Loading...
HomeMy WebLinkAboutDrainage Report Drainage Computations Summary For Carmel Medical Office Building at the Bridges 111th Street and Illinois Street Carmel, Indiana Prepared For: Cornerstone Companies, Inc. 8902 N Meridian St, Suite 205 Indianapolis, Indiana 46260 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Nathan Winslow, PE Kylie Bright-Schuler, EI Leo Zdanowicz, EI Submitted: April 12th, 2023 Revised: May 25th, 2023 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions Stormwater Quality Flood Routing Summary and Conclusions APPENDICES Appendix A Maps · Project Location Map · Soils Map and Data · Flood Insurance Rate Map (FIRM) Appendix B Existing Conditions · Existing Conditions Map · Existing Curve Number (CN) Calculation · Existing Time-of-Concentration (TC) Calculations Appendix C Proposed Conditions - Detention · Proposed Conditions Map · Municipality Rainfall Data · Developed Site Curve Number (CN) Calculations – North Basin · Proposed Conditions HydroCAD Model Appendix D Proposed Conditions – Storm Sewer · Proposed Storm Sewer Basins Map · Runoff Coefficient (c) and Curve Number (CN) Calculations · 10-Year Rational Method Storm Sewer Calculations · Structure Data Table · Hydraulic Grade Line (HGL) Calculations · Casting Capacity Calculations · Proposed Underground Emergency Spillway Appendix E Water Quality · HydroCAD Model · Weir Calculation · AquaSwirl Selection Guide Appendix F Flood Routing Calculations · Weir Calculations · Flood Routing Map DRAINAGE COMPUTATIONS SUMMARY For Carmel Medical Office Building at the Bridges 111th Street and Illinois Street Carmel, Indiana PROJECT DESCRIPTION The proposed project is located the northwest corner of 111th Street and Illinois Street in Carmel, Hamilton County, Indiana. The ±9.23-acre site currently consists of currently undeveloped land that was previously mass graded during Phase I of the Bridges Commercial Amenity Use Block project. The developed site will consist of medical buildings, a parking lot, and an underground detention facility. The southern portion of the property will be mass graded and will eventually be additional commercial development. Refer to Appendix A for an aerial map of the site’s location. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 48% distribution of Crosby silt loam (YclA), 46% distribution of Brookston silty clay (YbvA), 6% distribution of Urban Land-Crosby silt loam (UcfA). Refer to Appendix A for the Soils Map. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map (FIRM) 18057C0208G for Hamilton County, Indiana, dated November 19, 2014. Refer to Appendix A for the FIRM. The adjacent land uses for this site have been included below: North: Commercial South: Residential East: Commercial West: Residential EXISTING CONDITIONS The existing property currently consists of undeveloped land that has been mass graded in accordance with the construction of The Bridges Commercial Amenity Use Block Phase I project to the west. Currently this site drains via sheet flow and vegetated swale to a master planned detention pond located on the southern end of the site. Runoff is then conveyed via an outlet control structure to the existing Illinois Street storm sewer located at the intersection of 111th Street and Illinois Street. Refer to Appendix B for Existing Drainage Conditions. Allowable release rates from the property are based on release rate standards of 0.1 cfs/acre for 10-year storm events and 0.3 cfs/acre for 100-year storm events as specified by The City of Carmel Stormwater Technical Standards Manual. Refer to Appendix B for the HydroCAD model and Table 1 for the current site conditions. Area (Acres) Curve Number North Development 9.24 81 Table 1. Existing Site Conditions PROPOSED CONDITIONS The proposed development consists of a northern and southern basin. The northern basin will consist of a medical building, parking lot, underground stormwater detention, and landscaping, and the southern site will consist of a mass graded area. The southern portion of the site will be developed in the future. All stormwater runoff from the northern basin will be collected in the underground detetnion center and then travel south to eventually tie in to the existing draiange system on W 111th Street. Stormwater runoff from the southern basin will sheet flow into existing stormwater inlets and manholes. Design of the proposed underground detention system accounts for runoff contributed from the basin ‘North Basin’. ‘North Basin’ includes an area of ±3.84-acres with a calculated curve number of 96. Refer to Appendix C for a proposed conditions map and corresponding calculations. Refer to Table 2 for a summary of the site’s allowable release rates. The south basin will be returned to existing conditions with the soil disked, topsoil spread, and permanent vegetation established until future development occurs. Any future development of the south basin will be required to provide detention for the south basin only, but may discharge into Storm Str 205 which has been sized to account for the maximum allowable discharge rate of both the north and south basins. North Area (acres) 3.84 Allowable Release Rate (Q10) 0.38 cfs Allowable Release Rate (Q100) 1.15 cfs Table 2. Proposed Condition Site Allowable Release Rates Proposed conditions for The Bridges Urology of Indiana development were modeled using HydroCAD (Version 10.20-2d). Table 2 contains the proposed release rates. Refer to Appendix C for the Proposed Condition HydroCAD model. 10-Year 100-Year Stage Allowable Release Rate Proposed Release Rate Stage Allowable Release Rate Proposed Release Rate Underground Detention 840.59 0.38 cfs 0.38 cfs 843.92 1.15 cfs 1.14 cfs Table 3. Proposed Detention Staging & Release Rate Summary In the fully developed condition, it is assumed, the entirety of the developed northern site will be detained and then discharged to the proposed storm sewer at standard allowable release rates of 0.1 cfs/acre for 10- year storm events and 0.3 cfs/acre for 100-year storm events as specified by The City of Carmel Stormwater Technical Standards Manual. Refer to Table 3 for fully developed allowable release rates. Refer to Appendix D for Proposed Storm Sewer calculations. STORMWATER QUALITY The northern basin will utilize an underground detention system and an Aqua-Swirl Unit to serve as water quality management for the site. This basin was analyzed for a 1-inch 24-hr storm. The results are tabulated in Table 4 below. The underground system will provide ample storage for settlement of material without negatively effecting the function of the detention system and will also contain an isolator row to further the contribution to water quality. Isolator rows will further contribute to the settlement of material before entering the overall system. There will be inspection ports placed on the underground system in order to inspect/maintain the isolator rows and overall detention. The southern basin will be entirely seeded after grading activities terminate. When the site is constructed to fully developed permanent condition, installation of permanent water quality treatment measures will be required as well and will be a part of that permitting process. Refer to Appendix E for stormwater quality calculations. Basin Area (ac) Treatment Flow (cfs) BMP Unit North Basin 3.84 4.01 XC-7 Table 4. Water Quality Treatment FLOOD ROUTING Emergency overflow analysis of the proposed site was performed using weir calculations at each ridge line along the flood overflow path. These calculations modeled conditions for a 100-year storm event at the proposed site and 100% at all proposed storm structure inlet. Calculations we used to determine elevation of flooding within each individual basin with a fully clogged inlet structure. Maximum elevation with the fully clogged basin was determined by the greater elevation between either the max flooding contained within the single basin containing the failed storm inlet or the maximum flooding at a basin downstream on the flood path that restricts outfall in the fully clogged condition. Calculations are used to ensure that flooding within each storm network sub basin does not stage to an elevation where water enters the building finish floor on the proposed site in the event of the previously described conditions occurring. Refer to Appendix F for calculations. SUMMARY AND CONCLUSIONS The proposed storm sewer and site improvements have been designed in accordance with The City of Carmel Stormwater Technical Standards Manual. We believe the proposed improvements will not adversely affect this site, adjacent developments, The City of Carmel, or Hamilton County. APPENDIX A MAPS Project Location Map Carmel, Indiana Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/13/2022 Page 1 of 4442241044224504422490442253044225704422610442265044226904422730442241044224504422490442253044225704422610442265044226904422730571480571520571560571600571640571680571720 571480 571520 571560 571600 571640 571680 571720 39° 57' 6'' N 86° 9' 47'' W39° 57' 6'' N86° 9' 36'' W39° 56' 55'' N 86° 9' 47'' W39° 56' 55'' N 86° 9' 36'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,680 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/13/2022 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.0 0.4% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.2 2.3% W Water 0.3 3.5% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 4.2 45.6% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 4.4 48.2% Totals for Area of Interest 9.2 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/13/2022 Page 3 of 4 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—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/13/2022 Page 4 of 4 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/18/2022 at 12:59 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°10'2"W 39°57'15"N 86°9'24"W 39°56'48"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX B EXISTING CONDITIONS I L L INO IS S TR E E T ILLINOIS STREETPITTMAN WAY PLOT DATE (24"x36"): 11/15/2022 10:56 AM DRAWING FILE: P:\2022\00150\D. Drawings\Civil\Exhibits\2022-10-13 - Drainage Basin Exhibits\2022.00150.CE.XREF.EXISTING BASINS.dwg EXISTING DRAINAGE AREA MAP The Bridges Drainage Basins Carmel, INNovember 15, 2022 2022.00150 N Description:The Bridges UOI Entity: Job #: Date:10/18/2022 (Acres) D Fully Developed Good Condition (grass cover >75%) 80 4.35 D Fully Developed Paved/Rooftop 98 0.00 D Fully Developed Good Condition (grass cover >75%) 80 4.36 D Fully Developed Paved/Rooftop 98 0.00 D Fully Developed Good Condition (grass cover >75%) 80 0.27 D Fully Developed Paved/Rooftop 98 0.00 D Water Water 100 0.26 D Water Water 100 0.00 Totals = 9.24 CN (weighted) = total product =Use CN = total area Runoff Curve Number Calculation Job Information City of Carmel 2022.00150 Basin: Existing Conditions CN Calculation Method: Less Pervious Soil Group Than Actual Site Condition: Existing Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 21.60 26.09 YbvA Open Space 348.00 Impervious 0.00 YclA Open Space 348.80 Impervious 0.00 UcfA Open Space Impervious 744.49 80.6 81 0.00 W Water Water 0.00 Project:By: Leo Zdanowicz Date: 10/17/2022 Location:Checked:Date: Basin: Present X Developed - Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.030 Tt = .007 (nL)0.8 hr 0.22 + + = 0.22 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Unpaved - - Flow length, L ft 813.03 - - Watercourse slope, s ft/ft 0.004 - - Average velocity, V ft/s 0.98 - - Tt =L hr 0.23 + - + - = 0.23 3600 V Channel Flow Segment ID Channel Geometry -- - Discharge (cfs)-- - Diameter (ft)-- - Bottom Width (ft)-- - Side Slope (x:1) (ft)-- - Slope of Channel (ft)-- - Manning's Roughness Coefficient -- - Depth (ft)-- - Cross Sectional Area (ft2)-- - Wetted Perimeter (ft)-- - Hydraulic Radius (ft)-- - Velocity (ft/s)-- - Flow length, L ft -- - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.45 min 27.18 Time of Concentration (Tc) or Travel Time (Tt) The Bridges UOI City of Carmel UNDEVELOPED BASIN APPENDIX C PROPOSED CONDITIONS - DETENTION ILLINOIS STREETILLIN O I S S T R E E T PITTMAN WAYPLOT DATE (24"x36"): 5/26/2023 11:12 AMDRAWING FILE: P:\2022\00150\D. Drawings\Civil\Exhibits\Drainage Basin Exhibits\2022.00150.CE.XREF.OVERALL DRAINAGE BASINS.dwgPROPOSED DRAINAGE AREA MAPThe Bridges Drainage BasinsCarmel, INMay 23, 20232022.00150N Description:The Bridges UOI Reviewing Entity:City of Carmel Job #:2022.00150 Date:10/10/22 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information Description:The Bridges UOI Entity: Job #: Date:10/18/2022 (Acres) D Fully Developed Good Condition (grass cover >75%) 80 0.19 D Fully Developed Paved/Rooftop 98 2.08 D Fully Developed Good Condition (grass cover >75%) 80 0.04 D Fully Developed Paved/Rooftop 98 1.14 D Fully Developed Good Condition (grass cover >75%) 80 0.07 D Fully Developed Paved/Rooftop 98 0.18 D Fully Developed Good Condition (grass cover >75%) 80 0.09 D Fully Developed Paved/Rooftop 98 0.05 Totals = 3.84 CN (weighted) = total product =Use CN = total area 369.55 96.2 96 YbvA Open Space 15.45 Impervious 203.62 YclA Open Space 3.34 Impervious 112.20 UcfA Open Space 5.26 Cover Condition CN Area Product of CN x area CN Calculation Method: Less Pervious Soil Group Than Actual Site Condition: Developed Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 2022.00150 Basin:North Impervious 18.06 UbaA Open Space 7.11 Impervious 4.50 S1 UOI LOT 7P UG DETENTION Routing Diagram for 2022.00150.CE.Drainage Prepared by American Structurepoint, Printed 5/26/2023 HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 010YR - 24HR Rainfall=3.83"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 2HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment S1: UOI LOT Runoff = 19.38 cfs @ 11.98 hrs, Volume= 1.079 af, Depth= 3.37" Routed to Pond 7P : UG DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 010YR - 24HR Rainfall=3.83" Area (ac) CN Description * 3.840 96 3.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S1: UOI LOT Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 010YR - 24HR Rainfall=3.83" Runoff Area=3.840 ac Runoff Volume=1.079 af Runoff Depth=3.37" Tc=7.0 min CN=96 19.38 cfs Type II 24-hr 010YR - 24HR Rainfall=3.83"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 3HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG DETENTION Inflow Area = 3.840 ac, 0.00% Impervious, Inflow Depth = 3.37" for 010YR - 24HR event Inflow = 19.38 cfs @ 11.98 hrs, Volume= 1.079 af Outflow = 0.38 cfs @ 15.65 hrs, Volume= 0.966 af, Atten= 98%, Lag= 220.5 min Primary = 0.38 cfs @ 15.65 hrs, Volume= 0.966 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.59' @ 15.65 hrs Surf.Area= 0.288 ac Storage= 0.740 af Plug-Flow detention time= 877.1 min calculated for 0.966 af (90% of inflow) Center-of-Mass det. time= 823.6 min ( 1,590.0 - 766.4 ) Volume Invert Avail.Storage Storage Description #1A 837.00' 0.650 af 310.08'W x 40.42'L x 8.25'H Field A 2.374 af Overall - 0.748 af Embedded = 1.626 af x 40.0% Voids #2A 837.75' 0.748 af ADS_StormTech MC-7200 +Cap x 170 Inside #1 Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap 170 Chambers in 34 Rows Cap Storage= 39.5 cf x 2 x 34 rows = 2,686.0 cf 1.398 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 837.00'2.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 840.59'3.6" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.38 cfs @ 15.65 hrs HW=840.59' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.38 cfs @ 8.97 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 010YR - 24HR Rainfall=3.83"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 4HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG DETENTION - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 34 rows = 2,686.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 5 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 38.42' Row Length +12.0" End Stone x 2 = 40.42' Base Length 34 Rows x 100.0" Wide + 9.0" Spacing x 33 + 12.0" Side Stone x 2 = 310.08' Base Width 9.0" Stone Base + 60.0" Chamber Height + 30.0" Stone Cover = 8.25' Field Height 170 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 34 Rows = 32,584.8 cf Chamber Storage 103,414.7 cf Field - 32,584.8 cf Chambers = 70,829.9 cf Stone x 40.0% Voids = 28,332.0 cf Stone Storage Chamber Storage + Stone Storage = 60,916.8 cf = 1.398 af Overall Storage Efficiency = 58.9% Overall System Size = 40.42' x 310.08' x 8.25' 170 Chambers 3,830.2 cy Field 2,623.3 cy Stone Type II 24-hr 010YR - 24HR Rainfall=3.83"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 5HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.840 ac Peak Elev=840.59' Storage=0.740 af 19.38 cfs 0.38 cfs Type II 24-hr 100YR - 24HR Rainfall=6.46"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 6HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment S1: UOI LOT Runoff = 33.34 cfs @ 11.98 hrs, Volume= 1.915 af, Depth= 5.99" Routed to Pond 7P : UG DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100YR - 24HR Rainfall=6.46" Area (ac) CN Description * 3.840 96 3.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S1: UOI LOT Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100YR - 24HR Rainfall=6.46" Runoff Area=3.840 ac Runoff Volume=1.915 af Runoff Depth=5.99" Tc=7.0 min CN=96 33.34 cfs Type II 24-hr 100YR - 24HR Rainfall=6.46"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 7HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG DETENTION Inflow Area = 3.840 ac, 0.00% Impervious, Inflow Depth = 5.99" for 100YR - 24HR event Inflow = 33.34 cfs @ 11.98 hrs, Volume= 1.915 af Outflow = 1.14 cfs @ 13.66 hrs, Volume= 1.697 af, Atten= 97%, Lag= 101.2 min Primary = 1.14 cfs @ 13.66 hrs, Volume= 1.697 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 843.92' @ 13.66 hrs Surf.Area= 0.288 ac Storage= 1.245 af Plug-Flow detention time= 706.3 min calculated for 1.695 af (88% of inflow) Center-of-Mass det. time= 650.1 min ( 1,403.8 - 753.7 ) Volume Invert Avail.Storage Storage Description #1A 837.00' 0.650 af 310.08'W x 40.42'L x 8.25'H Field A 2.374 af Overall - 0.748 af Embedded = 1.626 af x 40.0% Voids #2A 837.75' 0.748 af ADS_StormTech MC-7200 +Cap x 170 Inside #1 Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap 170 Chambers in 34 Rows Cap Storage= 39.5 cf x 2 x 34 rows = 2,686.0 cf 1.398 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 837.00'2.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 840.59'3.6" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.14 cfs @ 13.66 hrs HW=843.92' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.54 cfs @ 12.55 fps) 2=Orifice/Grate (Orifice Controls 0.61 cfs @ 8.58 fps) Type II 24-hr 100YR - 24HR Rainfall=6.46"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 8HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG DETENTION - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 34 rows = 2,686.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 5 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 38.42' Row Length +12.0" End Stone x 2 = 40.42' Base Length 34 Rows x 100.0" Wide + 9.0" Spacing x 33 + 12.0" Side Stone x 2 = 310.08' Base Width 9.0" Stone Base + 60.0" Chamber Height + 30.0" Stone Cover = 8.25' Field Height 170 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 34 Rows = 32,584.8 cf Chamber Storage 103,414.7 cf Field - 32,584.8 cf Chambers = 70,829.9 cf Stone x 40.0% Voids = 28,332.0 cf Stone Storage Chamber Storage + Stone Storage = 60,916.8 cf = 1.398 af Overall Storage Efficiency = 58.9% Overall System Size = 40.42' x 310.08' x 8.25' 170 Chambers 3,830.2 cy Field 2,623.3 cy Stone Type II 24-hr 100YR - 24HR Rainfall=6.46"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 9HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.840 ac Peak Elev=843.92' Storage=1.245 af 33.34 cfs 1.14 cfs Multi-Event Tables2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 10HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment S1: UOI LOT Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 010YR - 24HR 3.83 19.38 1.079 3.37 100YR - 24HR 6.46 33.34 1.915 5.99 Multi-Event Tables2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 11HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Events for Pond 7P: UG DETENTION Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 010YR - 24HR 19.38 0.38 840.59 0.740 100YR - 24HR 33.34 1.14 843.92 1.245 Q10 & Q,10 HWEL Q100 & Q,100 HWEL PEAK FLOW FOR SIZING EMERGENCY OVERFLOW APPENDIX D PROPOSED CONDITIONS - STORM SEWER I L L INO IS S TR E E T PITTMAN WAY N PLOT DATE (24"x36"): 5/26/2023 11:27 AM DRAWING FILE: P:\2022\00150\D. Drawings\Civil\Exhibits\Drainage Basin Exhibits\2022.00150.CE.XREF.STORM DRAINAGE BASINS.dwg PROPOSED STORM DRAINAGE MAP The Bridges Drainage Basins Carmel, INMay 24, 2023 2022.00150 The Bridges Medical Office Building City of Carmel 2022.00150 5/25/2023 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 80 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)(acres)C CN 101 101 - 0.06 0.38 - 0.44 0.78 96 102 102A - - 0.09 - 0.09 0.85 98 102 102 - - 0.09 - 0.09 0.85 98 103 103 - 0.02 0.11 - 0.13 0.77 95 104 104A - - 0.12 - 0.12 0.85 98 104 104 - - 0.12 - 0.12 0.85 98 105 105 - 0.02 0.07 - 0.09 0.73 94 106 106 - 0.03 0.13 - 0.16 0.75 95 107 107 - - 0.13 - 0.13 0.85 98 108 108 - 0.02 0.06 - 0.08 0.71 94 109 109 - 0.05 0.28 - 0.33 0.77 95 110 110 - 0.02 0.28 - 0.30 0.81 97 111 111 - 0.10 0.36 - 0.46 0.73 94 NP1 NP1 - 0.14 - - 0.14 0.30 80 NP2 NP2 - 0.34 - - 0.34 0.30 80 RD1 NP3 0.19 - - - 0.19 0.90 98 RD2 NP4 0.22 - - - 0.22 0.90 98 NP10 NP10 - 0.04 - - 0.04 0.30 80 NP11 NP11 - 0.04 - - 0.04 0.30 80 NP12 NP12 - 0.04 - - 0.04 0.30 80 - - - - - - - Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:The Bridges Medical Office Building Reviewing Entity: Job #: Date: 10-yr Entity Data Match Crown 0.1 INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET Q CUM. Q U.S. D.S. U.S. D.S. (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft) 101 103 97 RCP 0.78 0.44 - - 0.34 0.34 0.34 5.00 5.00 6.12 6.12 2.09 2.09 12 0.45 0.013 2.39 87% 3.04 0.72 3.43 0.53 846.58 847.13 841.74 841.30 102A 102 6 RCP 0.85 0.09 - - 0.08 0.08 0.08 5.00 5.00 6.12 6.12 0.47 0.47 12 0.43 0.013 2.34 20% 2.97 0.30 2.32 0.04 847.01 846.94 843.17 843.14 102 103 68 RCP 0.85 0.09 - - 0.08 0.08 0.15 5.00 5.04 6.12 6.11 0.47 0.94 12 0.35 0.013 2.11 44% 2.68 0.47 2.60 0.42 846.94 847.13 843.04 842.80 103 106 72 RCP 0.77 0.13 - - 0.10 0.10 0.59 5.00 5.53 6.12 6.02 0.61 3.58 15 0.40 0.013 4.09 88% 3.33 0.91 3.75 0.36 847.13 846.39 841.05 840.76 104A 104 5 RCP 0.85 0.12 - - 0.10 0.10 0.10 5.00 5.00 6.12 6.12 0.62 0.62 12 0.36 0.013 2.14 29% 2.72 0.37 2.36 0.03 847.31 847.26 843.56 843.54 104 105 101 RCP 0.85 0.12 - - 0.10 0.10 0.20 5.00 5.03 6.12 6.11 0.62 1.25 12 0.35 0.013 2.11 59% 2.68 0.55 2.80 0.63 847.26 847.56 843.44 843.08 105 106 63 RCP 0.73 0.09 - - 0.07 0.07 0.27 5.00 5.66 6.12 6.00 0.40 1.62 12 0.35 0.013 2.11 77% 2.68 0.66 2.96 0.39 847.56 846.39 841.23 841.01 106 110 120 RCP 0.75 0.16 - - 0.12 0.12 0.98 5.00 6.05 6.12 5.93 0.73 5.83 18 0.40 0.013 6.64 88% 3.76 1.09 4.24 0.53 846.39 846.86 840.51 840.03 107 108 98 RCP 0.85 0.13 - - 0.11 0.11 0.11 5.00 5.00 6.12 6.12 0.68 0.68 12 0.32 0.013 2.02 34% 2.57 0.40 2.31 0.64 846.60 847.41 841.66 841.34 108 109 85 RCP 0.71 0.08 - - 0.06 0.06 0.17 5.00 5.64 6.12 6.01 0.35 1.01 12 0.43 0.013 2.34 43% 2.97 0.46 2.86 0.47 847.41 846.96 841.24 840.88 NP1 NP2 117 HDPE 0.30 0.14 - - 0.04 0.04 0.04 5.00 5.00 6.12 6.12 0.26 0.26 12 1.33 0.012 4.45 6% 5.67 0.16 3.08 0.34 846.48 844.00 843.25 841.69 NP2 NP3 96 HDPE 0.30 0.34 - - 0.10 0.10 0.14 5.00 5.34 6.12 6.06 0.62 0.87 12 0.35 0.012 2.28 38% 2.91 0.43 2.71 0.55 844.00 847.93 841.69 841.36 NP3 NP4 153 HDPE - - 0.90 0.19 0.17 - 0.32 5.00 5.89 6.12 5.96 - 1.88 12 0.35 0.012 2.28 82% 2.91 0.69 3.25 0.88 847.93 847.97 841.35 840.81 NP4 109 54 HDPE - - 0.90 0.22 0.20 - 0.51 5.00 6.77 6.12 5.80 - 2.98 15 0.35 0.012 4.14 72% 3.37 0.78 3.67 0.27 847.97 846.96 840.82 840.63 NP10 NP11 43 HDPE 0.30 0.04 - - 0.01 0.01 0.01 5.00 5.00 6.12 6.12 0.07 0.07 12 0.35 0.012 2.28 3% 2.91 0.12 1.33 0.24 846.72 846.81 843.00 842.85 NP11 NP12 71 HDPE 0.30 0.04 - - 0.01 0.01 0.02 5.00 5.24 6.12 6.08 0.07 0.15 12 0.35 0.012 2.28 6% 2.91 0.17 1.63 0.41 846.81 847.16 842.85 842.60 NP12 109 104 HDPE 0.30 0.04 - - 0.01 0.01 0.04 5.00 5.65 6.12 6.00 0.07 0.22 12 0.35 0.012 2.28 9% 2.91 0.21 1.83 0.59 847.16 846.96 842.60 842.24 109 110 99 RCP 0.77 0.33 - - 0.25 0.25 0.97 5.00 6.11 6.12 5.92 1.55 5.74 18 0.35 0.013 6.21 92% 3.52 1.14 3.99 0.47 846.96 846.86 840.63 840.28 110 111 113 RCP 0.81 0.30 - - 0.24 0.24 2.20 5.00 6.58 6.12 5.84 1.49 12.81 24 0.35 0.013 13.38 96% 4.26 1.57 4.85 0.44 846.86 846.72 839.53 839.14 111 UGD 14 RCP 0.73 0.46 - - 0.34 0.34 2.53 5.00 7.02 6.12 5.76 2.06 14.57 24 0.45 0.013 15.18 96% 4.83 1.57 5.50 0.05 846.72 - 840.02 839.96 201 202 110 RCP - - - - - - - - 0.00 - - - 1.15 15 0.25 0.013 3.23 36% 2.63 0.52 2.41 0.70 848.72 844.44 836.94 836.66 202 203 153 RCP - - - - - - - - 0.70 - - - 1.15 15 0.25 0.013 3.23 36% 2.63 0.52 2.41 0.97 844.44 842.78 836.66 836.28 203 204 152 RCP - - - - - - - - 1.67 - - - 1.15 15 0.25 0.013 3.23 36% 2.63 0.52 2.41 0.96 842.78 842.79 836.18 835.80 204 205 127 RCP - - - - - - - - 2.63 - - - 1.15 15 0.25 0.013 3.23 36% 2.63 0.52 2.41 0.80 842.79 841.11 835.70 835.38 205 EX 12 RCP - - - - - - - - 3.43 - - - 2.77 15 0.25 0.013 3.23 86% 2.63 0.89 2.96 0.08 841.11 - 835.38 835.35 DIRECT TO INLET FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S N ENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2022.00150 05/25/23 (in/hr) Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW STR.LENGTH Drop Amount: ELEV.ELEV.FULL FLOW VELOCITY INVERTRIM TRAVEL TIME Description:The Bridges Medical Office Building Entity:City of Carmel Job #:2022.00150 Date:05/25/23 100-yr Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 103 101 841.30 842.30 842.18 845.01 5.00 9.12 3.11 12 0.45 0.785 3.142 0.250 1.000 0.756 3.96 97 0.013 0.739 - - 1.25 4.34 - 0.304 1.043 846.05 846.58 842.74 102 102A 843.14 844.14 843.81 845.26 5.00 9.12 0.70 12 0.43 0.269 1.317 0.204 0.375 0.348 2.60 6 0.013 0.027 - - 1.25 2.87 - 0.131 0.158 845.41 847.01 844.17 103 102 842.80 843.80 843.55 845.01 5.04 9.11 1.39 12 0.35 0.486 1.760 0.276 0.594 0.500 2.87 68 0.013 0.235 2.60 - 0.50 4.34 - 0.012 0.247 845.26 846.94 844.04 106 103 840.76 842.01 841.86 844.50 5.53 8.98 5.33 15 0.40 1.227 3.927 0.313 1.250 0.936 4.34 72 0.013 0.487 3.96 - 0.50 4.91 - 0.025 0.512 845.01 847.13 842.30 104 104A 843.54 844.54 844.24 845.16 5.00 9.12 0.93 12 0.36 0.354 1.494 0.237 0.461 0.404 2.63 5 0.013 0.017 - - 1.25 3.03 - 0.134 0.151 845.31 847.31 844.56 105 104 843.08 844.08 843.87 844.79 5.03 9.11 1.86 12 0.35 0.614 2.047 0.300 0.729 0.581 3.03 101 0.013 0.352 2.63 - 0.50 3.07 - 0.018 0.370 845.16 847.26 844.44 106 105 841.01 842.01 841.85 844.50 5.66 8.94 2.41 12 0.35 0.785 3.142 0.250 1.000 0.665 3.07 63 0.013 0.287 3.03 - 0.50 4.91 - 0.002 0.289 844.79 847.56 842.23 110 106 840.03 841.53 841.35 843.64 6.05 8.84 8.68 18 0.40 1.767 4.712 0.375 1.500 1.141 4.91 120 0.013 0.816 4.34 - 0.50 6.08 - 0.041 0.857 844.50 846.39 842.01 108 107 841.34 842.34 842.06 844.79 5.00 9.12 1.01 12 0.32 0.393 1.571 0.250 0.500 0.422 2.57 98 0.013 0.311 - - 1.25 3.16 - 0.128 0.439 845.23 846.60 842.66 109 108 840.88 841.88 841.64 844.40 5.64 8.95 1.50 12 0.43 0.475 1.737 0.273 0.582 0.519 3.16 85 0.013 0.362 2.57 - 0.50 4.84 - 0.026 0.388 844.79 847.41 842.24 NP2 NP1 841.69 842.69 842.32 845.80 5.00 9.12 0.38 12 1.33 0.110 0.923 0.120 0.198 0.256 3.47 117 0.012 1.547 - - 1.25 3.00 - 0.233 1.781 847.59 846.48 844.25 NP3 NP2 841.36 842.36 842.10 845.45 5.34 9.03 1.30 12 0.35 0.433 1.652 0.262 0.540 0.482 3.00 96 0.012 0.333 3.47 - 0.50 3.56 - 0.023 0.356 845.80 844.00 842.69 NP4 NP3 840.81 841.81 841.67 844.62 5.89 8.88 2.80 12 0.35 0.785 3.142 0.250 1.000 0.717 3.56 153 0.012 0.801 3.00 - 0.50 3.61 - 0.029 0.830 845.45 847.93 842.35 109 NP4 840.63 841.88 841.68 844.40 6.77 8.65 4.44 15 0.35 1.227 3.927 0.313 1.250 0.853 3.61 54 0.012 0.217 3.56 - 0.50 4.84 - 0.003 0.220 844.62 847.97 842.07 NP11 NP10 842.85 843.85 843.42 845.02 5.00 9.12 0.11 12 0.35 0.073 0.793 0.092 0.149 0.135 1.50 43 0.012 0.148 - - 1.25 1.83 - 0.043 0.192 845.21 846.72 844.00 NP12 NP11 842.60 843.60 843.20 844.77 5.24 9.05 0.22 12 0.35 0.119 0.948 0.125 0.208 0.191 1.83 71 0.012 0.247 1.50 - 0.50 2.05 - 0.009 0.256 845.02 846.81 843.85 109 NP12 842.24 843.24 842.86 844.40 5.65 8.95 0.32 12 0.35 0.157 1.056 0.149 0.254 0.234 2.05 104 0.012 0.360 1.83 - 0.50 4.84 - 0.007 0.367 844.77 847.16 843.60 110 109 840.28 841.78 841.60 843.64 6.11 8.82 8.55 18 0.35 1.767 4.712 0.375 1.500 1.132 4.84 99 0.013 0.653 3.16 - 0.50 6.08 - 0.105 0.757 844.40 846.96 842.13 111 110 839.14 841.14 840.93 842.74 6.58 8.70 19.10 24 0.35 3.142 6.283 0.500 2.000 1.572 6.08 113 0.013 0.797 4.91 - 0.50 6.91 - 0.099 0.897 843.64 846.86 841.53 UGD 111 839.96 841.96 841.79 841.79 7.02 8.58 21.72 24 0.45 3.142 6.283 0.500 2.000 1.666 6.91 14 0.013 0.125 6.08 1.00 0.50 - 0.742 0.084 0.952 842.74 846.72 842.02 Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Job Information Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONS D.S. STR. U.S. STR. D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATA UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREA WETTED PERIMETE HYDRAULIC RADIUS FLOW DEPTH VELOCITY LENGTH MANNING'S N FRICTION LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE LOSS UPSTREAM STRUCTURE LOSS U.S. STR. T.R. Job Information Description: Reviewing Entity:City of Carmel Job #:2022.00150 Date:05/25/23 10-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR. STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO. TYPE TYPE (ft) (ft) (acres) (min) (in/hr) (cfs) (ft) (ft) (ft) 101 TYPE ''A'' INLET R-3472 3.67 4.84 0.78 0.44 5.00 6.12 2.09 0.44 0.33 0.44 102A TYPE ''J'' INLET R-3287-SB10 2.68 3.84 0.85 0.09 5.00 6.12 0.47 0.02 0.16 0.16 102 TYPE ''M'' INLET R-3287-SB10 2.74 3.90 0.85 0.09 5.00 6.12 0.47 0.02 0.16 0.16 103 TYPE ''C'' MANHOLE R-3010 4.64 6.08 0.77 0.13 5.00 6.12 0.61 0.06 0.21 0.21 104A TYPE ''J'' INLET R-3287-SB10 2.59 3.75 0.85 0.12 5.00 6.12 0.62 0.03 0.19 0.19 104 TYPE ''M'' INLET R-3287-SB10 2.65 3.82 0.85 0.12 5.00 6.12 0.62 0.03 0.19 0.19 105 TYPE ''C'' MANHOLE R-3010 5.16 6.33 0.73 0.09 5.00 6.12 0.40 0.03 0.16 0.16 106 TYPE ''C'' MANHOLE R-3010 4.17 5.88 0.75 0.16 5.00 6.12 0.73 0.09 0.23 0.23 107 TYPE ''A'' INLET R-3010 3.78 4.94 0.85 0.13 5.00 6.12 0.68 0.08 0.22 0.22 108 TYPE ''C'' MANHOLE R-3010 5.00 6.17 0.71 0.08 5.00 6.12 0.35 0.02 0.15 0.15 NP1 ADS 2824 BASIN ADS 2499CGS 2.07 3.23 0.30 0.14 5.00 6.12 0.26 0.02 - 0.02 NP2 ADS 2824 BASIN ADS 2499CGS 1.14 2.31 0.30 0.34 5.00 6.12 0.62 0.11 - 0.11 NP3 ADS 2824 BASIN ADS 2499CGS 5.42 6.58 - - - - - - - 0.00 NP4 ADS 2824 BASIN ADS 2499CGS 5.71 7.15 - - - - - - - 0.00 NP10 ADS 2824 BASIN ADS 2499CGS 2.55 3.72 0.30 0.04 5.00 6.12 0.07 0.00 - 0.00 NP11 ADS 2824 BASIN ADS 2499CGS 2.79 3.96 0.30 0.04 5.00 6.12 0.07 0.00 - 0.00 NP12 ADS 2824 BASIN ADS 2499CGS 3.39 4.56 0.30 0.04 5.00 6.12 0.07 0.00 - 0.00 109 TYPE ''C'' MANHOLE R-3472 4.62 6.33 0.77 0.33 5.00 6.12 1.55 0.24 0.28 0.28 110 TYPE ''C'' MANHOLE R-3472 5.08 7.33 0.81 0.30 5.00 6.12 1.49 0.23 0.27 0.27 111 TYPE ''C'' MANHOLE R-3472 4.45 6.70 0.73 0.46 5.00 6.12 2.06 0.43 0.33 0.43 The Bridges Medical Office Building Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Design Parameters Design Storm: Description:The Bridges Medical Office Building Reviewing Entity: Job #: Date:05/25/23 *Emergency spillway must carry peak 100 yr flow rate of the pond 33.34 41.68 3.33 41.68 4.00 2.14 100 Top of Weir Plate =843.92 843.92 846.06 <<== Overflow < Bottom of top structure slab 848.72 847.05Bottom of Top Structure Slab = H = Top of Weir Plate = Overflow Elev. = Rim Elevation= L = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel 2022.00150 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = APPENDIX E WATER QUALITY S1 UOI LOT Routing Diagram for 2022.00150.CE.Drainage Prepared by American Structurepoint, Printed 5/26/2023 HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 2HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment S1: UOI LOT Runoff = 4.01 cfs @ 11.98 hrs, Volume= 0.202 af, Depth= 0.63" Routed to Pond 7P : UG DETENTION Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 3.840 96 3.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment S1: UOI LOT Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=3.840 ac Runoff Volume=0.202 af Runoff Depth=0.63" Tc=7.0 min CN=96 4.01 cfs Multi-Event Tables2022.00150.CE.Drainage Printed 5/26/2023Prepared by American Structurepoint Page 3HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Events for Subcatchment S1: UOI LOT Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 4.01 0.202 0.63 Select BMP for WQ FLow Rate Description: Entity: Job #: Date:05/25/23 Top Width (ft):- Velocity (ft/s):3.75 Cross Sectional Area (ft2): 1.07 Wetted Perimeter (ft):2.61 Hydraulic Radius (ft):0.41 Flow Rate (cfs):4.01 Maximum Flow Rate (cfs): 6.70 Depth of Flow (ft):0.88 Slope of Channel (ft/ft): 0.0030 Manning's Roughness Coefficient: 0.012 Freeboard (ft):- Side Slope (x:1):- Location of Channel:BMP Bypass Geometry:Circular Solve For:Depth 100-yr Diameter (ft):1.5 Bottom Width (ft):- 2022.00150 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information City of Carmel The Bridges Medical Office Building APPENDIX F FLOOD ROUTING CALCULATIONS STR101 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 101 847.63 848.03 847.87 42.00 FT 22.00 FT COMPUTE SPILL ELEVATION Q100,req=3.1 cfs 2.80 0.62 cfs 0.55 cfs 42.00 ft 22.00 ft 0.20 ft 100-yr Flood Elevation = 847.83 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 STR102 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 102 847.63 25.50 FT COMPUTE SPILL ELEVATION Q100,req=1.13 cfs 2.80 4.78 cfs cfs 25.50 ft 0.16 ft 100-yr Flood Elevation = 847.59 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 847.93 847.43 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR103 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 103 847.66 18.00 FT COMPUTE SPILL ELEVATION Q100,req=0.82 cfs 2.80 30.68 cfs cfs 18.00 ft 0.07 ft 100-yr Flood Elevation = 847.71 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 847.64 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR104 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 104 848.91 25.50 FT COMPUTE SPILL ELEVATION Q100,req=1.78 cfs 2.80 2.02 cfs cfs 25.50 ft 0.26 ft 100-yr Flood Elevation = 848.70 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 848.94 848.44 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR105 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 105 848.17 18.00 FT COMPUTE SPILL ELEVATION Q100,req=0.58 cfs 2.80 3.21 cfs cfs 18.00 ft 0.14 ft 100-yr Flood Elevation = 848.10 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 847.96 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR106 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 106 847.66 18.00 FT COMPUTE SPILL ELEVATION Q100,req=1.08 cfs 2.80 30.68 cfs cfs 18.00 ft 0.08 ft 100-yr Flood Elevation = 847.72 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 847.64 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR107 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 107 847.84 46.00 FT COMPUTE SPILL ELEVATION Q100,req=0.98 cfs 2.80 2.90 cfs cfs 46.00 ft 0.18 ft 100-yr Flood Elevation = 847.42 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 847.74 847.24 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR108 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 108 847.93 18.00 FT COMPUTE SPILL ELEVATION Q100,req=0.68 cfs 2.80 0.80 cfs cfs 18.00 ft 0.26 ft 100-yr Flood Elevation = 847.35 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 847.59 847.09 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 STR109 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 109 847.62 847.88 848.04 24.00 FT 42.00 FT COMPUTE SPILL ELEVATION Q100,req=2.08 cfs 2.80 0.56 cfs 0.59 cfs 24.00 ft 42.00 ft 0.17 ft 100-yr Flood Elevation = 847.79 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 STR110 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 110 847.62 847.88 848.04 24.00 FT 42.00 FT COMPUTE SPILL ELEVATION Q100,req=1.91 cfs 2.80 0.56 cfs 0.59 cfs 24.00 ft 42.00 ft 0.16 ft 100-yr Flood Elevation = 847.78 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 STR111 Description:Bridges UOI Reviewing Entity: Job #: Date:11/10/2022 BASIN STR 111 846.76 847.45 847.01 24.00 FT 24.00 FT COMPUTE SPILL ELEVATION Q100,req=2.4 cfs 2.80 0.21 cfs 0.59 cfs 24.00 ft 24.00 ft 0.21 ft 100-yr Flood Elevation = 846.97 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2022.0015 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Nyloplast Basin Description:Bridges UOI Reviewing Entity: Job #: Date:4/11/2023 NYLOPLAST BASIN 847.87 848.84 848.00 40.00 FT 10.00 FT COMPUTE SPILL ELEVATION Q100,req=0.37 cfs 2.80 0.21 cfs 0.59 cfs 24.00 ft 24.00 ft 0.09 ft 100-yr Flood Elevation = 847.96 ft L1 = L2 = H = 2022.0015 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel Q1 Q2 I L L INO IS S TR E E T PITTMAN WAY BENCHMARK DATA EXISTING LEGEND CONSTRUCTION DOCUMENTS 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PLOT DATE: 5/26/2023 9:49 AMPLOT SCALE: 1:40EDIT DATE: 5/26/2023EDITED BY: NWINSLOWDRAWING FILE: P:\2022\00150\D. Drawings\Civil\Construction Documents\2022.00150.CE.C320.FRP.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 11/15/2022 2022.00150 CARMEL MEDICAL OFFICE BUILDING AT THE BRIDGES CARMEL, INDIANA REVISION SCHEDULE NO.DESCRIPTION DATE APPROVAL PENDING NOT FOR CONSTRUCTION IN SUBMITTING BIDS IN RELIANCE ON THESE PLANS THE CONTRACTOR ASSUMES ALL RISKS OF ADDITIONAL COSTS OF REVISIONS DUE TO REQUIREMENTS OF THE OWNER OR GOVERNMENTAL AUTHORITIES AND MATERIAL REVISIONS IN THE COURSE OF COMPLETING THE FINAL DESIGN. Contact: Jeff Shively Telephone: (317) 503-3374 Email: jshively@cornerstonecompaniesinc.com C320 FLOOD ROUTING PLAN