 \[46\] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=6.16 cfs @ 11.90 hrs, Volume=9,827 cf, Depth>1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *6,20098Unconnected impervious, HSG C 42,50058Woods/grass comb., Good, HSG B 12,30072Woods/grass comb., Good, HSG C 60098Water Surface, 0% imp, HSG D 61,60065Weighted Average, UI Adjusted CN = 63 55,40089.94% Pervious Area 6,20010.06% Impervious Area 6,200100.00% Unconnected 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 6S: East Basin Runoff=3.84 cfs @ 11.99 hrs, Volume=7,676 cf, Depth>2.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *5,40098Unconnected impervious, HSG C 11,20058Woods/grass comb., Good, HSG B 21,60072Woods/grass comb., Good, HSG C 38,20072Weighted Average, UI Adjusted CN = 69 32,80085.86% Pervious Area 5,40014.14% Impervious Area 5,400100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.61100.14000.24 Grass: Dense n= 0.240 P2= 2.75" 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 7S: direct discharge to south Runoff=2.21 cfs @ 12.01 hrs, Volume=4,647 cf, Depth>2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription 17,00072Woods/grass comb., Good, HSG C 7,00058Woods/grass comb., Good, HSG B 24,00068Weighted Average 24,000100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.8900.08900.19 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated 1.21100.01001.50 Grassed Waterway Kv= 15.0 fps 9.0200Total 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 44 Summary for Pond 8P: NW Pond Inflow Area =64,962 sf,0.10% Impervious, Inflow Depth > 1.50" for 100-YR event Inflow=2.03 cfs @ 12.26 hrs, Volume=8,135 cf Outflow=1.78 cfs @ 12.37 hrs, Volume=8,124 cf, Atten= 12%, Lag= 6.7 min Primary=1.78 cfs @ 12.37 hrs, Volume=8,124 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.33' @ 12.37 hrs Surf.Area= 2,130 sf Storage= 539 cf Plug-Flow detention time= 3.3 min calculated for 8,097 cf (100% of inflow) Center-of-Mass det. time= 2.8 min ( 833.5 - 830.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1949.60'10,944 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 949.60000 950.00520104104 952.0010,32010,84010,944 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary949.60' L= 31.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 949.60' / 945.10' S= 0.1452 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 12.0" Round RCP_Round 12" #2Primary950.60' L= 21.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 950.60' / 947.65' S= 0.1405 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.77 cfs @ 12.37 hrs HW=950.33' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 1.77 cfs @ 2.90 fps) 2=RCP_Round 12" ( Controls 0.00 cfs) 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 45 Summary for Pond 9P: Wetland #1 Inflow Area =85,100 sf,9.17% Impervious, Inflow Depth > 1.90" for 100-YR event Inflow=5.19 cfs @ 12.08 hrs, Volume=13,490 cf Outflow=0.04 cfs @ 20.00 hrs, Volume=952 cf, Atten= 99%, Lag= 475.4 min Discarded=0.04 cfs @ 20.00 hrs, Volume=952 cf Primary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.27' @ 20.00 hrs Surf.Area= 8,138 sf Storage= 12,531 cf Plug-Flow detention time= 269.3 min calculated for 949 cf (7% of inflow) Center-of-Mass det. time= 161.6 min ( 972.6 - 810.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1943.00'20,081 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 943.001,145001,145 944.002,4151,7411,7412,423 946.006,7608,81010,5516,793 947.0012,6009,53020,08112,644 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Wetted area #1Discarded943.00' Conductivity to Groundwater Elevation = 0.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.04 cfs @ 20.00 hrs HW=946.27' (Free Discharge) 1=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=943.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 46 Summary for Pond 10P: Wetland #4 Inflow Area =140,800 sf,2.98% Impervious, Inflow Depth > 2.57" for 100-YR event Inflow=8.62 cfs @ 12.20 hrs, Volume=30,150 cf Outflow=1.01 cfs @ 13.25 hrs, Volume=20,207 cf, Atten= 88%, Lag= 62.7 min Primary=1.01 cfs @ 13.25 hrs, Volume=20,207 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 947.70' Surf.Area= 28,791 sf Storage= 31,752 cf Peak Elev= 948.24' @ 13.25 hrs Surf.Area= 33,734 sf Storage= 48,826 cf (17,074 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 128.6 min ( 934.3 - 805.6 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1946.00'117,135 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 946.008,56500 948.0032,36040,92540,925 950.0043,85076,210117,135 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary947.70' L= 12.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 947.70' / 947.50' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.01 cfs @ 13.25 hrs HW=948.24' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 1.01 cfs @ 3.38 fps) 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 47 Summary for Pond 11P: Wetland #3 Inflow Area =16,400 sf,1.83% Impervious, Inflow Depth > 2.33" for 100-YR event Inflow=1.78 cfs @ 11.95 hrs, Volume=3,181 cf Outflow=1.69 cfs @ 11.97 hrs, Volume=3,138 cf, Atten= 5%, Lag= 1.1 min Discarded=0.00 cfs @ 11.97 hrs, Volume=36 cf Primary=1.68 cfs @ 11.97 hrs, Volume=3,102 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 947.97' @ 11.97 hrs Surf.Area= 956 sf Storage= 149 cf Plug-Flow detention time= 8.4 min calculated for 3,128 cf (98% of inflow) Center-of-Mass det. time= 3.2 min ( 797.5 - 794.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1947.50'183 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 947.500000 948.001,1001831831,100 DeviceRouting InvertOutlet Devices 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #1Primary947.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 0.100 in/hr Exfiltration over Wetted area #2Discarded947.50' Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=947.96' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.63 cfs @ 11.97 hrs HW=947.96' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.63 cfs @ 1.00 fps) 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 48 Summary for Pond 12P: Wetland #2 Inflow Area =78,000 sf,8.33% Impervious, Inflow Depth > 1.99" for 100-YR event Inflow=7.36 cfs @ 11.90 hrs, Volume=12,929 cf Outflow=6.55 cfs @ 11.94 hrs, Volume=12,036 cf, Atten= 11%, Lag= 2.0 min Discarded=0.01 cfs @ 11.94 hrs, Volume=156 cf Primary=6.55 cfs @ 11.94 hrs, Volume=11,880 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.90' @ 11.94 hrs Surf.Area= 3,100 sf Storage= 1,877 cf Plug-Flow detention time= 35.1 min calculated for 11,996 cf (93% of inflow) Center-of-Mass det. time= 10.7 min ( 809.7 - 799.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'2,190 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.00680170170 947.003,3602,0202,190 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.01 cfs @ 11.94 hrs HW=946.89' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=6.31 cfs @ 11.94 hrs HW=946.89' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 6.31 cfs @ 1.60 fps) 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 49 Summary for Pond 13P: Non-Wetland Depression \[79\] Warning: Submerged Pond 12P Primary device # 2 by 0.25' Inflow Area =116,200 sf,10.24% Impervious, Inflow Depth > 2.02" for 100-YR event Inflow=9.83 cfs @ 11.95 hrs, Volume=19,556 cf Outflow=8.21 cfs @ 12.01 hrs, Volume=17,774 cf, Atten= 16%, Lag= 3.6 min Discarded=0.01 cfs @ 12.01 hrs, Volume=304 cf Primary=8.19 cfs @ 12.01 hrs, Volume=17,470 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 946.75' @ 12.01 hrs Surf.Area= 5,707 sf Storage= 3,835 cf Plug-Flow detention time= 45.9 min calculated for 17,774 cf (91% of inflow) Center-of-Mass det. time= 14.9 min ( 817.8 - 803.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'5,375 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.002,700675675 947.006,7004,7005,375 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir #2Primary946.30' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Discarded OutFlow Max=0.01 cfs @ 12.01 hrs HW=946.74' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=8.02 cfs @ 12.01 hrs HW=946.75' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 8.02 cfs @ 1.80 fps) 20140510_CHI01_EXISTINGType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 50 Summary for Pond 14P: discharge to the south \[40\] Hint: Not Described (Outflow=Inflow) Inflow Area =225,300 sf,8.74% Impervious, Inflow Depth > 1.18" for 100-YR event Inflow=10.40 cfs @ 12.01 hrs, Volume=22,118 cf Primary=10.40 cfs @ 12.01 hrs, Volume=22,118 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 8P10P NW PondWetland #4 1S15S17P20S2S NW BasinWest side of streetWest ForebayDirect to PondNE Basin 3S16S18P20P SW BasinEast side of streetEast ForebayDetention Pond 19P Infiltration Basin 9P4S11P22S Wetland #1Wetland #3Wetland #3Infiltration Area 5S12P Wetland #2Wetland #2 14P7S discharge to the southdirect discharge to south Link Routing Diagram for 20140519_CHI01_PROPOSED Pond Subcat Reach Prepared by Élan Design Lab, Inc., Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC 20140519_CHI01_PROPOSED Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) AreaCNDescription (sq-ft)(subcatchment-numbers) 114,30058Woods/grass comb., Good, HSG B (1S, 2S, 3S, 4S, 5S, 7S) 76,80061>75% Grass cover, Good, HSG B (1S, 3S, 4S, 5S, 15S, 16S, 20S, 22S) 54,60072Woods/grass comb., Good, HSG C (2S, 3S, 4S, 5S, 7S, 20S) 16,20074>75% Grass cover, Good, HSG C (7S, 15S) 50,00098Roofs, Drives, Street, HSG B (15S, 16S) 22,00098Unconnected impervious, HSG B (1S, 3S, 20S) 12,60098Unconnected impervious, HSG C (4S, 5S, 7S) 4,80098Water Surface, 0% imp, HSG B (15S, 16S, 22S) 7,00098Water Surface, 0% imp, HSG C (20S) 20,90098Water Surface, 0% imp, HSG D (2S, 3S, 4S, 5S) 379,20074TOTAL AREA 20140519_CHI01_PROPOSED Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) AreaSoilSubcatchment (sq-ft)GroupNumbers 0HSG A 267,900HSG B1S, 2S, 3S, 4S, 5S, 7S, 15S, 16S, 20S, 22S 90,400HSG C2S, 3S, 4S, 5S, 7S, 15S, 20S 20,900HSG D2S, 3S, 4S, 5S 0Other 379,200TOTAL AREA 20140519_CHI01_PROPOSED Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-AHSG-BHSG-CHSG-DOtherTotalGroundSu (sq-ft)(sq-ft)(sq-ft)(sq-ft)(sq-ft)(sq-ft)CoverN u 050,00000050,000Roofs, Drives, Street 022,00012,6000034,600Unconnected impervious 076,80016,2000093,000>75% Grass cover, Good 0114,30054,60000168,900Woods/grass comb., Good 04,8007,00020,900032,700Water Surface, 0% imp 0267,90090,40020,9000379,200TOTAL AREA 20140519_CHI01_PROPOSED Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line#NodeIn-InvertOut-InvertLengthSlopenDiam/WidthHeightInside-Fill Number(feet)(feet)(feet)(ft/ft)(inches)(inches)(inches) 18P949.70949.6020.00.00500.0128.00.00.0 28P950.60947.6521.00.14050.01212.00.00.0 310P947.70947.5012.00.01670.01212.00.00.0 417P952.15952.0055.00.00270.01212.00.00.0 520P948.00947.8020.00.01000.01212.00.00.0 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 6 Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NW Basin Runoff Area=57,800 sf 23.53% Impervious Runoff Depth=0.33" Flow Length=240' Slope=0.0240 '/' Tc=28.8 min UI Adjusted CN=63 Runoff=0.23 cfs 1,605 cf Subcatchment 2S: NE Basin Runoff Area=60,600 sf 0.00% Impervious Runoff Depth=0.66" Flow Length=280' Slope=0.0430 '/' Tc=25.8 min CN=72 Runoff=0.76 cfs 3,351 cf Subcatchment 3S: SW Basin Runoff Area=63,000 sf 11.43% Impervious Runoff Depth=0.40" Flow Length=355' Tc=14.7 min UI Adjusted CN=65 Runoff=0.53 cfs 2,082 cf Subcatchment 4S: Wetland #3 Runoff Area=11,900 sf 10.08% Impervious Runoff Depth=0.58" Flow Length=120' Slope=0.6670 '/' Tc=4.4 min UI Adjusted CN=70 Runoff=0.27 cfs 575 cf Subcatchment 5S: Wetland #2 Runoff Area=37,300 sf 14.21% Impervious Runoff Depth=0.47" Flow Length=150' Slope=0.1000 '/' Tc=11.2 min UI Adjusted CN=67 Runoff=0.47 cfs 1,447 cf Subcatchment 7S: direct discharge to Runoff Area=46,900 sf 13.01% Impervious Runoff Depth=0.62" Flow Length=200' Tc=9.0 min UI Adjusted CN=71 Runoff=0.96 cfs 2,427 cf Subcatchment 15S: West side of street Runoff Area=44,400 sf 57.88% Impervious Runoff Depth=1.25" Flow Length=540' Tc=8.1 min CN=83 Runoff=2.08 cfs 4,618 cf Subcatchment 16S: East side of street Runoff Area=35,500 sf 68.45% Impervious Runoff Depth=1.52" Flow Length=540' Tc=8.2 min CN=87 Runoff=2.01 cfs 4,505 cf Subcatchment 20S: Direct to Pond Runoff Area=15,800 sf 7.59% Impervious Runoff Depth=1.12" Tc=0.0 min UI Adjusted CN=81 Runoff=0.84 cfs 1,481 cf Subcatchment 22S: Infiltration Area Runoff Area=6,000 sf 0.00% Impervious Runoff Depth=1.12" Flow Length=15' Slope=0.3300 '/' Tc=1.1 min CN=81 Runoff=0.31 cfs 562 cf Pond 8P: NW Pond Peak Elev=949.99' Storage=101 cf Inflow=0.23 cfs 1,605 cf Outflow=0.20 cfs 1,598 cf Pond 9P: Wetland #1 Peak Elev=944.01' Storage=1,665 cf Inflow=0.53 cfs 2,082 cf Discarded=0.01 cfs 624 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 624 cf Pond 10P: Wetland #4 Peak Elev=947.87' Storage=36,711 cf Inflow=0.98 cfs 8,550 cf 12.0" Round Culvert n=0.012 L=12.0' S=0.0167 '/' Outflow=0.12 cfs 5,620 cf Pond 11P: Wetland #3 Peak Elev=947.85' Storage=62 cf Inflow=0.27 cfs 575 cf Discarded=0.00 cfs 58 cf Primary=0.26 cfs 493 cf Outflow=0.26 cfs 552 cf Pond 12P: Wetland #2 Peak Elev=946.52' Storage=879 cf Inflow=0.66 cfs 1,941 cf Discarded=0.00 cfs 301 cf Primary=0.06 cfs 885 cf Outflow=0.06 cfs 1,185 cf Pond 14P: discharge to the south Peak Elev=946.12' Storage=1,578 cf Inflow=0.96 cfs 3,312 cf Discarded=0.01 cfs 778 cf Primary=0.07 cfs 1,236 cf Outflow=0.08 cfs 2,013 cf 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 7 Pond 17P: West Forebay Peak Elev=953.12' Storage=349 cf Inflow=2.08 cfs 4,618 cf Discarded=0.00 cfs 80 cf Primary=1.89 cfs 4,524 cf Secondary=0.00 cfs 0 cf Outflow=1.90 cfs 4,604 cf Pond 18P: East Forebay Peak Elev=954.08' Storage=1,051 cf Inflow=3.82 cfs 9,029 cf Primary=3.77 cfs 8,225 cf Secondary=0.00 cfs 0 cf Outflow=3.77 cfs 8,225 cf Pond 19P: Infiltration Basin Peak Elev=954.70' Storage=4,079 cf Inflow=3.83 cfs 8,788 cf Discarded=0.03 cfs 1,854 cf Primary=0.49 cfs 3,719 cf Outflow=0.52 cfs 5,573 cf Pond 20P: Detention Pond Peak Elev=948.35' Storage=457 cf Inflow=0.84 cfs 5,200 cf Outflow=0.44 cfs 5,199 cf Total Runoff Area = 379,200 sf Runoff Volume = 22,654 cf Average Runoff Depth = 0.72" 77.69% Pervious = 294,600 sf 22.31% Impervious = 84,600 sf 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: NW Basin Runoff=0.23 cfs @ 12.32 hrs, Volume=1,605 cf, Depth=0.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *13,60098Unconnected impervious, HSG B 35,10058Woods/grass comb., Good, HSG B 9,10061>75% Grass cover, Good, HSG B 57,80068Weighted Average, UI Adjusted CN = 63 44,20076.47% Pervious Area 13,60023.53% Impervious Area 13,600100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 28.82400.02400.14 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2S: NE Basin Runoff=0.76 cfs @ 12.23 hrs, Volume=3,351 cf, Depth=0.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription 32,90058Woods/grass comb., Good, HSG B 9,60072Woods/grass comb., Good, HSG C 18,10098Water Surface, 0% imp, HSG D 60,60072Weighted Average 60,600100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods and Grasses 25.82800.04300.18 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 3S: SW Basin Runoff=0.53 cfs @ 12.11 hrs, Volume=2,082 cf, Depth=0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *7,20098Unconnected impervious, HSG B 23,30058Woods/grass comb., Good, HSG B 10,00072Woods/grass comb., Good, HSG C 1,20098Water Surface, 0% imp, HSG D 21,30061>75% Grass cover, Good, HSG B 63,00067Weighted Average, UI Adjusted CN = 65 55,80088.57% Pervious Area 7,20011.43% Impervious Area 7,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheetflow Woods and Grasses 12.31200.05000.16 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Flow in Swale 1.61600.01251.68 Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Slope to Wetland 0.8750.11001.66 Woodland Kv= 5.0 fps 14.7355Total 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 4S: Wetland #3 \[49\] Hint: Tc<2dt may require smaller dt Runoff=0.27 cfs @ 11.96 hrs, Volume=575 cf, Depth=0.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *1,20098Unconnected impervious, HSG C 1,20058Woods/grass comb., Good, HSG B 4,50072Woods/grass comb., Good, HSG C 1,00098Water Surface, 0% imp, HSG D 4,00061>75% Grass cover, Good, HSG B 11,90072Weighted Average, UI Adjusted CN = 70 10,70089.92% Pervious Area 1,20010.08% Impervious Area 1,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 4.41200.66700.46 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 5S: Wetland #2 Runoff=0.47 cfs @ 12.06 hrs, Volume=1,447 cf, Depth=0.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *5,30098Unconnected impervious, HSG C 12,40058Woods/grass comb., Good, HSG B 12,70072Woods/grass comb., Good, HSG C 60098Water Surface, 0% imp, HSG D 6,30061>75% Grass cover, Good, HSG B 37,30070Weighted Average, UI Adjusted CN = 67 32,00085.79% Pervious Area 5,30014.21% Impervious Area 5,300100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet flow 11.21500.10000.22 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 7S: direct discharge to south Runoff=0.96 cfs @ 12.02 hrs, Volume=2,427 cf, Depth=0.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription 15,50072Woods/grass comb., Good, HSG C 9,40058Woods/grass comb., Good, HSG B 15,90074>75% Grass cover, Good, HSG C *6,10098Unconnected impervious, HSG C 46,90073Weighted Average, UI Adjusted CN = 71 40,80086.99% Pervious Area 6,10013.01% Impervious Area 6,100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.8900.08900.19 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated 1.21100.01001.50 Grassed Waterway Kv= 15.0 fps 9.0200Total 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 15S: West side of street Runoff=2.08 cfs @ 12.00 hrs, Volume=4,618 cf, Depth=1.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *25,70098Roofs, Drives, Street, HSG B 17,70061>75% Grass cover, Good, HSG B 30074>75% Grass cover, Good, HSG C 70098Water Surface, 0% imp, HSG B 44,40083Weighted Average 18,70042.12% Pervious Area 25,70057.88% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Front yard 5.1400.05000.13 Grass: Dense n= 0.240 P2= 2.75" Channel Flow, Curb 3.05000.00502.767.74 Area= 2.8 sf Perim= 14.0' r= 0.20' n= 0.013 Concrete, trowel finish 8.1540Total 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 16S: East side of street Runoff=2.01 cfs @ 12.00 hrs, Volume=4,505 cf, Depth=1.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *24,30098Roofs, Drives, Street, HSG B 10,30061>75% Grass cover, Good, HSG B 90098Water Surface, 0% imp, HSG B 35,50087Weighted Average 11,20031.55% Pervious Area 24,30068.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Front yard 5.1400.05000.13 Grass: Dense n= 0.240 P2= 2.75" Channel Flow, 3.15000.00502.717.60 Area= 2.8 sf Perim= 14.4' r= 0.19' n= 0.013 Concrete, trowel finish 8.2540Total 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 20S: Direct to Pond \[46\] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=0.84 cfs @ 11.89 hrs, Volume=1,481 cf, Depth=1.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription *1,20098Unconnected impervious, HSG B 5,30061>75% Grass cover, Good, HSG B 2,30072Woods/grass comb., Good, HSG C 7,00098Water Surface, 0% imp, HSG C 15,80082Weighted Average, UI Adjusted CN = 81 14,60092.41% Pervious Area 1,2007.59% Impervious Area 1,200100.00% Unconnected 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 22S: Infiltration Area \[49\] Hint: Tc<2dt may require smaller dt Runoff=0.31 cfs @ 11.91 hrs, Volume=562 cf, Depth=1.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.75" Area (sf)CNDescription 2,80061>75% Grass cover, Good, HSG B 3,20098Water Surface, 0% imp, HSG B 6,00081Weighted Average 6,000100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.1150.33000.23 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 18 Summary for Pond 8P: NW Pond Inflow Area =57,800 sf,23.53% Impervious, Inflow Depth = 0.33" for 2-YR event Inflow=0.23 cfs @ 12.32 hrs, Volume=1,605 cf Outflow=0.20 cfs @ 12.45 hrs, Volume=1,598 cf, Atten= 12%, Lag= 7.5 min Primary=0.20 cfs @ 12.45 hrs, Volume=1,598 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 949.99' @ 12.45 hrs Surf.Area= 512 sf Storage= 101 cf Plug-Flow detention time= 14.8 min calculated for 1,598 cf (100% of inflow) Center-of-Mass det. time= 12.5 min ( 956.6 - 944.1 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1949.60'10,944 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 949.60000 950.00520104104 952.0010,32010,84010,944 DeviceRouting InvertOutlet Devices 8.0" Round Culvert #1Primary949.70' L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 949.70' / 949.60' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf 12.0" Round RCP_Round 12" #2Primary950.60' L= 21.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 950.60' / 947.65' S= 0.1405 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.20 cfs @ 12.45 hrs HW=949.99' (Free Discharge) 1=Culvert (Barrel Controls 0.20 cfs @ 1.97 fps) 2=RCP_Round 12" ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 19 Summary for Pond 9P: Wetland #1 Inflow Area =63,000 sf,11.43% Impervious, Inflow Depth = 0.40" for 2-YR event Inflow=0.53 cfs @ 12.11 hrs, Volume=2,082 cf Outflow=0.01 cfs @ 24.20 hrs, Volume=624 cf, Atten= 98%, Lag= 725.3 min Discarded=0.01 cfs @ 24.20 hrs, Volume=624 cf Primary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 944.01' @ 24.20 hrs Surf.Area= 2,219 sf Storage= 1,665 cf Plug-Flow detention time= 548.4 min calculated for 623 cf (30% of inflow) Center-of-Mass det. time= 361.2 min ( 1,279.9 - 918.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1943.00'15,704 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 943.001,145001,145 944.002,2101,6491,6492,220 946.005,1807,1828,8315,219 947.008,7206,87415,7048,772 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Wetted area #1Discarded943.00' Conductivity to Groundwater Elevation = 0.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.01 cfs @ 24.20 hrs HW=944.01' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=943.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 20 Summary for Pond 10P: Wetland #4 \[79\] Warning: Submerged Pond 20P Primary device # 1 OUTLET by 0.07' Inflow Area =162,300 sf,31.55% Impervious, Inflow Depth > 0.63" for 2-YR event Inflow=0.98 cfs @ 12.21 hrs, Volume=8,550 cf Outflow=0.12 cfs @ 17.22 hrs, Volume=5,620 cf, Atten= 88%, Lag= 300.6 min Primary=0.12 cfs @ 17.22 hrs, Volume=5,620 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Starting Elev= 947.70' Surf.Area= 28,791 sf Storage= 31,752 cf Peak Elev= 947.87' @ 17.22 hrs Surf.Area= 30,772 sf Storage= 36,711 cf (4,958 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 319.9 min ( 1,228.3 - 908.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1946.00'117,135 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 946.008,56500 948.0032,36040,92540,925 950.0043,85076,210117,135 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary947.70' L= 12.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 947.70' / 947.50' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.12 cfs @ 17.22 hrs HW=947.87' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 0.12 cfs @ 1.39 fps) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 21 Summary for Pond 11P: Wetland #3 Inflow Area =11,900 sf,10.08% Impervious, Inflow Depth = 0.58" for 2-YR event Inflow=0.27 cfs @ 11.96 hrs, Volume=575 cf Outflow=0.26 cfs @ 11.99 hrs, Volume=552 cf, Atten= 4%, Lag= 1.3 min Discarded=0.00 cfs @ 11.99 hrs, Volume=58 cf Primary=0.26 cfs @ 11.99 hrs, Volume=493 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 947.85' @ 11.99 hrs Surf.Area= 532 sf Storage= 62 cf Plug-Flow detention time= 58.4 min calculated for 552 cf (96% of inflow) Center-of-Mass det. time= 36.7 min ( 920.6 - 883.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1947.50'183 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 947.500000 948.001,1001831831,100 DeviceRouting InvertOutlet Devices 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #1Primary947.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 0.100 in/hr Exfiltration over Wetted area #2Discarded947.50' Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 11.99 hrs HW=947.85' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.25 cfs @ 11.99 hrs HW=947.85' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.25 cfs @ 0.54 fps) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 22 Summary for Pond 12P: Wetland #2 Inflow Area =49,200 sf,13.21% Impervious, Inflow Depth = 0.47" for 2-YR event Inflow=0.66 cfs @ 12.03 hrs, Volume=1,941 cf Outflow=0.06 cfs @ 13.41 hrs, Volume=1,185 cf, Atten= 91%, Lag= 82.9 min Discarded=0.00 cfs @ 13.41 hrs, Volume=301 cf Primary=0.06 cfs @ 13.41 hrs, Volume=885 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.52' @ 13.41 hrs Surf.Area= 2,064 sf Storage= 879 cf Plug-Flow detention time= 322.8 min calculated for 1,183 cf (61% of inflow) Center-of-Mass det. time= 183.5 min ( 1,082.9 - 899.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'2,190 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.00680170170 947.003,3602,0202,190 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.00 cfs @ 13.41 hrs HW=946.52' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.05 cfs @ 13.41 hrs HW=946.52' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.32 fps) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 23 Summary for Pond 14P: discharge to the south Inflow Area =159,100 sf,12.45% Impervious, Inflow Depth = 0.25" for 2-YR event Inflow=0.96 cfs @ 12.02 hrs, Volume=3,312 cf Outflow=0.08 cfs @ 14.54 hrs, Volume=2,013 cf, Atten= 91%, Lag= 151.5 min Discarded=0.01 cfs @ 14.54 hrs, Volume=778 cf Primary=0.07 cfs @ 14.54 hrs, Volume=1,236 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.12' @ 14.54 hrs Surf.Area= 2,780 sf Storage= 1,578 cf Plug-Flow detention time= 363.6 min calculated for 2,013 cf (61% of inflow) Center-of-Mass det. time= 219.3 min ( 1,140.4 - 921.1 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.00'3,008 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.0039500 946.002,1701,2831,283 946.504,7301,7253,008 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded945.00' Conductivity to Groundwater Elevation = 3.00' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Primary946.10' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.01 cfs @ 14.54 hrs HW=946.12' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.07 cfs @ 14.54 hrs HW=946.12' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.35 fps) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 24 Summary for Pond 17P: West Forebay Inflow Area =44,400 sf,57.88% Impervious, Inflow Depth = 1.25" for 2-YR event Inflow=2.08 cfs @ 12.00 hrs, Volume=4,618 cf Outflow=1.90 cfs @ 12.03 hrs, Volume=4,604 cf, Atten= 9%, Lag= 2.1 min Discarded=0.00 cfs @ 12.03 hrs, Volume=80 cf Primary=1.89 cfs @ 12.03 hrs, Volume=4,524 cf Secondary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 953.12' @ 12.03 hrs Surf.Area= 447 sf Storage= 349 cf Plug-Flow detention time= 12.9 min calculated for 4,604 cf (100% of inflow) Center-of-Mass det. time= 11.0 min ( 850.0 - 839.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1952.00'1,663 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 952.0017500 954.00660835835 955.009958281,663 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded952.00' Conductivity to Groundwater Elevation = 2.00' 12.0" Round Culvert #2Primary952.15' L= 55.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 952.15' / 952.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir #3Secondary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 12.03 hrs HW=953.11' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.85 cfs @ 12.03 hrs HW=953.11' (Free Discharge) 2=Culvert (Barrel Controls 1.85 cfs @ 3.07 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 25 Summary for Pond 18P: East Forebay \[81\] Warning: Exceeded Pond 17P by 1.72' @ 29.95 hrs Inflow Area =79,900 sf,62.58% Impervious, Inflow Depth = 1.36" for 2-YR event Inflow=3.82 cfs @ 12.01 hrs, Volume=9,029 cf Outflow=3.77 cfs @ 12.02 hrs, Volume=8,225 cf, Atten= 1%, Lag= 0.9 min Primary=3.77 cfs @ 12.02 hrs, Volume=8,225 cf Secondary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.08' @ 12.02 hrs Surf.Area= 924 sf Storage= 1,051 cf Plug-Flow detention time= 64.4 min calculated for 8,225 cf (91% of inflow) Center-of-Mass det. time= 17.8 min ( 852.3 - 834.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1952.00'2,020 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 952.007500 954.00900975975 955.001,1901,0452,020 DeviceRouting InvertOutlet Devices 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir #1Primary953.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir #2Secondary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=3.66 cfs @ 12.02 hrs HW=954.08' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.66 cfs @ 1.32 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 26 Summary for Pond 19P: Infiltration Basin \[81\] Warning: Exceeded Pond 18P by 1.47' @ 9.75 hrs Inflow Area =85,900 sf,58.21% Impervious, Inflow Depth = 1.23" for 2-YR event Inflow=3.83 cfs @ 12.02 hrs, Volume=8,788 cf Outflow=0.52 cfs @ 12.47 hrs, Volume=5,573 cf, Atten= 86%, Lag= 27.0 min Discarded=0.03 cfs @ 12.47 hrs, Volume=1,854 cf Primary=0.49 cfs @ 12.47 hrs, Volume=3,719 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.70' @ 12.47 hrs Surf.Area= 6,292 sf Storage= 4,079 cf Plug-Flow detention time= 293.7 min calculated for 5,573 cf (63% of inflow) Center-of-Mass det. time= 175.8 min ( 1,027.2 - 851.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1953.80'6,116 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 953.802,00000 954.003,701570570 955.007,3905,5466,116 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded953.80' Conductivity to Groundwater Elevation = 3.00' 15.0' long x 1.0' breadth Broad-Crested Rectangular Weir #2Primary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 15.0' long x 3.0' breadth Broad-Crested Rectangular Weir #3Primary954.70' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.47 hrs HW=954.70' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=0.48 cfs @ 12.47 hrs HW=954.70' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.48 cfs @ 0.61 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.11 fps) 20140519_CHI01_PROPOSEDType II 24-hr 2-YR Rainfall=2.75" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 27 Summary for Pond 20P: Detention Pond Inflow Area =101,700 sf,50.34% Impervious, Inflow Depth = 0.61" for 2-YR event Inflow=0.84 cfs @ 11.89 hrs, Volume=5,200 cf Outflow=0.44 cfs @ 12.71 hrs, Volume=5,199 cf, Atten= 48%, Lag= 49.1 min Primary=0.44 cfs @ 12.71 hrs, Volume=5,199 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 948.35' @ 12.71 hrs Surf.Area= 2,144 sf Storage= 457 cf Plug-Flow detention time= 21.8 min calculated for 5,189 cf (100% of inflow) Center-of-Mass det. time= 22.0 min ( 916.9 - 894.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1948.00'15,555 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 948.0050000 949.005,2502,8752,875 950.006,3255,7888,663 951.007,4606,89315,555 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary948.00' L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 948.00' / 947.80' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 48.0" Horiz. Orifice/Grate #2Primary950.00' C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.44 cfs @ 12.71 hrs HW=948.35' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 0.44 cfs @ 2.69 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 28 Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NW Basin Runoff Area=57,800 sf 23.53% Impervious Runoff Depth=1.00" Flow Length=240' Slope=0.0240 '/' Tc=28.8 min UI Adjusted CN=63 Runoff=1.01 cfs 4,819 cf Subcatchment 2S: NE Basin Runoff Area=60,600 sf 0.00% Impervious Runoff Depth=1.57" Flow Length=280' Slope=0.0430 '/' Tc=25.8 min CN=72 Runoff=2.00 cfs 7,909 cf Subcatchment 3S: SW Basin Runoff Area=63,000 sf 11.43% Impervious Runoff Depth=1.12" Flow Length=355' Tc=14.7 min UI Adjusted CN=65 Runoff=1.94 cfs 5,862 cf Subcatchment 4S: Wetland #3 Runoff Area=11,900 sf 10.08% Impervious Runoff Depth=1.43" Flow Length=120' Slope=0.6670 '/' Tc=4.4 min UI Adjusted CN=70 Runoff=0.72 cfs 1,419 cf Subcatchment 5S: Wetland #2 Runoff Area=37,300 sf 14.21% Impervious Runoff Depth=1.24" Flow Length=150' Slope=0.1000 '/' Tc=11.2 min UI Adjusted CN=67 Runoff=1.49 cfs 3,848 cf Subcatchment 7S: direct discharge to Runoff Area=46,900 sf 13.01% Impervious Runoff Depth=1.50" Flow Length=200' Tc=9.0 min UI Adjusted CN=71 Runoff=2.51 cfs 5,854 cf Subcatchment 15S: West side of street Runoff Area=44,400 sf 57.88% Impervious Runoff Depth=2.42" Flow Length=540' Tc=8.1 min CN=83 Runoff=3.98 cfs 8,942 cf Subcatchment 16S: East side of street Runoff Area=35,500 sf 68.45% Impervious Runoff Depth=2.77" Flow Length=540' Tc=8.2 min CN=87 Runoff=3.58 cfs 8,208 cf Subcatchment 20S: Direct to Pond Runoff Area=15,800 sf 7.59% Impervious Runoff Depth=2.25" Tc=0.0 min UI Adjusted CN=81 Runoff=1.66 cfs 2,960 cf Subcatchment 22S: Infiltration Area Runoff Area=6,000 sf 0.00% Impervious Runoff Depth=2.25" Flow Length=15' Slope=0.3300 '/' Tc=1.1 min CN=81 Runoff=0.61 cfs 1,124 cf Pond 8P: NW Pond Peak Elev=950.33' Storage=546 cf Inflow=1.01 cfs 4,819 cf Outflow=0.72 cfs 4,813 cf Pond 9P: Wetland #1 Peak Elev=945.18' Storage=5,146 cf Inflow=1.94 cfs 5,862 cf Discarded=0.02 cfs 1,073 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 1,073 cf Pond 10P: Wetland #4 Peak Elev=948.09' Storage=43,832 cf Inflow=4.74 cfs 23,074 cf 12.0" Round Culvert n=0.012 L=12.0' S=0.0167 '/' Outflow=0.58 cfs 19,104 cf Pond 11P: Wetland #3 Peak Elev=947.89' Storage=88 cf Inflow=0.72 cfs 1,419 cf Discarded=0.00 cfs 61 cf Primary=0.69 cfs 1,334 cf Outflow=0.69 cfs 1,395 cf Pond 12P: Wetland #2 Peak Elev=946.66' Storage=1,193 cf Inflow=2.03 cfs 5,183 cf Discarded=0.01 cfs 309 cf Primary=1.54 cfs 4,116 cf Outflow=1.54 cfs 4,426 cf Pond 14P: discharge to the south Peak Elev=946.31' Storage=2,207 cf Inflow=3.58 cfs 9,970 cf Discarded=0.02 cfs 834 cf Primary=2.48 cfs 7,830 cf Outflow=2.50 cfs 8,664 cf 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 29 Pond 17P: West Forebay Peak Elev=953.84' Storage=730 cf Inflow=3.98 cfs 8,942 cf Discarded=0.00 cfs 91 cf Primary=3.34 cfs 8,836 cf Secondary=0.00 cfs 0 cf Outflow=3.35 cfs 8,928 cf Pond 18P: East Forebay Peak Elev=954.20' Storage=1,165 cf Inflow=6.70 cfs 17,045 cf Primary=6.64 cfs 16,241 cf Secondary=0.00 cfs 0 cf Outflow=6.64 cfs 16,241 cf Pond 19P: Infiltration Basin Peak Elev=954.85' Storage=5,073 cf Inflow=6.78 cfs 17,366 cf Discarded=0.03 cfs 1,929 cf Primary=5.91 cfs 12,206 cf Outflow=5.94 cfs 14,135 cf Pond 20P: Detention Pond Peak Elev=949.10' Storage=3,379 cf Inflow=6.12 cfs 15,166 cf Outflow=2.76 cfs 15,165 cf Total Runoff Area = 379,200 sf Runoff Volume = 50,946 cf Average Runoff Depth = 1.61" 77.69% Pervious = 294,600 sf 22.31% Impervious = 84,600 sf 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 1S: NW Basin Runoff=1.01 cfs @ 12.27 hrs, Volume=4,819 cf, Depth=1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *13,60098Unconnected impervious, HSG B 35,10058Woods/grass comb., Good, HSG B 9,10061>75% Grass cover, Good, HSG B 57,80068Weighted Average, UI Adjusted CN = 63 44,20076.47% Pervious Area 13,60023.53% Impervious Area 13,600100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 28.82400.02400.14 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 2S: NE Basin Runoff=2.00 cfs @ 12.21 hrs, Volume=7,909 cf, Depth=1.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription 32,90058Woods/grass comb., Good, HSG B 9,60072Woods/grass comb., Good, HSG C 18,10098Water Surface, 0% imp, HSG D 60,60072Weighted Average 60,600100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods and Grasses 25.82800.04300.18 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 3S: SW Basin Runoff=1.94 cfs @ 12.08 hrs, Volume=5,862 cf, Depth=1.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *7,20098Unconnected impervious, HSG B 23,30058Woods/grass comb., Good, HSG B 10,00072Woods/grass comb., Good, HSG C 1,20098Water Surface, 0% imp, HSG D 21,30061>75% Grass cover, Good, HSG B 63,00067Weighted Average, UI Adjusted CN = 65 55,80088.57% Pervious Area 7,20011.43% Impervious Area 7,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheetflow Woods and Grasses 12.31200.05000.16 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Flow in Swale 1.61600.01251.68 Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Slope to Wetland 0.8750.11001.66 Woodland Kv= 5.0 fps 14.7355Total 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 4S: Wetland #3 \[49\] Hint: Tc<2dt may require smaller dt Runoff=0.72 cfs @ 11.96 hrs, Volume=1,419 cf, Depth=1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *1,20098Unconnected impervious, HSG C 1,20058Woods/grass comb., Good, HSG B 4,50072Woods/grass comb., Good, HSG C 1,00098Water Surface, 0% imp, HSG D 4,00061>75% Grass cover, Good, HSG B 11,90072Weighted Average, UI Adjusted CN = 70 10,70089.92% Pervious Area 1,20010.08% Impervious Area 1,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 4.41200.66700.46 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 5S: Wetland #2 Runoff=1.49 cfs @ 12.04 hrs, Volume=3,848 cf, Depth=1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *5,30098Unconnected impervious, HSG C 12,40058Woods/grass comb., Good, HSG B 12,70072Woods/grass comb., Good, HSG C 60098Water Surface, 0% imp, HSG D 6,30061>75% Grass cover, Good, HSG B 37,30070Weighted Average, UI Adjusted CN = 67 32,00085.79% Pervious Area 5,30014.21% Impervious Area 5,300100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet flow 11.21500.10000.22 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 7S: direct discharge to south Runoff=2.51 cfs @ 12.01 hrs, Volume=5,854 cf, Depth=1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription 15,50072Woods/grass comb., Good, HSG C 9,40058Woods/grass comb., Good, HSG B 15,90074>75% Grass cover, Good, HSG C *6,10098Unconnected impervious, HSG C 46,90073Weighted Average, UI Adjusted CN = 71 40,80086.99% Pervious Area 6,10013.01% Impervious Area 6,100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.8900.08900.19 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated 1.21100.01001.50 Grassed Waterway Kv= 15.0 fps 9.0200Total 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 15S: West side of street Runoff=3.98 cfs @ 11.99 hrs, Volume=8,942 cf, Depth=2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *25,70098Roofs, Drives, Street, HSG B 17,70061>75% Grass cover, Good, HSG B 30074>75% Grass cover, Good, HSG C 70098Water Surface, 0% imp, HSG B 44,40083Weighted Average 18,70042.12% Pervious Area 25,70057.88% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Front yard 5.1400.05000.13 Grass: Dense n= 0.240 P2= 2.75" Channel Flow, Curb 3.05000.00502.767.74 Area= 2.8 sf Perim= 14.0' r= 0.20' n= 0.013 Concrete, trowel finish 8.1540Total 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 16S: East side of street Runoff=3.58 cfs @ 11.99 hrs, Volume=8,208 cf, Depth=2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *24,30098Roofs, Drives, Street, HSG B 10,30061>75% Grass cover, Good, HSG B 90098Water Surface, 0% imp, HSG B 35,50087Weighted Average 11,20031.55% Pervious Area 24,30068.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Front yard 5.1400.05000.13 Grass: Dense n= 0.240 P2= 2.75" Channel Flow, 3.15000.00502.717.60 Area= 2.8 sf Perim= 14.4' r= 0.19' n= 0.013 Concrete, trowel finish 8.2540Total 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 20S: Direct to Pond \[46\] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=1.66 cfs @ 11.89 hrs, Volume=2,960 cf, Depth=2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription *1,20098Unconnected impervious, HSG B 5,30061>75% Grass cover, Good, HSG B 2,30072Woods/grass comb., Good, HSG C 7,00098Water Surface, 0% imp, HSG C 15,80082Weighted Average, UI Adjusted CN = 81 14,60092.41% Pervious Area 1,2007.59% Impervious Area 1,200100.00% Unconnected 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 22S: Infiltration Area \[49\] Hint: Tc<2dt may require smaller dt Runoff=0.61 cfs @ 11.90 hrs, Volume=1,124 cf, Depth=2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.15" Area (sf)CNDescription 2,80061>75% Grass cover, Good, HSG B 3,20098Water Surface, 0% imp, HSG B 6,00081Weighted Average 6,000100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.1150.33000.23 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 40 Summary for Pond 8P: NW Pond Inflow Area =57,800 sf,23.53% Impervious, Inflow Depth = 1.00" for 10-YR event Inflow=1.01 cfs @ 12.27 hrs, Volume=4,819 cf Outflow=0.72 cfs @ 12.46 hrs, Volume=4,813 cf, Atten= 28%, Lag= 11.6 min Primary=0.72 cfs @ 12.46 hrs, Volume=4,813 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 950.33' @ 12.46 hrs Surf.Area= 2,146 sf Storage= 546 cf Plug-Flow detention time= 11.3 min calculated for 4,803 cf (100% of inflow) Center-of-Mass det. time= 10.6 min ( 908.7 - 898.1 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1949.60'10,944 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 949.60000 950.00520104104 952.0010,32010,84010,944 DeviceRouting InvertOutlet Devices 8.0" Round Culvert #1Primary949.70' L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 949.70' / 949.60' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf 12.0" Round RCP_Round 12" #2Primary950.60' L= 21.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 950.60' / 947.65' S= 0.1405 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.72 cfs @ 12.46 hrs HW=950.33' (Free Discharge) 1=Culvert (Barrel Controls 0.72 cfs @ 2.73 fps) 2=RCP_Round 12" ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 41 Summary for Pond 9P: Wetland #1 Inflow Area =63,000 sf,11.43% Impervious, Inflow Depth = 1.12" for 10-YR event Inflow=1.94 cfs @ 12.08 hrs, Volume=5,862 cf Outflow=0.02 cfs @ 24.22 hrs, Volume=1,073 cf, Atten= 99%, Lag= 728.3 min Discarded=0.02 cfs @ 24.22 hrs, Volume=1,073 cf Primary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 945.18' @ 24.22 hrs Surf.Area= 3,807 sf Storage= 5,146 cf Plug-Flow detention time= 562.3 min calculated for 1,073 cf (18% of inflow) Center-of-Mass det. time= 402.8 min ( 1,281.1 - 878.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1943.00'15,704 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 943.001,145001,145 944.002,2101,6491,6492,220 946.005,1807,1828,8315,219 947.008,7206,87415,7048,772 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Wetted area #1Discarded943.00' Conductivity to Groundwater Elevation = 0.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.02 cfs @ 24.22 hrs HW=945.18' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=943.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 42 Summary for Pond 10P: Wetland #4 \[79\] Warning: Submerged Pond 20P Primary device # 1 INLET by 0.09' Inflow Area =162,300 sf,31.55% Impervious, Inflow Depth = 1.71" for 10-YR event Inflow=4.74 cfs @ 12.22 hrs, Volume=23,074 cf Outflow=0.58 cfs @ 13.90 hrs, Volume=19,104 cf, Atten= 88%, Lag= 100.6 min Primary=0.58 cfs @ 13.90 hrs, Volume=19,104 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Starting Elev= 947.70' Surf.Area= 28,791 sf Storage= 31,752 cf Peak Elev= 948.09' @ 13.90 hrs Surf.Area= 32,872 sf Storage= 43,832 cf (12,080 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 248.9 min ( 1,113.9 - 865.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1946.00'117,135 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 946.008,56500 948.0032,36040,92540,925 950.0043,85076,210117,135 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary947.70' L= 12.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 947.70' / 947.50' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.58 cfs @ 13.90 hrs HW=948.09' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 0.58 cfs @ 3.06 fps) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 43 Summary for Pond 11P: Wetland #3 Inflow Area =11,900 sf,10.08% Impervious, Inflow Depth = 1.43" for 10-YR event Inflow=0.72 cfs @ 11.96 hrs, Volume=1,419 cf Outflow=0.69 cfs @ 11.98 hrs, Volume=1,395 cf, Atten= 4%, Lag= 1.2 min Discarded=0.00 cfs @ 11.98 hrs, Volume=61 cf Primary=0.69 cfs @ 11.98 hrs, Volume=1,334 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 947.89' @ 11.98 hrs Surf.Area= 675 sf Storage= 88 cf Plug-Flow detention time= 25.2 min calculated for 1,395 cf (98% of inflow) Center-of-Mass det. time= 15.7 min ( 869.1 - 853.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1947.50'183 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 947.500000 948.001,1001831831,100 DeviceRouting InvertOutlet Devices 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #1Primary947.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 0.100 in/hr Exfiltration over Wetted area #2Discarded947.50' Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 11.98 hrs HW=947.89' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.66 cfs @ 11.98 hrs HW=947.89' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.66 cfs @ 0.74 fps) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 44 Summary for Pond 12P: Wetland #2 Inflow Area =49,200 sf,13.21% Impervious, Inflow Depth = 1.26" for 10-YR event Inflow=2.03 cfs @ 12.01 hrs, Volume=5,183 cf Outflow=1.54 cfs @ 12.10 hrs, Volume=4,426 cf, Atten= 24%, Lag= 5.3 min Discarded=0.01 cfs @ 12.10 hrs, Volume=309 cf Primary=1.54 cfs @ 12.10 hrs, Volume=4,116 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.66' @ 12.10 hrs Surf.Area= 2,439 sf Storage= 1,193 cf Plug-Flow detention time= 119.5 min calculated for 4,417 cf (85% of inflow) Center-of-Mass det. time= 51.3 min ( 916.1 - 864.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'2,190 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.00680170170 947.003,3602,0202,190 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=946.66' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=1.53 cfs @ 12.10 hrs HW=946.66' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 1.53 cfs @ 0.98 fps) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 45 Summary for Pond 14P: discharge to the south Inflow Area =159,100 sf,12.45% Impervious, Inflow Depth = 0.75" for 10-YR event Inflow=3.58 cfs @ 12.06 hrs, Volume=9,970 cf Outflow=2.50 cfs @ 12.15 hrs, Volume=8,664 cf, Atten= 30%, Lag= 5.5 min Discarded=0.02 cfs @ 12.15 hrs, Volume=834 cf Primary=2.48 cfs @ 12.15 hrs, Volume=7,830 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.31' @ 12.15 hrs Surf.Area= 3,766 sf Storage= 2,207 cf Plug-Flow detention time= 118.0 min calculated for 8,664 cf (87% of inflow) Center-of-Mass det. time= 54.7 min ( 924.6 - 869.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.00'3,008 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.0039500 946.002,1701,2831,283 946.504,7301,7253,008 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded945.00' Conductivity to Groundwater Elevation = 3.00' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Primary946.10' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.02 cfs @ 12.15 hrs HW=946.31' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=2.47 cfs @ 12.15 hrs HW=946.31' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 2.47 cfs @ 1.17 fps) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 46 Summary for Pond 17P: West Forebay Inflow Area =44,400 sf,57.88% Impervious, Inflow Depth = 2.42" for 10-YR event Inflow=3.98 cfs @ 11.99 hrs, Volume=8,942 cf Outflow=3.35 cfs @ 12.04 hrs, Volume=8,928 cf, Atten= 16%, Lag= 3.0 min Discarded=0.00 cfs @ 12.05 hrs, Volume=91 cf Primary=3.34 cfs @ 12.04 hrs, Volume=8,836 cf Secondary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 953.84' @ 12.05 hrs Surf.Area= 620 sf Storage= 730 cf Plug-Flow detention time= 9.1 min calculated for 8,928 cf (100% of inflow) Center-of-Mass det. time= 8.1 min ( 828.2 - 820.1 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1952.00'1,663 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 952.0017500 954.00660835835 955.009958281,663 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded952.00' Conductivity to Groundwater Elevation = 2.00' 12.0" Round Culvert #2Primary952.15' L= 55.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 952.15' / 952.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir #3Secondary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 12.05 hrs HW=953.82' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=3.32 cfs @ 12.04 hrs HW=953.82' (Free Discharge) 2=Culvert (Barrel Controls 3.32 cfs @ 4.23 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 47 Summary for Pond 18P: East Forebay \[81\] Warning: Exceeded Pond 17P by 1.72' @ 29.95 hrs Inflow Area =79,900 sf,62.58% Impervious, Inflow Depth = 2.56" for 10-YR event Inflow=6.70 cfs @ 12.01 hrs, Volume=17,045 cf Outflow=6.64 cfs @ 12.02 hrs, Volume=16,241 cf, Atten= 1%, Lag= 0.7 min Primary=6.64 cfs @ 12.02 hrs, Volume=16,241 cf Secondary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.20' @ 12.02 hrs Surf.Area= 959 sf Storage= 1,165 cf Plug-Flow detention time= 40.3 min calculated for 16,241 cf (95% of inflow) Center-of-Mass det. time= 13.3 min ( 830.0 - 816.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1952.00'2,020 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 952.007500 954.00900975975 955.001,1901,0452,020 DeviceRouting InvertOutlet Devices 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir #1Primary953.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir #2Secondary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=6.49 cfs @ 12.02 hrs HW=954.20' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 6.49 cfs @ 1.63 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 48 Summary for Pond 19P: Infiltration Basin \[81\] Warning: Exceeded Pond 18P by 1.47' @ 7.70 hrs Inflow Area =85,900 sf,58.21% Impervious, Inflow Depth = 2.43" for 10-YR event Inflow=6.78 cfs @ 12.01 hrs, Volume=17,366 cf Outflow=5.94 cfs @ 12.08 hrs, Volume=14,135 cf, Atten= 12%, Lag= 3.9 min Discarded=0.03 cfs @ 12.08 hrs, Volume=1,929 cf Primary=5.91 cfs @ 12.08 hrs, Volume=12,206 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.85' @ 12.08 hrs Surf.Area= 6,850 sf Storage= 5,073 cf Plug-Flow detention time= 151.4 min calculated for 14,135 cf (81% of inflow) Center-of-Mass det. time= 72.3 min ( 901.6 - 829.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1953.80'6,116 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 953.802,00000 954.003,701570570 955.007,3905,5466,116 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded953.80' Conductivity to Groundwater Elevation = 3.00' 15.0' long x 1.0' breadth Broad-Crested Rectangular Weir #2Primary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 15.0' long x 3.0' breadth Broad-Crested Rectangular Weir #3Primary954.70' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.08 hrs HW=954.85' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=5.77 cfs @ 12.08 hrs HW=954.85' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.63 cfs @ 1.21 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 2.14 cfs @ 0.95 fps) 20140519_CHI01_PROPOSEDType II 24-hr 10-YR Rainfall=4.15" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 49 Summary for Pond 20P: Detention Pond Inflow Area =101,700 sf,50.34% Impervious, Inflow Depth = 1.79" for 10-YR event Inflow=6.12 cfs @ 12.08 hrs, Volume=15,166 cf Outflow=2.76 cfs @ 12.25 hrs, Volume=15,165 cf, Atten= 55%, Lag= 10.6 min Primary=2.76 cfs @ 12.25 hrs, Volume=15,165 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 949.10' @ 12.25 hrs Surf.Area= 5,352 sf Storage= 3,379 cf Plug-Flow detention time= 19.5 min calculated for 15,135 cf (100% of inflow) Center-of-Mass det. time= 19.6 min ( 863.6 - 844.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1948.00'15,555 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 948.0050000 949.005,2502,8752,875 950.006,3255,7888,663 951.007,4606,89315,555 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary948.00' L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 948.00' / 947.80' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 48.0" Horiz. Orifice/Grate #2Primary950.00' C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.75 cfs @ 12.25 hrs HW=949.09' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 2.75 cfs @ 3.99 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 50 Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NW Basin Runoff Area=57,800 sf 23.53% Impervious Runoff Depth=2.11" Flow Length=240' Slope=0.0240 '/' Tc=28.8 min UI Adjusted CN=63 Runoff=2.36 cfs 10,148 cf Subcatchment 2S: NE Basin Runoff Area=60,600 sf 0.00% Impervious Runoff Depth=2.91" Flow Length=280' Slope=0.0430 '/' Tc=25.8 min CN=72 Runoff=3.84 cfs 14,704 cf Subcatchment 3S: SW Basin Runoff Area=63,000 sf 11.43% Impervious Runoff Depth=2.28" Flow Length=355' Tc=14.7 min UI Adjusted CN=65 Runoff=4.21 cfs 11,964 cf Subcatchment 4S: Wetland #3 Runoff Area=11,900 sf 10.08% Impervious Runoff Depth=2.73" Flow Length=120' Slope=0.6670 '/' Tc=4.4 min UI Adjusted CN=70 Runoff=1.38 cfs 2,703 cf Subcatchment 5S: Wetland #2 Runoff Area=37,300 sf 14.21% Impervious Runoff Depth=2.45" Flow Length=150' Slope=0.1000 '/' Tc=11.2 min UI Adjusted CN=67 Runoff=3.05 cfs 7,631 cf Subcatchment 7S: direct discharge to Runoff Area=46,900 sf 13.01% Impervious Runoff Depth=2.82" Flow Length=200' Tc=9.0 min UI Adjusted CN=71 Runoff=4.78 cfs 11,015 cf Subcatchment 15S: West side of street Runoff Area=44,400 sf 57.88% Impervious Runoff Depth=4.00" Flow Length=540' Tc=8.1 min CN=83 Runoff=6.46 cfs 14,795 cf Subcatchment 16S: East side of street Runoff Area=35,500 sf 68.45% Impervious Runoff Depth>4.42" Flow Length=540' Tc=8.2 min CN=87 Runoff=5.56 cfs 13,074 cf Subcatchment 20S: Direct to Pond Runoff Area=15,800 sf 7.59% Impervious Runoff Depth=3.79" Tc=0.0 min UI Adjusted CN=81 Runoff=2.72 cfs 4,994 cf Subcatchment 22S: Infiltration Area Runoff Area=6,000 sf 0.00% Impervious Runoff Depth=3.79" Flow Length=15' Slope=0.3300 '/' Tc=1.1 min CN=81 Runoff=1.01 cfs 1,896 cf Pond 8P: NW Pond Peak Elev=950.74' Storage=1,848 cf Inflow=2.36 cfs 10,148 cf Outflow=1.34 cfs 10,142 cf Pond 9P: Wetland #1 Peak Elev=946.34' Storage=10,801 cf Inflow=4.21 cfs 11,964 cf Discarded=0.03 cfs 1,750 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 1,750 cf Pond 10P: Wetland #4 Peak Elev=948.40' Storage=54,267 cf Inflow=8.33 cfs 43,248 cf 12.0" Round Culvert n=0.012 L=12.0' S=0.0167 '/' Outflow=1.52 cfs 38,557 cf Pond 11P: Wetland #3 Peak Elev=947.94' Storage=125 cf Inflow=1.38 cfs 2,703 cf Discarded=0.00 cfs 67 cf Primary=1.31 cfs 2,613 cf Outflow=1.31 cfs 2,680 cf Pond 12P: Wetland #2 Peak Elev=946.79' Storage=1,532 cf Inflow=4.13 cfs 10,244 cf Discarded=0.01 cfs 321 cf Primary=3.85 cfs 9,164 cf Outflow=3.86 cfs 9,485 cf Pond 14P: discharge to the south Peak Elev=946.59' Storage=3,008 cf Inflow=8.45 cfs 20,179 cf Discarded=0.02 cfs 884 cf Primary=9.01 cfs 17,985 cf Outflow=9.03 cfs 18,870 cf 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 51 Pond 17P: West Forebay Peak Elev=954.75' Storage=1,424 cf Inflow=6.46 cfs 14,795 cf Discarded=0.00 cfs 103 cf Primary=4.84 cfs 14,616 cf Secondary=0.34 cfs 61 cf Outflow=5.18 cfs 14,780 cf Pond 18P: East Forebay Peak Elev=954.33' Storage=1,283 cf Inflow=10.12 cfs 27,690 cf Primary=10.07 cfs 26,887 cf Secondary=0.00 cfs 0 cf Outflow=10.07 cfs 26,887 cf Pond 19P: Infiltration Basin Peak Elev=954.93' Storage=5,588 cf Inflow=10.32 cfs 28,783 cf Discarded=0.03 cfs 2,053 cf Primary=9.91 cfs 23,490 cf Outflow=9.95 cfs 25,543 cf Pond 20P: Detention Pond Peak Elev=949.93' Storage=8,211 cf Inflow=10.61 cfs 28,545 cf Outflow=4.52 cfs 28,544 cf Total Runoff Area = 379,200 sf Runoff Volume = 92,924 cf Average Runoff Depth = 2.94" 77.69% Pervious = 294,600 sf 22.31% Impervious = 84,600 sf 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 1S: NW Basin Runoff=2.36 cfs @ 12.25 hrs, Volume=10,148 cf, Depth=2.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *13,60098Unconnected impervious, HSG B 35,10058Woods/grass comb., Good, HSG B 9,10061>75% Grass cover, Good, HSG B 57,80068Weighted Average, UI Adjusted CN = 63 44,20076.47% Pervious Area 13,60023.53% Impervious Area 13,600100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 28.82400.02400.14 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 2S: NE Basin Runoff=3.84 cfs @ 12.20 hrs, Volume=14,704 cf, Depth=2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription 32,90058Woods/grass comb., Good, HSG B 9,60072Woods/grass comb., Good, HSG C 18,10098Water Surface, 0% imp, HSG D 60,60072Weighted Average 60,600100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods and Grasses 25.82800.04300.18 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 3S: SW Basin Runoff=4.21 cfs @ 12.07 hrs, Volume=11,964 cf, Depth=2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *7,20098Unconnected impervious, HSG B 23,30058Woods/grass comb., Good, HSG B 10,00072Woods/grass comb., Good, HSG C 1,20098Water Surface, 0% imp, HSG D 21,30061>75% Grass cover, Good, HSG B 63,00067Weighted Average, UI Adjusted CN = 65 55,80088.57% Pervious Area 7,20011.43% Impervious Area 7,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheetflow Woods and Grasses 12.31200.05000.16 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Flow in Swale 1.61600.01251.68 Grassed Waterway Kv= 15.0 fps Shallow Concentrated Flow, Slope to Wetland 0.8750.11001.66 Woodland Kv= 5.0 fps 14.7355Total 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 4S: Wetland #3 \[49\] Hint: Tc<2dt may require smaller dt Runoff=1.38 cfs @ 11.95 hrs, Volume=2,703 cf, Depth=2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *1,20098Unconnected impervious, HSG C 1,20058Woods/grass comb., Good, HSG B 4,50072Woods/grass comb., Good, HSG C 1,00098Water Surface, 0% imp, HSG D 4,00061>75% Grass cover, Good, HSG B 11,90072Weighted Average, UI Adjusted CN = 70 10,70089.92% Pervious Area 1,20010.08% Impervious Area 1,200100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow Woods/grasses 4.41200.66700.46 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 5S: Wetland #2 Runoff=3.05 cfs @ 12.04 hrs, Volume=7,631 cf, Depth=2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *5,30098Unconnected impervious, HSG C 12,40058Woods/grass comb., Good, HSG B 12,70072Woods/grass comb., Good, HSG C 60098Water Surface, 0% imp, HSG D 6,30061>75% Grass cover, Good, HSG B 37,30070Weighted Average, UI Adjusted CN = 67 32,00085.79% Pervious Area 5,30014.21% Impervious Area 5,300100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet flow 11.21500.10000.22 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 7S: direct discharge to south Runoff=4.78 cfs @ 12.01 hrs, Volume=11,015 cf, Depth=2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription 15,50072Woods/grass comb., Good, HSG C 9,40058Woods/grass comb., Good, HSG B 15,90074>75% Grass cover, Good, HSG C *6,10098Unconnected impervious, HSG C 46,90073Weighted Average, UI Adjusted CN = 71 40,80086.99% Pervious Area 6,10013.01% Impervious Area 6,100100.00% Unconnected TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Sheet Flow 7.8900.08900.19 Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Shallow Concentrated 1.21100.01001.50 Grassed Waterway Kv= 15.0 fps 9.0200Total 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 15S: West side of street Runoff=6.46 cfs @ 11.99 hrs, Volume=14,795 cf, Depth=4.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *25,70098Roofs, Drives, Street, HSG B 17,70061>75% Grass cover, Good, HSG B 30074>75% Grass cover, Good, HSG C 70098Water Surface, 0% imp, HSG B 44,40083Weighted Average 18,70042.12% Pervious Area 25,70057.88% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Front yard 5.1400.05000.13 Grass: Dense n= 0.240 P2= 2.75" Channel Flow, Curb 3.05000.00502.767.74 Area= 2.8 sf Perim= 14.0' r= 0.20' n= 0.013 Concrete, trowel finish 8.1540Total 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 16S: East side of street Runoff=5.56 cfs @ 11.99 hrs, Volume=13,074 cf, Depth>4.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *24,30098Roofs, Drives, Street, HSG B 10,30061>75% Grass cover, Good, HSG B 90098Water Surface, 0% imp, HSG B 35,50087Weighted Average 11,20031.55% Pervious Area 24,30068.45% Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, Front yard 5.1400.05000.13 Grass: Dense n= 0.240 P2= 2.75" Channel Flow, 3.15000.00502.717.60 Area= 2.8 sf Perim= 14.4' r= 0.19' n= 0.013 Concrete, trowel finish 8.2540Total 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment 20S: Direct to Pond \[46\] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=2.72 cfs @ 11.89 hrs, Volume=4,994 cf, Depth=3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription *1,20098Unconnected impervious, HSG B 5,30061>75% Grass cover, Good, HSG B 2,30072Woods/grass comb., Good, HSG C 7,00098Water Surface, 0% imp, HSG C 15,80082Weighted Average, UI Adjusted CN = 81 14,60092.41% Pervious Area 1,2007.59% Impervious Area 1,200100.00% Unconnected 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 22S: Infiltration Area \[49\] Hint: Tc<2dt may require smaller dt Runoff=1.01 cfs @ 11.90 hrs, Volume=1,896 cf, Depth=3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=5.90" Area (sf)CNDescription 2,80061>75% Grass cover, Good, HSG B 3,20098Water Surface, 0% imp, HSG B 6,00081Weighted Average 6,000100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Sheet Flow, 1.1150.33000.23 Grass: Dense n= 0.240 P2= 2.75" 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 62 Summary for Pond 8P: NW Pond Inflow Area =57,800 sf,23.53% Impervious, Inflow Depth = 2.11" for 100-YR event Inflow=2.36 cfs @ 12.25 hrs, Volume=10,148 cf Outflow=1.34 cfs @ 12.52 hrs, Volume=10,142 cf, Atten= 44%, Lag= 16.3 min Primary=1.34 cfs @ 12.52 hrs, Volume=10,142 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 950.74' @ 12.52 hrs Surf.Area= 4,167 sf Storage= 1,848 cf Plug-Flow detention time= 14.8 min calculated for 10,121 cf (100% of inflow) Center-of-Mass det. time= 14.4 min ( 888.3 - 873.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1949.60'10,944 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 949.60000 950.00520104104 952.0010,32010,84010,944 DeviceRouting InvertOutlet Devices 8.0" Round Culvert #1Primary949.70' L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 949.70' / 949.60' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf 12.0" Round RCP_Round 12" #2Primary950.60' L= 21.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 950.60' / 947.65' S= 0.1405 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.33 cfs @ 12.52 hrs HW=950.74' (Free Discharge) 1=Culvert (Barrel Controls 1.24 cfs @ 3.56 fps) 2=RCP_Round 12" (Inlet Controls 0.09 cfs @ 1.29 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 63 Summary for Pond 9P: Wetland #1 Inflow Area =63,000 sf,11.43% Impervious, Inflow Depth = 2.28" for 100-YR event Inflow=4.21 cfs @ 12.07 hrs, Volume=11,964 cf Outflow=0.03 cfs @ 24.23 hrs, Volume=1,750 cf, Atten= 99%, Lag= 729.1 min Discarded=0.03 cfs @ 24.23 hrs, Volume=1,750 cf Primary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.34' @ 24.23 hrs Surf.Area= 6,294 sf Storage= 10,801 cf Plug-Flow detention time= 571.9 min calculated for 1,747 cf (15% of inflow) Center-of-Mass det. time= 425.3 min ( 1,281.1 - 855.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1943.00'15,704 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 943.001,145001,145 944.002,2101,6491,6492,220 946.005,1807,1828,8315,219 947.008,7206,87415,7048,772 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Wetted area #1Discarded943.00' Conductivity to Groundwater Elevation = 0.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.03 cfs @ 24.23 hrs HW=946.34' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=943.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 64 Summary for Pond 10P: Wetland #4 \[79\] Warning: Submerged Pond 20P Primary device # 1 INLET by 0.40' Inflow Area =162,300 sf,31.55% Impervious, Inflow Depth = 3.20" for 100-YR event Inflow=8.33 cfs @ 12.21 hrs, Volume=43,248 cf Outflow=1.52 cfs @ 13.48 hrs, Volume=38,557 cf, Atten= 82%, Lag= 75.9 min Primary=1.52 cfs @ 13.48 hrs, Volume=38,557 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Starting Elev= 947.70' Surf.Area= 28,791 sf Storage= 31,752 cf Peak Elev= 948.40' @ 13.48 hrs Surf.Area= 34,648 sf Storage= 54,267 cf (22,514 cf above start) Plug-Flow detention time= 801.5 min calculated for 6,805 cf (16% of inflow) Center-of-Mass det. time= 214.4 min ( 1,063.2 - 848.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1946.00'117,135 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 946.008,56500 948.0032,36040,92540,925 950.0043,85076,210117,135 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary947.70' L= 12.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 947.70' / 947.50' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.52 cfs @ 13.48 hrs HW=948.40' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 1.52 cfs @ 3.65 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 65 Summary for Pond 11P: Wetland #3 Inflow Area =11,900 sf,10.08% Impervious, Inflow Depth = 2.73" for 100-YR event Inflow=1.38 cfs @ 11.95 hrs, Volume=2,703 cf Outflow=1.31 cfs @ 11.97 hrs, Volume=2,680 cf, Atten= 5%, Lag= 1.1 min Discarded=0.00 cfs @ 11.97 hrs, Volume=67 cf Primary=1.31 cfs @ 11.97 hrs, Volume=2,613 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 947.94' @ 11.97 hrs Surf.Area= 854 sf Storage= 125 cf Plug-Flow detention time= 14.2 min calculated for 2,675 cf (99% of inflow) Center-of-Mass det. time= 9.7 min ( 844.0 - 834.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Conic) #1947.50'183 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.StoreWet.Area (feet)(sq-ft)(cubic-feet)(cubic-feet)(sq-ft) 947.500000 948.001,1001831831,100 DeviceRouting InvertOutlet Devices 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #1Primary947.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 0.100 in/hr Exfiltration over Wetted area #2Discarded947.50' Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 11.97 hrs HW=947.94' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.27 cfs @ 11.97 hrs HW=947.94' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.27 cfs @ 0.92 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 66 Summary for Pond 12P: Wetland #2 Inflow Area =49,200 sf,13.21% Impervious, Inflow Depth = 2.50" for 100-YR event Inflow=4.13 cfs @ 12.01 hrs, Volume=10,244 cf Outflow=3.86 cfs @ 12.05 hrs, Volume=9,485 cf, Atten= 7%, Lag= 2.3 min Discarded=0.01 cfs @ 12.05 hrs, Volume=321 cf Primary=3.85 cfs @ 12.05 hrs, Volume=9,164 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.79' @ 12.05 hrs Surf.Area= 2,786 sf Storage= 1,532 cf Plug-Flow detention time= 65.0 min calculated for 9,466 cf (92% of inflow) Center-of-Mass det. time= 26.4 min ( 871.1 - 844.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.50'2,190 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.50000 946.00680170170 947.003,3602,0202,190 DeviceRouting InvertOutlet Devices 0.100 in/hr Exfiltration over Surface area #1Discarded945.50' Conductivity to Groundwater Elevation = 0.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir #2Primary946.50' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.01 cfs @ 12.05 hrs HW=946.78' (Free Discharge) 1=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=3.83 cfs @ 12.05 hrs HW=946.78' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.83 cfs @ 1.34 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 67 Summary for Pond 14P: discharge to the south \[93\] Warning: Storage range exceeded by 0.09' \[88\] Warning: Qout>Qin may require Finer Routing>1 \[81\] Warning: Exceeded Pond 9P by 2.27' @ 12.05 hrs \[79\] Warning: Submerged Pond 12P Primary device # 2 by 0.09' Inflow Area =159,100 sf,12.45% Impervious, Inflow Depth = 1.52" for 100-YR event Inflow=8.45 cfs @ 12.02 hrs, Volume=20,179 cf Outflow=9.03 cfs @ 12.05 hrs, Volume=18,870 cf, Atten= 0%, Lag= 1.8 min Discarded=0.02 cfs @ 12.06 hrs, Volume=884 cf Primary=9.01 cfs @ 12.05 hrs, Volume=17,985 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 946.59' @ 12.05 hrs Surf.Area= 4,730 sf Storage= 3,008 cf Plug-Flow detention time= 62.0 min calculated for 18,832 cf (93% of inflow) Center-of-Mass det. time= 27.7 min ( 874.0 - 846.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1945.00'3,008 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 945.0039500 946.002,1701,2831,283 946.504,7301,7253,008 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded945.00' Conductivity to Groundwater Elevation = 3.00' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir #2Primary946.10' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.02 cfs @ 12.06 hrs HW=946.58' (Free Discharge) 1=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=8.93 cfs @ 12.05 hrs HW=946.59' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 8.93 cfs @ 1.83 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 68 Summary for Pond 17P: West Forebay Inflow Area =44,400 sf,57.88% Impervious, Inflow Depth = 4.00" for 100-YR event Inflow=6.46 cfs @ 11.99 hrs, Volume=14,795 cf Outflow=5.18 cfs @ 12.05 hrs, Volume=14,780 cf, Atten= 20%, Lag= 3.6 min Discarded=0.00 cfs @ 12.05 hrs, Volume=103 cf Primary=4.84 cfs @ 12.05 hrs, Volume=14,616 cf Secondary=0.34 cfs @ 12.05 hrs, Volume=61 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.75' @ 12.05 hrs Surf.Area= 911 sf Storage= 1,424 cf Plug-Flow detention time= 7.2 min calculated for 14,751 cf (100% of inflow) Center-of-Mass det. time= 6.9 min ( 812.7 - 805.8 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1952.00'1,663 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 952.0017500 954.00660835835 955.009958281,663 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded952.00' Conductivity to Groundwater Elevation = 2.00' 12.0" Round Culvert #2Primary952.15' L= 55.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 952.15' / 952.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir #3Secondary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 12.05 hrs HW=954.74' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=4.82 cfs @ 12.05 hrs HW=954.74' (Free Discharge) 2=Culvert (Barrel Controls 4.82 cfs @ 6.14 fps) Secondary OutFlow Max=0.34 cfs @ 12.05 hrs HW=954.75' (Free Discharge) 3=Broad-Crested Rectangular Weir (Weir Controls 0.34 cfs @ 0.85 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 69 Summary for Pond 18P: East Forebay \[81\] Warning: Exceeded Pond 17P by 1.72' @ 29.95 hrs Inflow Area =79,900 sf,62.58% Impervious, Inflow Depth > 4.16" for 100-YR event Inflow=10.12 cfs @ 12.01 hrs, Volume=27,690 cf Outflow=10.07 cfs @ 12.01 hrs, Volume=26,887 cf, Atten= 1%, Lag= 0.6 min Primary=10.07 cfs @ 12.01 hrs, Volume=26,887 cf Secondary=0.00 cfs @ 5.00 hrs, Volume=0 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.33' @ 12.02 hrs Surf.Area= 994 sf Storage= 1,283 cf Plug-Flow detention time= 28.6 min calculated for 26,833 cf (97% of inflow) Center-of-Mass det. time= 11.1 min ( 814.5 - 803.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1952.00'2,020 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 952.007500 954.00900975975 955.001,1901,0452,020 DeviceRouting InvertOutlet Devices 10.0' long x 3.0' breadth Broad-Crested Rectangular Weir #1Primary953.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir #2Secondary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=9.86 cfs @ 12.01 hrs HW=954.32' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 9.86 cfs @ 1.90 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=952.01' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 70 Summary for Pond 19P: Infiltration Basin \[81\] Warning: Exceeded Pond 18P by 1.52' @ 5.95 hrs Inflow Area =85,900 sf,58.21% Impervious, Inflow Depth = 4.02" for 100-YR event Inflow=10.32 cfs @ 12.01 hrs, Volume=28,783 cf Outflow=9.95 cfs @ 12.04 hrs, Volume=25,543 cf, Atten= 4%, Lag= 2.1 min Discarded=0.03 cfs @ 12.04 hrs, Volume=2,053 cf Primary=9.91 cfs @ 12.04 hrs, Volume=23,490 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 954.93' @ 12.04 hrs Surf.Area= 7,122 sf Storage= 5,588 cf Plug-Flow detention time= 101.4 min calculated for 25,543 cf (89% of inflow) Center-of-Mass det. time= 45.8 min ( 859.7 - 813.9 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1953.80'6,116 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 953.802,00000 954.003,701570570 955.007,3905,5466,116 DeviceRouting InvertOutlet Devices 0.200 in/hr Exfiltration over Surface area #1Discarded953.80' Conductivity to Groundwater Elevation = 3.00' 15.0' long x 1.0' breadth Broad-Crested Rectangular Weir #2Primary954.65' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 15.0' long x 3.0' breadth Broad-Crested Rectangular Weir #3Primary954.70' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.04 hrs HW=954.93' (Free Discharge) 1=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=9.82 cfs @ 12.04 hrs HW=954.93' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 5.86 cfs @ 1.42 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 3.95 cfs @ 1.17 fps) 20140519_CHI01_PROPOSEDType II 24-hr 100-YR Rainfall=5.90" Prepared by Élan Design Lab, Inc. Printed 5/19/2014 HydroCAD® 10.00 s/n 07437 © 2011 HydroCAD Software Solutions LLC Page 71 Summary for Pond 20P: Detention Pond Inflow Area =101,700 sf,50.34% Impervious, Inflow Depth = 3.37" for 100-YR event Inflow=10.61 cfs @ 12.04 hrs, Volume=28,545 cf Outflow=4.52 cfs @ 12.26 hrs, Volume=28,544 cf, Atten= 57%, Lag= 13.0 min Primary=4.52 cfs @ 12.26 hrs, Volume=28,544 cf Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 949.93' @ 12.26 hrs Surf.Area= 6,248 sf Storage= 8,211 cf Plug-Flow detention time= 22.5 min calculated for 28,487 cf (100% of inflow) Center-of-Mass det. time= 22.7 min ( 848.4 - 825.7 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1948.00'15,555 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 948.0050000 949.005,2502,8752,875 950.006,3255,7888,663 951.007,4606,89315,555 DeviceRouting InvertOutlet Devices 12.0" Round RCP_Round 12" #1Primary948.00' L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 948.00' / 947.80' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf 48.0" Horiz. Orifice/Grate #2Primary950.00' C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.52 cfs @ 12.26 hrs HW=949.93' (Free Discharge) 1=RCP_Round 12" (Inlet Controls 4.52 cfs @ 5.75 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 901 North 3rd Street Suite 120 Minneapolis, MN 55401 (612) 260-7980 www.elanlab.com Palmer Station Storm Sewer Design Calculations Project No.: CHI14001Storm Frequency:100 yearsPrinted: Location: OAK Park HeightsMN State Zone:105/19/14 05/14/2014 Date: Calculations By:SMJ1:03 PM SegmentA - Trib. AreasC - Coef.Tc - Time of Conc.I - IntensityQ - RatePipeUpstream StructureDownstream Structure CBPipeCBPipeCBPipeTotalCBTotalCBPipeLen.Dia.GradeHyd.Man's.Vel.Cap.Excess FromToAc.Ac.Indiv.Avg.Min.Min.Min.In/HrIn/HrCFSCFSFt.In.%GradeMat'l.nFt/SCFSCap.StructureTop RimInvertBuildTypeCastingWater El.StructureTop RimInletBuildComments FES ASTMH 1NANANANANANANANANA0.02080.501.44HDPE0.0105.41.91.9FES ANA949.70NAFESNASTMH 1NA949.60NADesigned for Pond Outlet FES BFES CNANANANANA0.2NA#N/A#N/A50120.301.29RCP0.0135.24.04.0FES BNA952.15NAFESNAFES CNA952.00NADesigned for Pond Outlet CB 2aCBMH 21.001.000.500.508.00.08.09.309.304.74.75152.002.00RCP0.0137.49.14.5CB 2a954.23950.733.503 x 4R-3067CBMH 2954.23950.633.60Designed for Pond Outlet CB 3aCBMH 30.800.800.500.508.00.08.09.309.303.73.75152.002.00RCP0.0137.49.15.4CB 3a954.23950.733.503 x 4R-3067CBMH 3954.23950.633.60Designed for Pond Outlet CBMH 2CBMH 30.000.000.50#####8.00.28.29.309.300.04.728180.250.25RCP0.0133.05.30.6CBMH 2954.23949.085.1548" diaR-3067CBMH 3954.23949.015.22Designed for Pond Outlet CBMH 3STMH 40.000.000.50#####8.20.78.99.309.100.08.4155210.300.30RCP0.0133.68.70.3CBMH 3954.23948.815.4248" diaR-3067STMH 4957.40948.359.05 STMH 4FES D0.000.000.50#####8.90.59.49.108.900.08.4115210.300.30RCP0.0133.68.70.3STMH 4957.40948.359.0548" diaR-1642FES D948.00 FES EFES FNANANANANANANANANANANA20121.000.38RCP0.0132.82.2#####FES ENA948.00NANANAFES FNA947.80NADesigned for Pond Outlet 1 M:\\1_PROJECTS\\CHI14001 - Palmer Station, Oak Park Heights, MN\\300 Design\\360 Calculations\\drainage\\Pipe Sizing with lookup OWNERS ALAN& MARGARETPALMER 5625OAKGREENAVE.N. OAKPARKHEIGHTS,MN55082 DEVELOPER CREATIVEHOMES,INC. 707COMMERCEDRIVE,SUITE410 WOODBURY,MN55125 PROJECT PALMER STATION OAKPARKHEIGHTS, MINNESOTA ISSUE DRAINAGE REVISIONS 05/19/14 ISSUEINDEXDATE SHEETINDEX “” DESIGN 901N3rdSTREET,SUITE120 MINNEAPOLIS,MN55401 p612.260.7980 www.elanlab.com f612.260.7990 CERTIFICATION EROSIONCONTROLNOTESGRADINGNOTES ” LEGEND DATE REGISTRATIONNO. SHEET GRADING&EROSION CONTROLPLAN SEE SHEET L2.1 FOR SEEDING LISTS AND NOTES R PROJECTNO. 3090 below. CHI14001 Knowwhat's Call beforeyoudig. SCALEINFEET OWNERS ALAN& MARGARETPALMER 5625OAKGREENAVE.N. OAKPARKHEIGHTS,MN55082 DEVELOPER CREATIVEHOMES,INC. 707COMMERCEDRIVE,SUITE410 WOODBURY,MN55125 Suite #1 6750 Stillwater Blvd. N. Stillwater, MN 55082 Phone 651.275.8969 Fax 651.275.8976 dan@cssurvey .net PROJECT OAKGREEN RESIDENTIAL ROCK CONSTRUCITON ENTRANCE 5 DEVELOPMENT NO SCALE OAKPARKHEIGHTS, MINNESOTA SHEETINDEX PRELIMINARY PLATSUBMITTAL CURB&GUTTER HEAVY DUTY SILT FENCEPEDESTRIAN CURB RAMP 1 83 05/14/14 NO SCALENO SCALENO SCALE FOR TREE PROTECTION ISSUEDATE SHEETINDEX PAVEMENT SAW CUT 6 NO SCALE SILT FENCE 9 NO SCALE DESIGN 901N3rdSTREET,SUITE120 MINNEAPOLIS,MN55401 p612.260.7980 www.elanlab.com f612.260.7990 CERTIFICATION DATE REGISTRATIONNO. SHEET GRADINGDETAILS C3.2 WETLAND BUFFER MAKERCONCRETE WASHOUT AREAINLET PROTECTIONB618 CURB & GUTTER AT CATCH BASIN PROJECTNO. 10742 CHI14001 NO SCALENO SCALENO SCALENO SCALE OWNERS ALAN& MARGARETPALMER 5625OAKGREENAVE.N. OAKPARKHEIGHTS,MN55082 DEVELOPER CREATIVEHOMES,INC. 707COMMERCEDRIVE,SUITE410 WOODBURY,MN55125 Suite #1 6750 Stillwater Blvd. N. Stillwater, MN 55082 Phone 651.275.8969 Fax 651.275.8976 dan@cssurvey .net PROJECT OAKGREEN RESIDENTIAL DEVELOPMENT OAKPARKHEIGHTS, MINNESOTA SHEETINDEX PRELIMINARY PLATSUBMITTAL BUILDINGPADCONSTRUCTION FOREBAY CONSTRUCTION 1 3 05/14/14 NO SCALENO SCALE ISSUEDATE SHEETINDEX DESIGN 901N3rdSTREET,SUITE120 MINNEAPOLIS,MN55401 p612.260.7980 www.elanlab.com f612.260.7990 CERTIFICATION INFILTRATIONBERM OVERFLOW 2 4 NO SCALENO SCALE DATE REGISTRATIONNO. SHEET GRADINGDETAILS C3.3 PROJECTNO. CHI14001 OWNERS ALAN& MARGARETPALMER 5625OAKGREENAVE.N. OAKPARKHEIGHTS,MN55082 DEVELOPER CREATIVEHOMES,INC. 707COMMERCEDRIVE,SUITE410 WOODBURY,MN55125 PROJECT PALMER STATION OAKPARKHEIGHTS, MINNESOTA ISSUE DRAINAGE REVISIONS 05/19/14 ISSUEINDEXDATE SHEETINDEX DESIGN 901N3rdSTREET,SUITE120 MINNEAPOLIS,MN55401 p612.260.7980 www.elanlab.com f612.260.7990 CERTIFICATION UTILITYNOTES DATE REGISTRATIONNO. SHEET UTILITYPLAN R PROJECTNO. 3090 below. Knowwhat's CHI14001 Call beforeyoudig. 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