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Home My WebLink Aboutw160066_Drainage Report 10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546 Allan H. Weihe, P.E., L.S., - Founder STORMWATER TECHNICAL REPORT For: HORSE BARN & RIDING CENTER 14330 SHELBORNE ROAD 14330 Shelborne Road Hamilton County, Carmel, Indiana Project #W16-0066 Prepared For: Joel Westfall 6215 S. US Hwy 231 Cloverdale, IN 46120 Contact: Joel Westfall Phone: 317-518-9626 Prepared By: Jeffrey M. Kelly, E.I Checked By: Scott S. Rucker, P.E. Certified By: Andrew T. Miller, P.E. Date: 22 April 2016 Revised: 10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546 Allan H. Weihe, P.E., L.S., - Founder STORMWATER TECHNICAL REPORT For: HORSE BARN & RIDING CENTER 14330 SHELBORNE ROAD 14330 Shelborne Road Hamilton County, Carmel, Indiana Project #W16-0066 Prepared For: Joel Westfall 6215 S. US Hwy 231 Cloverdale, IN 46120 Contact: Joel Westfall Phone: 317-518-9626 Prepared By: Jeffrey M. Kelly, E.I Checked By: Scott S. Rucker, P.E. Certified By: Andrew T. Miller, P.E. Date: 22 April 2016 Revised: HORSE BARN & RIDING CENTER 14330 SHELBORNE ROAD Hamilton County Carmel, Indiana HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION ___________________________ Andrew T. Miller, P.E. Indiana Registration No. PE11300258 The following report and accompanying computations have been developed by me or under my direct supervision. Prepared For: Stormwater Technical Report Horse Barn & Riding Center 14330 Shelborne Road Carmel, IN Project #W16.0066 TABLE OF CONTENTS 1. Project Narrative a. Existing Conditions b. Proposed Conditions c. Water Quality d. Location Maps 2. Pre Developed Calculations a. Basin Map b. Supporting Calculations c. ICPR Model 3. Post Developed Calculations a. Basin Map b. Supporting Calculations c. ICPR Model 4. Pipe Sizing Calculations a. Basin Map b. Supporting Calculations c. Hydraflow Models d. Inlet Capacity e. Culvert design 5. Water Quality Calculations a. Location Map b. Supporting Calculations 6. Misc. Pond Calculation and Figures PROJECT NARRATIVE SECT 1: 1 of 19 4/21/2016 Prepared For: Stormwater Technical Report Horse Barn & Riding Center 14330 Shelborne Rd. Carmel, IN Project #W16.0066 Project Narrative: A proposed barn with arena, associated parking and riding area is to be constructed on a vacant 29.5 ± acre parcel located at the Southwest corner of West 146th Street and Shelborne Road, Carmel, Indiana. Refer to Figure 1.1. The proposed development is on a site at a Latitude of N 39° 59' 51" and Longitude W 86° 13' 29", falling within Washington Township. The site is generally located in the Northeast Quarter of Section 19, Township 18 North, and Range 3 East, Clay Township, Hamilton County Indiana. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map, Panel 205 of 300, Map No.18057 C0205 G for Hamilton County, Indiana, dated November 19, 2014 the subject tract IS NOT located within a Special Flood Hazard Area inundated by 100-year flood- Base Flood Elevation or Floodway Area in Zone AE. Subject tract is situation within an unshaded Zone X. Refer to Figure 1.2. Stormwater Design: Said development will consist of one (1) wet detention basin with a flow restricting outfall structure that will store and release the site’s stormwater runoff per the requirements set forth by the City of Carmel’s “Stormwater Technical Standards Manual”. The site will discharge to the southwest, releasing into an existing open ditch/Little Eagle Creek Drain located south of the subject tract. Water Quality for the development will be met via two (2) vegetated swales routed to a wet-detention basin with forebays prior to releasing into the Little Eagle Creek Drain. SECT 1: 2 of 19 4/21/2016 Pre-Developed Conditions: Aerial photography was used to illustrate the current land-use of the subject tract. Currently the subject tract primarily undeveloped and contains no buildings on the 29.26+ acres. The subject tract is adjoined by 146th Street to the north, Shelborne Road to the East, undeveloped land to the south, and Overbrook Farms residential subdivision to the West. Refer to Figure 1.3. The subject tract consists of the following soil types: Brookston silty clay loam, Crosby silt loam, Miami silt loam, Miami clay loam, and Shoals silt loam. A soil map has been included with this report. Curve numbers were assigned using existing land use in conjunction with soils mapping from the Natural Resource Conservation (NRCS). An abbreviated NRCS Soils Report can be found in Section 1. Detailed topography from a survey prepared by Weihe Engineers, in 2016 was used to determine the Pre-Developed Basin Map. The subject tract has three primary drainage sheds, north, southeast, and south. The North drainage shed (2.53 acres) flows via sheet flow to the north, primarily staging on site. The Southeast drainage shed (7.09 acres) flows via sheet and shallow concentrated flow to the southeast, discharging to Little Eagle Creek drain. The South drainage shed (13.17 acres) flows via sheet and shallow concentrated flow to the south, discharging to Little Eagle Creek drain. An ICPR model was established to determine the release rates for the 2, 10, and 100 year peak flow rates, based on the SCS Type II distribution for the 2, 10, and 100 year – 24hr rainfall events for each of the three drainage sheds. See Section 2 for additional information. Table 2.1: Release Rates Basin EX-NORTH: Q 2yr = 1.98 cfs Q 10-yr = 4.05 cfs Q 100-yr = 9.27 cfs Release Rates Basin EX-SOUTHEAST: Q 2yr = 7.50 cfs Q 10-yr = 15.10 cfs Q 100-yr = 34.10 cfs Release Rates Basin EX-SOUTH: Q 2yr = 13.06 cfs Q 10-yr = 26.24 cfs Q 100-yr = 59.12 cfs SECT 1: 3 of 19 4/21/2016 Allowable Release Rate: Per the Stormwater Drainage Manual for the City of Carmel, this property is subject to the following release rate requirements; 0.1 cfs per acre of development for 0-10 year return interval storms and 0.3 cfs per acre of development for 11-100 year return interval storms. Per the Hamilton County Surveyor’s office there are no release rate restrictions for this watershed. Post-Developed Control Area = 9.31Ac. 0-10 year return interval storm = 0.93 cfs 11-100 year return interval storm = 2.79 cfs Offsite Drainage: There are no offsite drainage sheds reaching the subject tract. SECT 1: 4 of 19 4/21/2016 Post-Developed Conditions: A proposed barn with arena, associated parking and riding area is to be constructed on a vacant 29.5 ± acre parcel located at the Southwest corner of West 146th Street and Shelborne Road, Carmel, Indiana. Said development will consist of one (1) wet detention basin with a flow restricting outfall structure, and water quality will be treated via two (2) vegetated swales and the wet-detention basin with forebays. The site will release to an existing open ditch/Little Eagle Creek drain to the south. A Curve Number of 98 was used for the developed impervious areas and a Curve Number of 79 was utilized for developed open spaces for the controlled drainage area. Further, a runoff coefficient of 0.85 for impervious areas and 0.25 for pervious areas was also evaluated for detention sizing, pipe sizing, and water quality calculations. Per the City’s drainage requirements, the initially determined hydrologic soil group for the disturbed project area has been changed to the next less infiltrating capacity category. A complete summary can be found in Section 3 of this report. Wet Detention Basin The post-developed condition model accounts for a controlled drainage area of 9.31 acres to be routed to a proposed wet detention basin. An ICPR model was established to determine the release rates for the 2, 10, and 100 year peak flow rates, based on the SCS Type II distribution for the 2, 10, and 100 year – 24hr rainfall events. Please refer to Section 3 for additional information. To meet the allowable post-developed release rates, an approximate 4” orifice was required for the 0-10 year storm events, and a 6” orifice was required for the 10-100 year storm events. However, per the City of Carmel’s Stormwater Technical Standards Manual, the minimum allowable orifice size is 6-inches in diameter, even if the 6-inch diameter orifice results in a discharge that exceeds the predetermined maximum authorized peak flow. The following tables summarize the computed 2-year, 10-year, 25-year, and 100-year peak run-off rates for the 24-hour event for the flow-restricting outlet. See Section 3 for additional information. Table 3.1: Proposed Post-Developed Release Rates and WSEL (6-inch minimum orifice sizing) Peak Post-Dev Release Rates Peak WSEL-Proposed Wet Detention Basin Q 2-yr = 0.77 cfs 2-yr = 891.10 Q 10-yr = 1.16 cfs 10-yr = 891.98 Q 100-yr = 2.62 cfs 100-yr = 893.81 SECT 1: 5 of 19 4/21/2016 Storm Sewers The storm sewer system is designed to convey stormwater runoff at a minimum velocity of 2.5 feet/second through reinforced concrete pipes while maintaining a hydraulic grade line elevation within the pipes during a 10-year storm event. For sizing of the storm sewer network, the control basin was broken down further into a total of seven (7) contributing sub-basins based on proposed grading plans and structure locations. Culvert Design Two culverts were evaluated at locations 209-208 and 211-210. Culvert 209-208 A 15” reinforced concrete pipe (rcp) culvert was evaluated for a proposed walking path. The culvert has been designed and evaluated to maintain the proposed flowline of the swale running perpendicular to the proposed gravel walkway and is designed to convey stormwater at a minimum velocity of 2.5 feet/second while maintaining a hydraulic grade line elevation below the top of road during a 50-year storm event. Refer to Section 4 for the pipe and inlet sizing calculations. Culvert 211-210 An 18” reinforced concrete pipe (rcp) culvert was evaluated for a proposed drive. The culvert has been designed and evaluated to maintain the proposed flowline of the swale running perpendicular to the proposed drive and is designed to convey stormwater at a minimum velocity of 2.5 feet/second while maintaining a hydraulic grade line elevation below the top of road during a 50-year storm event. Refer to Section 4 for the pipe and inlet sizing calculations. SECT 1: 6 of 19 4/21/2016 Water Quality: The proposed Horse Barn and Riding Center will utilize a combination of BMP features to meet the standards for Water Quality as defined in Chapter 700 of the City of Carmel’s Stormwater Technical Standards Manual. These features were sized using the methodology described in said manual. Vegetative Swales Swale P1 A value of 42% was used for the impervious percent in the Volumetric Runoff coefficient calculations for a controlled drainage area of 3.76 acres. An ICPR model was established to determine the release rates for the 1inch-24 hour rainfall event. See Section 5 for additional information. Below is an abbreviated analysis of the vegetated swale hydraulic results. Swale P1: Q 1-inch-24hr 2.61 cft/sec Length 150 feet Velocity (at 4” rainfall depth) 0.69 ft/sec Swale P2 A value of 17.4% was used for the impervious percent in the Volumetric Runoff coefficient calculations for a controlled drainage area of 4.46 acres. An ICPR model was established to determine the release rates for the 1inch-24 hour rainfall event. See Section 5 for additional information. Below is an abbreviated analysis of the vegetated swale hydraulic results. Swale P2: Q 1-inch-24hr 1.32 cft/sec Length 200 feet Velocity (at 4” rainfall depth) 0.34 ft/sec Forebay Design The proposed Horse Barn and Riding Center will utilize two forebays, located upstream of the wet-detention basin. The two forebays were sized with the following criteria: Forebay for Swale P1 WQv (Required)= 1,653 cft (5% of required water quality volume for the wet-pond) SECT 1: 7 of 19 4/21/2016 WQv (Provided)= 43,516 cft Forebay Bottom El.= 890.00 Elevation at Vol. Req’d= 890.21 Forebay for Swale P2 WQv (Required)= 1,653 cft (5% of required water quality volume for the wet-pond) WQv (Provided)= 43,516 cft Forebay Bottom El.= 890.00 Elevation at Vol. Req’d= 890.21 Wet-Detention Basins WQv = (P)*(Rv)*(A) /12 WQv = Water Quality Volume P = 1 inch of rainfall Rv = Volumetric runoff coefficient (0.05 + 0.009 (I)) A = Area WET-POND A value of 42% was used for the impervious percent in the Volumetric Runoff coefficient calculations for a controlled drainage area of 9.31 acres. WQv (Required)= 1.00 ac-ft WQv (Provided)= 2.21 ac-ft E-Coli Removal Though the wet-detention basin will provide moderate e-coli removal rates, the majority of waste from the proposed Horse Barn and Riding Center will be stored and released to the sanitary sewer via a series of drains located within the horse stalls. Additional waste, produced during transport and activity of the horses will be manually removed and disposed of in accordance with Owners waste removal methods. SECT 1: 8 of 19 4/21/2016 SECT 1: 9 of 19 4/21/2016 SE C T 1: 10 of 19 4/ 2 1 / 2 0 1 6 SE C T 1: 11 of 19 4/ 2 1 / 2 0 1 6 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, Indiana 14330 SHELBORNE RD, CARMEL, IN Natural Resources Conservation Service April 19, 2016 SECT 1: 12 of 19 4/21/2016 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 SECT 1: 13 of 19 4/21/2016 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 SECT 1: 14 of 19 4/21/2016 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 4 SECT 1: 15 of 19 4/21/2016 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 SECT 1: 16 of 19 4/21/2016 6 Custom Soil Resource Report Soil Map 44 2 7 4 8 0 44 2 7 5 6 0 44 2 7 6 4 0 44 2 7 7 2 0 44 2 7 8 0 0 44 2 7 8 8 0 44 2 7 4 8 0 44 2 7 5 6 0 44 2 7 6 4 0 44 2 7 7 2 0 44 2 7 8 0 0 44 2 7 8 8 0 44 2 7 9 6 0 565870 565950 566030 566110 566190 566270 566350 566430 566510 566590 565870 565950 566030 566110 566190 566270 566350 566430 566510 566590 39° 59' 57'' N 86 ° 1 3 ' 4 2 ' ' W 39° 59' 57'' N 86 ° 1 3 ' 1 1 ' ' W 39° 59' 41'' N 86 ° 1 3 ' 4 2 ' ' W 39° 59' 41'' N 86 ° 1 3 ' 1 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0150300 600 900 Feet 0 50100 200 300 Meters Map Scale: 1:3,400 if printed on A landscape (11" x 8.5") sheet. SE C T 1: 17 of 19 4/ 2 1 / 2 0 1 6 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 16, Sep 9, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 17, 2011—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 SE C T 1: 18 of 19 4/ 2 1 / 2 0 1 6 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 9.3 22.6% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 12.4 30.1% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 14.0 34.0% MmC2 Miami silt loam, 6 to 12 percent slopes, eroded 0.1 0.3% MoC3 Miami clay loam, 6 to 12 percent slopes, severely eroded 0.8 2.0% Sh Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration 4.5 11.0% Totals for Area of Interest 41.0 100.0% Custom Soil Resource Report 8 SECT 1: 19 of 19 4/21/2016 PRE-DEVELOPED SECT 2: 1 of 10 4/21/2016 SE C T 2: 2 of 10 4/ 2 1 / 2 0 1 6 Project: Date: Job No: Checked By:SSR Prepared By:JMK BASIN:EX-North Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.78 110283 2.53 Br, CrA, MmB2, MmC2, MoC3, Sh B Culivated, without conserv.71 0 0.00 78 110283 2.53 BASIN:EX-Southeast Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.78 308651 7.09 Br, CrA, MmB2, MmC2, MoC3, Sh B Culivated, without conserv.71 0 0.00 78 308651 7.09 BASIN:EX-South Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.78 573768 13.17 Br, CrA, MmB2, MmC2, MoC3, Sh B Culivated, without conserv.71 0 0.00 78 573768 13.17 Pre Developed Runoff Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 TOTAL= TOTAL= TOTAL= SECT 2: 3 of 10 4/21/2016 Project: Date: Source: 210-VI-TR-55 Second Ed, June 1986 Job No: Checked By:SSR Prepared By:JMK BASIN: Sheet Flow (Applicable to Tc only)Segment ID 1. Surface Description …………………GrassDense 2. Manning's roughness coeff., n ………..0.24 3. Flow length, L (total L < 300 ft) ……….ft 100 4. Two-yr 24-hr rainfall, P2 ……………..in 2.66 5. Land slope, s ………………………ft/ft 0.05 6. Tt = 0.007 (nL)0.8 Compute Tt …hr 0.1808 =0.1808 P20.5 s0.4 Shallow Concentrated Flow Segment ID Swale 7. Surface Description (paved or unpaved) …Unpaved 8. Flow length, L ……………………….ft 700 9. Watercourse slope, s ………………..ft/ft 0.04 10. Average velocity, V ………………….ft/s 3.23 11. Tt = L Compute Tt …hr 0.0603 =0.0603 3600 V Channel Flow Segment ID 12. Cross sectional flow area, a …………..ft2 13. Wetted Perimeter, pw …………………ft 14. Hydraulic radius, r = a/pw Compute r …ft 15. Channel slope, s …………………….ft/ft 16. Manning's roughness coeff., n ………… 17. V = (1.49 r2/3 s1/2) / n Compute V …ft/s 18. Flow length, L ……………………….ft 19. Tt = L Compute Tt …hr =0.0000 3600 V 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ………………………hr 0.2411 min 14.46 Time of Concentration Horse Barn & Riding Area- 14330 Shelb April 19, 2016 W16-0066 EX Southeast SECT 2: 4 of 10 4/21/2016 Project: Date: Source: 210-VI-TR-55 Second Ed, June 1986 Job No: Checked By:SSR Prepared By:JMK BASIN: Sheet Flow (Applicable to Tc only)Segment ID 1. Surface Description …………………GrassDense 2. Manning's roughness coeff., n ………..0.24 3. Flow length, L (total L < 300 ft) ……….ft 100 4. Two-yr 24-hr rainfall, P2 ……………..in 2.66 5. Land slope, s ………………………ft/ft 0.04 6. Tt = 0.007 (nL)0.8 Compute Tt …hr 0.1977 =0.1977 P20.5 s0.4 Shallow Concentrated Flow Segment ID Swale 7. Surface Description (paved or unpaved) …Unpaved 8. Flow length, L ……………………….ft 700 9. Watercourse slope, s ………………..ft/ft 0.02 10. Average velocity, V ………………….ft/s 2.28 11. Tt = L Compute Tt …hr 0.0852 =0.0852 3600 V Channel Flow Segment ID 12. Cross sectional flow area, a …………..ft2 13. Wetted Perimeter, pw …………………ft 14. Hydraulic radius, r = a/pw Compute r …ft 15. Channel slope, s …………………….ft/ft 16. Manning's roughness coeff., n ………… 17. V = (1.49 r2/3 s1/2) / n Compute V …ft/s 18. Flow length, L ……………………….ft 19. Tt = L Compute Tt …hr =0.0000 3600 V 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ………………………hr 0.2829 min 16.97 Time of Concentration Horse Barn & Riding Area- 14330 Shelb April 19, 2016 W16-0066 EX North SECT 2: 5 of 10 4/21/2016 Project: Date: Source: 210-VI-TR-55 Second Ed, June 1986 Job No: Checked By:SSR Prepared By:JMK BASIN: Sheet Flow (Applicable to Tc only)Segment ID 1. Surface Description …………………GrassDense 2. Manning's roughness coeff., n ………..0.24 3. Flow length, L (total L < 300 ft) ……….ft 100 4. Two-yr 24-hr rainfall, P2 ……………..in 2.66 5. Land slope, s ………………………ft/ft 0.01 6. Tt = 0.007 (nL)0.8 Compute Tt …hr 0.3442 =0.3442 P20.5 s0.4 Shallow Concentrated Flow Segment ID Swale 7. Surface Description (paved or unpaved) …Unpaved 8. Flow length, L ……………………….ft 500 9. Watercourse slope, s ………………..ft/ft 0.01 10. Average velocity, V ………………….ft/s 1.61 11. Tt = L Compute Tt …hr 0.0861 =0.0861 3600 V Channel Flow Segment ID 12. Cross sectional flow area, a …………..ft2 13. Wetted Perimeter, pw …………………ft 14. Hydraulic radius, r = a/pw Compute r …ft 15. Channel slope, s …………………….ft/ft 16. Manning's roughness coeff., n ………… 17. V = (1.49 r2/3 s1/2) / n Compute V …ft/s 18. Flow length, L ……………………….ft 19. Tt = L Compute Tt …hr =0.0000 3600 V 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ………………………hr 0.4303 min 25.82 Time of Concentration Horse Barn & Riding Area- 14330 Shelb April 19, 2016 W16-0066 EX North SECT 2: 6 of 10 4/21/2016 Horse Barn and Riding Center- 14330 Shelborne Rd Pre-Dev_Max Basin Summary W16-0066 Simulation Basin Group Time Max Flow Max Volume Volume hrs cfsinft3 100Y-24HEX-North BASE12.159.2663.981 36561.735 100Y-24HEX-South BASE12.09 59.1163.982190377.542 100Y-24H EX-Southeast BASE12.05 34.0973.981102469.476 10Y-24HEX-North BASE12.154.0481.749 16064.771 10Y-24HEX-South BASE12.09 26.2391.750 83653.887 10Y-24H EX-Southeast BASE12.05 15.0991.749 45024.609 2Y-24HEX-North BASE12.151.9770.892 8190.053 2Y-24HEX-South BASE12.09 13.0570.892 42650.319 2Y-24H EX-Southeast BASE12.087.4990.892 22954.629 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 SECT 2: 7 of 10 4/21/2016 Horse Barn and Riding Center- 14330 Shelborne Rd Pre-Dev_Input Summary W16-0066 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX-North Node: EX-North Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.80 Area(ac): 2.530 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX-South Node: EX-South Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 17.00 Area(ac): 13.170 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX-Southeast Node: EX-Southeast Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 14.50 Area(ac): 7.090 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: EX-North Base Flow(cfs): 0.000 Init Stage(ft): 900.000 Group: BASE Warn Stage(ft): 905.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 900.000 12.00 900.000 24.00 900.000 48.00 900.000 ------------------------------------------------------------------------------------------ Name: EX-South Base Flow(cfs): 0.000 Init Stage(ft): 887.000 Group: BASE Warn Stage(ft): 896.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 887.000 12.00 887.000 24.00 887.000 48.00 887.000 ------------------------------------------------------------------------------------------ Name: EX-Southeast Base Flow(cfs): 0.000 Init Stage(ft): 887.000 Group: BASE Warn Stage(ft): 896.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 887.000 12.00 887.000 24.00 887.000 48.00 887.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 3 SECT 2: 8 of 10 4/21/2016 Horse Barn and Riding Center- 14330 Shelborne Rd Pre-Dev_Input Summary W16-0066 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== ==== Rating Curves ======================================================================= ========================================================================================== Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 3 SECT 2: 9 of 10 4/21/2016 Horse Barn and Riding Center- 14330 Shelborne Rd Pre-Dev_Input Summary W16-0066 Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 3 SECT 2: 10 of 10 4/21/2016 POST-DEVELOPED CALCULATIONS SECT 3: 1 of 16 4/21/2016 SE C T 3: 2 of 16 4/ 2 1 / 2 0 1 6 SECT 3: 3 of 16 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK BASIN:Post-Developed Onsite (Total) Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.79 281298 6.46 B Culivated, without conserv.71 0 0.00 98 124420 2.86 85 405718 9.31 31%Impervious BASIN:Controlled Onsite (to Vegetated Swale P1) Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.79 95158 2.18 B Culivated, without conserv.71 0 0.00 98 68798 1.58 87 163957 3.76 42%impervious BASIN:Controlled Onsite (to Vegetated Swale P2) Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.79 160455 3.68 B Culivated, without conserv.71 0 0.00 98 33905 0.78 82 194360 4.46 17%impervious BASIN:WET-POND Soil Group Cover type CN Area (SF)Area (Ac.)Misc. Information C Culivated, without conserv.79 25684 0.59 B Culivated, without conserv.71 0 0.00 98 21717 0.50 88 47401 1.09TOTAL= Post Developed Runoff Calculations Horse Barn & Riding Area- 14330 Shelborne April 19, 2016 W16-0066 TOTAL= Impervious Impervious Impervious Impervious TOTAL= TOTAL= SECT 3: 4 of 16 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 880 2544.0702 0.06 0 0.00 881 3469.2659 0.08 3006.66805 0.07 882 4691.0741 0.11 7086.83805 0.16 883 9667.0702 0.22 14265.9102 0.33 884 11217.8044 0.26 24708.3475 0.57 885 12824.3611 0.29 36729.4303 0.84 886 14493.4072 0.33 50388.3144 1.16 887 16204.1218 0.37 65737.0789 1.51 888 17982.3689 0.41 82830.3243 1.90 889 19813.08 0.45 101728.049 2.34 890 21717.16 0.50 0 0.00 Normal Pool El. 890.00 891 23645.10 0.54 22681.1316 0.52 892 25650.18 0.59 47328.7745 1.09 893 27702.34 0.64 74005.0373 1.70 894 29842.438 0.69 102777.428 2.36 895 37056.3604 0.85 136226.827 3.13 Volume Required: 96,422 cft Volume Provided: 136,227 cft El. at Vol Req'd: 893.78 Stage Storage Wet Detention Wet-Pond Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SECT 3: 5 of 16 4/21/2016 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Node Diagram W16-0066 Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench V:Wet-Pond U:Cntrl Total T:Outlet M:101 P:102-101 D:101-100 SECT 3: 6 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Max Node Summary_Minimum 6" Orifice W16-0066 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 101 BASE 100Y-24H 13.58 893.564 895.000 0.0050 113 13.75 2.645 13.58 2.623 101 BASE 10Y-24H 14.08 891.932 895.000 -0.0063 113 12.04 1.537 14.09 1.156 101 BASE 2Y-24H 13.97 890.961 895.000 0.0050 115 13.86 0.770 13.97 0.770 Outlet BASE 100Y-24H 0.00 887.000 895.000 0.0000 0 13.58 2.623 0.00 0.000 Outlet BASE 10Y-24H 0.00 887.000 895.000 0.0000 0 14.09 1.156 0.00 0.000 Outlet BASE 2Y-24H 0.00 887.000 895.000 0.0000 0 13.97 0.770 0.00 0.000 Wet-Pond BASE 100Y-24H 13.58 893.814 896.000 0.0050 30496 12.00 54.376 13.75 2.645 Wet-Pond BASE 10Y-24H 14.08 891.981 896.000 0.0050 25663 12.00 27.289 12.04 1.537 Wet-Pond BASE 2Y-24H 13.94 891.104 896.000 0.0050 23949 12.00 15.584 13.86 0.770 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 SECT 3: 7 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_Minimum 6" Orifice W16-0066 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: Cntrl Total Node: Wet-Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 8.930 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: 101 Base Flow(cfs): 0.000 Init Stage(ft): 889.800 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 895.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- 889.800 0.0003 895.000 0.0003 ------------------------------------------------------------------------------------------ Name: Outlet Base Flow(cfs): 0.000 Init Stage(ft): 887.000 Group: BASE Warn Stage(ft): 895.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 887.000 12.00 887.000 24.00 887.000 48.00 887.000 ------------------------------------------------------------------------------------------ Name: Wet-Pond Base Flow(cfs): 0.000 Init Stage(ft): 890.000 Group: BASE Warn Stage(ft): 896.000 Type: Stage/Volume Stage(ft) Volume(af) --------------- --------------- 890.000 0.0000 891.000 0.5200 892.000 1.0900 893.000 1.7000 894.000 2.3600 895.000 3.1300 896.000 4.0400 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 4 SECT 3: 8 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_Minimum 6" Orifice W16-0066 ==== Pipes =============================================================================== ========================================================================================== Name: 102-101 From Node: Wet-Pond Length(ft): 14.00 Group: BASE To Node: 101 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 890.500 889.800 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: 101-100 From Node: 101 Length(ft): 103.00 Group: BASE To Node: Outlet Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft): 889.800 887.000 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure 101-100 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 889.800 Rise(in): 6.00 Control Elev(ft): 889.800 *** Weir 2 of 2 for Drop Structure 101-100 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 892.000 Rise(in): 6.00 Control Elev(ft): 892.000 ========================================================================================== ==== Rating Curves ======================================================================= ========================================================================================== Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 4 SECT 3: 9 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_Minimum 6" Orifice W16-0066 ========================================================================================== Name: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 4 SECT 3: 10 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_Minimum 6" Orifice W16-0066 --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 4 SECT 3: 11 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Max Node Summary_4" Orifice W16-0066 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 101 BASE 100Y-24H 19.87 894.432 895.000 0.0066 113 11.70 1.205 19.87 0.851 101 BASE 10Y-24H 17.50 892.214 895.000 0.0072 113 12.01 1.261 17.50 0.593 101 BASE 2Y-24H 16.13 891.222 895.000 0.0064 115 13.14 1.169 16.13 0.434 Outlet BASE 100Y-24H 0.00 887.000 895.000 0.0000 0 19.87 0.851 0.00 0.000 Outlet BASE 10Y-24H 0.00 887.000 895.000 0.0000 0 17.50 0.593 0.00 0.000 Outlet BASE 2Y-24H 0.00 887.000 895.000 0.0000 0 16.13 0.434 0.00 0.000 Wet-Pond BASE 100Y-24H 19.83 894.456 896.000 0.0050 33626 12.00 54.353 11.70 1.205 Wet-Pond BASE 10Y-24H 17.63 892.223 896.000 0.0050 26139 12.00 27.287 12.01 1.261 Wet-Pond BASE 2Y-24H 16.44 891.222 896.000 0.0050 24181 12.00 15.584 13.14 1.169 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 SECT 3: 12 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_4" Orifice W16-0066 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: Cntrl Total Node: Wet-Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 8.930 Time Shift(hrs): 0.00 Curve Number: 85.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: 101 Base Flow(cfs): 0.000 Init Stage(ft): 889.800 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 895.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- 889.800 0.0003 895.000 0.0003 ------------------------------------------------------------------------------------------ Name: Outlet Base Flow(cfs): 0.000 Init Stage(ft): 887.000 Group: BASE Warn Stage(ft): 895.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 887.000 12.00 887.000 24.00 887.000 48.00 887.000 ------------------------------------------------------------------------------------------ Name: Wet-Pond Base Flow(cfs): 0.000 Init Stage(ft): 890.000 Group: BASE Warn Stage(ft): 896.000 Type: Stage/Volume Stage(ft) Volume(af) --------------- --------------- 890.000 0.0000 891.000 0.5200 892.000 1.0900 893.000 1.7000 894.000 2.3600 895.000 3.1300 896.000 4.0400 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 4 SECT 3: 13 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_4" Orifice W16-0066 ==== Pipes =============================================================================== ========================================================================================== Name: 102-101 From Node: Wet-Pond Length(ft): 14.00 Group: BASE To Node: 101 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 890.500 889.800 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: 101-100 From Node: 101 Length(ft): 103.00 Group: BASE To Node: Outlet Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft): 889.800 887.000 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 1 for Drop Structure 101-100 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 4.00 Invert(ft): 889.800 Rise(in): 4.00 Control Elev(ft): 889.800 ========================================================================================== ==== Rating Curves ======================================================================= ========================================================================================== Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 4 SECT 3: 14 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_4" Orifice W16-0066 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 4 SECT 3: 15 of 16 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Input Summary_4" Orifice W16-0066 Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 4 SECT 3: 16 of 16 4/21/2016 PIPE SIZING CALCULATIONS SECT 4: 1 of 31 4/21/2016 SE C T 4: 2 of 31 4/ 2 1 / 2 0 1 6 Project: Date: Job No: Checked By:SSR Prepared By:JMK BASIN:204 Area (SF)Area (Ac.)C 22097 0.51 0.85 0 0.00 0.90 0 0.00 0.25 22097 0.51 0.85 BASIN:205 Area (SF)Area (Ac.)C 14492 0.33 0.85 0 0.00 0.90 0 0.00 0.25 14492 0.33 0.85 BASIN:202 Area (SF)Area (Ac.)C 12866 0.30 0.85 0 0.00 0.90 0 0.00 0.25 12866 0.30 0.85 BASIN:206 Area (SF)Area (Ac.)C 5100 0.12 0.85 0 0.00 0.90 0 0.00 0.25 5100 0.12 0.85 BASIN:207 Area (SF)Area (Ac.)C 10301 0.24 0.85 0 0.00 0.90 0 0.00 0.25 10301 0.24 0.85 BASIN:209 Culvert south Area (SF)Area (Ac.)C 3942 0.09 0.85 0 0.00 0.90 53059 1.22 0.25 57001 1.31 0.29 ` BASIN:211 Culvert North Area (SF)Area (Ac.)C 13888 0.32 0.85 8917 0.20 0.90 104974 2.41 0.25 127778 2.93 0.36TOTAL= Impervious, Pavement Impervious, Roof Pervious, Grass Pervious, Grass TOTAL= Cover type Misc. Information Cover type Misc. Information Impervious, Pavement Impervious, Roof Impervious, Roof Pervious, Grass TOTAL= TOTAL= Cover type Impervious, Pavement Impervious, Pavement Impervious, Roof Pervious, Grass Pervious, Grass TOTAL= Cover type Misc. Information Cover type Misc. Information Impervious, Pavement Impervious, Roof Post Developed Runoff Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 Cover type Misc. Information Cover type Misc. Information Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= TOTAL= Pervious, Grass Impervious, Pavement Impervious, Roof SECT 4: 3 of 31 4/21/2016 BASIN:P1 Vegetated Swale Area (SF)Area (Ac.)C 0 0.00 0.85 0 0.00 0.90 42099 0.97 0.25 42099 0.97 0.25 BASIN:P2 Vegetated Swale Area (SF)Area (Ac.)C 11100 0.25 0.85 0 0.00 0.90 55482 1.27 0.25 66582 1.53 0.35 BASIN:Wet-Pond Area (SF)Area (Ac.)C 21717 0.50 0.85 0.00 0.90 25684 0.59 0.25 47401 1.09 0.52 Cover type Misc. Information Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= Cover type Misc. Information Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= Cover type Misc. Information TOTAL= Impervious, Pavement Normal Pool El. 890.00 Impervious, Roof Pervious, Grass SECT 4: 4 of 31 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Basin Sheet Flow Manual (L/V) Description n =L =P2 =s =Tt = .007(nL)0.8/(P20.5s0.4)Description V =L =Tt = L/V Tc (total)Tc (total) (ft)(in/hr)(ft/ft)(hrs)(ft/s)(ft)(hrs)(hrs)(min) 204 Impervious 0.014 50 2.66 0.01 0.0204 Gutter / Swale 2 0 0.0000 0.0204 5.0 205 Impervious 0.014 50 2.66 0.01 0.0204 Gutter / Swale 2 0 0.0000 0.0204 5.0 202 Impervious 0.014 50 2.66 0.01 0.0204 Gutter / Swale 2 0 0.0000 0.0204 5.0 206 Impervious 0.014 50 2.66 0.01 0.0204 Gutter / Swale 2 0 0.0000 0.0204 5.0 207 Impervious 0.014 50 2.66 0.01 0.0204 Gutter / Swale 2 0 0.0000 0.0204 5.0 209 Grass 0.24 160 2.66 0.03 0.3231 Gutter / Swale 2 0 0.0000 0.3231 19.4 Time of Concentration for Hydraflow Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SE C T 4: 5 of 31 4/ 2 1 / 2 0 1 6 Project: Date: Job No: 10 year Checked By:SSR Prepared By:JMK Basin Q, (CFS) Area (Ac.)C-Value Tc (Min.)Intensity 204 2.64 0.51 0.85 5.0 6.12 Duration Intensity 205 1.73 0.33 0.85 5.0 6.12 5 6.12 202 1.54 0.30 0.85 5.0 6.12 10 5.22 206 0.61 0.12 0.85 5.0 6.12 15 4.55 207 1.23 0.24 0.85 5.0 6.12 30 3.25 209 1.59 1.31 0.29 19.4 4.17 60 2.03 211 3.91 2.93 0.36 24.8 3.70 P1 1.36 0.97 0.25 7.6 5.65 0.4136566 P2 2.37 1.53 0.35 16.5 4.42 Wet-Pond 3.31 1.09 0.52 6.8 5.79 Rational Method Flow Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 Hamilton County IDF Curve SECT 4: 6 of 31 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Area (ft2)Perimeter (ft)Area (ft2)Perimeter (ft) Neenah R-3501 1.60 4.60 0.80 2.30 Neenah R-3287-10V 2.10 5.50 1.05 2.75 Neenah R-4342 2.00 6.00 1.00 3.00 Neenah R-3405 1.50 7.90 0.75 3.95 *Gutter spread calculations accounts for 0.1 depressed casting *Calculations are shown fo a 50% clogged condition per ordinance Inlet #Q (cfs)Type of Casting Depth (Based on weir flow) Cross Sectional Slope (%) Gutter Spread (ft) weir* Clear Lane (Sag Only)Remarks Inlet Type 204 2.64 Neenah R-3405 0.32 2.08%10.51 Single 205 1.73 Neenah R-3405 0.13 2.08%1.51 Single 202 1.54 Neenah R-3405 0.12 102.08%0.02 Single 206 0.61 Neenah R-3405 0.05 202.08%-0.03 Single 207 1.23 Neenah R-3405 0.09 302.08%0.00 Single 209 1.59 Neenah R-3405 0.12 402.08%0.01 Single 211 3.91 Neenah R-3405 0.30 502.08%0.04 Single Rolled Curb Square Inlet Bee Hive Chair Back Combo Type of Casting W16-0066 April 19, 2016 Horse Barn & Riding Area- 14330 Shelborne Rd.Inlet Capacity Calculations 100% Opening 50% Clogged SECT 4: 7 of 31 4/21/2016 SECT 4: 8 of 31 4/21/2016 SECT 4: 9 of 31 4/21/2016 SECT 4: 10 of 31 4/21/2016 SECT 4: 11 of 31 4/21/2016 Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 12 1.16 887.00 887.45 0.45 0.35 3.35 0.17 887.63 0.000 86 889.85 890.30 0.45** 0.35 3.35 0.17 890.48 0.000 0.000 n/a 0.61 0.11 2 12 1.16 889.85 890.30 0.45* 0.35 3.35 0.17 890.48 0.000 15 890.00 890.45 0.45** 0.35 3.35 0.17 890.63 0.000 0.000 n/a 1.00 0.17 3 21 7.06 897.82 898.80 0.98* 1.39 5.08 0.40 899.20 0.543 10 897.85 898.93 1.08 1.56 4.53 0.32 899.25 0.403 0.473 0.047 0.82 0.26 4 18 4.20 897.95 899.19 1.24 1.56 2.68 0.11 899.30 0.157 268 898.52 899.64 1.12 1.41 2.97 0.14 899.77 0.195 0.176 0.472 1.00 0.14 5 15 4.26 898.62 899.77 1.15 1.18 3.60 0.20 899.98 0.377 95 899.09 900.12 1.03 1.08 3.95 0.24 900.36 0.433 0.405 0.384 0.93 0.23 6 12 1.72 899.19 900.34 1.00 0.79 2.19 0.07 900.42 0.232 100 899.50 900.58 1.00 0.79 2.19 0.07 900.65 0.232 0.232 0.233 1.00 0.07 7 15 1.83 898.52 899.21 0.69* 0.70 2.62 0.11 899.32 0.228 109 898.77 899.46 0.69 0.70 2.62 0.11 899.57 0.228 0.228 0.250 0.69 0.07 8 15 1.25 898.87 899.54 0.67 0.67 1.88 0.05 899.59 0.120 42 899.00 899.58 0.58 0.56 2.25 0.08 899.66 0.195 0.158 0.067 1.00 0.08 9 15 1.55 899.33 899.69 0.36* 0.29 5.27 0.18 899.88 0.000 24 899.75 900.24 0.49** 0.45 3.45 0.18 900.43 0.000 0.000 n/a 1.00 n/a 10 18 3.81 899.00 899.75 0.75* 0.88 4.34 0.29 900.04 0.537 40 899.20 899.98 0.78 0.93 4.11 0.26 900.24 0.463 0.500 0.202 1.00 0.26 Project File: W160066 -Shelborne Horse Barn_overall.stm I Number of lines: 10 I Run Date: 4/21/2016 Notes: * depth assumed; ** Critical depth. ; c = cir e = ellip b = box Storm Sewers v10.50 SE C T 4: 12 of 31 4/ 2 1 / 2 0 1 6 Project: Date: Job No: 50 year Checked By:SSR Prepared By:JMK Basin Q, (CFS) Area (Ac.)C-Value Tc (Min.)Intensity 204 3.49 0.51 0.85 5.0 8.09 Duration Intensity 205 2.29 0.33 0.85 5.0 8.09 5 8.09 202 2.03 0.30 0.85 5.0 8.09 10 6.9 206 0.81 0.12 0.85 5.0 8.09 15 6.01 207 1.63 0.24 0.85 5.0 8.09 30 4.29 209 2.10 1.31 0.29 19.4 5.51 60 2.68 211 5.17 2.93 0.36 24.8 4.88 P1 1.80 0.97 0.25 7.6 7.47 P2 3.12 1.53 0.35 16.5 5.84 Wet-Pond 4.37 1.09 0.52 6.8 7.66 Rational Method Flow Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 Hamilton County IDF Curve SECT 4: 13 of 31 4/21/2016 Project: Date: Job No: 100 year Checked By:SSR Prepared By:JMK Basin Q, (CFS) Area (Ac.)C-Value Tc (Min.)Intensity 204 3.93 0.51 0.85 5.0 9.12 Duration Intensity 205 2.58 0.33 0.85 5.0 9.12 5 9.12 202 2.29 0.30 0.85 5.0 9.12 10 7.78 206 0.91 0.12 0.85 5.0 9.12 15 6.77 207 1.83 0.24 0.85 5.0 9.12 30 4.84 209 2.37 1.31 0.29 19.4 6.21 60 3.03 211 5.82 2.93 0.36 24.8 5.51 P1 2.03 0.97 0.25 7.6 8.42 P2 3.52 1.53 0.35 16.5 6.58 Wet-Pond 4.93 1.09 0.52 6.8 8.63 Rational Method Flow Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 Hamilton County IDF Curve SECT 4: 14 of 31 4/21/2016 HY-8 Culvert Analysis Report For: HORSE BARN & RIDING CENTER 14330 SHELBORNE ROAD CULVERT 209-208 EVALUATION SECT 4: 15 of 31 4/21/2016 Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 1.59 cfs Design Flow: 2.1 cfs Maximum Flow: 2.37 cfs SECT 4: 16 of 31 4/21/2016 Table 1 - Summary of Culvert Flows at Crossing: Culvert 209-208 Headwater Elevation (ft) Total Discharge (cfs) Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 900.81 1.59 1.59 0.00 1 900.83 1.67 1.67 0.00 1 900.85 1.75 1.75 0.00 1 900.87 1.82 1.82 0.00 1 900.90 1.90 1.90 0.00 1 900.92 1.98 1.98 0.00 1 900.94 2.06 2.06 0.00 1 900.95 2.10 2.10 0.00 1 900.98 2.21 2.21 0.00 1 901.01 2.29 2.29 0.00 1 901.03 2.37 2.37 0.00 1 902.00 4.14 4.14 0.00 Overtopping SECT 4: 17 of 31 4/21/2016 Rating Curve Plot for Crossing: Culvert 209-208 SECT 4: 18 of 31 4/21/2016 Table 2 - Culvert Summary Table: Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 1.59 1.59 900.81 0.560 0.0* 1-S2n 0.294 0.369 0.294 0.181 3.998 1.006 1.67 1.67 900.83 0.582 0.197 1-S2n 0.304 0.378 0.304 0.186 4.059 1.023 1.75 1.75 900.85 0.603 0.230 1-S2n 0.313 0.388 0.313 0.191 4.116 1.040 1.82 1.82 900.87 0.624 0.264 1-S2n 0.323 0.398 0.323 0.196 4.193 1.057 1.90 1.90 900.90 0.646 0.299 1-S2n 0.333 0.407 0.333 0.201 4.247 1.073 1.98 1.98 900.92 0.667 0.334 1-S2n 0.343 0.416 0.343 0.206 4.299 1.089 2.06 2.06 900.94 0.689 0.370 1-S2n 0.353 0.425 0.353 0.211 4.348 1.104 2.10 2.10 900.95 0.701 0.0* 1-S2n 0.358 0.430 0.358 0.213 4.373 1.112 2.21 2.21 900.98 0.733 0.450 1-S2n 0.373 0.448 0.373 0.220 4.437 1.133 2.29 2.29 901.01 0.755 0.490 5-S2n 0.383 0.457 0.383 0.225 4.479 1.147 2.37 2.37 901.03 0.778 0.530 5-S2n 0.393 0.466 0.393 0.229 4.551 1.161 SECT 4: 19 of 31 4/21/2016 * Full Flow Headwater elevation is below inlet invert. ******************************************************************************** Straight Culvert Inlet Elevation (invert): 900.25 ft, Outlet Elevation (invert): 899.83 ft Culvert Length: 24.00 ft, Culvert Slope: 0.0175 ******************************************************************************** SECT 4: 20 of 31 4/21/2016 Culvert Performance Curve Plot: Culvert 1 SECT 4: 21 of 31 4/21/2016 Water Surface Profile Plot for Culvert: Culvert 1 Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 899.75 ft Outlet Station: 24.00 ft Outlet Elevation: 899.33 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 1.25 ft Barrel Material: Concrete Embedment: 6.00 in Barrel Manning's n: 0.0130 (top and sides) Manning's n: 0.0200 (bottom) Culvert Type: Straight Inlet Configuration: Thin Edge Projecting Inlet Depression: NONE SECT 4: 22 of 31 4/21/2016 Table 3 - Downstream Channel Rating Curve (Crossing: Culvert 209-208) Tailwater Channel Data - Culvert 209-208 Tailwater Channel Option: Trapezoidal Channel Bottom Width: 8.00 ft Side Slope (H:V): 4.00 (_:1) Channel Slope: 0.0020 Channel Manning's n: 0.0200 Channel Invert Elevation: 899.33 ft Roadway Data for Crossing: Culvert 209-208 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 20.00 ft Crest Elevation: 902.00 ft Roadway Surface: Gravel Roadway Top Width: 12.00 ft Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 1.59 899.51 0.18 1.01 0.02 0.43 1.67 899.52 0.19 1.02 0.02 0.43 1.75 899.52 0.19 1.04 0.02 0.44 1.82 899.53 0.20 1.06 0.02 0.44 1.90 899.53 0.20 1.07 0.03 0.44 1.98 899.54 0.21 1.09 0.03 0.44 2.06 899.54 0.21 1.10 0.03 0.44 2.10 899.54 0.21 1.11 0.03 0.44 2.21 899.55 0.22 1.13 0.03 0.45 2.29 899.55 0.22 1.15 0.03 0.45 2.37 899.56 0.23 1.16 0.03 0.45 SECT 4: 23 of 31 4/21/2016 HY-8 Culvert Analysis Report For: HORSE BARN & RIDING CENTER 14330 SHELBORNE ROAD CULVERT 211-210 EVALUATION SECT 4: 24 of 31 4/21/2016 Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 3.91 cfs Design Flow: 5.17 cfs Maximum Flow: 5.82 cfs SECT 4: 25 of 31 4/21/2016 Table 1 - Summary of Culvert Flows at Crossing: Culvert 211-210 Headwater Elevation (ft) Total Discharge (cfs) Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 900.89 3.91 3.91 0.00 1 900.94 4.10 4.10 0.00 1 900.99 4.29 4.29 0.00 1 901.04 4.48 4.48 0.00 1 901.09 4.67 4.67 0.00 1 901.15 4.87 4.87 0.00 1 901.22 5.06 5.06 0.00 1 901.27 5.17 5.17 0.00 1 901.38 5.44 5.44 0.00 1 901.47 5.63 5.63 0.00 1 901.55 5.82 5.82 0.00 1 902.00 6.77 6.77 0.00 Overtopping SECT 4: 26 of 31 4/21/2016 Rating Curve Plot for Crossing: Culvert 211-210 SECT 4: 27 of 31 4/21/2016 Table 2 - Culvert Summary Table: Culvert 1 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 899.70 ft, Outlet Elevation (invert): 899.50 ft Culvert Length: 40.40 ft, Culvert Slope: 0.0050 ******************************************************************************** Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 3.91 3.91 900.89 0.892 1.188 7-M2c 1.000 0.585 0.585 0.306 4.598 1.383 4.10 4.10 900.94 0.926 1.236 7-M2c 1.000 0.601 0.601 0.315 4.702 1.406 4.29 4.29 900.99 0.960 1.286 7-M2c 1.000 0.617 0.617 0.323 4.804 1.428 4.48 4.48 901.04 0.995 1.337 7-M2c 1.000 0.639 0.639 0.332 4.869 1.449 4.67 4.67 901.09 1.030 1.392 7-M2c 1.000 0.654 0.654 0.340 4.969 1.471 4.87 4.87 901.15 1.067 1.451 7-M2c 1.000 0.669 0.669 0.348 5.069 1.490 5.06 5.06 901.22 1.103 1.521 7-M2c 1.000 0.684 0.684 0.355 5.169 1.510 5.17 5.17 901.27 1.126 1.567 7-M2c 1.000 0.693 0.693 0.360 5.229 1.521 5.44 5.44 901.38 1.179 1.682 7-M2c 1.000 0.714 0.714 0.371 5.368 1.548 5.63 5.63 901.47 1.219 1.768 7-M2c 1.000 0.733 0.733 0.378 5.438 1.565 5.82 5.82 901.55 1.259 1.852 7-M2c 1.000 0.747 0.747 0.385 5.538 1.583 SECT 4: 28 of 31 4/21/2016 Culvert Performance Curve Plot: Culvert 1 SECT 4: 29 of 31 4/21/2016 Water Surface Profile Plot for Culvert: Culvert 1 Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 899.20 ft Outlet Station: 40.40 ft Outlet Elevation: 899.00 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 1.50 ft Barrel Material: Embedment: 6.00 in Barrel Manning's n: 0.0130 (top and sides) Manning's n: 0.0200 (bottom) Culvert Type: Straight Inlet Configuration: Thin Edge Projecting Inlet Depression: NONE SECT 4: 30 of 31 4/21/2016 Table 3 - Downstream Channel Rating Curve (Crossing: Culvert 211-210) Tailwater Channel Data - Culvert 211-210 Tailwater Channel Option: Trapezoidal Channel Bottom Width: 8.00 ft Side Slope (H:V): 4.00 (_:1) Channel Slope: 0.0020 Channel Manning's n: 0.0200 Channel Invert Elevation: 899.00 ft Roadway Data for Crossing: Culvert 211-210 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 30.00 ft Crest Elevation: 902.00 ft Roadway Surface: Paved Roadway Top Width: 20.00 ft Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 3.91 899.31 0.31 1.38 0.04 0.47 4.10 899.32 0.32 1.41 0.04 0.47 4.29 899.32 0.32 1.43 0.04 0.47 4.48 899.33 0.33 1.45 0.04 0.47 4.67 899.34 0.34 1.47 0.04 0.48 4.87 899.35 0.35 1.49 0.04 0.48 5.06 899.36 0.36 1.51 0.04 0.48 5.17 899.36 0.36 1.52 0.04 0.48 5.44 899.37 0.37 1.55 0.05 0.48 5.63 899.38 0.38 1.57 0.05 0.48 5.82 899.39 0.39 1.58 0.05 0.48 SECT 4: 31 of 31 4/21/2016 WATER QUALITY CALCULATIONS SECT 5: 1 of 20 4/21/2016 SE C T 5: 2 of 20 4/ 2 1 / 2 0 1 6 SE C T 5: 3 of 20 4/ 2 1 / 2 0 1 6 SECT 5: 4 of 20 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 880 2544.0702 0.06 0 0.00 881 3469.2659 0.08 3006.66805 0.07 882 4691.0741 0.11 7086.83805 0.16 883 9667.0702 0.22 14265.9102 0.33 884 11217.8044 0.26 24708.3475 0.57 885 12824.3611 0.29 36729.4303 0.84 886 14493.4072 0.33 50388.3144 1.16 887 16204.1218 0.37 65737.0789 1.51 888 17982.3689 0.41 82830.3243 1.90 889 19813.08 0.45 101728.049 2.34 890 21717.16 0.50 0 0.00 Normal Pool El. 890.00 891 23645.10 0.54 22681.1316 0.52 892 25650.18 0.59 47328.7745 1.09 893 27702.34 0.64 74005.0373 1.70 894 29842.438 0.69 102777.428 2.36 895 37056.3604 0.85 136226.827 3.13 Volume Required: 96,422 cft Volume Provided: 136,227 cft El. at Vol Req'd: 893.78 Stage Storage Wet Detention Wet-Pond Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SECT 5: 5 of 20 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK 30.67 1.00 0.33 9.31 0.25 11,044.77 0.76 33,066 2.34 101,728Provided Volume ac-ft cubic ft Water Quality Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 Wet-Pond WE T - P O N D I (Percent of Impervious Area) percent P WQv = P*Rv*A/12 ac-ft cubic ft inch of rainfall Rv (0.05 + 0.009 (I)) A (Area)acres Required Volume (3x WQv) ac-ft cubic ft SECT 5: 6 of 20 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 890 136.36 0.18 0 0.00 891 304.61 0.19 8,043 0.18 892 542.68 0.25 17,612 0.40 893 835.49 0.30 29,581 0.68 894 1192.66 0.34 43,516 1.00 Volume Required: 1,653 cft 5% of required WQ Volume in Wet-Pond Volume Provided: 43,516 cft El. at Vol Req'd: 890.21 Stage Storage Forebay Forebay for P1 SWALE Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SECT 5: 7 of 20 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK 41.96 1.00 0.43 3.76 0.13 5,855.10 0.51 22,400VE G E T A T E D S W A L E P 1 Provided Volume ac-ft cubic ft inch of rainfall Rv (0.05 + 0.009 (I)) A (Area)acres WQv = P*Rv*A/12 ac-ft cubic ft I (Percent of Impervious Area) percent P Water Quality Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SWALE P1 SECT 5: 8 of 20 4/21/2016 Project: Date: Job No. Checked By:SSR Prepared By:JMK STM #Cross Section 1 *Downstream STM #Cross Section 1 *Downstream Swale Shape: Trapezoid - Full Flow Depth Swale Shape: Trapezoid - 4" flow depth b 8 ft b 8 ft z 24 z 10.64 y 2 ft y 0.33 ft bank slope 4 :1 bank slope 4 :1 Area 112.00 ft^2 Area 3.80 ft^2 Pw 104.08 ft Pw 15.05 ft R 1.08 ft R 0.25 ft 0.002 ft/ft 0.002 ft/ft 0.020 0.020 391.84 cfs 5.05 cfs STM #Cross Section 2 *Upstream STM #Cross Section 2 *Upstream Swale Shape: Trapezoid - Full Flow Depth Swale Shape: Trapezoid - 4" flow depth b 8 ft b 8 ft z 24 z 10.64 y 2 ft y 0.33 ft bank slope 4 :1 bank slope 4 :1 Area 112.00 ft^2 Area 3.80 ft^2 Pw 104.08 ft Pw 15.05 ft R 1.08 ft R 0.25 ft 0.002 ft/ft 0.002 ft/ft 0.020 0.020 391.84 cfs 5.05 cfs Swale Shape: Trapezoid - 4" flow depth Swale Shape: Trapezoid - Full Flow Depth Water Quality Flow Flow, Q ICPR analysis 2.61 ft^3/sec Area (up)112.00 ft^2 Area upstream Area 3.80 ft^2 Area (dwn)112.00 ft^2 Area downstream Area 3.80 ft^2 Length 200.00 ft^2 Length Length 150.00 ft^2 Volume (Adown+Aup)/2 * L 22,400 cft Volume Volume (Adown+Aup)/2 * L 570 cft 0.51 ac-ft 0.01 ac-ft Velocity V = Q/A 0.69 ft/sec Slope Manning's roughness coeff., n Q, Flow b+2*y*sqrt(1+z^2) Area/Pw Slope Manning's roughness coeff., n Q, Flow Q, Flow b+2*y*sqrt(1+z^2) Area/Pw (b+z*y)*y Typical X-Section (Swale P1) Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 Swale Calculations W16-0066 4" flow depth (b+z*y)*y b+2*y*sqrt(1+z^2) Area/Pw (b+z*y)*y (b+z*y)*y Length of swale (b+z*y)*y b+2*y*sqrt(1+z^2) Area/Pw Slope (b+z*y)*y Slope (b+z*y)*y Manning's roughness coeff., n Q, Flow (b+z*y)*y Length of swale Manning's roughness coeff., n SECT 5: 9 of 20 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 890 173.94 0.18 0 0.00 891 383.87 0.19 8,043 0.18 892 669.58 0.25 17,612 0.40 893 1016.79 0.30 29,581 0.68 894 1424.02 0.34 43,516 1.00 Volume Required: 1,653 cft 5% of required WQ Volume in Wet-Pond Volume Provided: 43,516 cft El. at Vol Req'd: 890.21 Stage Storage Forebay Forebay for P2 SWALE Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SECT 5: 10 of 20 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK 17.44 1.00 0.21 4.46 0.08 3,359.61 3.35 145,792VE G E T A T E D S W A L E P 2 Provided Volume ac-ft cubic ft inch of rainfall Rv (0.05 + 0.009 (I)) A (Area)acres WQv = P*Rv*A/12 ac-ft cubic ft I (Percent of Impervious Area) percent P Water Quality Calculations Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 SWALE P2 SECT 5: 11 of 20 4/21/2016 Project: Date: Job No. Checked By:SSR Prepared By:JMK STM #Cross Section 1 *Downstream STM #Cross Section 1 *Downstream Swale Shape: Trapezoid - Full Flow Depth Swale Shape: Trapezoid - 4" flow depth b 8 ft b 8 ft z 52 z 11.3 y 4.4 ft y 0.33 ft bank slope 5 :1 bank slope 5 :1 Area 1041.92 ft^2 Area 3.87 ft^2 Pw 465.68 ft Pw 15.49 ft R 2.24 ft R 0.25 ft 0.002 ft/ft 0.002 ft/ft 0.020 0.020 5938.37 cfs 5.12 cfs STM #Cross Section 2 *Upstream Swale Shape: Trapezoid - Full Flow Depth STM #Cross Section 2 *Upstream b 8 ft Swale Shape: Trapezoid - 4" flow depth z 24 b 8 ft y 2 ft z 10.64 bank slope 4 :1 y 0.33 ft Area 416.00 ft^2 bank slope 4 :1 Pw 200.17 ft Area 3.80 ft^2 R 2.08 ft Pw 15.05 ft R 0.25 ft 0.002 ft/ft 0.020 0.002 ft/ft 2257.18 cfs 0.020 5.05 cfs Swale Shape: Trapezoid - 4" flow depth Swale Shape: Trapezoid - Full Flow Depth Water Quality Flow Flow, Q ICPR analysis 1.32 ft^3/sec Area (up)416.00 ft^2 Area upstream Area 3.80 ft^2 Area (dwn)1041.92 ft^2 Area downstream Area 3.87 ft^2 Length 200.00 ft^2 Length Length 200.00 ft^2 Volume (Adown+Aup)/2 * L 145,792 cft Volume Volume (Adown+Aup)/2 * L 767 cft 3.35 ac-ft 0.02 ac-ft Velocity V = Q/A 0.34 ft/sec 4" flow depth (b+z*y)*y b+2*y*sqrt(1+z^2) Area/Pw Slope b+2*y*sqrt(1+z^2) Area/Pw Slope Manning's roughness coeff., n Q, Flow Typical X-Section (Swale P2) Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 Swale Calculations W16-0066 Area/Pw Slope Manning's roughness coeff., n Q, Flow (b+z*y)*y (b+z*y)*y b+2*y*sqrt(1+z^2) Q, Flow (b+z*y)*y (b+z*y)*y Length of swale (b+z*y)*y b+2*y*sqrt(1+z^2) Slope Manning's roughness coeff., n Area/Pw (b+z*y)*y (b+z*y)*y Length of swale Manning's roughness coeff., n Q, Flow SECT 5: 12 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P1 Max Basin Summary W16-0066 Simulation Basin Group Time Max Flow Max Volume Volume hrs cfsinft3 1in-24hr WQ Cntrl P1 BASE12.012.6050.450 6139.009 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 SECT 5: 13 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P1 Input Summary W16-0066 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: WQ Cntrl P1 Node: Cntrl to P1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 3.760 Time Shift(hrs): 0.00 Curve Number: 93.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Cntrl to P1 Base Flow(cfs): 0.000 Init Stage(ft): 896.660 Group: BASE Warn Stage(ft): 901.695 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 896.660 12.00 896.660 24.00 896.660 48.00 896.660 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== ==== Rating Curves ======================================================================= ========================================================================================== Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 3 SECT 5: 14 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P1 Input Summary W16-0066 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 1in-24hr Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\1in-24hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 1in-24hr Hydrology Sim: 1in-24hr Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\1in-24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 3 SECT 5: 15 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P1 Input Summary W16-0066 Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 3 SECT 5: 16 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P2 Max Basin Summary W16-0066 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Cntrl to P2 BASE 1in-24hr 0.00 896.660 901.695 0.0000 0 12.00 1.323 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 SECT 5: 17 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P2 Input Summary W16-0066 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: WQ Cntrl P2 Node: Cntrl to P2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 4.460 Time Shift(hrs): 0.00 Curve Number: 86.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Cntrl to P2 Base Flow(cfs): 0.000 Init Stage(ft): 896.660 Group: BASE Warn Stage(ft): 901.695 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 896.660 12.00 896.660 24.00 896.660 48.00 896.660 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) --------------- --------------- ========================================================================================== ==== Rating Curves ======================================================================= ========================================================================================== Name: From Node: Count: 1 Group: BASE To Node: Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 3 SECT 5: 18 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P2 Input Summary W16-0066 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 1in-24hr Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\1in-24hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\100Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\10Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 1in-24hr Hydrology Sim: 1in-24hr Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\1in-24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 3 SECT 5: 19 of 20 4/21/2016 Horse Barn & Riding Area_14330 Shelborne Rd. Post-Dev_ WQ Sizing_Swale P2 Input Summary W16-0066 Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2016\W160066\Engineering\design\site design\drainage\pond modeling\icpr\Hamilton County\2Y-24H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 3 SECT 5: 20 of 20 4/21/2016 MISC. POND CALCULATIONS AND DETAILS SECT 6: 1 of 8 4/21/2016 SECT 6: 2 of 8 4/21/2016 SECT 6: 3 of 8 4/21/2016 Project: Date: Job No: Checked By:SSR Prepared By:JMK Peak Inflow 55.04 cfs Peak Inflow (125%)68.80 cfs Cw (Coefficient of Weir)3.33 h (Flow depth over Weir)0.5 ft Width of Weir 58.44 ft L = Q/ (Cs * H ^ (3/2))Free Discharge Suppressed Horse Barn & Riding Area- 14330 Shelborne Rd. April 19, 2016 W16-0066 WE T - P O N D Emergency Overflow Calculations Wet Detention Wet-Pond SECT 6: 4 of 8 4/21/2016 Horse Barn & Riding Center - 14330 Shelborne Rd. Post-Dev_Max Basin Summary_Minimum 6" Orifice W16-0066 Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100Y-24H Cntrl Total BASE 12.02 55.038 4.732153380.440 10Y-24H Cntrl Total BASE 12.02 27.838 2.303 74666.200 2Y-24H Cntrl Total BASE 12.02 16.038 1.305 42316.697 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 SECT 6: 5 of 8 4/21/2016 SECT 6: 6 of 8 4/21/2016 SECT 6: 7 of 8 4/21/2016 SECT 6: 8 of 8 4/21/2016