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HomeMy WebLinkAboutDrainage Report (V2) 03-24-20STORMWATER TECHNICAL REPORT For: CARMEL SELF STORAGE CENTER Approximately 4.3 acres 147 & 155 West Carmel Drive Part of SE/4, Section 36, Township 18 North, Range 3 East, Clay Township, Hamilton County, IN Project W190582 Prepared For: Jim Adams Adams French Property, LLC 9000 Keystone Crossing, Suite 660 Indianapolis, IN 46240 Phone: (317) 733-640 jadams@filcoltd.com Prepared By: Russell L. Webster II, P.E. Checked By: Brad Schoeff Certified By: Russell L. Webster II, P.E. Date: December 17, 2019 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 March 24, 2020 Prepared For: Stormwater Technical Report Carmel Self Storage Center Carmel, IN Project #W190582 TABLE OF CONTENTS 1. Project Narrative • Existing Conditions • Proposed Conditions • Water Quality • Location Maps 2. Pre-Developed Calculations • Basin Map 3. Post-Developed Calculations • Basin Map • Supporting Calculations • Drainage Model 4. Water Quality Calculations • Location Map • Supporting Calculations 5. Storm Sewer Sizing • Figures • Calculations Section 1 Carmel Self Storage Center Drainage Report Weihe Engineers, INC. 3/24/2020 Report Prepared For: Carmel Self Storage Center Carmel, IN Project #w190582 Project Narrative and Stormwater Design: Carmel Self Storage is proposing to demolish and reconstruct their existing building on their site on West Carmel Drive. The proposed building will be a better match for the current architectural requirements in the area and will bring the new building closer to the right-of-way. The stormwater design for this project is challenging. The site is 95% impervious today and has been since approximately 1980 when the site was built-out fully. The outlet pipe for the site is one 12” storm sewer which handles onsite flows and underdrains from onsite and offsite. Said outlet pipe is less than 3’ deep. Because the site is fully built-out, there is minimal room to consider detention and water quality. However, disturbing more than 0.25 acres triggers these requirements per the UDO. The owner is removing and replacing the north office and storage building but will not be removing any self-storage buildings. Most of the southern part of the site containing these self- storage buildings sheet flow to the west towards the existing outlet pipe. The owner understands there is not adequate elevation to rip out pavement and install underground detention, nor will they remove any of the existing storage buildings to provide detention. However, the owner will remove asphalt to accommodate as much detention as the western edge of the site will allow. This area will not provide enough detention to satisfy the UDO. The city engineering staff has directed that we design the pond to at least accommodate detention storage for the increased building area, which is about 0.30 acres. The owner is willing to provide water quality for the entire site by using a water quality unit. The owner has also selected a dry pond with native plantings for detention to incorporate green infrastructure into the redevelopment. Site Location: Approximately 4.3 acres located at 147 & 155 West Carmel Drive Part of SE/4, Section 36, Township 18 North, Range 3 East, Clay Township, Hamilton County, IN Floodzone: The site does not lie in a Special Flood Hazard Area as established by the Federal Emergency Management Agency - National Flood Insurance Program, when plotted by scale on Flood Insurance Rate Map #18057C0209 G, dated November 19, 2014. Carmel Self Storage Center Drainage Report Weihe Engineers, INC. 3/24/2020 Existing Conditions: The site is 95% buildings or hard surface. There are a series of self-storage buildings on the southern half of the site. The site topography was generated from survey performed by Weihe Engineers. Refer to Section 2 for the existing site map. Allowable Release Rates: As advised by the staff, the allowable release rates for this detention pond are based on the acreage of the increased building area created by the larger building. This comes to 0.30 acres. The allowable release rates for this orifice of the pond are therefore: 10-year 0.1 x 0.30 = 0.03 cfs 100-year 0.03 x 0.30 = 0.09 cfs Proposed Conditions: As stated above, the proposed condition will provide a dry detention pond to manage onsite runoff. The onsite runoff is 95% hard surface and has a curve number of 98. A Tc was calculated using the TR-55 method. Since the contributing acreage is less than 5 acres, the Modified Rational Method was used to design the pond. Refer to Sections 3 and 4 for design information and calculations. The outlet control structure will utilize multiple orifices to manage both the detention and the bypass runoff rates. The portion of the site that cannot be routed to the pond will sheet flow the way it does today, eventually entering the storm sewer downstream of the pond. The following is a summary of the onsite runoff, with 0.30 acres of new building being detained. Detained Release Rate Bypass Release Rate Site Remainder 2-year 0.02 cfs 1.65 cfs 6.30 cfs 10-year 0.03 cfs 2.13 cfs 8.32 cfs 100-year 0.07 cfs 3.39 cfs 12.40 cfs Water Quality Measures: The proposed redevelopment will include water quality measures for the 3.86 acres contributing to the existing outlet. The proposal includes a Hydro International First Defense High Capacity 8’ mechanical water quality unit. Refer to Section 4 of this report for calculations and figures. The plan will also utilize a BMP Dry Pond with Native Plantings. Storm Sewers: To accommodate proposed drainage patterns, and address issues related to raising the finished floor of the proposed building, a run of storm sewer shall be installed. The storm sewer will collect water from a proposed trench drain and proposed roof drains. Said storm sewer has been sized for the 10-year design storm for capacity and to keep the hydraulic grade line below the crowns of the pipes. Refer to Section 5 of this report. LOCATION MAP – NO SCALE DENOTES PROJECT LOCATION 6 Custom Soil Resource Report Soil Map 4423630442366044236904423720442375044237804423810442384044236304423660442369044237204423750442378044238104423840574170 574200 574230 574260 574290 574320 574350 574380 574410 574440 574470 574500 574170 574200 574230 574260 574290 574320 574350 574380 574410 574440 574470 574500 39° 57' 41'' N 86° 7' 54'' W39° 57' 41'' N86° 7' 39'' W39° 57' 33'' N 86° 7' 54'' W39° 57' 33'' N 86° 7' 39'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,650 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 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: 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 20, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 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 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 2.2 43.8% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 1.2 23.4% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 1.4 27.7% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes 0.1 2.5% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 0.1 2.5% Totals for Area of Interest 5.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor Custom Soil Resource Report 8 components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 20 Custom Soil Resource Report Map—Hydrologic Soil Group 4423630442366044236904423720442375044237804423810442384044236304423660442369044237204423750442378044238104423840574170 574200 574230 574260 574290 574320 574350 574380 574410 574440 574470 574500 574170 574200 574230 574260 574290 574320 574350 574380 574410 574440 574470 574500 39° 57' 41'' N 86° 7' 54'' W39° 57' 41'' N86° 7' 39'' W39° 57' 33'' N 86° 7' 54'' W39° 57' 33'' N 86° 7' 39'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,650 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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: 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 20, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 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 21 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 2.2 43.8% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 1.2 23.4% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 1.4 27.7% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 0.1 2.5% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 0.1 2.5% Totals for Area of Interest 5.1 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 22 Section 2 Section 3 Project: Date: Source: 210‐VI‐TR‐55 Second Ed, June 1986 Job No: Checked By: Prepared By: BASIN: Sheet Flow (Applicable to Tc only)Segment ID 1. Surface Description ………………… Imperv. 2. Manning's roughness coeff., n ……….. 0.011 3. Flow length, L (total L < 300 ft) ……….ft 30 4. Two-yr 24-hr rainfall, P2 ……………..in 2.64 5. Land slope, s ……………………… ft/ft 0.01 6. Tt = 0.007 (nL)0.8 Compute Tt …hr 0.0112 = 0.0112 P2 0.5 s0.4 Shallow Concentrated Flow Segment ID Gutter 7. Surface Description (paved or unpaved) … Paved 8. Flow length, L ………………………. ft 900 9. Watercourse slope, s ……………….. ft/ft 0.005 10. Average velocity, V …………………. ft/s 2.03 11. Tt = L Compute Tt …hr 0.1230 = 0.1230 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 0.1342 min 8.05 Time of Concentration Carmel Self Storage December 16, 2019 w190582 Tc BS RLW Project:Carmel Self StorageDate:March 20, 2020Job No:w190582Checked By:SSRPrepared By:RLWC=0.60Release Summary0.9" Orifice @ 824.50 Elevations h(ft) Q(cfs) Stage(ft) Bypass(cfs) Detained Release (cfs) Total Released(cfs)2-year 825.58 1.08 0.02 2-year 825.58 1.65 0.02 1.67A=0.00442 ft2 10-year 825.88 1.38 0.03 10-year 825.88 2.13 0.03 2.16100-year 827.42 2.92 0.04 100-year 827.42 3.39 0.07 3.461" Orifice @ 825.90 Elevations h(ft) Q(cfs)2-year 825.58A=0.00545 ft2 10-year 825.88100-year 827.42 1.52 0.03Release Rate Calculations for Detentionܳൌܥܣ2݄݃ 123 4 5 6 1 Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Project: H:\2019\W190582\Engineering\design\drainage\pond modeling\w190582 proposed BYPASS INCLUDED.gpwFriday, 03 / 20 / 2020 Pond Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Pond No. 1 - Pond 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 824.50 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 824.50 00 0 0 0.50 825.00 560 93 93 1.50 826.00 1,561 1,019 1,112 2.50 827.00 2,039 1,795 2,906 3.50 828.00 4,437 3,161 6,067 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.90 1.00 9.00 0.00 Span (in)= 0.90 1.00 9.00 0.00 No. Barrels = 1 110 Invert El. (ft)= 824.50 825.90 824.50 0.00 Length (ft)= 1.00 1.00 5.00 0.00 Slope (%)= 1.00 1.00 1.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a NoNoNo Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 824.50 0.00 0.00 0.00 --- --- --- --- --- --- --- 0.000 0.50 93 825.00 0.01 ic 0.00 0.43 oc --- --- --- --- --- --- --- 0.447 1.50 1,112 826.00 0.03 ic 0.00 oc 2.26 ic --- --- --- --- --- --- --- 2.286 2.50 2,906 827.00 0.03 ic 0.03 ic 3.10 ic --- --- --- --- --- --- --- 3.161 3.50 6,067 828.00 0.04 ic 0.04 ic 3.76 ic --- --- --- --- --- --- --- 3.837 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 0.275 1 5 1,635 ------ ------ ------ 303-N 2 Mod. Rational 0.228 1 6 1,627 ------ ------ ------ 304 3 Mod. Rational 0.132 1 6 944 ------ ------ ------ 303-O 4 Mod. Rational 1.039 1 8 8,230 ------ ------ ------ PR-SE 5 Combine 1.674 1 8 12,435 1, 2, 3, 4 ------ ------ Combined Flows 6 Reservoir 1.674 1 99 12,434 5 825.58 681 Pond Outflow H:\2019\W190582\Engineering\design\drainage\pond modeling\w190582 proposed BYPASS INCLUDED.gpwReturn Period: 2 Year Friday, 03 / 20 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Mod. Rational ------ ------- 0.275 ------- ------- 0.362 ------- ------- 0.542 303-N 2 Mod. Rational ------ ------- 0.228 ------- ------- 0.299 ------- ------- 0.466 304 3 Mod. Rational ------ ------- 0.132 ------- ------- 0.174 ------- ------- 0.265 303-O 4 Mod. Rational ------ ------- 1.039 ------- ------- 1.326 ------- ------- 2.457 PR-SE 5 Combine 1, 2, 3, 4 ------- 1.674 ------- ------- 2.160 ------- ------- 3.730 Combined Flows 6 Reservoir 5 ------- 1.674 ------- ------- 2.159 ------- ------- 3.460 Pond Outflow Proj. file: H:\2019\W190582\Engineering\design\drainage\pond modeling\w190582 proposed BYPASS INCLUDED.gpwFriday, 03 / 20 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Summary Report 11 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 0.362 1 5 2,149 ------ ------ ------ 303-N 2 Mod. Rational 0.299 1 6 2,136 ------ ------ ------ 304 3 Mod. Rational 0.174 1 6 1,240 ------ ------ ------ 303-O 4 Mod. Rational 1.326 1 8 10,818 ------ ------ ------ PR-SE 5 Combine 2.160 1 8 16,341 1, 2, 3, 4 ------ ------ Combined Flows 6 Reservoir 2.159 1 99 16,340 5 825.88 992 Pond Outflow H:\2019\W190582\Engineering\design\drainage\pond modeling\w190582 proposed BYPASS INCLUDED.gpwReturn Period: 10 Year Friday, 03 / 20 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Summary Report 18 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 0.542 1 5 3,218 ------ ------ ------ 303-N 2 Mod. Rational 0.466 1 6 3,190 ------ ------ ------ 304 3 Mod. Rational 0.265 1 6 1,857 ------ ------ ------ 303-O 4 Mod. Rational 2.457 1 8 15,922 ------ ------ ------ PR-SE 5 Combine 3.730 1 8 24,187 1, 2, 3, 4 ------ ------ Combined Flows 6 Reservoir 3.460 1 101 24,186 5 827.42 4,229 Pond Outflow H:\2019\W190582\Engineering\design\drainage\pond modeling\w190582 proposed BYPASS INCLUDED.gpwReturn Period: 100 Year Friday, 03 / 20 / 2020 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydraflow Rainfall Report 25 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 0.0000 0.0000 0.0000 -------- 50 0.0000 0.0000 0.0000 -------- 100 463.3860 28.0001 1.1234 -------- File name: Hamilton County.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs)5 min1015202530354045505560 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.63 3.95 3.44 3.04 2.72 2.46 2.24 2.06 1.90 1.76 1.64 1.54 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.43 4.63 4.03 3.56 3.19 2.88 2.62 2.41 2.22 2.06 1.92 1.80 10 6.12 5.23 4.55 4.02 3.60 3.25 2.96 2.72 2.51 2.33 2.17 2.03 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 9.12 7.78 6.77 5.99 5.36 4.84 4.41 4.05 3.74 3.47 3.24 3.03 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: H:\2018\W180787\Engineering\design\drainage\pond modeling\huff rainfall\Indy -1st Q-30min.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 1.00 2.66 0.00 0.00 3.83 0.00 0.00 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.99 0.00 1.32 1.55 1.83 2.05 2.25 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 1 303-N Hydrograph type = Mod. Rational Peak discharge = 0.275 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,635 cuft Drainage area = 0.300 ac Runoff coeff. = 0.9 Intensity = 1.019 in/hr Tc by User = 5.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.030 cfs Est. Req'd Storage =1,540 cuft 4 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 303-N Hyd. No. 1 -- 2 Year Hyd No. 1 Mod. Rational Est. Storage = 1,540 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 2 304 Hydrograph type = Mod. Rational Peak discharge = 0.228 cfs Storm frequency = 2 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 1,627 cuft Drainage area = 0.310 ac Runoff coeff. = 0.85 Intensity = 0.864 in/hr Tc by User = 6.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.031 cfs Est. Req'd Storage =1,509 cuft 5 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 304 Hyd. No. 2 -- 2 Year Hyd No. 2 Mod. Rational Est. Storage = 1,509 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 3 303-O Hydrograph type = Mod. Rational Peak discharge = 0.132 cfs Storm frequency = 2 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 944 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 0.864 in/hr Tc by User = 6.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.017 cfs Est. Req'd Storage =880 cuft 6 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 303-O Hyd. No. 3 -- 2 Year Hyd No. 3 Mod. Rational Est. Storage = 880 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 4 PR-SE Hydrograph type = Mod. Rational Peak discharge = 1.039 cfs Storm frequency = 2 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 8,230 cuft Drainage area = 1.520 ac Runoff coeff. = 0.87 Intensity = 0.786 in/hr Tc by User = 8.00 min IDF Curve = Hamilton County.IDF Storm duration = 16.5 x Tc Target Q =0.152 cfs Est. Req'd Storage =7,589 cuft 7 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (hrs) PR-SE Hyd. No. 4 -- 2 Year Hyd No. 4 Mod. Rational Est. Storage = 7,589 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 5 Combined Flows Hydrograph type = Combine Peak discharge = 1.674 cfs Storm frequency = 2 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 12,435 cuft Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 2.300 ac 8 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (hrs) Combined Flows Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 6 Pond Outflow Hydrograph type = Reservoir Peak discharge = 1.674 cfs Storm frequency = 2 yrs Time to peak = 1.65 hrs Time interval = 1 min Hyd. volume = 12,434 cuft Inflow hyd. No. = 5 - Combined Flows Max. Elevation = 825.58 ft Reservoir name = Pond 1 Max. Storage = 681 cuft Storage Indication method used. 9 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (hrs) Pond Outflow Hyd. No. 6 -- 2 Year Hyd No. 6 Hyd No. 5 Total storage used = 681 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 1 303-N Hydrograph type = Mod. Rational Peak discharge = 0.362 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 2,149 cuft Drainage area = 0.300 ac Runoff coeff. = 0.9 Intensity = 1.340 in/hr Tc by User = 5.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.030 cfs Est. Req'd Storage =2,055 cuft 12 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 303-N Hyd. No. 1 -- 10 Year Hyd No. 1 Mod. Rational Est. Storage = 2,055 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 2 304 Hydrograph type = Mod. Rational Peak discharge = 0.299 cfs Storm frequency = 10 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 2,136 cuft Drainage area = 0.310 ac Runoff coeff. = 0.85 Intensity = 1.135 in/hr Tc by User = 6.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.031 cfs Est. Req'd Storage =2,018 cuft 13 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 304 Hyd. No. 2 -- 10 Year Hyd No. 2 Mod. Rational Est. Storage = 2,018 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 3 303-O Hydrograph type = Mod. Rational Peak discharge = 0.174 cfs Storm frequency = 10 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 1,240 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 1.135 in/hr Tc by User = 6.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.017 cfs Est. Req'd Storage =1,175 cuft 14 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 303-O Hyd. No. 3 -- 10 Year Hyd No. 3 Mod. Rational Est. Storage = 1,175 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 4 PR-SE Hydrograph type = Mod. Rational Peak discharge = 1.326 cfs Storm frequency = 10 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 10,818 cuft Drainage area = 1.520 ac Runoff coeff. = 0.87 Intensity = 1.003 in/hr Tc by User = 8.00 min IDF Curve = Hamilton County.IDF Storm duration = 17.0 x Tc Target Q =0.152 cfs Est. Req'd Storage =10,157 cuft 15 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (hrs) PR-SE Hyd. No. 4 -- 10 Year Hyd No. 4 Mod. Rational Est. Storage = 10,157 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 5 Combined Flows Hydrograph type = Combine Peak discharge = 2.160 cfs Storm frequency = 10 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 16,341 cuft Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 2.300 ac 16 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) Combined Flows Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 6 Pond Outflow Hydrograph type = Reservoir Peak discharge = 2.159 cfs Storm frequency = 10 yrs Time to peak = 1.65 hrs Time interval = 1 min Hyd. volume = 16,340 cuft Inflow hyd. No. = 5 - Combined Flows Max. Elevation = 825.88 ft Reservoir name = Pond 1 Max. Storage = 992 cuft Storage Indication method used. 17 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) Pond Outflow Hyd. No. 6 -- 10 Year Hyd No. 6 Hyd No. 5 Total storage used = 992 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 1 303-N Hydrograph type = Mod. Rational Peak discharge = 0.542 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 3,218 cuft Drainage area = 0.300 ac Runoff coeff. = 0.9 Intensity = 2.007 in/hr Tc by User = 5.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.8 x Tc Target Q =0.090 cfs Est. Req'd Storage =2,935 cuft 19 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (hrs) 303-N Hyd. No. 1 -- 100 Year Hyd No. 1 Mod. Rational Est. Storage = 2,935 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 2 304 Hydrograph type = Mod. Rational Peak discharge = 0.466 cfs Storm frequency = 100 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 3,190 cuft Drainage area = 0.310 ac Runoff coeff. = 0.85 Intensity = 1.770 in/hr Tc by User = 6.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.0 x Tc Target Q =0.093 cfs Est. Req'd Storage =2,854 cuft 20 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 304 Hyd. No. 2 -- 100 Year Hyd No. 2 Mod. Rational Est. Storage = 2,854 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 3 303-O Hydrograph type = Mod. Rational Peak discharge = 0.265 cfs Storm frequency = 100 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 1,857 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 1.729 in/hr Tc by User = 6.00 min IDF Curve = Hamilton County.IDF Storm duration = 19.5 x Tc Target Q =0.051 cfs Est. Req'd Storage =1,668 cuft 21 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (hrs) 303-O Hyd. No. 3 -- 100 Year Hyd No. 3 Mod. Rational Est. Storage = 1,668 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 4 PR-SE Hydrograph type = Mod. Rational Peak discharge = 2.457 cfs Storm frequency = 100 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 15,922 cuft Drainage area = 1.520 ac Runoff coeff. = 0.87 Intensity = 1.858 in/hr Tc by User = 8.00 min IDF Curve = Hamilton County.IDF Storm duration = 13.5 x Tc Target Q =0.456 cfs Est. Req'd Storage =14,330 cuft 22 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) PR-SE Hyd. No. 4 -- 100 Year Hyd No. 4 Mod. Rational Est. Storage = 14,330 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 5 Combined Flows Hydrograph type = Combine Peak discharge = 3.730 cfs Storm frequency = 100 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 24,187 cuft Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 2.300 ac 23 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) Combined Flows Hyd. No. 5 -- 100 Year Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 03 / 20 / 2020 Hyd. No. 6 Pond Outflow Hydrograph type = Reservoir Peak discharge = 3.460 cfs Storm frequency = 100 yrs Time to peak = 1.68 hrs Time interval = 1 min Hyd. volume = 24,186 cuft Inflow hyd. No. = 5 - Combined Flows Max. Elevation = 827.42 ft Reservoir name = Pond 1 Max. Storage = 4,229 cuft Storage Indication method used. 24 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) Pond Outflow Hyd. No. 6 -- 100 Year Hyd No. 6 Hyd No. 5 Total storage used = 4,229 cuft Emergency Overflow Calculations Project: Date: Job No: Checked By: Prepared By: Peak Inflow 12.10 cfs Peak Inflow (125%) 15.13 cfs Cw (Coefficient of Weir) 3.33 h (Flow depth over Weir)0.55 ft Width of Weir 11.14 ft L = Q/ (Cs * H ^ (3/2))Free Discharge Suppressed December 17, 2019 Carmel Self Storage w190582 SSR RLW Section 4 1 Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Project: w190582 wq model 2019.12.06.gpw Monday, 12 / 16 / 2019 Hyd.Origin Description Legend 1 SCS Runoff WQ-1 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 4.351 ------- ------- ------- ------- ------- ------- ------- WQ-1 Proj. file: w190582 wq model 2019.12.06.gpw Monday, 12 / 16 / 2019 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 4.351 3 717 10,362 ------ ------ ------ WQ-1 w190582 wq model 2019.12.06.gpw Return Period: 1 Year Monday, 12 / 16 / 2019 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 12 / 16 / 2019 Hyd. No. 1 WQ-1 Hydrograph type = SCS Runoff Peak discharge = 4.351 cfs Storm frequency = 1 yrs Time to peak = 717 min Time interval = 3 min Hyd. volume = 10,362 cuft Drainage area = 3.850 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.00 min Total precip. = 1.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 180 360 540 720 900 1080 1260 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) WQ-1 Hyd. No. 1 -- 1 Year Hyd No. 1 SECTION A-A PARTS LIST SIZEDESCRIPTIONITEM I.D. PRECAST MANHOLE1 INTERNAL COMPONENTS (PRE-INSTALLED) 2 FRAME AND COVER (ROUND)3 OUTLET PIPE(BY OTHERS)4 INLET PIPE(BY OTHERS)5 A A ANY WARRANTY GIVEN BY HYDRO INTERNATIONAL WILL APPLY ONLY TO THOSE ITEMS SUPPLIED BY IT. ACCORDINGLY HYDRO INTERNATIONAL CANNOT ACCEPT ANY RESPONSIBILITY FOR ANY STRUCTURE, PLANT, OR EQUIPMENT, (OR THE PERFORMANCE THERE OF) DESIGNED, BUILT, MANUFACTURED, OR SUPPLIED BY ANY THIRD PARTY. HYDRO INTERNATIONAL HAVE A POLICY OF CONTINUOUS DEVELOPMENT AND RESERVE THE RIGHT TO AMEND THE SPECIFICATION. HYDRO INTERNATIONAL CANNOT ACCEPT LIABILITY FOR PERFORMANCE OF ITS EQUIPMENT, (OR ANY PART THEREOF), IF THE EQUIPMENT IS SUBJECT TO CONDITIONS OUTSIDE ANY DESIGN SPECIFICATION. HYDRO INTERNATIONAL OWNS THE COPYRIGHT OF THIS DRAWING, WHICH IS SUPPLIED IN CONFIDENCE. IT MUST NOT BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SUPPLIED AND MUST NOT BE REPRODUCED, IN WHOLE OR IN PART, WITHOUT PRIOR PERMISSION IN WRITING FROM HYDRO INTERNATIONAL. WEIGHT: N/A SHEET SIZE: B SHEET: 1 OF 1 DRAWING NO.: REFERENCE NUMBER: hydro-int.com HYDRO INTERNATIONAL Rev: - DRAWN BY: ER Title CHECKED BY: APPROVED BY DATE:SCALE: NTS COMMENTS: PROJECTION MATERIAL: IF IN DOUBT ASK REVISION HISTORY REV BY DESCRIPTION DATE -FIRST RELEASE 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING DOWNSTREAM DEFENDER MANHOLE. PRODUCT SPECIFICATION: 1.PEAK HYDRAULIC FLOW: 2.MIN SEDIMENT STORAGE CAPACITY: 3.OIL STORAGE CAPACITY: 4.MAXIMUM INLET/OUTLET PIPE DIAMETERS: 48 in. (1200 mm) 5.THE TREATMENT SYSTEM SHALL USE AN INDUCED VORTEX TO SEPARATE POLLUTANTS FROM STORMWATER RUNOFF. GENERAL NOTES : 1.General Arrangement drawings only. Contact Hydro International for site specific drawings. 2.Inlet/outlet pipe angle can vary to align with drainage network (refer to project plans) 3.Peak flow rate and minimum height limited by available cover and pipe diameter. 1 1 3 22 Pipe DetailsPIPE MATERIAL LENGTH INV IN INV OUT SLOPEOUTLETft%INLET 1 ft %INLET 2 ft %INLET 3 ft %INLET 4 ft % ‡The Water Quality Unit (WQU) shown on the plans has been designed specifically for this project. WQU substitutions will not be allowed unless written approval by the Engineer of Record prior to the Bid. The WQU must be housed in a Precast Concrete Structure, and must meet (at a minimum) the Treated Flow Rate and Bypass Flow Rate shown on this detail. ‡Flow Rates per City of Knoxville Land Development Manual (January 2018): o SPAP Flow: 1.88 cfs o First Flush Flow: 0.94 cfs ‡The Water Quality Unit (WQU) shown on the plans has been designed specifically for this project. WQU substitutions will not be allowed unless written approval by the Engineer of Record prior to the Bid. The WQU must be housed in a Precast Concrete Structure, and must meet (at a minimum) the Treated Flow Rate and Bypass Flow Rate shown on this detail. ‡Flow Rates per Knox County Approved Proprietary BMP Devices (February 2018): o Treatment Flow: 4FDHC - 1.50 cfs HYDRO FRAME AND COVER (INCLUDED) GRADE RINGS BY OTHERS AS REQUIRED WEIR: CONTACT HYDRO 5 4 NOTE: ADDITIONAL HEIGHT MAY BE REQUIRED DEPENDING ON PIPE SIZE NOTE: ‡NOT FOR CONSTRUCTION. CONTACT HYDRO FOR SITE SPECIFIC DETAIL. ‡MAX PIPE SIZE MAY NOT BE POSSIBLE IN OFFLINE CONFIGURATION. DIVERSION STRUCTURE BY OTHERS DIVERSION STRUCTURE BY OTHERS Site: Structure No: 8.49 cfs 2.8 yd31120 gal RIM: 829.2 FT OUTLET 824.06 FT SUMP: 816.66 FT 88.8" 30 12 12 20_12_0914 3/12/2020websterr@weihe.net (in) 96 150.48" 8 FT FIRST DEFENSE® HIGH CAPACITY Carmel Self Storage 1000 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 XC-12 13.23 26.92 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 1 Installed in the configuration as reviewed by NJCAT only Section 5