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Drainage Report Michigan Road Retail Carmel, IN Stormwater Report October 22, 2019 Woolpert Michigan Road Retail October 22, 2019 Table of Contents Introduction ........................................................................................................... 1 Existing Conditions ................................................................................................. 1 Pre-Developed Analysis ......................................................................................... 1 Post-Developed Analysis ........................................................................................ 1 Water Quality ........................................................................................................ 2 Conclusion ............................................................................................................. 2 Attachments: Attachment A – Aria Master Drainage Report Attachment B – Stormwater Calculations Woolpert Michigan Road Retail October 22, 2019 Introduction Woolpert has prepared the following report as a supplement to the Aria Master Drainage Report prepared for the Aria development in Zionsville, IN which is located in Boone county. This report outlines the stormwater management system designed to serve the proposed Michigan Road Retail development in Carmel, Indiana. The 6.68-acre site is located approximately 600 feet northwest of the intersection of Michigan Road and Nottingham Way. The proposed development consists of master planned infrastructure, such as the extension of Redd Road, utilities, and pedestrian walkways for the future developed lots of the Michigan Road Retail development. Existing Conditions The existing site is currently undeveloped and consists of mostly cultivated fields with some bordering tree lines. The site generally slopes from the east to the property line to the west. The western property boundary on this site is also the Hamilton/Boone County line. The property to the west is currently in review to develop into a residential apartment complex in Zionsville, Indiana located in Boone County. The storm sewer and drainage calculations for the apartments account for the detention, stormwater quality, and stormwater conveyance of the future development of the proposed Michigan Road Retail site. A copy of the Master Drainage Report for Aria is included as Attachment A . According to the FEMA Flood Insurance Rate Map (FIRM) number 18057C0205G, the proposed property is within areas of minimal flood hazard or Zone X. The proposed site is not located in a floodplain. Pre-Developed Analysis Basins 35-fut and 45-fut from the Aria Master Drainage Report have been redesigned for the inclusion of the proposed roadway infrastructure for the future retail development. The new basins are listed below with the corresponding basin name from the Aria Master Drainage Report. The following peak flow rates for storm sewer discharge are proposed for future development: Proposed Basins 1.0-1.2 (35-Fut in Aria Master Drainage Report) 10-year = 17.36 cfs Proposed Basins 2.1-2.3 (45-Fut in Aria Master Drainage Report) 10 -year = 14.13 cfs Please see Attachment B for the Proposed Basin Map. CN calculations have also been updated for the Basin labeled Fut Dev in the Aria Master Plan and has an overall area of 5.86 acres. Please see CN Basin Map in Attachment B. This updated basin map shows the revised residual CN for associated areas. Calculations can also be found in Attachment B. The Master Basin CN*A minus the Road Basin CN*A then divided by the remaining acreage resulted in a CN of 92.5 for the future outlots as shown below. Woolpert Michigan Road Retail October 22, 2019 Master Report Basin CN = 92.8 with 5.86 acres = 543.81 (CN*A) Road Basin CN = 91.3 with 0.94 acres (0.03 acres offsite) = 86.1 (CN*A) (543.81 – 86.10)/(4.95 acres remaining) gives the Future Lots Basin CN = 92.5 Post-Developed Conditions and Analysis The proposed conditions have been designed so that Redd Road and the resulting infrastructure will directly discharged to the proposed Aria storm sewer system. The rest of the property have the following design parameters assigned for future development: 10-Yr Stormwater Basin Parameters (On-site Only) Basin Basin Weighted C Time of Concentration Remaining Acres for Fut. Dev. 1.2 0.78 7 min. 3.01 acres 2.3 0.78 7 min. 2.36 acres As long as these parameters are met, the proposed discharges to the storm sewer for the retail development will be as follows: Discharge to Aria Master Drainage Report Basin 35-Fut = 17.32 cfs Discharge to Aria Master Drainage Report Basin 45-Fut = 13.79 cfs The storm sewer system has been sized to convey the 10-year storm event. The proposed peak runoff rates are less than the designed runoff rates from the Master Drainage Report. A Variance has been requested for a low spot in the Road to allow for less than 2.5 feet of cover over a pipe from structures 2.1 to 2.2. Calculations are provided in Attachment B of this report. Water Quality Water Quality will be provided by hydrodynamic separator BMPs in the Aria Development Plans. Calculations are provided in the corresponding Master Drainage Report. Conclusion The proposed stormwater management system for the proposed road infrastructure are designed in accordance with City of Carmel Standards and the detention and water quality requirements are fulfilled by the Aria Master Drainage Report. Therefore, no inverse impacts are anticipated with the construction of this proposed development. 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: MICHIGAN ROAD SITE 779 Lennox Court Zionsville, Boone County Indiana Project #W17-0567 Prepared for: Archview Properties, LLC 8335 Keystone Crossing, Suite 220 Indianapolis, IN 46240 Telephone (317) 912-3510 Contact: Ashley Bedell E-mail: abedell@cityscaperesidential.com Prepared By: Travis P. Gaither, P.E. Checked By: Kevin Sumner Certified By: Travis P. Gaither, P.E. Date: June 29, 2018 Revised: Stormwater Technical Report Prepared For: Michigan Road Site Zionsville, IN Project #W17-0567 TABLE OF CONTENTS 1. P r o j e c t N a r r a t i v e a. Project Overview b. Pre-Developed Conditions c. Post-Developed Conditions d. Water Quality e. Exhibits 2. Downstream Capacity Analysis a. Exhibit b. Hydraflow Analysis of Pipe System Accepting Pond Outlet c. HEC-RAS Analysis of Emergency Overflow Route 3. Detention Calculations a. Exhibits b. Allowable Release Rate Calculation c. Support Calculations d. ICPR Reports e. CPV Graph f. Overflow Weir Calculations 4. Pipe Sizing Calculations a. Exhibits b. Support Calculations c. Hydraflow Reports d. Gutter Spread Calculations e. Inlet Capacity Calculations 5. Water Quality Calculations a. Exhibits b. Water Quality Structure Treatment Flow Calculations 6. Misc. Pond Calculations and Details a. Outlet Control Structure Detail b. Emergency Overflow Spillway Detail Indianapolis, IN 46250 TM ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? INSR ADD'L LTR INSRD DATE (MM/DD/YYYY) PRODUCER INSURED POLICY EFFECTIVE POLICY EXPIRATIONPOLICY NUMBER LIMITSDATE (MM/DD/YY)DATE (MM/DD/YY)TYPE OF INSURANCE GENERAL LIABILITY AUTOMOBILE LIABILITY GARAGE LIABILITY EXCESS/UMBRELLA LIABILITY WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE INSURER A: INSURER B: INSURER C: INSURER D: INSURER E: EACH OCCURRENCE $ DAMAGE TO RENTEDCOMMERCIAL GENERAL LIABILITY $PREMISES (Ea occurence) CLAIMS MADE OCCUR MED EXP (Any one person)$ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER:PRODUCTS - COMP/OP AGG $ PRO-POLICY LOCJECT COMBINED SINGLE LIMIT $(Ea accident)ANY AUTO ALL OWNED AUTOS BODILY INJURY $(Per person)SCHEDULED AUTOS HIRED AUTOS BODILY INJURY $(Per accident)NON-OWNED AUTOS PROPERTY DAMAGE $(Per accident) AUTO ONLY - EA ACCIDENT $ ANY AUTO EA ACC $OTHER THAN AUTO ONLY:AGG $ EACH OCCURRENCE $ OCCUR CLAIMS MADE AGGREGATE $ $ DEDUCTIBLE $ RETENTION $$ WC STATU-OTH- TORY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ If yes, describe under E.L. DISEASE - POLICY LIMIT $SPECIAL PROVISIONS below THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC # COVERAGES CERTIFICATE HOLDER CANCELLATION ACORD 25 (2001/08)© ACORD CORPORATION 1988 ACORD CERTIFICATE OF LIABILITY INSURANCE 7/12/17 PROFESSIONAL DESIGN INS MGMT CORP PO Box 501130 Indianapolis, IN 46250 (317)570-6945 Weihe Engineers, Inc. 10505 North College Avenue Indianapolis, IN 46280 Wesco Insurance Company A Professional Liability ARA112067802 7/3/2017 7/3/2018 $2,000,000 limit each claim $2,000,000 in the aggregate For Informational Purposes Only 30 PROJECT NARRATIVE Michigan Road Site Weihe Engineers, INC. 6/29/2018 Stormwater Technical Report Prepared For: Michigan Road Site Zionsville, IN Project #W17-0567 Project Narrative: Archview Properties, LLC is proposing to build a new multi-family housing development with 3 multi-story apartment buildings, garage buildings, parking lots, sidewalks and amenities on approximately 21.25 acres located near the intersection of N. Michigan Rd and Weston Pointe Dr. Additionally, vacant land that is a part of this site will be located between Michigan Road and the multi-family development for future commercial use. The project resides in both Carmel and Zionsville jurisdictions. The multi-family portion is located in Zionsville’s jurisdiction and the future commercial portion and future Weston Pointe Drive extension is located in Carmel’s jurisdiction. Detention for both the multi-family development and the future commercial expansion will be provided for in the proposed pond on the west side of the site. The proposed construction is on a site at a Latitude of N 39° 56' 43" and Longitude W 86° 14' 29". The multi-family site is located in the Southeast Quarter of Section 1, Township 17 North, Range 2 East, situated in Eagle Township, Boone County, Indiana. Please refer to Figure 1.1. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map, No.18011C 0353E for Boone County, Indiana, dated January 18, 2012, the subject tract IS NOT located within Zone AE (Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevations determined) or Floodway Area in Zone AE. The subject tract DOES lie within Zone X. Refer to Figure 1.2. Michigan Road Site Weihe Engineers, INC. 6/29/2018 Pre-Developed Conditions: Aerial photography was used to illustrate the current land-use of the parcel. Currently the property is undeveloped with mostly grass cover and tree lines along the perimeter. The project site is adjoined by multi-family residential and commercial properties the north, commercial properties to the west, Michigan Rd (US 421) to the east, and commercial properties to the south. Please refer to Figure 1.3. The property consists of the following soil types: Brookston silty clay; Crosby silt loam; Urban land Crosby-Treaty complex; and Urban land Treaty complex. 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 has been included with this report. The existing land generally drains to the south and southwest by overland flow. There are no existing drainage facilities on the property. Existing storm sewers at the end of Andrade Drive and north of the cul-de-sac at the end of Deandra Drive collect the majority of the existing runoff. There is also an existing open channel at the rear of the existing businesses between Deandre Drive and Andrade Drive that collects runoff under existing conditions. Michigan Road Site Weihe Engineers, INC. 6/29/2018 Post-Developed Conditions: The development will be a multi-family housing complex, future commercial development, and future road extension that will be detained in one wet detention pond. The pond has a normal pool area of 1.13 acres, an elevation of 892.00, and lies in the western portion of the site. Runoff leaving the pond will be controlled through an outlet control structure and drain through a proposed 15” RCP to the existing storm sewer system located north of the cul-de-sac at the end of Deandra Drive. There is an existing inlet approximately 15’ south of the boundary with an existing 10” stub north of the structure, which will be removed and replaced with the 15” RCP pond outlet. It also has a 12” pipe entering from the southeast and its outlet is a 24” pipe flowing to the south. This system outlets into an existing pond located northeast of the intersection of 106th Street and Deandre Drive. This pipe network has been modeled in Hydraflow to determine the effects of connecting the proposed pond outlet, see Section 2 of this report for downstream analysis. A flow of 6 cfs has been added to the existing inlet the pond outlet will connect to, as that is the peak flow through the pond outlet system during the 100-year storm. The downstream analysis shows that this system has adequate capacity to accept flow from the pond outlet as it does not surcharge during the 100-year storm event. Another component of discharge from the project site is for emergency flow from the pond. The emergency flow rate is determined to be 1.25 times the peak inflow into the pond for the 100-Year storm event. The Andrade Industrial Park has an existing drainage swale through the rear industrial lot areas for the lots that front on Andrade and Deandra Drives. This drainage swale was designed as a collection/conveyance system to route stormwater runoff from the industrial lots to the main stormwater management pond of the site. The drainage swale is evaluated for conveyance of 135 cfs as the emergency flow rate from the pond of the project site. Hec-Ras was used to perform the analysis. The Hec-Ras analysis assumes a conservative Manning’s n-value for the channel in a typical maintained ditch system. The Hec-Ras analysis analyzed only the 135 cfs flow, excluding and site runoff at time of the flow since the timing of the theoretical flow would occur after the storm event experienced by the industrial park would have passed and not coincide with the theoretical flow. The Hec-Ras results and printouts of the cross-sections of the drainage ditch are provide in Section 2 of the report. The cross-section indicates the flow is maintained away from the building structures. The routes of the emergency overflow and the discharge from the POND are represented on Figure 2.1. Stormwater from the site will be detained to meet the allowable release rates based on the Zionsville Stormwater Technical Standards Manual. Allowable release rates were calculated by multiplying the existing watershed area draining to an outlet point by 0.1 cfs/acre and 0.3 cfs/acre for the 10-year and 100-year storms, see Section 3 for Michigan Road Site Weihe Engineers, INC. 6/29/2018 calculation. The existing basins draining south and southwest were all used to calculate the allowable release rate as they are a part of the same overall watershed. Since area along the southern and western boundary of the site will not be drained by the proposed detention basin, this area was subtracted from the allowable and proposed release rate calculations. See Figures 3.1- 3.2 in Section 3 for existing and proposed watershed delineations. The Town of Zionsville Stormwater Technical Standards Manual requires the detention to be designed addressing the Channel Protection Volume (CPV). This methodology requires the detention to be designed in a series of steps, which are outlined below. Step 1: The proposed detention model was executed modeling only the onsite watersheds and allowing no runoff to discharge from the pond during the 1-year, 24-hour storm event. This creates an extended detention storage volume in the detention system. In this scenario, the pond stages to 893.98. Step 2: A weir was set just above the extended detention storage volume (at elevation 894.00). The 10-year, 24-hour storm event was then executed and the weir was sized to release runoff per Zionsville Standards (a 12” wide by 6” high rectangular weir was sized for the pond). An additional 18” wide by 6” high rectangular weir was set above the 10- year storm stage at 895.00 to control the 100-year, 24-hour storm event and meet release rate standards. A table comparing allowable versus proposed release rates for this scenario is below. Storm Event Allowable Release Rate (cfs) Proposed Release Rate (cfs) 10-YR 1.99 1.83 100-YR 5.96 5.66 Step 3: The CPV weir is set at the normal pool of the pond and the 1-year, 24-hour storm is executed with the drainage model again. The CPV weir is then sized to release no more than 40% of the peak storage volume of the detention system within 12 hours of the peak time while also having no more than 10% of the peak storage volume remaining within 36 hours of the peak time. For this scenario, the weir for the pond is 7” in diameter. The calculations for this scenario are included near the end of Section 3 of this report. The weir for the detention system at the 12 hour time functions per the standards, releasing less than 40% of the peak volume at the 12 hour mark. However, at the 36 hour mark, the weir does not release 90% of the peak volume. The drainage model indicates that 86.3% of the peak volume is released 36 hours after the peak. However, this weir is also used to control the 10-year, 24-hour storm event, and if it is increased it will exceed the allowable release rate. Step 4: Typically, the weir designed in Step 2 above is then resized to work with the CPV weir during the 10-year, 24-hour and 100-year, 24-hour storms. The weir from Step Michigan Road Site Weihe Engineers, INC. 6/29/2018 2 typically remains at the same invert elevation, to regulate the release rates for the larger storms. For this situation, however, the CPV weir was also used to control the 10-year, 24-hour storm. A rectangular weir was added to the outlet control structure measuring 18” wide by 10” high at elevation 894.70 to control the 100-year, 24-hour storm. A table comparing allowable versus proposed release rates for this scenario is below. Storm Event Allowable Release Rate (cfs) Proposed Release Rate (cfs) 10-YR 1.99 1.99 100-YR 5.96 5.94 Step 5: The top of the outlet control structure was then set above the 100-year elevation determined in Step 4 and the offsite drainage basins were then included in the execution of the drainage model. This scenario determines the final 100-year stages of the ponds. A summary of the detention pond elevations is shown below. Detention Basin Summary Normal Pool 10-Year Stage 100-Year Stage Spillway Elev. Top of Bank Elev. 892.00 897.72 895.85 896.80 898.00 Storm Sewers The storm sewer system is designed to meet the Town of Zionsville Standards. Pipes shall convey stormwater at a minimum velocity of 2.5 feet/second through reinforced concrete pipes while maintaining a hydraulic grade line elevation below the top of castings during a 10-year storm event. Refer to Section 4 for the pipe and inlet sizing calculations and Figure 4.1-4.4 for the Pipe Sizing Basin Maps. Michigan Road Site Weihe Engineers, INC. 6/29/2018 Water Quality: The subject site will utilize three (3) Water Quality Mechanical Units to service both the multi-family development and the future commercial development. The structures were designed to meet the standards for Water Quality as defined in Chapter 9 of the Town of Zionsville Stormwater Technical Standards Manual. These flow through BMPs were sized using the methodology described in said Manual. The water quality curve number was determined using the imperviousness of the watershed and the graph in Figure 9-1 in the Manual. The water quality curve number is then used with the standard basin area and time of concentration to calculate the water quality flow rate in ICPR using the 1- inch, 24-hour rain event and the SCS Type II rainfall distribution. The ICPR calculations can be found in Section 5 of this report. The calculated water quality flow rates will be used to determine the size of the treatment structures. Structure sizes and types are still to be determined. LOCATION MAP Date: June 29, 2018FIGURE 1.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION MICHIGAN ROAD SITE ZIONSVILLE, IN FEMA MAP Date: June 29, 2018FIGURE 1.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATIONMICHIGAN ROAD SITE ZIONSVILLE, IN AERIAL IMAGE Date: June 29, 2018FIGURE 1.3 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION MICHIGAN ROAD SITE ZIONSVILLE, IN Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 1 of 5 44 2 1 7 9 0 44 2 1 8 4 0 44 2 1 8 9 0 44 2 1 9 4 0 44 2 1 9 9 0 44 2 2 0 4 0 44 2 2 0 9 0 44 2 2 1 4 0 44 2 1 7 9 0 44 2 1 8 4 0 44 2 1 8 9 0 44 2 1 9 4 0 44 2 1 9 9 0 44 2 2 0 4 0 44 2 2 0 9 0 44 2 2 1 4 0 564550 564600 564650 564700 564750 564800 564850 564900 564950 565000 565050 564550 564600 564650 564700 564750 564800 564850 564900 564950 565000 565050 39° 56' 48'' N 86 ° 1 4 ' 4 0 ' ' W 39° 56' 48'' N 86 ° 1 4 ' 1 7 ' ' W 39° 56' 37'' N 86 ° 1 4 ' 4 0 ' ' W 39° 56' 37'' N 86 ° 1 4 ' 1 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600Feet 0 35 70 140 210Meters Map Scale: 1:2,510 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 scales ranging from 1:12,000 to 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: Boone County, Indiana Survey Area Data: Version 20, Sep 21, 2017 Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 18, Oct 2, 2017 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 2 of 5 MAP LEGEND MAP INFORMATION 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. Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 3 of 5 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UfnA Urban land-Crosby- Treaty complex, fine loamy subsoil, 0 to 2 percent slopes 7.2 31.8% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 7.9 35.2% Subtotals for Soil Survey Area 15.1 67.1% Totals for Area of Interest 22.5 100.0% Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 4.1 18.1% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 3.3 14.8% Subtotals for Soil Survey Area 7.4 32.9% Totals for Area of Interest 22.5 100.0% Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 4 of 5 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/28/2018 Page 5 of 5 DOWNSTREAM CAPACITY ANALYSIS AIP-1 3.94 AC. AIP-3 3.99 AC. AIP-2 5.60AC. AIP-4 4.40 AC. UD-1 3.21 AC. FARM-11.68 AC.FARM-24.36 AC.FARM-315.36 AC. PF-1 3.94 AC. UD-2 3.21 AC. AIP-5 3.43 AC. AIP-6 1.68 AC. AIP-7 2.42 AC. AIP-8 4.77 AC. RS 1010 RS 1130 RS 844 RS 742 RS 615 RS 501 RS 300 RS 20 0 RS 8 0 RS 0 FIGURE 2.1 OFFSITE EMERGENCY OVERFLOW & SWMS OUTFALL ROUTE MAP Date: May 16, 2018WEIHEweihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E MICHIGAN ROAD SITE TA B L E 2 - 3 Ru n o f f C o e f f i c i e n t s b y L a n d U s e , T y p i c a l I n l e t T i m e s , a n d S t o r m R e c u r r e n c e I n t e r v a l La n d U s e Ru n o f f C o e f f i c i e n t s " C " (b y S t o r m R e c u r r e n c e I n t e r v a l ) In l e t T i m e (M i n u t e s ) (4 ) Fl a t (1 ) Ro l l i n g (2 ) St e e p (3 ) < 2 5 ye a r 25 ye a r 50 ye a r 10 0 ye a r < 2 5 ye a r 25 ye a r 50 ye a r 10 0 ye a r < 2 5 ye a r 25 ye a r 50 ye a r 10 0 ye a r Co m m e r c i a l (C B D ) 0. 7 5 0 . 8 3 0 . 9 9 1 . 0 0 0 . 8 3 0 . 9 1 1 . 0 0 1 . 0 0 0 . 9 1 1 . 0 0 1 . 0 0 1 . 0 0 5 Co m m e r c i a l (N e i g h b o r h o o d ) 0. 5 4 0 . 5 9 0 . 7 1 0 . 8 9 0 . 6 0 0 . 6 6 0 . 7 9 0 . 9 9 0 . 6 6 0 . 7 3 0 . 8 7 1 . 0 0 5- 1 0 In d u s t r i a l 0 . 6 3 0 . 6 9 0 . 8 3 1 . 0 0 0 . 7 0 0 . 7 7 0 . 9 2 1 . 0 0 0 . 7 7 0 . 8 5 1 . 0 0 1 . 0 0 Ga r d e n A p a r t m e n t s 0 . 5 4 0 . 5 9 0 . 7 1 0 . 8 9 0 . 6 0 0 . 6 6 0 . 7 9 0 . 9 9 0 . 6 6 0 . 7 3 0 . 8 7 1 . 0 0 Ch u r c h e s 0 . 5 4 0 . 5 9 0 . 7 1 0 . 8 9 0 . 6 0 0 . 6 6 0 . 7 9 0 . 9 9 0 . 6 6 0 . 7 3 0 . 8 7 1 . 0 0 Sc h o o l s 0 . 3 1 0 . 3 4 0 . 4 1 0 . 5 1 0 . 3 5 0 . 3 9 0 . 4 6 0 . 5 8 0 . 3 9 0 . 4 3 0 . 5 1 0 . 6 4 10 - 1 5 Se m i D e t a c h e d Re s i d e n t i a l 0. 4 5 0 . 5 0 0 . 5 9 0 . 7 4 0 . 5 0 0 . 5 5 0 . 6 6 0 . 8 3 0 . 5 5 0 . 6 1 0 . 7 3 0 . 9 1 De t a c h e d Re s i d e n t i a l 0. 4 0 0 . 4 4 0 . 5 3 0 . 6 6 0 . 4 5 0 . 5 0 0 . 5 9 0 . 7 4 0 . 5 0 0 . 5 5 0 . 6 6 0 . 8 3 Qu a r t e r A c r e L o t s 0 . 3 6 0 . 4 0 0 . 4 8 0 . 5 9 0 . 4 0 0 . 4 4 0 . 5 3 0 . 6 6 0 . 4 4 0 . 4 8 0 . 5 8 0 . 7 3 Ha l f A c r e L o t s 0 . 3 1 0 . 3 4 0 . 4 1 0 . 5 1 0 . 3 5 0 . 3 9 0 . 4 6 0 . 5 8 0 . 3 9 0 . 4 3 0 . 5 1 0 . 6 4 Pa r k l a n d 0 . 1 8 0 . 2 0 0 . 2 4 0 . 3 0 0 . 2 0 0 . 2 2 0 . 2 6 0 . 3 3 0 . 2 2 0 . 2 4 0 . 2 9 0 . 3 6 To b e Co m p u t e d So u r c e : H E R P I C C S t o r m w a t e r D r a i n a g e M a n u a l , J u l y 1 9 9 5 . (1 ) Fl a t t e r r a i n i n v o l v e s s l o p e s o f 0 - 2 % . (2 ) Ro l l i n g t e r r a i n i n v o l v e s s l o p e s o f 2 - 7 % . (3 ) St e e p t e r r a i n i n v o l v e s s l o p e s g r e a t e r t h a n 7 % . (4 ) In t e r p o l a t i o n , e x t r a p o l a t i o n a n d a d j u s t m e n t f o r l o c a l c o n d i t i o n s s h a l l b e b a s e d o n e n g i n e e r i n g e x p e r i e n c e a n d j u d g m e n t . St o r m w a t e r T e c h n i c a l S t a n d a r d s - C h a p t e r 2 – P a g e 5 HE C - R A S P l a n : C l e a n O v e r f l o w R i v e r : W e s t D i t c h R e a c h : O v e r f l o w D i t c h P r o f i l e : 1 . 2 5 % 1 0 0 Y e a r Re a c h R i v e r S t a P r o f i l e Q T o t a l M i n C h E l W . S . E l e v C r i t W . S . E . G . E l e v E . G . S l o p e V e l C h n l F l o w A r e a T o p W i d t h F r o u d e # C h l (c f s ) ( f t ) ( f t ) ( f t ) ( f t ) ( f t / f t ) ( f t / s ) ( s q f t ) ( f t ) Ov e r f l o w D i t c h 1 1 3 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 4 . 3 2 8 9 7 . 2 0 8 9 7 . 2 5 0 . 0 0 1 7 7 4 2 . 1 5 1 1 1 . 6 8 1 6 1 . 7 6 0 . 2 7 Ov e r f l o w D i t c h 1 0 1 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 4 . 5 9 8 9 6 . 8 2 8 9 6 . 9 1 0 . 0 0 5 0 6 6 2 . 8 2 7 5 . 2 5 1 5 0 . 3 3 0 . 4 3 Ov e r f l o w D i t c h 8 4 4 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 3 . 5 1 8 9 6 . 1 3 8 9 6 . 2 7 0 . 0 0 5 5 7 4 3 . 1 7 6 6 . 3 4 1 7 8 . 9 4 0 . 4 6 Ov e r f l o w D i t c h 7 4 2 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 2 . 8 7 8 9 5 . 5 2 8 9 5 . 6 8 0 . 0 0 5 9 0 4 3 . 3 4 4 7 . 7 1 5 9 . 4 7 0 . 4 7 Ov e r f l o w D i t c h 6 1 5 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 1 . 7 1 8 9 4 . 9 6 8 9 5 . 1 0 0 . 0 0 3 9 5 0 2 . 9 3 4 8 . 4 5 4 0 . 7 6 0 . 3 9 Ov e r f l o w D i t c h 5 0 1 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 9 1 . 7 0 8 9 3 . 8 3 8 9 4 . 2 3 0 . 0 2 2 4 0 1 5 . 1 0 2 6 . 4 8 2 4 . 9 1 0 . 8 7 Ov e r f l o w D i t c h 3 0 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 9 . 1 8 8 9 2 . 4 4 8 9 2 . 5 7 0 . 0 0 3 9 8 9 2 . 8 4 4 7 . 5 0 2 9 . 1 3 0 . 3 9 Ov e r f l o w D i t c h 2 0 0 . 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 8 . 7 6 8 9 1 . 5 9 8 9 1 . 9 1 0 . 0 1 2 5 7 3 4 . 5 4 2 9 . 7 1 2 1 . 0 2 0 . 6 7 Ov e r f l o w D i t c h 8 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 7 . 0 0 8 9 1 . 3 6 8 9 0 . 5 0 8 9 1 . 4 0 0 . 0 0 1 3 6 4 1 . 5 7 8 5 . 8 9 5 7 . 5 0 0 . 2 3 Ov e r f l o w D i t c h 3 5 C u l v e r t Ov e r f l o w D i t c h 0 1 . 2 5 % 1 0 0 Y e a r 1 3 5 . 0 0 8 8 5 . 0 0 8 8 9 . 0 5 8 8 8 . 2 9 8 9 0 . 1 3 0 . 0 0 7 8 0 3 8 . 3 4 1 6 . 2 0 4 6 . 5 3 0 . 7 3 0 10 0 20 0 30 0 40 0 50 0 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 1 1 3 0 S t a t i o n 1 1 + 3 0 u p s t r e a m b e g i n n i n g o f d i t c h St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 1 0 50 10 0 15 0 20 0 25 0 30 0 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 1 0 1 0 S t a t i o n 1 0 + 1 0 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 2 0 50 10 0 15 0 20 0 25 0 30 0 35 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 8 4 4 . S t a t i o n 8 + 4 4 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 3 0 20 40 60 80 10 0 12 0 14 0 16 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 7 4 2 S t a t i o n 7 + 4 2 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 4 0 20 40 60 80 10 0 12 0 14 0 16 0 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 6 1 5 . S t a t i o n 6 + 1 5 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 5 0 20 40 60 80 10 0 12 0 14 0 16 0 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 5 0 1 . S t a t i o n 5 + 0 1 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 6 0 20 40 60 80 10 0 12 0 14 0 16 0 18 0 88 8 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 3 0 0 S t a t i o n 3 + 0 0 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 7 0 20 40 60 80 10 0 12 0 14 0 16 0 88 8 89 0 89 2 89 4 89 6 89 8 90 0 90 2 90 4 90 6 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 2 0 0 . S t a t i o n 2 + 0 0 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d Ba n k S t a .0 5 5 .0 4 5 .0 5 5 8 0 20 40 60 80 10 0 12 0 14 0 16 0 18 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Riv e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 8 0 S t a t i o n 0 + 8 0 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 5 5 .0 4 5 .0 5 5 9 0 20 40 60 80 10 0 12 0 14 0 16 0 18 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 3 5 C u l v C u l v e r t u n d e r D e A n d r a D r i n e t o t h e L a k e St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 5 5 .0 4 5 .0 5 5 10 0 20 40 60 80 10 0 12 0 14 0 16 0 88 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 3 5 C u l v C u l v e r t u n d e r D e A n d r a D r i n e t o t h e L a k e St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 4 5 .0 4 .0 4 5 11 0 20 40 60 80 10 0 12 0 14 0 16 0 88 5 89 0 89 5 90 0 90 5 Mi c h i g a n R o a d S i t e P l a n : O v e r f l o w P l a n 6 / 2 8 / 2 0 1 8 Ge o m : E m e r g e n c y O v e r f l o w R o u t e F l o w : O f f s i t e - O v e r f l o w Ri v e r = W e s t D i t c h R e a c h = O v e r f l o w D i t c h R S = 0 S t a t i o n 0 + 0 0 St a t i o n ( f t ) E l e v a t i o n ( f t ) Le g e n d WS 1 . 2 5 % 1 0 0 Y e a r Gr o u n d In e f f Ba n k S t a .0 4 5 .0 4 .0 4 5 12 DETENTION CALCULATIONS U S 4 2 1 ( M I C H I G A N R O A D ) G G G G W O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU AN D R A D E DR I V E EX-SW 16.92 AC EX-S1 3.21 ACEX-S2 0.94 AC EX-N 0.17 AC OFF-N 0.39 AC OFF-E 0.41 AC FI G U R E 3 . 1 PR E - D E V E L O P E D B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N U S 4 2 1 ( M I C H I G A N R O A D ) G G G G W O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU AN D R A D E DR I V E LOT 2 0.25 AC LOT 1 5.86 ACLOT 3 14.56 AC W W WESTO N P O I N T E D R I V E RE D D R O A D OFF-N 0.39 AC OFF-E 0.41 AC DIR-N 0.17 AC DIR-S 1.22 AC DEV 13.99 AC FUT DEV 5.86 AC FI G U R E 3 . 2 PO S T - D E V E L O P E D B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N Basin Name Area (Ac.) 10-yr Allowable Flow (cfs) 100-yr Allowable Flow (cfs) EX-SW 16.92 10-YR 0.1 EX-S1 3.21 100-YR 0.3 EX-S2 0.94 DIR-S 1.22 TOTAL 19.85 1.99 5.96 Allowable Release Rate Multiplier (cfs/ac) KCS TPGPrepared By: Checked By: Job No.: Allowable Release Rate Calculations Michigan Road Site 6/29/2018 W17-0567 Date: Project: Basin Type of Cover/ Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN DEV 0% 0% 39% 61% Impervious (Pond Area) 8% 98 98 98 98 98.0 0% 0% 39% 61% Commercial 70% 89 92 94 95 94.6 0% 0% 39% 61% Open Space, Good Cond. 22% 39 61 74 80 77.7 DEV 100%91.2 FUT DEV 0% 0% 48% 52% Commercial 90% 89 92 94 95 94.5 0% 0% 48% 52% Open Space, Good Cond. 10% 39 61 74 80 77.1 FUT DEV 92.8 OFF-N 0% 80% 20% 0% Impervious 2% 98 98 98 98 98.0 0% 80% 20% 0% Open Space, Good Cond. 98% 39 61 74 80 63.6 OFF-N 64.3 OFF-E 0% 70% 30% 0% Impervious 12% 98 98 98 98 98.0 0% 70% 30% 0% Open Space, Good Cond. 88% 39 61 74 80 64.9 OFF-E 68.9 Weighted Curve Project:Michigan Road Site Number Calculations Date:6/29/2018 Prepared By:TPG Soil Group % Curve Number (CN) Job No.:W17-0567 Proposed Conditions Checked By:KCS Sh a l l o w C o n c F l o w T r a v e l T i m e : Ch a n n e l F l o w T r a v e l T i m e : Fa r m F i e l d 0 . 1 7 G r a s s 0 . 0 3 De n s e G r a s s 0 . 2 4 C o n c r e t e 0 . 0 1 5 Sh a l l o w C o n c F l o w ( U n p a v e d ) : Pa v e m e n t 0 . 0 1 1 R i p - R a p 0 . 0 3 5 Sh a l l o w C o n c F l o w ( P a v e d ) : 2 Y r , 2 4 H r R a i n f a l l = 2 . 7 3 Ov e r l a n d F l o w T r a v e l T i m e : Tc m i n i m u m = 5 Pa v e d G u t t e r & C h a n n e l F l o w Tc Ba s i n L e n S n T _ t L e n S n T _ t L e n S P a v e / U n V e l T _ t L e n A P w r S n V e l T _ t (f t ) % ( m i n ) ( f t ) % ( m i n ) ( f t ) % P o r U ( f t / s ) ( m i n ) ( f t ) ( s f ) ( f t ) ( f t ) % ( f t / s ) ( m i n ) ( m i n ) DE V 1 0 0 1 . 5 0 0 . 2 4 1 7 0 2 8 1 . 0 0 U 1 . 6 1 0 1 1 2 1 3 . 0 0 6 24 FU T D E V 0 0 0 0 7 OF F - N 0 0 0 0 5 OF F - E 0 0 0 0 5 Pr e p a r e d B y : TP G Ti m e o f C o n c e n t r a t i o n C a l c u l a t i o n s Pr o j e c t : Mi c h i g a n R o a d S i t e Pr o p o s e d C o n d i t i o n s Da t e : 6/ 2 9 / 2 0 1 8 Jo b N o . : W1 7 - 0 5 6 7 Ch e c k e d B y : KC S Ch a n n e l F l o w Ma n n i n g s V a l u e s ( n ) Ov e r l a n d F l o w C h a n n e l F l o w Ov e r l a n d F l o w O v e r l a n d F l o w S h a l l o w C o n c . F l o w Stormwater Technical Standards - Chapter 2 – Page 3 TABLE 2-4 Rainfall Intensities for Various Return Periods and Storm Durations Intensity (Inches/Hour) Duration Return Period (Years) 2 5 10 25 50 100 5 min 5.12 6.49 7.46 8.64 9.56 10.46 10 min 3.99 5.04 5.76 6.6 7.25 7.87 15 min 3.26 4.13 4.72 5.44 5.98 6.52 30 min 2.18 2.82 3.28 3.84 4.27 4.71 60 min 1.34 1.77 2.09 2.49 2.82 3.15 120 min 0.78 1.04 1.24 1.5 1.71 1.93 3 hr 0.55 0.74 0.88 1.07 1.23 1.39 6 hr 0.33 0.44 0.53 0.64 0.74 0.84 12 hr 0.19 0.25 0.3 0.36 0.41 0.47 24 hr 0.11 0.15 0.17 0.21 0.23 0.26 Source: NOAA, National Weather Service, "Precipitation-Frequency Atlas of the United States", NOAA Atlas 14, Volume 2, Version 2, 2004, for Whitestown, Indiana. (values for intermediate durations can be logarithmically interpolated.) TABLE 2-5 Rainfall Depths for Various Return Periods Depth (Inches) Duration Return Period (Years) 1 2 5 10 25 50 100 24 Hrs.2.47 2.73 3.59 4.20 5.00 5.63 6.29 Source: NOAA, National Weather Service, "Precipitation-Frequency Atlas of the United States", NOAA Atlas 14, Volume 2, Version 2, 2004, for Whitestown, Indiana. A:POND U:DEVU:FUT DEVU:OFF-NU:OFF-E T:BNDYD:POND OCS MICHIGAN ROAD SITE - W17-0567 PROPOSED DETENTION CALCULATIONS ICPR ROUTING SCHEMATIC MICHIGAN ROAD SITE - W17-0567 PROPOSED DETENTION CALCULATIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DEV Node: 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): 24.00 Area(ac): 13.990 Time Shift(hrs): 0.00 Curve Number: 91.20 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: FUT DEV Node: 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): 7.00 Area(ac): 5.860 Time Shift(hrs): 0.10 Curve Number: 92.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: OFF-E Node: POND Status: Offsite 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): 0.410 Time Shift(hrs): 0.12 Curve Number: 68.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: OFF-N Node: POND Status: Offsite 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): 0.390 Time Shift(hrs): 0.10 Curve Number: 64.30 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDY Base Flow(cfs): 0.000 Init Stage(ft): 889.230 Group: BASE Warn Stage(ft): 889.230 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 889.230 99.00 889.230 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.000 Init Stage(ft): 892.000 Group: BASE Warn Stage(ft): 896.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 892.000 1.1300 893.000 1.2400 893.001 1.4800 894.000 1.6000 895.000 1.7300 896.000 1.8600 897.000 2.0000 ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: POND OCS From Node: POND Length(ft): 505.00 Group: BASE To Node: BNDY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.500 Invert(ft): 890.900 889.330 Exit Loss Coef: 0.000 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 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: None Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 12.00 Invert(ft): 894.000 Rise(in): 6.00 Control Elev(ft): 894.000 *** Weir 2 of 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: None Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 18.00 Invert(ft): 895.000 Rise(in): 6.00 Control Elev(ft): 895.000 *** Weir 3 of 4 for Drop Structure POND OCS *** 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): 7.00 Invert(ft): 892.000 Rise(in): 7.00 Control Elev(ft): 892.000 *** Weir 4 of 4 for Drop Structure POND OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 18.00 Invert(ft): 894.700 Rise(in): 10.00 Control Elev(ft): 894.700 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 001YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\001YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.47 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ------------------------------------------------------------------------------------------ ---------- Name: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 4.20 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ------------------------------------------------------------------------------------------ ---------- Name: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.29 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 001YR-24HR Hydrology Sim: 001YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\001YR-24HR.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): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ------------------------------------------------------------------------------------------ ---------- Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\010YR-24HR.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): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes ------------------------------------------------------------------------------------------ ---------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\100YR-24HR.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): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 36.000 5.000 Group Run --------------- ----- BASE Yes MICHIGAN ROAD SITE - W17-0567 PROPOSED DETENTION CALCULATIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 001YR-24HR DEV BASE 12.16 21.19 1.597 81110 010YR-24HR DEV BASE 12.11 41.84 3.225 163780 100YR-24HR DEV BASE 12.11 66.60 5.257 266966 001YR-24HR FUT DEV BASE 12.11 14.04 1.731 36825 010YR-24HR FUT DEV BASE 12.11 26.16 3.389 72087 100YR-24HR FUT DEV BASE 12.09 40.60 5.438 115679 001YR-24HR OFF-E BASE 12.13 0.25 0.403 600 010YR-24HR OFF-E BASE 12.13 0.90 1.390 2069 100YR-24HR OFF-E BASE 12.13 1.84 2.927 4357 001YR-24HR OFF-N BASE 12.12 0.14 0.267 378 010YR-24HR OFF-N BASE 12.11 0.68 1.103 1562 100YR-24HR OFF-N BASE 12.11 1.52 2.497 3534 MICHIGAN ROAD SITE - W17-0567 PROPOSED DETENTION CALCULATIONS (NO CPV FLOW - ONSITE BASINS ONLY) ICPR NODE REPORT Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------ BNDY 001YR-24HR 889.23 889.23 0.0000 0 0.00 0.00 BNDY 010YR-24HR 889.23 889.23 0.0000 0 1.83 0.00 BNDY 100YR-24HR 889.23 889.23 0.0000 0 5.66 0.00 POND 001YR-24HR 893.98 896.00 0.0050 69608 34.14 0.00 POND 010YR-24HR 894.83 896.00 0.0050 74386 66.26 1.83 POND 100YR-24HR 895.94 896.00 0.0050 80710 104.62 5.66 MICHIGAN ROAD SITE - W17-0567 PROPOSED DETENTION CALCULATIONS (CPV FLOW - ONSITE BASINS ONLY) ICPR NODE REPORT Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------ BNDY 001YR-24HR 889.23 889.23 0.0000 0 1.36 0.00 BNDY 010YR-24HR 889.23 889.23 0.0000 0 1.99 0.00 BNDY 100YR-24HR 889.23 889.23 0.0000 0 5.94 0.00 POND 001YR-24HR 893.42 896.00 0.0050 66637 34.12 1.36 POND 010YR-24HR 894.68 896.00 0.0050 73566 66.26 1.99 POND 100YR-24HR 895.79 896.00 0.0050 79853 104.62 5.94 MICHIGAN ROAD SITE - W17-0567 PROPOSED DETENTION CALCULATIONS (CPV FLOW - ONSITE AND OFFSITE BASINS) ICPR NODE REPORT Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------ BNDY 001YR-24HR 889.23 889.23 0.0000 0 1.37 0.00 BNDY 010YR-24HR 889.23 889.23 0.0000 0 2.01 0.00 BNDY 100YR-24HR 889.23 889.23 0.0000 0 6.00 0.00 POND 001YR-24HR 893.42 896.00 0.0050 66679 34.46 1.37 POND 010YR-24HR 894.72 896.00 0.0050 73754 67.72 2.01 POND 100YR-24HR 895.85 896.00 0.0050 80178 107.88 6.00 tp = 14.7 hrs Vp = 1.811 ac-ft t = 26.7 hrs V = 1.150 ac-ft 60% Vp = 1.087 ac-ft t=5 0 . 7h r s V = 0.249 ac-ft 10% Vp = 0.181 ac-ft We i r Lo c a t i o n De p t h , d ( f t ) Bo t t o m Wi d t h , b ( f t ) n Sl o p e , S (f t / f t ) Si d e S l o p e , y ( H : V ) Ar e a , A (f t 2 ) We t t e d Pe r i m e t e r , P w ( f t ) Hy d r a u l i c Ra d i u s , R (f t ) Ve l o c i t y , V ( f t / s ) M a x . Di s c h a r g e , Q ( c f s ) 1. 2 5 * M a x Po n d I n f l o w (c f s ) Ca p a c i t y Ch e c k PO N D 1 . 2 0 3 1 . 0 0 . 0 3 0 0 . 0 2 0 0 4 4 2 . 9 6 4 0 . 9 0 1 . 0 5 7 . 2 6 1 3 7 . 2 1 1 3 4 . 8 5 O K Ch e c k e d B y : Pr e p a r e d B y : Mi c h i g a n R o a d S i t e 6/ 2 9 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G Em e r g e n c y O v e r f l o w We i r C a l c u l a t i o n s Pr o j e c t : Da t e : Jo b N o . : PIPE SIZING CALCULATIONS LOT 3 14.56 AC 59 0.18 AC 58 0.16 AC 56 0.24 AC 57 0.21 AC 53 0.18 AC 52 0.16 AC 50 0.24 AC 51 0.10 A C0.08 A C 72 0.49 AC73 0.30 AC 0.37 AC 4 7 0 . 4 6 A C 46 0.20 AC 60 0.43 AC 61 0.80 AC 54 0.20 AC 55 0. 4 5 A C 22 0.48 AC23 0.22 AC24 0.19 AC 2 5 0 . 0 9 A C 26 0. 1 9 A C 43 0. 2 1 A C 62 0.37 AC 37 0.32 AC 36 0.37 AC 31 0.30 AC 3 2 0 . 1 1 A C 33 0.38 AC 34 0.30 AC 210.08 AC FI G U R E 4 . 1 ST O R M I N L E T B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N U S 4 2 1 ( M I C H I G A N R O A D ) O H U O H U O H U LOT 2 0.25 AC LOT 1 5.86 AC W W W WEST O N P O I N T E D R I V E RE D D R O A D 35-FUT 3.33 AC 19 0. 1 1 A C 18 0. 1 1 A C 170.11 AC 160.12 AC 0.14 AC 0.15 AC 14 13 28 29 0.10 A C0.08 A C 15 0.34 AC72 0.49 AC73 0.30 AC 20 0. 2 3 A C 35 0.37 AC 45 0. 1 5 A C 4 7 0 . 4 6 A C 46 0.20 AC 0.43 AC 54 0.20 AC 55 0. 4 5 A C 22 0.48 AC 37 36 0.37 AC 31 0.30 AC 3 2 0 . 1 1 A C 33 0.38 AC 34 0.30 AC 210.08 AC FI G U R E 4 . 2 ST O R M I N L E T B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N OH U OHU OHU OHU OHU OHU OHU OHU OHU AN D R A D E DR I V E LOT 3 14.56 AC 59 0.18 AC 58 0.16 AC 56 0.24 AC 0.21 AC 53 0.18 AC 52 0.16 AC 50 0.24 AC 51 0.21 AC 0.37 AC 4 7 0 . 4 6 A C 46 0.20 AC 60 0.43 AC 61 0.80 AC 54 0.20 AC 55 0. 4 5 A C 0.19 AC 2 5 0 . 0 9 A C 26 0. 1 9 A C 43 0. 2 1 A C 62 0.37 AC 42 0.0 9 A C 41 0.19 AC 40 0.23 AC 39 0.48 AC 38 0.10 AC 37 0.32 AC 36 0.37 AC 31 0.30 AC 3 2 0 . 1 1 A C 33 0.38 AC 34 0.30 AC FI G U R E 4 . 3 ST O R M I N L E T B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N U S 4 2 1 ( M I C H I G A N R O A D ) G G G G G W W O H U O H U O H U O H U OHU OHU OHU OHU OHU O H U LOT 1 5.86 AC W 35-FUT 3.33 AC 45-FUT 2.71 AC 19 0. 1 1 A C 18 0. 1 1 A C 20 0. 2 3 A C 35 0.37 AC 45 0. 1 5 A C 4 7 0 . 4 6 A C 46 0.20 AC 54 0.20 AC 0. 4 5 A C 0.48 AC 39 0.48 AC 38 0.10 AC 37 0.32 AC 36 0.37 AC 31 0.30 AC 3 2 0 . 1 1 A C 33 0.38 AC 34 0.30 AC 0.08 AC FI G U R E 4 . 4 ST O R M I N L E T B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N Project: Date: Job No.: Checked By: Prepared By: Str. # Total Total Impervious Total Pervious Composite Drainage Area Area "c" Value Area, At Aimp Aper (acre) (acre) (acre)Cw 26 0.19 0.13 0.06 0.64 25 0.09 0.08 0.01 0.77 24 0.19 0.15 0.04 0.70 23 0.22 0.17 0.05 0.71 22 0.48 0.40 0.08 0.74 21 0.08 0.07 0.01 0.80 20 0.23 0.02 0.21 0.26 19 0.11 0.08 0.03 0.69 18 0.11 0.08 0.03 0.68 17 0.11 0.09 0.02 0.75 16 0.12 0.08 0.04 0.65 15 0.34 0.00 0.34 0.20 14 0.14 0.12 0.02 0.75 13 0.15 0.12 0.03 0.73 29 0.10 0.08 0.01 0.78 28 0.08 0.07 0.01 0.75 34 0.30 0.28 0.03 0.79 33 0.38 0.33 0.05 0.77 32 0.11 0.08 0.04 0.65 31 0.30 0.26 0.05 0.74 35 0.37 0.05 0.33 0.28 35-FUT 3.33 0.78 55 0.45 0.23 0.23 0.53 54 0.20 0.15 0.05 0.68 73 0.30 0.03 0.27 0.26 72 0.49 0.04 0.45 0.25 57 0.21 0.19 0.01 0.81 56 0.24 0.22 0.02 0.79 58 0.16 0.16 0.00 0.85 59 0.18 0.17 0.01 0.83 62 0.37 0.20 0.17 0.55 61 0.80 0.38 0.43 0.50 60 0.43 0.27 0.16 0.61 43 0.21 0.14 0.06 0.65 42 0.09 0.08 0.01 0.77 41 0.19 0.15 0.05 0.69 40 0.23 0.18 0.05 0.71 39 0.48 0.40 0.08 0.75 38 0.10 0.08 0.02 0.71 37 0.32 0.29 0.03 0.79 Value Calculations Composite "c" KCS TPG Michigan Road Site 6/29/2018 W17-0567 Project: Date: Job No.: Checked By: Prepared By: Str. # Total Total Impervious Total Pervious Composite Drainage Area Area "c" Value Area, At Aimp Aper (acre) (acre) (acre)Cw Value Calculations Composite "c" KCS TPG Michigan Road Site 6/29/2018 W17-0567 36 0.37 0.33 0.04 0.77 45 0.15 0.00 0.15 0.20 45-FUT 2.71 0.78 47 0.46 0.23 0.23 0.53 46 0.20 0.15 0.05 0.69 51 0.21 0.19 0.01 0.81 50 0.24 0.22 0.02 0.79 52 0.16 0.16 0.00 0.85 53 0.18 0.17 0.01 0.83 Sh a l l o w C o n c F l o w T r a v e l T i m e : Ch a n n e l F l o w T r a v e l T i m e : Sh o r t Gr a s s 0 . 1 5 G r a s s 0 . 0 3 De n s e Gr a s s 0 . 2 4 C o n c r e t e 0 . 0 1 5 Sh a l l o w C o n c F l o w ( U n p a v e d ) : Pa v e m e n t 0 . 0 1 1 R i p ‐Ra p 0 . 0 3 5 Sh a l l o w C o n c F l o w ( P a v e d ) : 2 Yr , 24 Hr Ra i n f a l l = 2 . 7 3 Ov e r l a n d F l o w T r a v e l T i m e : Tc min i m u m = 5 Pa v e d G u t t e r & C h a n n e l F l o w Tc Ba s i n L e n S n T _ t L e n S n T _ t L e n S P a v e / U n V e l T _ t L e n A P w r S n V e l T _ t (f t ) % ( m i n ) ( f t ) % ( m i n ) ( f t ) % P or U( f t /s) ( m i n ) ( f t ) ( s f ) ( f t ) ( f t ) % ( f t /s) ( m i n ) ( m i n ) 26 0 0 0 0 5 . 0 25 0 0 0 0 5 . 0 24 0 0 0 0 5 . 0 23 0 0 0 0 5 . 0 22 0 0 0 0 5 . 0 21 0 0 0 0 5 . 0 20 6 4 3 . 6 0 0 . 2 4 9 0 0 0 8 . 5 19 0 0 0 0 5 . 0 18 0 0 0 0 5 . 0 17 0 0 0 0 5 . 0 16 0 0 0 0 5 . 0 15 1 0 0 1 . 5 0 0 . 2 4 1 7 0 2 8 1 . 0 0 U 1 . 6 1 0 0 1 7 . 6 14 0 0 0 0 5 . 0 13 0 0 0 0 5 . 0 29 0 0 0 0 5 . 0 28 0 0 0 0 5 . 0 34 0 0 0 0 5 . 0 33 0 0 0 0 5 . 0 32 0 0 0 0 5 . 0 31 0 0 0 0 5 . 0 35 6 4 2 . 7 0 0 . 2 4 1 0 0 0 0 9 . 6 35 ‐FU T 0 0 0 0 7 . 0 55 3 4 4 . 4 0 0 . 2 4 5 0 1 1 6 1 . 0 0 U 1 . 6 1 1 0 6 . 0 54 5 2 1 . 0 0 0 . 2 4 1 2 0 0 0 1 2 . 1 73 5 3 4 . 0 0 0 . 2 4 7 0 3 2 1 . 0 0 U 1 . 6 1 0 0 7 . 4 72 7 1 1 . 3 0 0 . 2 4 1 4 0 6 1 1 . 0 0 U 1 . 6 1 1 0 1 4 . 6 57 0 0 0 0 5 . 0 56 0 0 0 0 5 . 0 Ch a n n e l Fl o w Ov e r l a n d Flo w C h a n n e l Fl o w Ma n n i n g s Va l u e s (n ) Ov e r l a n d Fl o w O v e r l a n d Fl o w S h a l l o w Co n c . Fl o w Mi c h i g a n R o a d S i t e 6/ 2 9 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G Ti m e o f C o n c e n t r a t i o n Ca l c u l a t i o n s Pr e p a r e d B y : Ch e c k e d B y : Jo b N o . : Da t e : Pr o j e c t : Sh a l l o w C o n c F l o w T r a v e l T i m e : Ch a n n e l F l o w T r a v e l T i m e : Sh o r t Gr a s s 0 . 1 5 G r a s s 0 . 0 3 De n s e Gr a s s 0 . 2 4 C o n c r e t e 0 . 0 1 5 Sh a l l o w C o n c F l o w ( U n p a v e d ) : Pa v e m e n t 0 . 0 1 1 R i p ‐Ra p 0 . 0 3 5 Sh a l l o w C o n c F l o w ( P a v e d ) : 2 Yr , 24 Hr Ra i n f a l l = 2 . 7 3 Ov e r l a n d F l o w T r a v e l T i m e : Tc min i m u m = 5 Pa v e d G u t t e r & C h a n n e l F l o w Tc Ba s i n L e n S n T _ t L e n S n T _ t L e n S P a v e / U n V e l T _ t L e n A P w r S n V e l T _ t (f t ) % ( m i n ) ( f t ) % ( m i n ) ( f t ) % P or U( f t /s) ( m i n ) ( f t ) ( s f ) ( f t ) ( f t ) % ( f t /s) ( m i n ) ( m i n ) Ch a n n e l Fl o w Ov e r l a n d Flo w C h a n n e l Fl o w Ma n n i n g s Va l u e s (n ) Ov e r l a n d Fl o w O v e r l a n d Fl o w S h a l l o w Co n c . Fl o w Mi c h i g a n R o a d S i t e 6/ 2 9 / 2 0 1 8 W1 7 - 0 5 6 7 KC S TP G Ti m e o f C o n c e n t r a t i o n Ca l c u l a t i o n s Pr e p a r e d B y : Ch e c k e d B y : Jo b N o . : Da t e : Pr o j e c t : 58 0 0 0 0 5 . 0 59 0 0 0 0 5 . 0 62 2 8 5 . 4 0 0 . 2 4 4 0 9 9 1 . 4 0 U 1 . 9 1 1 0 5 . 0 61 1 0 0 1 . 9 0 0 . 2 4 1 6 0 2 0 1 . 9 0 U 2 . 2 2 0 0 1 5 . 9 60 6 4 1 . 0 0 0 . 2 4 1 4 0 0 0 . 0 0 P 0 . 0 0 0 0 1 4 . 3 43 0 0 0 0 5 . 0 42 0 0 0 0 5 . 0 41 0 0 0 0 5 . 0 40 0 0 0 0 5 . 0 39 0 0 0 0 5 . 0 38 0 0 0 0 5 . 0 37 0 0 0 0 5 . 0 36 0 0 0 0 5 . 0 45 4 2 1 . 3 0 0 . 2 4 9 0 1 0 6 1 . 0 0 U 1 . 6 1 1 0 1 0 . 3 45 ‐FU T 0 0 0 0 7 . 0 47 3 4 4 . 4 0 0 . 2 4 5 0 1 1 6 1 . 0 0 U 1 . 6 1 1 0 6 . 0 46 5 2 1 . 0 0 0 . 2 4 1 2 0 0 0 1 2 . 1 51 0 0 0 0 5 . 0 50 0 0 0 0 5 . 0 52 0 0 0 0 5 . 0 53 0 0 0 0 5 . 0 Pr o j e c t : Da t e : Jo b N o . : Ch e c k e d B y : Pr e p a r e d B y : Mi n . T r a v e l L a n e R e q u i r e d = 1 0 f t En t r a n c e R o a d W i d t h ( F - F ) = 3 9 f t St u b R o a d W i d t h ( F - F ) = 2 7 f t To t a l F l o w , % N e t F l o w , L o n g i t u d i n a l C r o s s S l o p e , M a n n i n g ' s D e p t h a t G u t t e r S p r e a d , M i n . C l e a r T r a v e l Q F l o w F l o w Q ne t Sl o p e , S S x C o e f f i c i e n t , C a s t i n g , D G S L a n e W i d t h St r . # ( c f s ) D i r e c t i o n ( % ) ( c f s ) ( % ) ( % ) N ( f t ) ( f t ) (f t ) Le f t 4 0 0 . 3 3 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 3 0 Ri g h t 6 0 0 . 4 9 1 . 7 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 5 0 Le f t 6 0 0 . 4 7 1 . 7 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 4 2 Ri g h t 4 0 0 . 3 1 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 2 2 Le f t 6 0 0 . 3 5 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 4 0 Ri g h t 4 0 0 . 2 3 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 8 3. 7 8 Le f t 4 5 0 . 2 7 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 8 4. 0 2 Ri g h t 5 5 0 . 3 4 1 . 0 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 3 4 Le f t 3 0 0 . 1 4 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 7 3. 3 9 Ri g h t 7 0 0 . 3 2 1 . 6 8 2 . 0 8 0 . 0 1 3 0 . 0 8 3. 8 4 Le f t 6 0 0 . 3 5 1 . 6 8 2 . 0 8 0 . 0 1 3 0 . 0 8 3. 9 9 Ri g h t 4 0 0 . 2 3 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 1 6 Le f t 7 5 0 . 4 2 1 . 3 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 4 5 Ri g h t 2 5 0 . 1 4 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 7 3. 4 4 Le f t 2 5 0 . 1 4 0 . 6 0 2 . 0 8 0 . 0 1 3 0 . 0 7 3. 4 6 Ri g h t 7 5 0 . 4 3 1 . 3 6 2 . 0 8 0 . 0 1 3 0 . 0 9 4. 4 8 ** 18 0 . 5 6 18 . 1 19 0 . 5 7 28 0 . 4 5 31 . 0 29 0 . 5 8 KC S TP G 16 0 . 5 8 30 . 3 17 0 . 6 1 13 0 . 8 2 30 . 1 14 0 . 7 8 Gu t t e r S p r e a d C a l c u l a t i o n s Mi c h i g a n R o a d S i t e 6/ 2 9 / 2 0 1 8 W1 7 - 0 5 6 7 Pr o j e c t : Da t e : Jo b N o . : Ch e c k e d B y : Pr e p a r e d B y : Si n g l e D o u b l e We i r F l o w ( d < 0 . 3 ' ) 2. 1 4 . 2 Or i f i c e F l o w ( d > 0 . 4 ' ) 5. 5 1 1 1. 0 5 2 . 1 Gu t t e r S p r e a d 4. 2 5 . 5 0 Mi n . T r a v e l L a n e R e q u i r e d = 1 0 f t 0. 0 0 En t r a n c e R o a d W i d t h ( F - F ) = 3 9 f t St u b R o a d W i d t h ( F - F ) = 2 7 f t Fl o w , D e p t h D e p t h S t r e e t C r o s s G u t t e r S p r e a d , G u t t e r S p r e a d , C l e a r T r a v e l Q # o f W e i r , d O r i f i c e , d S l o p e , S x G S ( w e i r ) G S ( o r i f i c e ) L a n e W i d t h I n l e t T y p e St r . # ( c f s ) I n l e t s ( f t ) ( f t ) ( % ) ( f t ) ( f t ) ( f t ) (s i n g l e / d o u b l e ) 13 0 . 8 2 1 0 . 1 6 0 . 0 3 2 . 0 8 7 . 7 8 1 . 2 3 SI N G L E IN L E T 14 0 . 7 8 1 0 . 1 6 0 . 0 2 2 . 0 8 7 . 5 2 1 . 1 1 SI N G L E IN L E T 16 0 . 5 8 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 1 8 0 . 6 1 SI N G L E IN L E T 17 0 . 6 1 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 3 9 0 . 6 8 SI N G L E IN L E T 28 0 . 4 5 1 0 . 1 1 0 . 0 1 2 . 0 8 5 . 2 1 0 . 3 7 SI N G L E IN L E T 29 0 . 5 8 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 1 8 0 . 6 1 SI N G L E IN L E T * 18 0 . 5 6 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 0 3 0 . 5 7 SI N G L E IN L E T * 19 0 . 5 7 1 0 . 1 3 0 . 0 1 2 . 0 8 6 . 1 0 0 . 5 9 SI N G L E IN L E T 27 . 6 14 . 9 23 . 7 26 . 4 Ca s t i n g Le n g t h , Cl (f t ) = Ca s t i n g De p t h , Cd (f t ) = P, 50 % Cl o g g e d (f t ) = A, 50 % Cl o g g e d (f t 2 ) = We i r Pe r i m e t e r , P (f t ) = Op e n Ar e a , A (f t 2 ) = Ne e n a h R ‐32 8 7 ‐10 V Mi c h i g a n R o a d S i t e W1 7 - 0 5 6 7 KC S TP G 6/ 2 9 / 2 0 1 8 Cu r b I n l e t Ca p a c i t y C a l c u l a t i o n s Project:Michigan Road Date:6/29/2018 Job No.:W17-0567 Checked By:KCS Prepared By:TPG Weir Condition (d<0.3') Orifice Condition (d>0.4') Neenah R‐3405 Open Area, A (ft2) =1.5 Weir Perimeter, P (ft) =7 . 9 A, 50% Clogged (ft2) =0.75 P, 50% Clogged (ft) =3 . 9 5 Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 26 0.91 0.18 0.06 0.18 OK 25 0.52 0.12 0.02 0.12 OK 24 0.99 0.19 0.07 0.19 OK 23 1.16 0.21 0.10 0.21 OK 22 2.64 0.37 0.52 0.37 OK 21 0.48 0.12 0.02 0.12 OK 34 1.76 0.28 0.23 0.28 OK 33 2.18 0.32 0.35 0.32 OK 32 0.53 0.13 0.02 0.13 OK 31 1.65 0.27 0.20 0.27 OK 62 1.52 0.25 0.17 0.25 OK 43 1.02 0.19 0.08 0.19 OK 42 0.52 0.12 0.02 0.12 OK 41 0.98 0.19 0.07 0.19 OK 40 1.22 0.22 0.11 0.22 OK 39 2.68 0.37 0.53 0.37 OK 38 0.53 0.13 0.02 0.13 OK 37 1.88 0.29 0.26 0.29 OK 36 2.12 0.32 0.33 0.32 OK Neenah R‐3287‐SB10 Open Area, A (ft2) =1.5 Weir Perimeter, P (ft) =5 . 5 A, 50% Clogged (ft2) =0.75 P, 50% Clogged (ft) =4 . 2 Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 57 1.27 0.22 0.12 0.22 OK 56 1.41 0.24 0.15 0.24 OK 58 1.01 0.19 0.08 0.19 OK 59 1.11 0.21 0.09 0.21 OK 51 1.41 0.24 0.15 0.24 OK 50 1.27 0.23 0.12 0.23 OK 52 1.01 0.19 0.08 0.19 OK 53 1.11 0.21 0.09 0.21 OK Inlet Capacity Calculations WATER QUALITY CALCULATIONS U S 4 2 1 ( M I C H I G A N R O A D ) G G G G W O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU AN D R A D E DR I V E LOT 2 0.25 AC LOT 1 5.86 ACLOT 3 14.56 AC W W WESTO N P O I N T E D R I V E RE D D R O A D WQ76 9.77 AC WQ77 1.61 AC WQ78 6.27 AC FI G U R E 5 . 1 WA T E R Q U A L I T Y B A S I N M A P Da t e : J u n e 2 9 , 2 0 1 8 WE I H E we i h e . n e t In d i a n a p o l i s , I n d i a n a 4 6 2 8 0 10 5 0 5 N . C o l l e g e A v e n u e 31 7 | 8 4 6 - 6 6 1 1 E N G I N E E R S MI C H I G A N R O A D S I T E ZI O N S V I L L E , I N MICHIGAN ROAD SITE - W17-0567 PROPOSED WATER QUALITY CALCULATIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: WQ76 Node: BNDY 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): 24.00 Area(ac): 9.770 Time Shift(hrs): 0.00 Curve Number: 96.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: WQ77 Node: BNDY 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): 18.00 Area(ac): 1.610 Time Shift(hrs): 0.00 Curve Number: 94.50 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ---------- Name: WQ78 Node: BNDY 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): 6.270 Time Shift(hrs): 0.00 Curve Number: 97.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDY Base Flow(cfs): 0.000 Init Stage(ft): 889.230 Group: BASE Warn Stage(ft): 889.230 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 889.230 99.00 889.230 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 1IN-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\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) --------------- --------------- 24.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 1IN-24HR Hydrology Sim: 1IN-24HR Filename: C:\Users\gaithert\Desktop\Work\Michigan Rd\ICPR\1IN-24HR.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): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.000 Group Run --------------- ----- BASE Yes MICHIGAN ROAD SITE - W17-0567 PROPOSED WATER QUALITY CALCULATIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 1IN-24HR WQ76 BASE 12.11 6.35 0.689 24429 1IN-24HR WQ77 BASE 12.08 0.96 0.532 3109 1IN-24HR WQ78 BASE 12.05 5.29 0.781 17770 MISC. POND CALCULATIONS AND DETAILS SECTION A-A SECTION B-B A A BB POND - OUTLET STRUCTURE #64 NOT TO SCALE DETAIL EXHIBIT WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S SPILLWAY DETAIL NOT TO SCALE WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S DETAIL EXHIBIT W W W W W W W W W WES T O N P O I N T E D R I V E W W W W W W W W W W W W W W W W W W W W W N O R T H M I C H I G A N R O A D ( U . S . 4 2 1 ) G G G G G G G G G G G G G G W W W W W O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU O H U FUTURE LOTS 4.95 ACRES TC = 7 MIN. CN= 92.5 PER ARIA MASTER PLAN, NO CHANGES. INCLUDES BASIN OFF-E, OFF-N, AND PORTION OF DEV. ROAD 0.94 ACRES TC = 7 MIN. CN= 91.6 CK D . DR . DE S . DA T E PR O J E C T N o : RE V I S I O N DA T E No . MI C H I G A N R O A D R E T A I L SI T E D E V E L O P M E N T P L A N S 10 9 4 0 N O R T H M I C H I G A N R O A D ZI O N S V I L L E , I N D I A N A 33 3 N o r t h A l a b a m a S t r e e t Su i t e 2 0 0 In d i a n a p o l i s , I N 4 6 2 0 4 31 7 . 2 9 9 . 7 5 0 0 FA X : 3 1 7 . 2 9 1 . 5 8 0 5 BM CN B A S I N M A P R Know what'sbelow.Callbefore you dig. R R Project: MICHIGAN ROAD RETAIL Date: 10/22/2019 Location: Carmel, IN Prepared by: JMC ROAD Area or %Soil Type CN CN x A Impervious 0.66 - 98 64.68 Grass 0 B 61 0.00 Grass 0.17 C 74 12.58 Grass 0.11 D 80 8.80 0 Total: 0.94 86.06 Use CN: 91.6 FUTURE LOTS Area or %Soil Type CN CN x A Master Plan 5.86 - 92.8 543.81 Road Improvements (-) -0.94 - 91.6 -86.10 offsite 0.03 - 0 0.00 - 0.00 0 Total: 4.95 457.70 Use CN: 92.5 W W W W W W W W W WES T O N P O I N T E D R I V E W W W W W W W W W W W W W W W W W W W W W N O R T H M I C H I G A N R O A D ( U . S . 4 2 1 ) G G G G G G G G G G G G G G W W W W W O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U O H U OHU OHU OHU OHU OHU O H U 2.3 2.36 ACRES TC = 7 MIN. C = 0.78 (FUTURE DEVELOPMENT) 1.2 3.01 ACRES TC = 7 MIN. C = 0.78 (FUTURE DEVELOPMENT) 1.0 & 1.1 0.16 ACRES TC = 5 MIN. C = 0.66 2.1-2.2 0.17 ACRES TC = 5 MIN. C = 0.67 COLLECTED BY MASTER PLANNED INLETS COLLECTED BY MASTER PLANNED INLETS 3.0 0.07 ACRES TC = 5 MIN. C = 0.30 CK D . DR . DE S . DA T E PR O J E C T N o : RE V I S I O N DA T E No . MI C H I G A N R O A D R E T A I L SI T E D E V E L O P M E N T P L A N S 10 9 4 0 N O R T H M I C H I G A N R O A D ZI O N S V I L L E , I N D I A N A 33 3 N o r t h A l a b a m a S t r e e t Su i t e 2 0 0 In d i a n a p o l i s , I N 4 6 2 0 4 31 7 . 2 9 9 . 7 5 0 0 FA X : 3 1 7 . 2 9 1 . 5 8 0 5 BM BA S I N M A P R Know what'sbelow.Callbefore you dig. R R Pr e p a r e d b y J a c o b C r a m e r 1 0 / 2 1 / 2 0 1 9 Page 1 ST R # : 1 . 0 S T R # : 1 . 1 S T R # : 1 . 2 S T R # : 2 . 1 Co v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) Gr a s s 0 . 3 0 0 . 0 5 G r a s s 0 . 3 0 0 . 0 5 G r a s s 0 . 3 0 u s e r G r a s s 0 . 3 0 0 . 0 5 Pa v e m e n t 0 . 8 2 0. 0 9 Pa v e m e n t 0 . 8 2 0. 0 9 Pa v e m e n t 0 . 8 2 de f i n e d Pa v e m e n t 0 . 8 2 0.10 Co n c r e t e 0 . 8 5 0. 0 2 Co n c r e t e 0 . 8 5 0. 0 2 Co n c r e t e 0 . 8 5 C o n c r e t e 0 . 8 5 0.02 Ro o f 0 . 9 0 R o o f 0 . 9 0 R o o f 0 . 9 0 R o o f 0 . 9 0 To t a l A r e a = 0 . 1 6 T o t a l A r e a = 0 . 1 6 T o t a l A r e a = 0 . 0 0 T o t a l A r e a = 0 . 1 7 We i g h t e d C V a l u e = 0 . 6 6 W e i g h t e d C V a l u e = 0 . 6 6 W e i g h t e d C V a l u e = 0 . 7 8 W e i g h t e d C V a l u e = 0 . 6 7 ST R # : 2 . 2 S T R # : 2 . 3 S T R # : 3 . 0 S T R # : Co v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) Gr a s s 0 . 3 0 0 . 0 5 G r a s s 0 . 3 0 u s e r G r a s s 0 . 3 0 0 . 0 7 G r a s s 0 . 3 0 Pa v e m e n t 0 . 8 2 0. 1 0 Pa v e m e n t 0 . 8 2 de f i n e d Pa v e m e n t 0 . 8 2 P a v e m e n t 0 . 8 2 Co n c r e t e 0 . 8 5 0. 0 2 Co n c r e t e 0 . 8 5 C o n c r e t e 0 . 8 5 C o n c r e t e 0 . 8 5 Ro o f 0 . 9 0 R o o f 0 . 9 0 R o o f 0 . 9 0 R o o f 0 . 9 0 To t a l A r e a = 0 . 1 7 T o t a l A r e a = 0 T o t a l A r e a = 0 . 0 7 T o t a l A r e a = 0 We i g h t e d C V a l u e = 0 . 6 7 W e i g h t e d C V a l u e = 0 . 7 8 W e i g h t e d C V a l u e = 0 . 3 0 W e i g h t e d C V a l u e = # D I V / 0 ! ST R # : S T R # : Co v e r T y p e C V a l u e A r e a ( a c . ) C o v e r T y p e C V a l u e A r e a ( a c . ) Gr a s s G r a s s Pa v e m e n t P a v e m e n t Co n c r e t e C o n c r e t e Ro o f R o o f To t a l A r e a = 0 T o t a l A r e a = 0 We i g h t e d C V a l u e = # D I V / 0 ! W e i g h t e d C V a l u e = # D I V / 0 ! Mi c h i g a n R o a d R e t a i l Sc e n a r i o : B a s e 3. 0 2. 2 2. 1 1. 0 1. 1 1. 2 2. 3 C O -1 2 C O -1 1 C O -1 0 CO - 9 C O -8 C O - 1 6 C O -1 5 CO - 1 4 O- 1 O- 2 3. 0 2. 3 1. 2 2. 2 2. 1 1. 1 1. 0 2. 0 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : C a t c h B a s i n T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Hy d r a u l i c G r a d e Li n e ( I n ) (f t ) Fl o w ( C a p t u r e d ) (c f s ) In f l o w ( W e t ) Co l l e c t i o n El e v a t i o n (I n v e r t ) (f t ) Ele v a t i o n ( R i m ) (f t ) La b e l ID 89 5 . 1 3 0. 7 9 <C o l l e c t i o n : 0 it e m s > 89 3 . 6 1 89 9 . 5 8 1. 0 56 89 5 . 5 4 0. 7 9 <C o l l e c t i o n : 0 it e m s > 89 3 . 7 6 89 9 . 5 8 1. 1 57 89 4 . 8 0 0. 8 6 <C o l l e c t i o n : 0 it e m s > 89 3 . 3 3 89 9 . 5 3 2. 1 58 89 5 . 0 6 0. 8 6 <C o l l e c t i o n : 0 it e m s > 89 3 . 4 6 89 9 . 5 3 2. 2 59 89 7 . 5 6 16 . 0 8 <C o l l e c t i o n : 0 it e m s > 89 5 . 7 9 89 9 . 2 9 1. 2 60 89 6 . 2 5 12 . 5 0 <C o l l e c t i o n : 0 it e m s > 89 4 . 7 2 89 9 . 0 0 2. 3 61 89 4 . 8 1 0. 1 6 <C o l l e c t i o n : 0 it e m s > 89 3 . 6 2 89 7 . 8 0 3. 0 79 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : C a t c h m e n t T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Fl o w ( T o t a l O u t ) (cfs) Ru n o f f M e t h o d Ar e a ( U s e r De f i n e d ) (a c r e s ) Ti m e o f Co n c e n t r a t i o n (h o u r s ) Ra t i o n a l C Ou t f l o w E l e m e n t La b e l ID 12.50 Ra t i o n a l M e t h o d 2. 3 4 0 0. 1 1 6 0. 7 8 0 2. 3 2. 3 68 16.08 Ra t i o n a l M e t h o d 3. 0 1 0 0. 1 1 6 0. 7 8 0 1. 2 1. 2 69 0.79 Ra t i o n a l M e t h o d 0. 1 6 0 0. 0 8 3 0. 6 6 0 1. 1 1. 1 70 0.79 Ra t i o n a l M e t h o d 0. 1 6 0 0. 0 8 3 0. 6 6 0 1. 0 1. 0 71 0.86 Ra t i o n a l M e t h o d 0. 1 7 0 0. 0 8 3 0. 6 7 0 2. 1 2. 1 72 0.86 Ra t i o n a l M e t h o d 0. 1 7 0 0. 0 8 3 0. 6 7 0 2. 2 2. 2 73 0.16 Ra t i o n a l M e t h o d 0. 0 7 0 0. 0 8 3 0. 3 0 0 3. 0 3. 0 81 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : C o n d u i t T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Number of Barrels Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow / Capacity (Design) (%) Capacity (Full Flow) (cfs) Fl o w (c f s ) Le n g t h ( U n i f i e d ) (f t ) Ve l o c i t y (f t / s ) Ma n n i n g ' s n Di a m e t e r (i n ) Sl o p e (C a l c u l a t e d ) (f t / f t ) In v e r t ( S t o p ) (f t ) St o p N o d e In v e r t ( S t a r t ) (f t ) St a r t N o d e La b e l ID 1 897.18 897.56 169.2 9.50 16 . 0 8 34 . 0 5. 1 2 0. 0 1 3 24 . 0 0. 0 0 2 89 5 . 7 3 1. 1 89 5 . 7 9 1. 2 CO - 8 62 1 895.18 895.54 174.8 9.56 16 . 7 1 28 . 0 5. 3 2 0. 0 1 3 24 . 0 0. 0 0 2 89 3 . 7 1 1. 0 89 3 . 7 6 1. 1 CO - 9 63 1 895.01 895.13 103.6 16.74 17 . 3 5 6. 0 3. 8 8 0. 0 1 3 30 . 0 0. 0 0 2 89 3 . 6 0 O- 1 89 3 . 6 1 1. 0 CO - 1 0 64 1 895.96 896.25 162.6 7.68 12 . 5 0 26 . 0 3. 9 8 0. 0 1 3 24 . 0 0. 0 0 1 89 4 . 6 9 2. 2 89 4 . 7 2 2. 3 CO - 1 1 65 1 894.80 895.06 178.3 7.40 13 . 2 0 28 . 0 4. 2 0 0. 0 1 3 24 . 0 0. 0 0 1 89 3 . 4 3 2. 1 89 3 . 4 6 2. 2 CO - 1 2 66 1 894.52 894.80 153.1 7.54 11 . 5 5 27 . 0 3. 6 8 0. 0 1 3 24 . 0 0. 0 0 1 89 3 . 3 0 2. 0 89 3 . 3 3 2. 1 CO - 1 4 75 1 894.33 894.47 88.6 12.97 11 . 4 9 10 . 0 2. 9 8 0. 0 1 3 30 . 0 0. 0 0 1 89 3 . 1 9 O- 2 89 3 . 2 0 2. 0 CO - 1 5 76 1 894.80 894.81 7.1 2.23 0. 1 6 74 . 0 0. 2 0 0. 0 1 3 12 . 0 0. 0 0 4 89 3 . 3 3 2. 1 89 3 . 6 2 3. 0 CO - 1 6 80 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A + 1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Bentley CivilStorm V8i (SELECTseries 3) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : M a n h o l e T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Fl o w ( T o t a l O u t ) (c f s ) Hy d r a u l i c G r a d e Li n e ( I n ) (f t ) In f l o w ( W e t ) Co l l e c t i o n El e v a t i o n (I n v e r t ) (f t ) El e v a t i o n ( R i m ) (f t ) Se t R i m t o Gr o u n d El e v a t i o n ? El e v a t i o n (G r o u n d ) (f t ) La b e l ID 11 . 4 9 89 4 . 4 7 <C o l l e c t i o n : 0 it e m s > 89 3 . 2 0 89 9 . 7 6 Tr u e 89 9 . 7 6 2. 0 74 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : O u t f a l l T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Fl o w ( T o t a l O u t ) (c f s ) Hy d r a u l i c G r a d e (f t ) El e v a t i o n (I n v e r t ) (f t ) Se t R i m t o Gr o u n d Ele v a t i o n ? El e v a t i o n (G r o u n d ) (f t ) La b e l ID 17 . 3 2 89 5 . 0 1 89 3 . 5 0 Tr u e 89 9 . 0 0 O- 1 54 11 . 4 7 89 4 . 3 3 89 3 . 1 9 Tr u e 89 9 . 0 0 O- 2 55 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : C a t c h B a s i n T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Hy d r a u l i c G r a d e Li n e ( I n ) (f t ) Fl o w ( C a p t u r e d ) (c f s ) In f l o w ( W e t ) Co l l e c t i o n El e v a t i o n (I n v e r t ) (f t ) Ele v a t i o n ( R i m ) (f t ) La b e l ID 89 5 . 4 2 1. 1 1 <C o l l e c t i o n : 0 it e m s > 89 3 . 6 1 89 9 . 5 8 1. 0 56 89 5 . 8 8 1. 1 1 <C o l l e c t i o n : 0 it e m s > 89 3 . 7 6 89 9 . 5 8 1. 1 57 89 5 . 1 6 1. 2 0 <C o l l e c t i o n : 0 it e m s > 89 3 . 3 3 89 9 . 5 3 2. 1 58 89 5 . 4 1 1. 2 0 <C o l l e c t i o n : 0 it e m s > 89 3 . 4 6 89 9 . 5 3 2. 2 59 89 7 . 9 2 22 . 3 5 <C o l l e c t i o n : 0 it e m s > 89 5 . 7 9 89 9 . 2 9 1. 2 60 89 6 . 5 5 17 . 3 7 <C o l l e c t i o n : 0 it e m s > 89 4 . 7 2 89 9 . 0 0 2. 3 61 89 5 . 1 6 0. 2 2 <C o l l e c t i o n : 0 it e m s > 89 3 . 6 2 89 7 . 8 0 3. 0 79 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : C a t c h m e n t T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Fl o w ( T o t a l O u t ) (cfs) Ru n o f f M e t h o d Ar e a ( U s e r De f i n e d ) (a c r e s ) Ti m e o f Co n c e n t r a t i o n (h o u r s ) Ra t i o n a l C Ou t f l o w E l e m e n t La b e l ID 17.37 Ra t i o n a l M e t h o d 2. 3 4 0 0. 1 1 6 0. 7 8 0 2. 3 2. 3 68 22.35 Ra t i o n a l M e t h o d 3. 0 1 0 0. 1 1 6 0. 7 8 0 1. 2 1. 2 69 1.11 Ra t i o n a l M e t h o d 0. 1 6 0 0. 0 8 3 0. 6 6 0 1. 1 1. 1 70 1.11 Ra t i o n a l M e t h o d 0. 1 6 0 0. 0 8 3 0. 6 6 0 1. 0 1. 0 71 1.20 Ra t i o n a l M e t h o d 0. 1 7 0 0. 0 8 3 0. 6 7 0 2. 1 2. 1 72 1.20 Ra t i o n a l M e t h o d 0. 1 7 0 0. 0 8 3 0. 6 7 0 2. 2 2. 2 73 0.22 Ra t i o n a l M e t h o d 0. 0 7 0 0. 0 8 3 0. 3 0 0 3. 0 3. 0 81 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : C o n d u i t T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Number of Barrels Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow / Capacity (Design) (%) Capacity (Full Flow) (cfs) Fl o w (c f s ) Le n g t h ( U n i f i e d ) (f t ) Ve l o c i t y (f t / s ) Ma n n i n g ' s n Di a m e t e r (i n ) Sl o p e (C a l c u l a t e d ) (f t / f t ) In v e r t ( S t o p ) (f t ) St o p N o d e In v e r t ( S t a r t ) (f t ) St a r t N o d e La b e l ID 1 897.42 897.92 235.2 9.50 22 . 3 5 34 . 0 7. 1 1 0. 0 1 3 24 . 0 0. 0 0 2 89 5 . 7 3 1. 1 89 5 . 7 9 1. 2 CO - 8 62 1 895.42 895.88 243.2 9.56 23 . 2 5 28 . 0 7. 4 0 0. 0 1 3 24 . 0 0. 0 0 2 89 3 . 7 1 1. 0 89 3 . 7 6 1. 1 CO - 9 63 1 895.27 895.42 144.3 16.74 24 . 1 7 6. 0 4. 9 2 0. 0 1 3 30 . 0 0. 0 0 2 89 3 . 6 0 O- 1 89 3 . 6 1 1. 0 CO - 1 0 64 1 896.19 896.55 226.1 7.68 17 . 3 7 26 . 0 5. 5 3 0. 0 1 3 24 . 0 0. 0 0 1 89 4 . 6 9 2. 2 89 4 . 7 2 2. 3 CO - 1 1 65 1 895.16 895.41 248.2 7.40 18 . 3 8 28 . 0 5. 8 5 0. 0 1 3 24 . 0 0. 0 0 1 89 3 . 4 3 2. 1 89 3 . 4 6 2. 2 CO - 1 2 66 1 894.79 895.16 227.1 7.54 17 . 1 3 27 . 0 5. 4 5 0. 0 1 3 24 . 0 0. 0 0 1 89 3 . 3 0 2. 0 89 3 . 3 3 2. 1 CO - 1 4 75 1 894.59 894.76 131.4 12.97 17 . 0 4 10 . 0 3. 4 7 0. 0 1 3 30 . 0 0. 0 0 1 89 3 . 1 9 O- 2 89 3 . 2 0 2. 0 CO - 1 5 76 1 895.16 895.16 9.9 2.23 0. 2 2 74 . 0 0. 2 8 0. 0 1 3 12 . 0 0. 0 0 4 89 3 . 3 3 2. 1 89 3 . 6 2 3. 0 CO - 1 6 80 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A + 1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Bentley CivilStorm V8i (SELECTseries 3) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : M a n h o l e T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Fl o w ( T o t a l O u t ) (c f s ) Hy d r a u l i c G r a d e Li n e ( I n ) (f t ) In f l o w ( W e t ) Co l l e c t i o n El e v a t i o n (I n v e r t ) (f t ) El e v a t i o n ( R i m ) (f t ) Se t R i m t o Gr o u n d El e v a t i o n ? El e v a t i o n (G r o u n d ) (f t ) La b e l ID 17 . 0 4 89 4 . 7 6 <C o l l e c t i o n : 0 it e m s > 89 3 . 2 0 89 9 . 7 6 Tr u e 89 9 . 7 6 2. 0 74 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Fl e x T a b l e : O u t f a l l T a b l e Cu r r e n t T i m e : 0 . 0 0 0 h o u r s Fl o w ( T o t a l O u t ) (c f s ) Hy d r a u l i c G r a d e (f t ) El e v a t i o n (I n v e r t ) (f t ) Se t R i m t o Gr o u n d Ele v a t i o n ? El e v a t i o n (G r o u n d ) (f t ) La b e l ID 24 . 1 4 89 5 . 2 7 89 3 . 5 0 Tr u e 89 9 . 0 0 O- 1 54 16 . 9 9 89 4 . 5 9 89 3 . 1 9 Tr u e 89 9 . 0 0 O- 2 55 Page 1 of 1 27 S i e m o n C o m p a n y D r i v e S u i t e 2 0 0 W W a t e r t o w n , C T 06 7 9 5 U S A +1 - 2 0 3 - 7 5 5 - 1 6 6 6 10 / 1 8 / 2 0 1 9 Be n t l e y C i v i l S t o r m V 8 i ( S E L E C T s e r i e s 3 ) [08.11.03.77] Be n t l e y S y s t e m s , I n c . H a e s t a d M e t h o d s S o l u t i o n C e n te r Mi c h i g a n R o a d C o m m e r c i a l D e v e l o p e m e n t . s t s w Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.07 ft Section Definitions Station (ft) Elevation (ft) 0+00 899.75 0+45 899.65 1+05 899.75 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 899.75) (1+05, 899.75) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Discharge 3.15 ft³/s Elevation Range 899.65 to 899.75 ft Flow Area 2.57 ft² Wetted Perimeter 73.50 ft Hydraulic Radius 0.03 ft Top Width 73.50 ft Normal Depth 0.07 ft Critical Depth 0.07 ft Critical Slope 0.00739 ft/ft Velocity 1.22 ft/s 100-year overtop basins 5/3/2019 8:57:42 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 1Page Results Velocity Head 0.02 ft Specific Energy 0.09 ft Froude Number 1.15 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.07 ft Critical Depth 0.07 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00739 ft/ft 100-year overtop basins 5/3/2019 8:57:42 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of 2Page Table of Contents i Table of Contents ********************** MASTER SUMMARY ********************** Watershed....... Master Network Summary ............. 1.01 ********************** TC CALCULATIONS ********************* OFF S........... Tc Calcs ........................... 2.01 OFF W........... Tc Calcs ........................... 2.03 ********************** CN CALCULATIONS ********************* OFF S........... Runoff CN-Area ..................... 3.01 OFF W........... Runoff CN-Area ..................... 3.02 *********************** POND VOLUMES *********************** STORAGE......... Vol: Elev-Area ..................... 4.01 ******************** OUTLET STRUCTURES ********************* Outlet 1........ Outlet Input Data .................. 5.01 S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... Watershed Type.... Master Network Summary Page 1.01 MASTER DESIGN STORM SUMMARY Network Storm Collection: City of Carmel Total Depth Rainfall Return Event in Type RNF ID ------------ ------ ---------------- ---------------- 2 2.6600 Synthetic Curve TypeII 24hr 10 3.8300 Synthetic Curve TypeII 24hr 100 6.4600 Synthetic Curve TypeII 24hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft ----------------- ---- ------ ---------- -- --------- -------- -------- ------------ OFF S AREA 2 .195 12.0500 2.79 OFF S AREA 10 .371 12.0500 5.39 OFF S AREA 100 .819 12.0500 11.75 OFF W AREA 2 .251 12.0500 3.47 OFF W AREA 10 .477 12.0500 6.74 OFF W AREA 100 1.053 12.0500 14.75 *OUT W JCT 2 .000 .0500 .00 *OUT W JCT 10 .000 .0500 .00 *OUT W JCT 100 .000 .0500 .00 STORAGE IN POND 2 .446 12.0500 6.26 STORAGE IN POND 10 .848 12.0500 12.13 STORAGE IN POND 100 1.872 12.0500 26.51 STORAGE OUT POND 2 .000 10.3500 .00 897.94 .445 STORAGE OUT POND 10 .000 8.6000 .00 898.37 .847 STORAGE OUT POND 100 .000 6.0500 .00 899.02 1.871 S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... OFF S Type.... Tc Calcs Page 2.01 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .2500 hrs ------------------------------------------------------------------------ ========================= Total Tc: .2500 hrs ========================= S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... OFF S Type.... Tc Calcs Page 2.02 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... OFF W Type.... Tc Calcs Page 2.03 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: TIME OF CONCENTRATION CALCULATOR :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ------------------------------------------------------------------------ Segment #1: Tc: User Defined Segment #1 Time: .2660 hrs ------------------------------------------------------------------------ ========================= Total Tc: .2660 hrs ========================= S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... OFF W Type.... Tc Calcs Page 2.04 ------------------------------------------------------------------------ Tc Equations used... ------------------------------------------------------------------------ ==== User Defined ====================================================== Tc = Value entered by user Where: Tc = Time of concentration S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... OFF S Type.... Runoff CN-Area Page 3.01 RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ Grass D 80 2.340 80.00 COMPOSITE AREA & WEIGHTED CN ---> 2.340 80.00 (80) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... OFF W Type.... Runoff CN-Area Page 3.02 RUNOFF CURVE NUMBER DATA :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: -------------------------------------------------------------------------- Impervious Area Adjustment Adjusted Soil/Surface Description CN acres %C %UC CN -------------------------------- ---- --------- ----- ----- ------ grass soil D 80 3.010 80.00 COMPOSITE AREA & WEIGHTED CN ---> 3.010 80.00 (80) ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... STORAGE Type.... Vol: Elev-Area Page 4.01 Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) ------------------------------------------------------------------------ 895.79 ----- .0001 .0000 .000 .000 896.00 ----- .0010 .0014 .000 .000 897.00 ----- .1600 .1736 .058 .058 898.00 ----- .7800 1.2933 .431 .489 899.00 ----- 1.9900 4.0159 1.339 1.828 900.00 ----- 2.5000 6.7205 2.240 4.068 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Area1 + Area2 + sq.rt.(Area1*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Area1,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... Outlet 1 Type.... Outlet Input Data Page 5.01 REQUESTED POND WS ELEVATIONS: Min. Elev.= 895.79 ft Increment = .10 ft Max. Elev.= 900.00 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft E2, ft ----------------- ---- ------- --------- --------- Weir-Rectangular W0 ---> TW 899.650 900.000 TW SETUP, DS Channel S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. File.... G:\DE\Clients\Cityscape Residential\79670 Michigan Rd Commercial - Carmel\4.0 Disciplines\Civil\Eng\Storm Design\Elevations.ppw Name.... Outlet 1 Type.... Outlet Input Data Page 5.02 OUTLET STRUCTURE INPUT DATA Structure ID = W0 Structure Type = Weir-Rectangular ------------------------------------ # of Openings = 1 Crest Elev. = 899.65 ft Weir Length = 200.00 ft Weir Coeff. = 3.330000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel ------------------------------------ FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. Index of Starting Page Numbers for ID Names Appendix A A-1 ----- O ----- OFF S... 2.01, 3.01 OFF W... 2.03, 3.02 Outlet 1... 5.01 ----- S ----- STORAGE... 4.01 ----- W ----- Watershed... 1.01 S/N: Bentley PondPack (10.00.027.00) 11:55 AM 5/2/2019 Bentley Systems, Inc. Stormwater Technical Standards - Chapter 2 – Page 3 TABLE 2-4 Rainfall Intensities for Various Return Periods and Storm Durations Intensity (Inches/Hour) Duration Return Period (Years) 2 5 10 25 50 100 5 min 5.12 6.49 7.46 8.64 9.56 10.46 10 min 3.99 5.04 5.76 6.6 7.25 7.87 15 min 3.26 4.13 4.72 5.44 5.98 6.52 30 min 2.18 2.82 3.28 3.84 4.27 4.71 60 min 1.34 1.77 2.09 2.49 2.82 3.15 120 min 0.78 1.04 1.24 1.5 1.71 1.93 3 hr 0.55 0.74 0.88 1.07 1.23 1.39 6 hr 0.33 0.44 0.53 0.64 0.74 0.84 12 hr 0.19 0.25 0.3 0.36 0.41 0.47 24 hr 0.11 0.15 0.17 0.21 0.23 0.26 Source: NOAA, National Weather Service, "Precipitation-Frequency Atlas of the United States", NOAA Atlas 14, Volume 2, Version 2, 2004, for Whitestown, Indiana. (values for intermediate durations can be logarithmically interpolated.) TABLE 2-5 Rainfall Depths for Various Return Periods Depth (Inches) Duration Return Period (Years) 1 2 5 10 25 50 100 24 Hrs. 2.47 2.73 3.59 4.20 5.00 5.63 6.29 Source: NOAA, National Weather Service, "Precipitation-Frequency Atlas of the United States", NOAA Atlas 14, Volume 2, Version 2, 2004, for Whitestown, Indiana.