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Home My WebLink AboutDrainage Report Drainage Computations Summary For The Steadman Apartment Homes 111th Street and Springmill Road Carmel, Indiana Prepared For: Cityscape Residential 8335 Keystone Crossing #220 Indianapolis, Indiana 46240 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: Joshua Rodgers, PE David Welch, EIT Submitted: August 1, 2022 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions Stormwater Quality Summary and Conclusions APPENDICES Appendix A Maps · Soils Map and Data · Flood Insurance Rate Map (FIRM) Appendix B Existing Conditions · Existing Conditions Map Appendix C Proposed Conditions-Storm Sewer · Proposed Storm Sewer Basins Map · Municipality Rainfall Data · 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 · Access Road Gutter Spread Calculations Appendix D Proposed Conditions-Wet Pond Design · Overall Proposed Basin Map · CN Calculations · ICPR Model · Emergency Spillway Design · Outlet Control Structure Detail Appendix E Proposed Conditions-Water Quality · Water Quality Volume Calculations · Water Quality Flow Rate Calculations Appendix F Undeveloped Basin Storm Sewer Capacity · Time of Concentration Calculations · Beehive Inlet - Storm Sewer Calculations · Beehive Inlet - Casting Capacity Calculations Appendix G Overflow Flood Routing Calculations · Overflow Flood Routing – Model Maps · Overflow Flood Routing – ICPR Model Appendix H Existing Conditions-Past Report DRAINAGE COMPUTATIONS SUMMARY For The Steadman Apartment Homes 111th Street and Springmill Road Carmel, Indiana PROJECT DESCRIPTION The proposed project is located at the northeast corner of 111th Street and Springmill Road in Carmel, Hamilton County, Indiana. The 12.50 ± acre site is currently an undeveloped site that was mass graded during Phase I of The Bridges Commercial Amenity Use Block project. The developed site will consist of new six building multi-family development, interior access drives, parking lots and structures, and a new detention pond. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates approximately 45% distribution of Brookston silty clay loam (Br), 41% distribution of Crosby silt loam soils (CrA), and 14% distribution of existing pond surface at normal pool elevation. 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 mostly undeveloped land that was mass graded during the construction of The Bridges Commercial Amenity Use Block Phase I project; as well as, the master planned detention pond for The Bridges development. Existing vegetated swale on the eastern side of the proposed site and conveys water from the existing developments on northern portions of The Bridges development to the existing master planned detention pond. The Bridges Commercial Amenity Use Block Phase I Drainage Report (dated March 30, 2013), which is referred to as the Master Planned Drainage Report, should be referenced for existing runoff conditions and can be found in Appendix F of this report. Refer to Appendix B for Existing Drainage Conditions. Allowable release rates for this project are based on drainage basins contributing to the existing master plan pond. Information on these basins can be found in Master Planned Drainage Report (Appendix F). The area of the basins that will contribute to proposed drainage totals approximately 39.61 ± acres. Allowable release rates for this project are based on 0.1 cfs/acre for a ten-year storm event and 0.3 cfs/acre for a one-hundred- year storm event, as specified by City of Carmel Stormwater Technical Standards. Table 1 contains the allowable release rates for this site. Refer to Appendix H for Existing Drainage Report. Area (acres) 39.61 Allowable Release Rate (Q10) 3.96 cfs Allowable Release Rate (Q100) 11.89 cfs Table 1. Site Allowable Release Rates PROPOSED CONDITIONS The proposed development includes the construction of a new six building multifamily housing development, interior access roads, associated utilities, and an interior access road. Runoff from the proposed site will be conveyed to a new detention pond via two separate storm sewer systems. The proposed detention pond is designed to detain stormwater runoff from the developed project site and from existing developments north of the project site. The proposed detention pond is to be located on the southern portion of the site. The detained runoff will then exit the site through an outlet control structure located at the southeast corner of the pond. The discharged runoff will then be conveyed to the existing Illinois Street storm sewer located at the intersection of 111th Street and Illinois Street. The ‘STM100’ basin – which contains an area of approximately 8.17 acres – captures the proposed multifamily development. A weighted curve number of 97 was calculated for this basin based on the impervious cover of the site and the next less infiltrating soil class. A time of concentration of 8.59 minutes was calculated based on 5-minute time to inlet and travel time based on calculated velocities and length of travel through designed pipe system. The ‘North Dev & 200’basin – which contains an area of approximately 29.14 acres – captures an area on the eastern side of the proposed development that contains a local access road running north from 111th Street through the site; as well as, the runoff conveyed to the existing pond via storm sewer and drainage swale from the developed site to the north of the proposed development. A curve number of 96 was used based on an assumption of 90% impervious area. A time of concentration of 14.59 minutes was calculated based on a 5-minute time to inlet and travel time based on calculated velocities and length of travel through designed pipe system. The ‘STM 300’ basin – which contains an area of approximately 0.09 acres – captures an area on the proposed access road to the north of the right of way. The purpose of the storm structures at this location is capture runoff from the road that would otherwise sheet flow into the 111th Street right-of-way. A curve number of 96 was calculated for this basin based on the impervious cover of the site and the next less infiltrating soil class. A time of concentration 5.14 minutes was calculated based on 5-minute time to inlet and travel time based on calculated velocities and length of travel through designed pipe system. The ’Direct to Pond’ basin –which contains an area of approximately 2.30 acres – captures the surface area of the detention pond on the southern portion of the proposed development; as well as, the areas surrounding the pond surfaces where runoff flows directly to the pond. A weighted curve number of 95 was calculated for this basin based on the area covered by the pond surface and the next less infiltrating soil class. A time of concentration of 5 minutes was used for this basin. Refer to Appendix C for storm sewer calculations. The proposed basins were modeled in ICPR using the unit hydrograph method and the NRCS Type II storm distribution. Table 2 contains the proposed release rates. Refer to Appendix D for the ICPR model. 10-Year 100-Year Stage Allowable Release Rate Proposed Release Rates Stage Allowable Release Rate Proposed Release Rate Pond 840.98’ 3.96 cfs 3.94 cfs 843.71’ 11.89 cfs 11.64 cfs Table 2. Release Rate Summary STORMWATER QUALITY Each of the two storm sewer systems will treat runoff utilizing diversion structure and a flow through water quality unit. Each structure has been sized using by calculating the water quality treatment flow rate required by each sewer. The series 100 storm sewer has a calculated water quality treatment rate of 8.88 cfs, requiring a XC-10 AquaSwirl water quality unit. The series 200 storm sewer has a calculated water quality treatment rate of 0.71 cfs, requiring a 4ft Downstream Defender water quality unit. The developed area north of site that utilizes the 200 series for drainage to the proposed detention pond provides water quality through an existing AquaSwirl unit. Please see Appendix E for water treatment rate calculations. A second water quality BMP measure will be provided detention at the proposed pond. The volume below normal pool of the new detention pond is appropriately sized to meet the water quality volume required for the site. Please see Appendix E for water quality volume calculations. EMERGENCY OVERFLOW 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. Calculation are used to ensure that flooding within each storm network sub basin does not stage to an elevation where water enters any building or garage finish floor on the proposed site in the event of the previously described conditions occurring. Refer to Appendix G for model. EXISTING INLET ANALYSIS In the existing condition, all areas identified in the Existing Condition Drainage Area Map (Refer to Appendix B) drain to the existing detention pond and an existing beehive inlet located at the southeast corner of the existing site. In the proposed condition the existing detention pond is to be replaced by the proposed development. As a result, the area east of the site, represented as basin ‘SE Undeveloped’ in the Proposed Drainage Area Map (refer to Appendix D), drains only to the existing beehive inlet, which then conveys runoff the Illinois Street Storm Sewer. An analysis of this inlet was performed with the intent to verify that that existing storm pipe downstream of the existing inlet has capacity to operate in the proposed condition. The ‘SE Undeveloped’ basin was modeled using a calculated curve number of 81 and a calculated time of concentration of 24.91 minutes. Refer to Appendix F for storm sewer calculations. In addition to storm sewer calculations the ‘SE Undeveloped’ basin is modeled in the Emergency Overflow ICPR Model (Refer to Appendix G); calculations from this model verify that, in the event of 100% clogging at the existing beehive inlet, flooding from a 100 year storm event is contained within the undeveloped site without overflowing to adjacent roads and properties. 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 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/6/2021 Page 1 of 4442239044224404422490442254044225904422640442269044227404422440442249044225404422590442264044226904422740571260571310571360571410571460571510571560571610571660571710571760 571260 571310 571360 571410 571460 571510 571560 571610 571660 571710 571760 39° 57' 6'' N 86° 9' 57'' W39° 57' 6'' N86° 9' 34'' W39° 56' 55'' N 86° 9' 57'' W39° 56' 55'' N 86° 9' 34'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters 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 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 22, Sep 9, 2021 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 10/6/2021 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 0.2 0.7% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.3 1.1% W Water 2.1 9.1% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 9.9 42.4% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 10.9 46.6% Totals for Area of Interest 23.3 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/6/2021 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 10/6/2021 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 10/22/2021 at 10:41 AM 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°10'9"W 39°57'13"N 86°9'31"W 39°56'46"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX B EXISTING CONDITIONS ILLINOIS STREETILLIN O I S S T R E E TW 111th StreetSpring Mill Rd ILLIN O I S S T R E E T 2.4KPLOT DATE (24"x36"): 11/16/2021 9:19 PMDRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\Appendix\B-Existing Condition\2021.00998.CE.ExistingDrainageAreaMap.dwgEXISTING DRAINAGE AREA MAPTHE BRIDGES MULTI-FAMILYNovember 16, 20212021.009980'80'NSCALE:1"=80'CARMEL, IN APPENDIX C PROPOSED CONDITIONS-STORM SEWER I L L INO IS S TR E E T ILLINOIS STREETW 111th StreetSpring Mill RdILLINOIS STREETPool (1,900 sf +/-) bench bench sunning ledge sunning ledge SADLER ROW SLADE AVE.Spring Mill RdPITTMAN WAYPLOT DATE (36"x24"): 8/1/2022 10:16 AM DRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\2022-08\Appendices - 2022-07\C-Proposed Storm Sewer\2021.00998.CE.StormSewerBasinMap.2022-07-29dwg.dwg Storm Sewer Basin Map The Steadman Apartment Homes Carmel, INAugust 1, 2022 2021.00998 0'40' NSCALE:1"=40' Description:The Steadman Apartment Homes Reviewing Entity:City of Carmel Job #:2021.00998 Date:06/28/22 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 City of Carmel Data Job Information RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) The Steadman Apartment Homes City of Carmel 2021.00998 7/29/2022 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 STR 101 101 - 0.05 0.36 -0.41 0.78 96 MAIN 102 - - - -- - - STR 103 103 - - 0.14 -0.14 0.85 98 STR 104 104 - - 0.22 -0.22 0.85 98 STR 105 105 - 0.03 0.23 -0.26 0.79 96 STR 106 106 - 0.05 0.09 -0.14 0.65 92 STR 107 107 - 0.01 0.15 -0.16 0.82 97 STR 108 108 - - 0.09 -0.09 0.85 98 STR 109 109 - - 0.08 -0.08 0.85 98 STR 110 110 - - 0.05 -0.05 0.85 98 STR 111 111 - - 0.22 -0.22 0.85 98 STR 112 112 - - 0.24 -0.24 0.85 98 STR 113 113 - - 0.24 -0.24 0.85 98 STR 114 114 - - 0.18 -0.18 0.85 98 STR 115 115 - - 0.12 -0.12 0.85 98 STR 116 116 - - 0.05 -0.05 0.85 98 STR 117 117 - - 0.10 -0.10 0.85 98 STR 117A 117A - - 0.25 -0.25 0.85 98 MAIN 118 - - - -- - - MAIN 118A - - - -- - - STR 119 119 - - 0.19 -0.19 0.85 98 STR 119A 119A - - 0.05 -0.05 0.85 98 STR 120 120 - - 0.33 -0.33 0.85 98 MAIN 121 - - - -- - - STR 122 122 - - 0.08 -0.08 0.85 98 STR 123 123 - 0.02 0.10 -0.12 0.76 95 STR 123A 123A - - - -- - - STR 124 124 - - 0.08 -0.08 0.85 98 STR 125 125 - - 0.09 -0.09 0.85 98 STR 126 126 - - 0.09 -0.09 0.85 98 STR 127 127 - - 0.22 -0.22 0.85 98 MAIN 128 - - - -- - - STR 129 129 - - 0.16 -0.16 0.85 98 STR 130 130 - - 0.16 -0.16 0.85 98 STR 131 131 - - 0.11 -0.11 0.85 98 STR 132 132 - 0.07 - -0.07 0.30 80 STR 133 133 - - 0.24 -0.24 0.85 98 MAIN 134 - - - -- - - STR 135 135 - 0.01 0.17 -0.18 0.83 97 STR 136 136 - 0.01 0.14 -0.15 0.81 97 TURN 137 - - - -- - - STR 138 138 - 0.04 0.31 -0.35 0.79 96 STR 139 139 - 0.02 0.31 -0.33 0.82 97 STR 140 140 - 0.02 0.32 -0.34 0.82 97 STR 141 141 - 0.14 0.06 -0.20 0.47 85 STR 142 142 - 0.09 0.09 -0.18 0.58 89 STR 143 143 - 0.13 0.12 -0.25 0.56 89 STR 144 144 - 0.11 0.10 -0.21 0.56 89 STR 145 145 - 0.10 0.14 -0.24 0.62 91 STR 146 146 - 0.12 0.11 -0.23 0.56 89 STR 147 147 - 0.06 0.09 -0.15 0.63 91 TURN 148 - - - -- - - STR 149 149 - 0.03 0.02 -0.05 0.52 87 STR 150 150 - 0.01 0.01 -0.02 0.58 89 STR 140 151 - - - -- - - MAIN 201 - - - -- - - MAIN 201 - - - -- - - STR 202 202 - 0.05 0.10 -0.15 0.67 92 STR 203 203 - 0.06 0.10 -0.16 0.64 91 STR 204 204 - - 0.03 -0.03 0.85 98 STR 205 205 - - 0.05 -0.05 0.85 98 MAIN 206 - - - -- - - MAIN 209 - - - -- - - STR 207 207 - 0.09 0.18 -0.27 0.67 92 STR 210 210 - 0.13 0.09 -0.22 0.53 87 STR 208 208 - - 0.05 -0.05 0.85 98 STR 211 211 - 0.06 0.06 -0.12 0.58 89 STR 212 212 - - 0.05 -0.05 0.85 98 STR 213 213 - - 0.06 -0.06 0.85 98 MAIN 214 - - - -- - - STR301 301 - - 0.03 -0.03 0.85 98 STR302 302 - 0.02 0.04 -0.06 0.67 92 Undev SE Beehive - 8.89 - -8.89 0.30 80 STR 401 401 - 0.04 0.10 -0.14 0.69 93 STR 402 402 - 0.09 0.13 -0.22 0.63 91 Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date: 10-yr Entity Data Invert Drop 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. U.S. D.S (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft) 101 102 14.6 RCP 0.78 0.41 - -0.32 0.32 0.32 5.00 5.00 6.12 6.12 1.96 1.96 12 0.41 0.013 2.28 86% 2.90 0.72 3.27 0.08 846.29 846.67 842.61 842.55 2.52 2.96 102 118 112.9 RCP - -- -- - 0.32 5.00 5.08 6.12 6.10 - 1.96 12 0.50 0.013 2.52 78% 3.21 0.66 3.55 0.59 846.67 846.42 842.45 841.88 3.06 3.37 103 104 62.5 RCP 0.85 0.14 - -0.12 0.12 0.12 5.00 5.00 6.12 6.12 0.73 0.73 12 0.35 0.013 2.11 35% 2.68 0.41 2.44 0.39 846.02 846.02 842.30 842.08 2.55 2.77 104 118 85.6 RCP 0.85 0.22 - -0.19 0.19 0.31 5.00 5.39 6.12 6.05 1.14 1.85 12 0.35 0.013 2.11 88% 2.68 0.73 3.03 0.53 846.02 846.42 841.98 841.68 2.87 3.57 105 107 28.3 RCP 0.79 0.26 - -0.20 0.20 0.20 5.00 5.00 6.12 6.12 1.25 1.25 12 0.39 0.013 2.22 56% 2.83 0.54 2.92 0.17 846.28 846.11 842.16 842.05 2.95 2.89 106 107 50.7 RCP 0.65 0.14 - -0.09 0.09 0.09 5.00 5.00 6.12 6.12 0.56 0.56 12 0.39 0.013 2.22 25% 2.83 0.34 2.36 0.30 846.51 846.11 842.25 842.05 3.10 2.89 107 108 38.7 RCP 0.82 0.16 - -0.13 0.13 0.43 5.00 5.30 6.12 6.07 0.80 2.59 15 0.39 0.013 4.03 64% 3.29 0.73 3.49 0.20 846.11 846.40 841.95 841.80 2.72 3.16 108 109 63.9 RCP 0.85 0.09 - -0.07 0.07 0.50 5.00 5.49 6.12 6.03 0.46 3.02 15 0.50 0.013 4.57 66% 3.72 0.74 3.98 0.29 846.40 846.26 841.70 841.38 3.26 3.44 109 110 45.0 RCP 0.85 0.08 - -0.07 0.07 0.57 5.00 5.78 6.12 5.98 0.41 3.40 15 0.38 0.013 3.98 85% 3.24 0.89 3.64 0.23 846.26 846.11 841.28 841.11 3.54 3.56 110 116 63.0 RCP 0.85 0.05 - -0.04 0.04 0.61 5.00 6.01 6.12 5.94 0.25 3.62 15 0.60 0.013 5.00 72% 4.08 0.79 4.44 0.26 846.11 845.85 841.01 840.63 3.66 3.78 111 112 64.8 RCP 0.85 0.22 - -0.19 0.19 0.19 5.00 5.00 6.12 6.12 1.14 1.14 12 0.40 0.013 2.25 51% 2.87 0.50 2.88 0.38 845.97 845.53 841.82 841.57 2.98 2.80 112 113 64.8 RCP 0.85 0.24 - -0.20 0.20 0.39 5.00 5.38 6.12 6.05 1.25 2.37 15 0.40 0.013 4.09 58% 3.33 0.68 3.45 0.32 845.53 845.37 841.47 841.21 2.63 2.73 113 115 56.9 RCP 0.85 0.24 - -0.20 0.20 0.60 5.00 5.70 6.12 5.99 1.25 3.57 15 0.40 0.013 4.09 87% 3.33 0.90 3.75 0.28 845.37 845.47 841.11 840.88 2.83 3.15 114 115 54.8 RCP 0.85 0.18 - -0.15 0.15 0.15 5.00 5.00 6.12 6.12 0.94 0.94 12 0.40 0.013 2.25 42% 2.87 0.45 2.74 0.32 845.46 845.47 841.70 841.48 2.60 2.82 115 116 51.0 RCP 0.85 0.12 - -0.10 0.10 0.85 5.00 5.99 6.12 5.94 0.62 5.05 18 0.29 0.013 5.66 89% 3.20 1.11 3.62 0.27 845.47 845.85 840.78 840.63 2.98 3.51 116 117 56.7 RCP 0.85 0.05 - -0.05 0.05 1.51 5.00 6.27 6.12 5.89 0.28 8.87 24 0.41 0.013 14.49 61% 4.61 1.13 4.84 0.20 845.85 845.69 840.53 840.30 3.07 3.14 117 117A 68.5 RCP 0.85 0.10 - -0.09 0.09 1.59 5.00 6.47 6.12 5.85 0.54 9.33 24 0.40 0.013 14.31 65% 4.55 1.18 4.85 0.25 845.69 845.57 840.20 839.92 3.24 3.40 117A 118 36.0 RCP 0.85 0.25 - -0.21 0.21 1.80 5.00 6.72 6.12 5.81 1.28 10.47 24 0.40 0.013 14.31 73% 4.55 1.27 4.97 0.13 845.57 846.42 839.82 839.68 3.50 4.49 118 118A 136.0 RCP - -- -- - 2.43 5.00 5.92 6.12 5.95 - 14.47 24 0.50 0.013 16.00 90% 5.09 1.49 5.77 0.45 846.42 848.07 839.58 838.90 4.59 6.92 118A 121 72.0 RCP - -0.85 0.42 0.36 - 2.79 5.00 5.45 6.12 6.04 - 16.83 24 0.70 0.013 18.93 89% 6.02 1.47 6.81 0.20 848.07 846.51 838.80 838.30 7.02 5.96 119 119A 46.7 RCP 0.85 0.19 - -0.16 0.16 0.16 5.00 5.00 6.12 6.12 0.98 0.98 12 0.40 0.013 2.25 43% 2.87 0.46 2.77 0.27 845.43 845.62 841.75 841.56 2.52 2.89 119A 120 94.8 RCP 0.85 0.05 - -0.05 0.05 0.20 5.00 5.27 6.12 6.07 0.28 1.24 12 0.35 0.013 2.11 59% 2.68 0.55 2.79 0.59 845.62 845.12 841.46 841.13 2.99 2.82 120 121 66.4 RCP 0.85 0.33 - -0.28 0.28 0.49 5.00 5.86 6.12 5.97 1.72 2.90 15 0.35 0.013 3.82 76% 3.11 0.81 3.42 0.36 845.12 846.51 841.03 840.80 2.65 4.28 121 128 37.8 RCP - -- -- - 3.27 5.00 6.22 6.12 5.90 - 19.31 24 0.90 0.013 21.46 90% 6.83 1.48 7.73 0.09 846.51 846.23 838.20 837.86 6.06 6.12 122 123A 43.5 RCP 0.85 0.08 - -0.07 0.07 0.07 5.00 5.00 6.12 6.12 0.43 0.43 12 0.36 0.013 2.14 20% 2.72 0.30 2.13 0.27 845.97 846.02 842.28 842.12 2.53 2.73 123 123A 60.7 RCP 0.76 0.12 - -0.09 0.09 0.09 5.00 5.00 6.12 6.12 0.56 0.56 12 0.36 0.013 2.14 26% 2.72 0.35 2.29 0.37 845.41 846.02 841.72 841.50 2.53 3.35 123A 124 44.4 RCP - -- -- - 0.16 5.00 5.37 6.12 6.05 - 0.98 12 0.36 0.013 2.14 46% 2.72 0.47 2.66 0.27 846.02 845.84 841.40 841.24 3.45 3.43 124 125 59.1 RCP 0.85 0.08 - -0.07 0.07 0.23 5.00 5.27 6.12 6.07 0.42 1.39 12 0.36 0.013 2.14 65% 2.72 0.59 2.90 0.36 845.84 845.82 841.14 840.93 3.53 3.73 125 126 60.0 RCP 0.85 0.09 - -0.08 0.08 0.31 5.00 5.63 6.12 6.01 0.47 1.84 12 0.35 0.013 2.11 87% 2.68 0.72 3.02 0.37 845.82 845.83 840.83 840.62 3.83 4.05 126 127 61.5 RCP 0.85 0.09 - -0.08 0.08 0.38 5.00 6.01 6.12 5.94 0.47 2.27 12 0.60 0.013 2.76 82% 3.51 0.69 3.92 0.29 845.83 845.80 840.52 840.15 4.15 4.49 127 128 43.2 RCP 0.85 0.22 - -0.19 0.19 0.57 5.00 6.30 6.12 5.89 1.14 3.35 12 1.25 0.013 3.98 84% 5.07 0.70 5.68 0.14 845.80 846.23 840.05 839.51 4.59 5.56 128 134 67.4 RCP - -- -- - 3.84 5.00 6.44 6.12 5.86 - 22.51 30 0.38 0.013 25.28 89% 5.15 1.84 5.82 0.22 846.23 846.35 837.76 837.50 5.68 6.06 129 130 63.2 RCP 0.85 0.16 - -0.14 0.14 0.14 5.00 5.00 6.12 6.12 0.83 0.83 12 0.48 0.013 2.47 34% 3.14 0.40 2.84 0.33 845.85 845.80 842.04 841.74 2.64 2.89 130 131 61.2 RCP 0.85 0.16 - -0.14 0.14 0.27 5.00 5.33 6.12 6.06 0.83 1.65 12 0.36 0.013 2.14 77% 2.72 0.66 3.00 0.37 845.80 845.84 841.64 841.42 2.99 3.25 131 133 61.8 RCP 0.85 0.11 - -0.09 0.09 0.37 5.00 5.71 6.12 5.99 0.57 2.19 12 0.50 0.013 2.52 87% 3.21 0.72 3.61 0.32 845.84 845.88 841.32 841.01 3.35 3.70 132 133 66.9 RCP 0.30 0.07 - -0.02 0.02 0.02 5.00 5.00 6.12 6.12 0.13 0.13 12 0.32 0.013 2.02 6% 2.57 0.17 1.44 0.43 846.85 845.88 841.22 841.01 4.46 3.70 133 134 30.3 RCP 0.85 0.24 - -0.20 0.20 0.59 5.00 6.03 6.12 5.93 1.25 3.50 15 0.69 0.013 5.37 65% 4.37 0.74 4.66 0.12 845.88 846.35 840.91 840.70 3.53 4.21 134 151 135.0 RCP - -- -- - 4.43 5.00 6.66 6.12 5.82 - 25.80 30 0.50 0.013 29.00 89% 5.91 1.84 6.68 0.38 846.35 846.18 837.40 836.73 6.16 6.66 135 136 87.6 RCP 0.83 0.18 - -0.15 0.15 0.15 5.00 5.00 6.12 6.12 0.89 0.89 12 0.33 0.013 2.05 44% 2.61 0.46 2.52 0.56 845.57 845.73 841.86 841.58 2.54 2.99 136 137 44.3 RCP 0.81 0.15 - -0.12 0.12 0.27 5.00 5.56 6.12 6.02 0.75 1.61 12 0.45 0.013 2.39 67% 3.04 0.60 3.27 0.24 845.73 846.33 841.48 841.28 3.09 3.89 137 138 72.4 RCP - -- -- - 0.27 5.00 5.80 6.12 5.98 - 1.60 12 0.40 0.013 2.25 71% 2.87 0.62 3.11 0.42 846.33 845.05 841.18 840.89 3.99 3.00 138 139 112.7 RCP 0.79 0.35 - -0.28 0.28 0.54 5.00 6.22 6.12 5.90 1.69 3.21 15 0.40 0.013 4.09 78% 3.33 0.83 3.69 0.56 845.05 845.36 840.79 840.34 2.83 3.59 139 140 96.9 RCP 0.82 0.33 - -0.27 0.27 0.81 5.00 6.79 6.12 5.80 1.65 4.71 18 0.61 0.013 8.20 57% 4.64 0.82 4.80 0.35 845.36 845.37 840.24 839.64 3.42 4.02 140 151 49.1 RCP 0.82 0.34 - -0.28 0.28 1.09 5.00 7.14 6.12 5.74 1.70 6.26 18 0.65 0.013 8.47 74% 4.79 0.96 5.24 0.17 845.37 846.18 839.54 839.23 4.12 5.25 141 142 50.6 RCP 0.47 0.20 - -0.09 0.09 0.09 5.00 5.00 6.12 6.12 0.57 0.57 12 0.38 0.013 2.20 26% 2.80 0.35 2.35 0.30 846.27 846.86 842.58 842.39 2.52 3.30 142 143 95.3 RCP 0.58 0.18 - -0.10 0.10 0.20 5.00 5.30 6.12 6.07 0.63 1.19 12 0.40 0.013 2.25 53% 2.87 0.52 2.91 0.55 846.86 846.46 842.29 841.91 3.40 3.38 143 144 100.2 RCP 0.56 0.25 - -0.14 0.14 0.34 5.00 5.85 6.12 5.97 0.86 2.01 12 0.40 0.013 2.25 89% 2.87 0.74 3.24 0.58 846.46 846.31 841.81 841.41 3.48 3.74 144 145 117.2 RCP 0.56 0.21 - -0.12 0.12 0.46 5.00 6.44 6.12 5.86 0.72 2.67 15 0.40 0.013 4.09 65% 3.33 0.74 3.55 0.59 846.31 846.47 841.31 840.84 3.56 4.19 145 146 103.5 RCP 0.62 0.24 - -0.15 0.15 0.60 5.00 7.02 6.12 5.76 0.91 3.48 15 0.46 0.013 4.38 79% 3.57 0.84 3.96 0.48 846.47 846.46 840.74 840.26 4.29 4.76 146 147 85.8 RCP 0.56 0.23 - -0.13 0.13 0.73 5.00 7.51 6.12 5.67 0.79 4.16 15 0.52 0.013 4.66 89% 3.80 0.92 4.29 0.38 846.46 846.67 840.16 839.72 4.86 5.52 147 148 36.9 RCP 0.63 0.15 - -0.09 0.09 0.83 5.00 7.88 6.12 5.60 0.58 4.64 15 0.65 0.013 5.21 89% 4.24 0.92 4.80 0.14 846.67 847.04 839.62 839.38 5.62 6.22 148 149 24.8 RCP - -- -- - 0.83 5.00 8.03 6.12 5.57 - 4.62 15 0.65 0.013 5.21 89% 4.24 0.92 4.79 0.10 847.04 846.14 839.28 839.12 6.32 5.59 149 150 57.5 RCP 0.52 0.05 - -0.03 0.03 0.85 5.00 8.13 6.12 5.56 0.16 4.75 15 0.68 0.013 5.33 89% 4.34 0.92 4.91 0.22 846.14 846.68 839.02 838.63 5.69 6.62 150 151 57.1 RCP 0.58 0.02 - -0.01 0.01 0.87 5.00 8.35 6.12 5.52 0.07 4.78 18 0.35 0.013 6.21 77% 3.52 0.99 3.88 0.27 846.68 846.18 838.53 838.33 6.45 6.15 151 Pond 38.4 RCP - -- -- - 6.39 5.00 8.62 6.12 5.47 - 34.94 30 0.90 0.013 38.91 90% 7.93 1.85 8.97 0.08 846.18 - 836.63 836.28 6.76 - 201 206 147.5 RCP - -0.85 27.63 23.49 - 23.49 13.34 13.34 4.89 4.89 - 114.87 60 0.47 0.013 178.55 64% 9.09 2.92 9.66 0.27 847.84 845.98 838.45 837.76 3.89 2.72 202 203 31.2 RCP 0.67 0.15 - -0.10 0.10 0.10 5.00 5.00 6.12 6.12 0.61 0.61 12 0.38 0.013 2.20 28% 2.80 0.36 2.40 0.19 845.81 845.68 842.02 841.91 2.62 2.61 203 206 12.0 RCP 0.64 0.16 - -0.10 0.10 0.20 5.00 5.19 6.12 6.09 0.63 1.24 12 0.42 0.013 2.31 54% 2.94 0.52 2.99 0.07 845.68 845.98 841.81 841.76 2.71 3.06 204 205 31.2 RCP 0.85 0.03 - -0.03 0.03 0.03 5.00 5.00 6.12 6.12 0.16 0.16 12 0.38 0.013 2.20 7% 2.80 0.18 1.62 0.19 845.81 845.68 842.06 841.95 2.58 2.57 205 206 12.0 RCP 0.85 0.05 - -0.04 0.04 0.07 5.00 5.19 6.12 6.09 0.26 0.41 12 0.42 0.013 2.31 18% 2.94 0.29 2.22 0.07 845.68 845.98 841.85 841.80 2.67 3.02 206 209 249.5 RCP - -- -- - 23.76 5.00 13.61 6.12 4.86 - 115.56 60 0.27 0.013 135.33 85% 6.89 3.55 7.74 0.60 845.98 845.01 837.66 836.98 2.82 2.53 207 209 12.0 RCP 0.67 0.27 - -0.18 0.18 0.18 5.00 5.00 6.12 6.12 1.10 1.10 12 0.42 0.013 2.31 48% 2.94 0.49 2.91 0.07 844.70 845.01 841.00 840.95 2.53 2.89 208 209 12.0 RCP 0.85 0.05 - -0.04 0.04 0.04 5.00 5.00 6.12 6.12 0.26 0.26 12 0.42 0.013 2.31 11% 2.94 0.23 1.95 0.07 844.70 845.01 841.00 840.95 2.53 2.89 209 214 120.7 RCP - -- -- - 23.98 5.00 14.21 6.12 4.80 - 115.22 60 0.24 0.013 127.59 90% 6.50 3.72 7.36 0.31 845.01 844.01 836.88 836.59 2.63 1.92 210 214 12.4 RCP 0.53 0.22 - -0.12 0.12 0.12 5.00 5.00 6.12 6.12 0.71 0.71 12 0.32 0.013 2.02 35% 2.57 0.41 2.34 0.08 843.71 844.01 840.04 840.00 2.50 2.84 211 212 24.0 RCP 0.58 0.12 - -0.07 0.07 0.07 5.00 5.00 6.12 6.12 0.42 0.42 12 0.37 0.013 2.17 19% 2.76 0.30 2.14 0.14 844.10 844.10 840.39 840.30 2.54 2.63 212 213 67.4 RCP 0.85 0.05 - -0.04 0.04 0.11 5.00 5.14 6.12 6.09 0.26 0.68 12 0.36 0.013 2.14 32% 2.72 0.39 2.42 0.41 844.10 843.71 840.20 839.96 2.73 2.58 213 214 12.4 RCP 0.85 0.06 - -0.05 0.05 0.16 5.00 5.56 6.12 6.02 0.31 0.98 12 0.40 0.013 2.25 43% 2.87 0.46 2.77 0.07 843.71 844.01 839.86 839.81 2.68 3.03 214 Pond 84.8 RCP - -- -- - 24.26 5.00 14.52 6.12 4.77 - 115.81 60 0.25 0.013 130.22 89% 6.63 3.67 7.49 0.21 844.01 - 836.49 836.28 2.02 - 301 302 24.0 RCP 0.85 0.03 - -0.03 0.03 0.03 5.00 5.00 6.12 6.12 0.16 0.16 12 0.38 0.013 2.20 7% 2.80 0.18 1.62 0.14 842.34 842.34 838.65 838.56 2.52 2.61 302 Pond 78.1 RCP 0.67 0.06 - -0.04 0.04 0.07 5.00 5.14 6.12 6.09 0.24 0.40 12 2.79 0.013 5.95 7% 7.58 0.18 4.31 0.17 842.34 - 838.46 836.28 2.71 - 401 402 82.4 RCP 0.69 0.14 - -0.10 0.10 0.10 5.00 5.00 6.12 6.12 0.59 0.59 12 0.31 0.013 1.98 30% 2.53 0.38 2.21 0.54 839.76 839.77 836.75 836.50 1.84 2.11 402 Outlet 69.8 RCP 0.63 0.22 - -0.14 0.14 0.23 5.00 5.54 6.12 6.02 0.84 1.41 12 0.31 0.013 1.98 71% 2.53 0.62 2.74 0.46 839.77 - 836.40 836.18 2.21 - 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 2021.00998 07/29/22 (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 COVER INVERTRIM TRAVEL TIME Description:The Steadman Apartment Homes Reviewing Entity:City of Carmel Job #:2021.00998 Date:7/29/2022 STR. STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 101 TYPE ''B'' INLET R-3287-15 15 12 RCP 846.29 842.61 842.55 0.41 102 102 TYPE ''M'' INLET R-1772 113 12 RCP 846.67 842.45 841.88 0.50 118 103 TYPE ''B'' INLET R-3457-C2 63 12 RCP 846.02 842.30 842.08 0.35 104 104 TYPE ''M'' INLET R-3455-C 86 12 RCP 846.02 841.98 841.68 0.35 118 105 TYPE ''B'' INLET R-3287-15 28 12 RCP 846.28 842.16 842.05 0.39 107 106 TYPE ''B'' INLET R-3287-15 51 12 RCP 846.51 842.25 842.05 0.39 107 107 TYPE ''C'' MANHOLE R-3472 39 15 RCP 846.11 841.95 841.80 0.39 108 108 TYPE ''C'' MANHOLE R-3455-C 64 15 RCP 846.40 841.70 841.38 0.50 109 109 TYPE ''C'' MANHOLE R-3455-C 45 15 RCP 846.26 841.28 841.11 0.38 110 110 TYPE ''C'' MANHOLE R-3472 63 15 RCP 846.11 841.01 840.63 0.60 116 111 TYPE ''B'' INLET R-3457-C2 65 12 RCP 845.97 841.82 841.57 0.40 112 112 TYPE ''M'' INLET R-3455-C 65 15 RCP 845.53 841.47 841.21 0.40 113 113 TYPE ''M'' INLET R-3455-C 57 15 RCP 845.37 841.11 840.88 0.40 115 114 TYPE ''B'' INLET R-3457-C2 55 12 RCP 845.46 841.70 841.48 0.40 115 115 TYPE ''C'' MANHOLE R-3472 51 18 RCP 845.47 840.78 840.63 0.29 116 116 TYPE ''C'' MANHOLE R-3472 57 24 RCP 845.85 840.53 840.30 0.41 117 117 TYPE ''C'' MANHOLE R-3455-C 68 24 RCP 845.69 840.20 839.92 0.40 117A 117A TYPE ''C'' MANHOLE R-3455-C 36 24 RCP 845.57 839.82 839.68 0.40 118 118 TYPE ''C'' MANHOLE R-1772 136 24 RCP 846.42 839.58 838.90 0.50 118A 118A TYPE ''C'' MANHOLE R-1772 72 24 RCP 848.07 838.80 838.30 0.70 121 119 TYPE ''B'' INLET R-3287-15 47 12 RCP 845.43 841.75 841.56 0.40 119A 119A TYPE ''M'' INLET R-3287-SB10 95 12 RCP 845.62 841.46 841.13 0.35 120 120 TYPE ''M'' INLET R-3287-SB10 66 15 RCP 845.12 841.03 840.80 0.35 121 121 TYPE ''C'' MANHOLE R-1772 38 24 RCP 846.51 838.20 837.86 0.90 128 122 TYPE ''B'' INLET R-3287-15 44 12 RCP 845.97 842.28 842.12 0.36 123A 123 TYPE ''B'' INLET R-3457-C2 61 12 RCP 845.41 841.72 841.50 0.36 123A 123A TYPE ''C'' MANHOLE R-1772 44 12 RCP 846.02 841.40 841.24 0.36 124 124 TYPE ''M'' INLET R-3455-C 59 12 RCP 845.84 841.14 840.93 0.36 125 125 TYPE ''M'' INLET R-3455-C 60 12 RCP 845.82 840.83 840.62 0.35 126 126 TYPE ''C'' MANHOLE R-3472 62 12 RCP 845.83 840.52 840.15 0.60 127 127 TYPE ''C'' MANHOLE R-3472 43 12 RCP 845.80 840.05 839.51 1.25 128 128 TYPE ''J'' MANHOLE R-1772 67 30 RCP 846.23 837.76 837.50 0.38 134 129 TYPE ''B'' INLET R-3457-C2 63 12 RCP 845.85 842.04 841.74 0.48 130 130 TYPE ''C'' MANHOLE R-3472 61 12 RCP 845.80 841.64 841.42 0.36 131 131 TYPE ''M'' INLET R-3455-C 62 12 RCP 845.84 841.32 841.01 0.50 133 132 TYPE ''C'' MANHOLE R-3472 67 12 RCP 846.85 841.22 841.01 0.32 133 133 TYPE ''C'' MANHOLE R-3472 30 15 RCP 845.88 840.91 840.70 0.69 134 134 TYPE ''J'' MANHOLE R-1772 135 30 RCP 846.35 837.40 836.73 0.50 151 135 TYPE ''B'' INLET R-3457-C2 88 12 RCP 845.57 841.86 841.58 0.33 136 136 TYPE ''M'' INLET R-3455-C 44 12 RCP 845.73 841.48 841.28 0.45 137 137 TYPE ''C'' MANHOLE R-1772 72 12 RCP 846.33 841.18 840.89 0.40 138 138 TYPE ''C'' MANHOLE R-3455-C 113 15 RCP 845.05 840.79 840.34 0.40 139 139 TYPE ''C'' MANHOLE R-3455-C 97 18 RCP 845.36 840.24 839.64 0.61 140 140 TYPE ''C'' MANHOLE R-3455-C 49 18 RCP 845.37 839.54 839.23 0.65 151 141 TYPE ''E'' INLET R-4215-C 51 12 RCP 846.27 842.58 842.39 0.38 142 142 TYPE ''F'' INLET R-4215-C 95 12 RCP 846.86 842.29 841.91 0.40 143 143 TYPE ''F'' INLET R-4215-C 100 12 RCP 846.46 841.81 841.41 0.40 144 144 TYPE ''C'' MANHOLE R-4342 117 15 RCP 846.31 841.31 840.84 0.40 145 145 TYPE ''C'' MANHOLE R-4342 103 15 RCP 846.47 840.74 840.26 0.46 146 146 TYPE ''C'' MANHOLE R-4342 86 15 RCP 846.46 840.16 839.72 0.52 147 147 TYPE ''C'' MANHOLE R-4342 37 15 RCP 846.67 839.62 839.38 0.65 148 148 TYPE ''C'' MANHOLE R-1772 25 15 RCP 847.04 839.28 839.12 0.65 149 149 TYPE ''C'' MANHOLE R-4342 57 15 RCP 846.14 839.02 838.63 0.68 150 150 TYPE ''C'' MANHOLE R-4342 57 18 RCP 846.68 838.53 838.33 0.35 151 151 TYPE ''J'' MANHOLE R-1772 38 30 RCP 846.18 836.63 836.28 0.90 Pond 201 TYPE ''M'' MANHOLE R-1772 148 60 RCP 847.84 838.45 837.76 0.47 206 202 TYPE ''B'' INLET R-3287-15 31 12 RCP 845.81 842.02 841.91 0.38 203 203 TYPE ''C'' INLET R-3287-15 12 12 RCP 845.68 841.81 841.76 0.42 206 204 TYPE ''B'' INLET R-3287-15 31 12 RCP 845.81 842.06 841.95 0.38 205 205 TYPE ''M'' INLET R-3287-SB10 12 12 RCP 845.68 841.85 841.80 0.42 206 206 TYPE ''M'' MANHOLE R-1772 249 60 RCP 845.98 837.66 836.98 0.27 209 207 TYPE ''B'' INLET R-3287-15 12 12 RCP 844.70 841.00 840.95 0.42 209 208 TYPE ''B'' INLET R-3287-15 12 12 RCP 844.70 841.00 840.95 0.42 209 209 TYPE ''M'' MANHOLE R-1772 121 60 RCP 845.01 836.88 836.59 0.24 214 210 TYPE ''B'' INLET R-3287-15 12 12 RCP 843.71 840.04 840.00 0.32 214 211 TYPE ''B'' INLET R-3287-15 24 12 RCP 844.10 840.39 840.30 0.37 212 212 TYPE ''M'' INLET R-3287-SB10 67 12 RCP 844.10 840.20 839.96 0.36 213 213 TYPE ''C'' MANHOLE R-3287-SB10 12 12 RCP 843.71 839.86 839.81 0.40 214 FLAT TOP REQUIRED 214 TYPE ''M'' MANHOLE R-1772 85 60 RCP 844.01 836.49 836.28 0.25 Pond 301 TYPE ''B'' INLET R-3287-15 24 12 RCP 842.34 838.65 838.56 0.38 302 302 TYPE ''C'' MANHOLE R-3287-SB10 78 12 RCP 842.34 838.46 836.28 2.79 Pond FLAT TOP REQUIRED 401 TYPE ''J'' MANHOLE R-3287-15 82 12 RCP 839.76 836.75 836.50 0.31 402 402 TYPE ''J'' MANHOLE R-3287-15 70 12 RCP 839.77 836.40 836.18 0.31 Outlet *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" PIPE PIPE ELEVATIONS PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLE Job Information STORM SEWER - STRUCTURE DATA TABLE Description:The Steadman Apartment Homes Entity:City of Carmel Job #:2021.00998 Date:7/29/2022 10-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.) 102 101 842.55 843.55 843.34 844.07 5.00 6.12 1.96 12 0.41 0.601 2.016 0.298 0.715 0.598 3.27 15 0.013 0.060 - - 1.25 3.55 - 0.207 0.267 844.34 846.29 843.61 118 102 841.88 842.88 842.68 843.50 5.08 6.10 1.96 12 0.50 0.553 1.903 0.290 0.663 0.597 3.55 113 0.013 0.561 3.27 - 0.50 5.77 - 0.015 0.576 844.07 846.67 843.45 104 103 842.08 843.08 842.76 843.82 5.00 6.12 0.73 12 0.35 0.299 1.381 0.216 0.406 0.356 2.44 63 0.013 0.217 - - 1.25 3.03 - 0.115 0.333 844.15 846.02 843.30 118 104 841.68 842.68 842.47 843.50 5.39 6.05 1.85 12 0.35 0.612 2.042 0.300 0.727 0.580 3.03 86 0.013 0.298 2.44 - 0.50 5.77 - 0.025 0.323 843.82 846.02 842.98 107 105 842.05 843.05 842.79 845.32 5.00 6.12 1.25 12 0.39 0.429 1.644 0.261 0.537 0.472 2.92 28 0.013 0.110 - - 1.25 3.49 - 0.165 0.275 845.60 846.28 843.16 107 106 842.05 843.05 842.71 845.32 5.00 6.12 0.56 12 0.39 0.237 1.249 0.190 0.342 0.311 2.36 51 0.013 0.197 - - 1.25 3.49 - 0.108 0.305 845.63 846.51 843.25 108 107 841.80 843.05 842.75 845.14 5.30 6.07 2.59 15 0.39 0.742 2.170 0.342 0.728 0.645 3.49 39 0.013 0.150 2.92 - 0.50 3.98 - 0.028 0.178 845.32 846.11 843.20 109 108 841.38 842.63 842.36 844.80 5.49 6.03 3.02 15 0.50 0.760 2.201 0.345 0.743 0.699 3.98 64 0.013 0.317 3.49 - 0.50 3.64 - 0.028 0.346 845.14 846.40 842.95 110 109 841.11 842.36 842.11 844.61 5.78 5.98 3.40 15 0.38 0.933 2.508 0.372 0.889 0.744 3.64 45 0.013 0.170 3.98 - 0.50 4.44 - 0.020 0.190 844.80 846.26 842.53 116 110 840.63 841.88 841.64 844.18 6.01 5.94 3.62 15 0.60 0.815 2.294 0.355 0.788 0.769 4.44 63 0.013 0.376 3.64 - 0.50 4.84 - 0.050 0.426 844.61 846.11 842.26 112 111 841.57 842.57 842.29 844.87 5.00 6.12 1.14 12 0.40 0.397 1.580 0.251 0.505 0.451 2.88 65 0.013 0.258 - - 1.25 3.45 - 0.161 0.419 845.28 845.97 842.82 113 112 841.21 842.46 842.14 844.58 5.38 6.05 2.37 15 0.40 0.686 2.079 0.330 0.683 0.615 3.45 65 0.013 0.258 2.88 - 0.50 3.75 - 0.028 0.286 844.87 845.53 842.72 115 113 840.88 842.13 841.89 844.34 5.70 5.99 3.57 15 0.40 0.950 2.542 0.374 0.904 0.762 3.75 57 0.013 0.226 3.45 - 0.50 3.62 - 0.017 0.243 844.58 845.37 842.36 115 114 841.48 842.48 842.18 844.34 5.00 6.12 0.94 12 0.40 0.342 1.469 0.233 0.449 0.406 2.74 55 0.013 0.218 - - 1.25 3.62 - 0.145 0.363 844.70 845.46 842.70 116 115 840.63 842.13 841.81 844.18 5.99 5.94 5.05 18 0.29 1.396 3.096 0.451 1.105 0.865 3.62 51 0.013 0.147 3.75 - 0.50 4.84 - 0.008 0.155 844.34 845.47 842.28 117 116 840.30 842.30 841.83 843.92 6.27 5.89 8.87 24 0.41 1.832 3.404 0.538 1.131 1.062 4.84 57 0.013 0.231 4.44 - 0.50 4.85 - 0.029 0.260 844.18 845.85 842.53 117A 117 839.92 841.92 841.47 843.65 6.47 5.85 9.33 24 0.40 1.922 3.497 0.550 1.177 1.091 4.85 68 0.013 0.272 4.84 - 0.50 4.97 - 0.001 0.273 843.92 845.69 842.20 118 117A 839.68 841.68 841.26 843.50 6.72 5.81 10.47 24 0.40 2.106 3.690 0.571 1.271 1.159 4.97 36 0.013 0.143 4.85 - 0.50 5.77 - 0.009 0.153 843.65 845.57 841.82 118A 118 838.90 840.90 840.59 842.66 5.92 5.95 14.47 24 0.50 2.509 4.165 0.602 1.489 1.370 5.77 136 0.013 0.676 3.55 - 0.50 6.81 - 0.160 0.837 843.50 846.42 841.58 121 118A 838.30 840.30 840.04 842.06 5.45 6.04 16.83 24 0.70 2.472 4.117 0.601 1.468 1.479 6.81 72 0.013 0.501 5.77 - 0.50 7.73 - 0.102 0.603 842.66 848.07 840.80 119A 119 841.56 842.56 842.27 842.65 5.00 6.12 0.98 12 0.40 0.353 1.492 0.237 0.461 0.415 2.77 47 0.013 0.186 - - 1.25 2.79 - 0.149 0.334 842.98 845.43 842.75 120 119A 841.13 842.13 841.86 842.32 5.27 6.07 1.24 12 0.35 0.445 1.676 0.266 0.553 0.471 2.79 95 0.013 0.330 2.77 - 0.50 3.42 - 0.001 0.331 842.65 845.62 842.46 121 120 840.80 842.05 841.76 842.06 5.86 5.97 2.90 15 0.35 0.845 2.346 0.360 0.813 0.684 3.42 66 0.013 0.231 2.79 - 0.50 7.73 - 0.030 0.261 842.32 845.12 842.28 128 121 837.86 839.86 839.65 841.61 6.22 5.90 19.31 24 0.90 2.498 4.150 0.602 1.483 1.580 7.73 38 0.013 0.338 6.81 - 0.50 5.82 - 0.104 0.443 842.06 846.51 840.20 123A 122 842.12 843.12 842.75 843.31 5.00 6.12 0.43 12 0.36 0.203 1.170 0.173 0.305 0.272 2.13 44 0.013 0.156 - - 1.25 2.66 - 0.088 0.244 843.56 845.97 843.28 123A 123 841.50 842.50 842.15 843.31 5.00 6.12 0.56 12 0.36 0.243 1.263 0.193 0.348 0.310 2.29 61 0.013 0.217 - - 1.25 2.66 - 0.102 0.319 843.63 845.41 842.72 124 123A 841.24 842.24 841.95 843.14 5.37 6.05 0.98 12 0.36 0.368 1.520 0.242 0.475 0.415 2.66 44 0.013 0.159 2.13 - 0.50 2.90 - 0.020 0.179 843.31 846.02 842.40 125 124 840.93 841.93 841.68 842.91 5.27 6.07 1.39 12 0.36 0.481 1.749 0.275 0.588 0.499 2.90 59 0.013 0.211 2.66 - 0.50 3.02 - 0.010 0.222 843.14 845.84 842.14 126 125 840.62 841.62 841.41 842.70 5.63 6.01 1.84 12 0.35 0.608 2.033 0.299 0.723 0.577 3.02 60 0.013 0.209 2.90 - 0.50 3.92 - 0.006 0.215 842.91 845.82 841.83 127 126 840.15 841.15 840.97 842.28 6.01 5.94 2.27 12 0.60 0.579 1.963 0.295 0.691 0.645 3.92 62 0.013 0.367 3.02 - 0.50 5.68 - 0.048 0.416 842.70 845.83 841.52 128 127 839.51 840.51 840.40 841.61 6.30 5.89 3.35 12 1.25 0.590 1.989 0.297 0.703 0.783 5.68 43 0.013 0.537 3.92 - 0.50 5.82 - 0.131 0.669 842.28 845.80 841.05 134 128 837.50 840.00 839.56 841.16 6.44 5.86 22.51 30 0.38 3.868 5.151 0.751 1.838 1.614 5.82 67 0.013 0.255 7.73 - 0.50 6.68 - 0.201 0.456 841.61 846.23 840.26 130 129 841.74 842.74 842.43 842.54 5.00 6.12 0.83 12 0.48 0.294 1.370 0.214 0.400 0.382 2.84 63 0.013 0.301 - - 1.25 3.00 - 0.156 0.457 843.00 845.85 843.04 131 130 841.42 842.42 842.19 842.32 5.33 6.06 1.65 12 0.36 0.549 1.894 0.290 0.659 0.545 3.00 61 0.013 0.219 2.84 - 0.50 3.61 - 0.008 0.227 842.54 845.80 842.64 133 131 841.01 842.01 841.83 841.98 5.71 5.99 2.19 12 0.50 0.606 2.029 0.299 0.721 0.633 3.61 62 0.013 0.307 3.00 - 0.50 4.66 - 0.031 0.338 842.32 845.84 842.32 133 132 841.01 842.01 841.58 841.98 5.00 6.12 0.13 12 0.32 0.089 0.853 0.105 0.171 0.146 1.44 67 0.013 0.213 - - 1.25 4.66 - 0.040 0.253 842.23 846.85 842.22 134 133 840.70 841.95 841.70 841.70 6.03 5.93 3.50 15 0.69 0.752 2.187 0.344 0.736 0.755 4.66 30 0.013 0.208 3.61 - 0.50 6.68 - 0.067 0.275 841.98 845.88 842.16 151 134 836.73 839.23 838.84 840.40 6.66 5.82 25.80 30 0.50 3.864 5.147 0.751 1.836 1.731 6.68 135 0.013 0.671 5.82 - 0.50 8.97 - 0.083 0.754 841.16 846.35 839.90 136 135 841.58 842.58 842.27 842.48 5.00 6.12 0.89 12 0.33 0.355 1.495 0.237 0.462 0.396 2.52 88 0.013 0.287 - - 1.25 3.27 - 0.123 0.410 842.89 845.57 842.86 137 136 841.28 842.28 842.05 842.25 5.56 6.02 1.61 12 0.45 0.494 1.776 0.278 0.602 0.539 3.27 44 0.013 0.198 2.52 - 0.50 3.11 - 0.034 0.232 842.48 845.73 842.48 138 137 840.89 841.89 841.66 841.95 5.80 5.98 1.60 12 0.40 0.514 1.819 0.283 0.623 0.537 3.11 72 0.013 0.288 3.27 - 0.50 3.69 - 0.008 0.295 842.25 846.33 842.18 139 138 840.34 841.59 841.32 841.47 6.22 5.90 3.21 15 0.40 0.870 2.390 0.364 0.834 0.721 3.69 113 0.013 0.448 3.11 - 0.50 4.80 - 0.030 0.479 841.95 845.05 842.04 140 139 839.64 841.14 840.81 840.81 6.79 5.80 4.71 18 0.61 0.982 2.487 0.395 0.815 0.834 4.80 97 0.013 0.588 3.69 - 0.50 5.24 - 0.074 0.661 841.47 845.36 841.74 151 140 839.23 840.73 840.46 840.46 7.14 5.74 6.26 18 0.65 1.193 2.780 0.429 0.959 0.967 5.24 49 0.013 0.317 4.80 - 0.50 8.97 - 0.034 0.352 840.81 845.37 841.04 142 141 842.39 843.39 843.05 843.77 5.00 6.12 0.57 12 0.38 0.243 1.261 0.192 0.347 0.313 2.35 51 0.013 0.191 - - 1.25 2.91 - 0.107 0.298 844.06 846.27 843.58 143 142 841.91 842.91 842.64 843.36 5.30 6.07 1.19 12 0.40 0.410 1.605 0.255 0.517 0.460 2.91 95 0.013 0.379 2.35 - 0.50 3.24 - 0.023 0.402 843.77 846.86 843.29 144 143 841.41 842.41 842.21 842.95 5.85 5.97 2.01 12 0.40 0.621 2.065 0.301 0.737 0.606 3.24 100 0.013 0.399 2.91 - 0.50 3.55 - 0.016 0.415 843.36 846.46 842.81 145 144 840.84 842.09 841.79 842.47 6.44 5.86 2.67 15 0.40 0.752 2.188 0.344 0.737 0.655 3.55 117 0.013 0.466 3.24 - 0.50 3.96 - 0.016 0.482 842.95 846.31 842.56 146 145 840.26 841.51 841.26 841.97 7.02 5.76 3.48 15 0.46 0.878 2.405 0.365 0.841 0.753 3.96 103 0.013 0.473 3.55 - 0.50 4.29 - 0.024 0.497 842.47 846.47 841.99 147 146 839.72 840.97 840.75 841.51 7.51 5.67 4.16 15 0.52 0.970 2.581 0.376 0.921 0.826 4.29 86 0.013 0.444 3.96 - 0.50 4.80 - 0.021 0.465 841.97 846.46 841.41 148 147 839.38 840.63 840.44 841.23 7.88 5.60 4.64 15 0.65 0.967 2.577 0.375 0.919 0.873 4.80 37 0.013 0.238 4.29 - 0.50 4.79 - 0.036 0.274 841.51 846.67 840.87 149 148 839.12 840.37 840.18 841.07 8.03 5.57 4.62 15 0.65 0.964 2.569 0.375 0.916 0.871 4.79 25 0.013 0.160 4.80 - 0.50 4.91 - 0.000 0.161 841.23 847.04 840.53 150 149 838.63 839.88 839.69 840.67 8.13 5.56 4.75 15 0.68 0.968 2.577 0.376 0.920 0.883 4.91 57 0.013 0.389 4.79 - 0.50 3.88 - 0.009 0.397 841.07 846.14 840.27 151 150 838.33 839.83 839.50 840.40 8.35 5.52 4.78 18 0.35 1.232 2.837 0.434 0.986 0.840 3.88 57 0.013 0.199 4.91 - 0.50 8.97 - 0.070 0.269 840.67 846.68 840.03 Pond 151 836.28 838.78 838.53 838.53 8.62 5.47 34.94 30 0.90 3.896 5.180 0.752 1.851 2.007 8.97 38 0.013 0.344 6.68 1.00 0.50 - 1.249 0.278 1.871 840.40 846.18 839.13 206 201 837.76 842.76 841.78 842.68 13.34 4.89 114.87 60 0.47 11.893 8.692 1.368 2.917 3.060 9.66 148 0.013 0.690 - - 1.25 7.74 - 1.811 2.500 845.18 847.84 843.45 203 202 841.91 842.91 842.57 842.75 5.00 6.12 0.61 12 0.38 0.256 1.289 0.198 0.361 0.325 2.40 31 0.013 0.118 - - 1.25 2.99 - 0.111 0.229 842.98 845.81 843.02 206 203 841.76 842.76 842.49 842.68 5.19 6.09 1.24 12 0.42 0.413 1.612 0.256 0.521 0.469 2.99 12 0.013 0.050 2.40 - 0.50 7.74 - 0.025 0.075 842.75 845.68 842.81 205 204 841.95 842.95 842.53 842.75 5.00 6.12 0.16 12 0.38 0.097 0.878 0.110 0.180 0.162 1.62 31 0.013 0.118 - - 1.25 2.22 - 0.051 0.169 842.91 845.81 843.06 206 205 841.80 842.80 842.43 842.68 5.19 6.09 0.41 12 0.42 0.186 1.130 0.165 0.287 0.266 2.22 12 0.013 0.050 1.62 - 0.50 7.74 - 0.018 0.068 842.75 845.68 842.85 209 206 836.98 841.98 841.02 841.75 13.61 4.86 115.56 60 0.27 14.926 10.030 1.488 3.554 3.069 7.74 249 0.013 0.670 9.66 - 0.50 7.36 - 0.259 0.929 842.68 845.98 842.66 209 207 840.95 841.95 841.67 841.75 5.00 6.12 1.10 12 0.42 0.379 1.544 0.246 0.486 0.442 2.91 12 0.013 0.050 - - 1.25 7.36 - 0.164 0.214 841.96 844.70 842.00 209 208 840.95 841.95 841.56 841.75 5.00 6.12 0.26 12 0.42 0.134 0.992 0.135 0.227 0.210 1.95 12 0.013 0.050 - - 1.25 7.36 - 0.073 0.124 841.87 844.70 842.00 214 209 836.59 841.59 840.62 841.42 14.21 4.80 115.22 60 0.24 15.662 10.401 1.506 3.719 3.065 7.36 121 0.013 0.288 7.74 - 0.50 7.49 - 0.045 0.333 841.75 845.01 841.88 214 210 840.00 841.00 840.68 841.42 5.00 6.12 0.71 12 0.32 0.302 1.388 0.218 0.409 0.351 2.34 12 0.013 0.039 - - 1.25 7.49 - 0.106 0.146 841.56 843.71 841.04 212 211 840.30 841.30 840.94 841.73 5.00 6.12 0.42 12 0.37 0.198 1.158 0.171 0.299 0.269 2.14 24 0.013 0.088 - - 1.25 2.42 - 0.089 0.177 841.91 844.10 841.39 213 212 839.96 840.96 840.63 841.48 5.14 6.09 0.68 12 0.36 0.281 1.344 0.209 0.387 0.344 2.42 67 0.013 0.241 2.14 - 0.50 2.77 - 0.010 0.251 841.73 844.10 841.20 214 213 839.81 840.81 840.52 841.42 5.56 6.02 0.98 12 0.40 0.353 1.492 0.237 0.461 0.415 2.77 12 0.013 0.049 2.42 - 0.50 7.49 - 0.014 0.063 841.48 843.71 840.86 Pond 214 836.28 841.28 840.32 840.32 14.52 4.77 115.81 60 0.25 15.455 10.293 1.501 3.672 3.073 7.49 85 0.013 0.211 7.36 1.00 0.50 - 0.872 0.016 1.099 841.42 844.01 841.49 302 301 838.56 839.56 839.14 839.49 5.00 6.12 0.16 12 0.38 0.097 0.878 0.110 0.180 0.162 1.62 24 0.013 0.091 - - 1.25 4.31 - 0.051 0.141 839.63 842.34 839.65 Pond 302 836.28 837.28 836.91 836.91 5.14 6.09 0.40 12 2.79 0.093 0.865 0.107 0.175 0.261 4.31 78 0.013 2.165 1.62 1.00 0.50 - 0.288 0.124 2.576 839.49 842.34 839.46 402 401 836.50 837.50 837.16 837.28 5.00 6.12 0.59 12 0.31 0.269 1.318 0.204 0.375 0.320 2.21 82 0.013 0.254 - - 1.25 2.74 - 0.094 0.348 837.63 839.76 837.75 Outlet 402 836.18 837.18 836.93 836.93 5.54 6.02 1.41 12 0.31 0.515 1.820 0.283 0.623 0.503 2.74 70 0.013 0.215 2.21 1.00 0.50 - 0.117 0.021 0.353 837.28 839.77 837.40 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 PERIMETER HYDRAULI C 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 #:2021.00998 Date:07/29/22 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 ''B'' INLET R-3287-15 2.52 3.68 0.78 0.41 5.00 6.12 1.96 0.07 0.32 0.32 102 TYPE ''M'' INLET R-1772 3.06 4.22 - - - - - - - 0.00 103 TYPE ''B'' INLET R-3457-C2 2.55 3.72 0.85 0.14 5.00 6.12 0.73 0.00 0.12 0.12 104 TYPE ''M'' INLET R-3455-C 2.87 4.04 0.85 0.22 5.00 6.12 1.14 0.03 0.19 0.19 105 TYPE ''B'' INLET R-3287-15 2.95 4.12 0.79 0.26 5.00 6.12 1.25 0.03 0.24 0.24 106 TYPE ''B'' INLET R-3287-15 3.10 4.26 0.65 0.14 5.00 6.12 0.56 0.01 0.14 0.14 107 TYPE ''C'' MANHOLE R-3472 2.72 4.16 0.82 0.16 5.00 6.12 0.80 0.07 0.18 0.18 108 TYPE ''C'' MANHOLE R-3455-C 3.26 4.70 0.85 0.09 5.00 6.12 0.46 0.01 0.11 0.11 109 TYPE ''C'' MANHOLE R-3455-C 3.54 4.98 0.85 0.08 5.00 6.12 0.41 0.00 0.10 0.10 110 TYPE ''C'' MANHOLE R-3472 3.66 5.10 0.85 0.05 5.00 6.12 0.25 0.01 0.09 0.09 111 TYPE ''B'' INLET R-3457-C2 2.98 4.15 0.85 0.22 5.00 6.12 1.14 0.01 0.15 0.15 112 TYPE ''M'' INLET R-3455-C 2.63 4.06 0.85 0.24 5.00 6.12 1.25 0.04 0.20 0.20 113 TYPE ''M'' INLET R-3455-C 2.83 4.26 0.85 0.24 5.00 6.12 1.25 0.04 0.20 0.20 114 TYPE ''B'' INLET R-3457-C2 2.60 3.76 0.85 0.18 5.00 6.12 0.94 0.00 0.13 0.13 115 TYPE ''C'' MANHOLE R-3472 2.98 4.69 0.85 0.12 5.00 6.12 0.62 0.04 0.16 0.16 116 TYPE ''C'' MANHOLE R-3472 3.07 5.32 0.85 0.05 5.00 6.12 0.28 0.01 0.09 0.09 117 TYPE ''C'' MANHOLE R-3455-C 3.24 5.49 0.85 0.10 5.00 6.12 0.54 0.01 0.12 0.12 117A TYPE ''C'' MANHOLE R-3455-C 3.50 5.75 0.85 0.25 5.00 6.12 1.28 0.04 0.20 0.20 118 TYPE ''C'' MANHOLE R-1772 4.59 6.84 - - - - - - - 0.00 118A TYPE ''C'' MANHOLE R-1772 7.02 9.27 - - - - - - - 0.00 119 TYPE ''B'' INLET R-3287-15 2.52 3.68 0.85 0.19 5.00 6.12 0.98 0.02 0.20 0.20 119A TYPE ''M'' INLET R-3287-SB10 2.99 4.16 0.85 0.05 5.00 6.12 0.28 0.01 0.11 0.11 120 TYPE ''M'' INLET R-3287-SB10 2.65 4.09 0.85 0.33 5.00 6.12 1.72 0.23 0.35 0.35 121 TYPE ''C'' MANHOLE R-1772 6.06 8.31 - - - - - - - 0.00 122 TYPE ''B'' INLET R-3287-15 2.53 3.69 0.85 0.08 5.00 6.12 0.43 0.00 0.12 0.12 123 TYPE ''B'' INLET R-3457-C2 2.53 3.69 0.76 0.12 5.00 6.12 0.56 0.00 0.10 0.10 123A TYPE ''C'' MANHOLE R-1772 3.45 4.62 - - - - - - - 0.00 124 TYPE ''M'' INLET R-3455-C 3.53 4.70 0.85 0.08 5.00 6.12 0.42 0.00 0.10 0.10 125 TYPE ''M'' INLET R-3455-C 3.83 4.99 0.85 0.09 5.00 6.12 0.47 0.01 0.11 0.11 126 TYPE ''C'' MANHOLE R-3472 4.15 5.31 0.85 0.09 5.00 6.12 0.47 0.02 0.13 0.13 127 TYPE ''C'' MANHOLE R-3472 4.59 5.75 0.85 0.22 5.00 6.12 1.14 0.13 0.23 0.23 128 TYPE ''J'' MANHOLE R-1772 5.68 8.47 - - - - - - - 0.00 129 TYPE ''B'' INLET R-3457-C2 2.64 3.81 0.85 0.16 5.00 6.12 0.83 0.00 0.13 0.13 130 TYPE ''C'' MANHOLE R-3472 2.99 4.16 0.85 0.16 5.00 6.12 0.83 0.07 0.19 0.19 131 TYPE ''M'' INLET R-3455-C 3.35 4.52 0.85 0.11 5.00 6.12 0.57 0.01 0.12 0.12 132 TYPE ''C'' MANHOLE R-3472 4.46 5.63 0.30 0.07 5.00 6.12 0.13 0.00 0.06 0.06 133 TYPE ''C'' MANHOLE R-3472 3.53 4.97 0.85 0.24 5.00 6.12 1.25 0.16 0.24 0.24 134 TYPE ''J'' MANHOLE R-1772 6.16 8.95 - - - - - - - 0.00 135 TYPE ''B'' INLET R-3457-C2 2.54 3.71 0.83 0.18 5.00 6.12 0.89 0.00 0.13 0.13 136 TYPE ''M'' INLET R-3455-C 3.09 4.25 0.81 0.15 5.00 6.12 0.75 0.01 0.14 0.14 137 TYPE ''C'' MANHOLE R-1772 3.99 5.15 - - - - - - - 0.00 138 TYPE ''C'' MANHOLE R-3455-C 2.83 4.26 0.79 0.35 5.00 6.12 1.69 0.07 0.24 0.24 139 TYPE ''C'' MANHOLE R-3455-C 3.42 5.12 0.82 0.33 5.00 6.12 1.65 0.07 0.24 0.24 140 TYPE ''C'' MANHOLE R-3455-C 4.12 5.83 0.82 0.34 5.00 6.12 1.70 0.07 0.24 0.24 141 TYPE ''E'' INLET R-4215-C 2.52 3.69 0.47 0.20 5.00 6.12 0.57 0.01 0.11 0.11 142 TYPE ''F'' INLET R-4215-C 3.40 4.57 0.58 0.18 5.00 6.12 0.63 0.01 0.12 0.12 143 TYPE ''F'' INLET R-4215-C 3.48 4.65 0.56 0.25 5.00 6.12 0.86 0.01 0.15 0.15 144 TYPE ''C'' MANHOLE R-4342 3.56 5.00 0.56 0.21 5.00 6.12 0.72 0.02 0.19 0.19 145 TYPE ''C'' MANHOLE R-4342 4.29 5.73 0.62 0.24 5.00 6.12 0.91 0.04 0.23 0.23 146 TYPE ''C'' MANHOLE R-4342 4.86 6.30 0.56 0.23 5.00 6.12 0.79 0.03 0.21 0.21 147 TYPE ''C'' MANHOLE R-4342 5.62 7.05 0.63 0.15 5.00 6.12 0.58 0.01 0.17 0.17 148 TYPE ''C'' MANHOLE R-1772 6.32 7.76 - - - - - - - 0.00 149 TYPE ''C'' MANHOLE R-4342 5.69 7.12 0.52 0.05 5.00 6.12 0.16 0.00 0.08 0.08 150 TYPE ''C'' MANHOLE R-4342 6.45 8.15 0.58 0.02 5.00 6.12 0.07 0.00 0.05 0.05 151 TYPE ''J'' MANHOLE R-1772 6.76 9.55 - - - - - - - 0.00 201 TYPE ''M'' MANHOLE R-1772 3.89 9.39 - - - - - - - 0.00 202 TYPE ''B'' INLET R-3287-15 2.62 3.79 0.67 0.15 5.00 6.12 0.61 0.01 0.15 0.15 203 TYPE ''C'' INLET R-3287-15 2.71 3.87 0.64 0.16 5.00 6.12 0.63 0.01 0.16 0.16 204 TYPE ''B'' INLET R-3287-15 2.58 3.75 0.85 0.03 5.00 6.12 0.16 0.00 0.07 0.07 205 TYPE ''M'' INLET R-3287-SB10 2.67 3.83 0.85 0.05 5.00 6.12 0.26 0.01 0.11 0.11 206 TYPE ''M'' MANHOLE R-1772 2.82 8.32 - - - - - - - 0.00 207 TYPE ''B'' INLET R-3287-15 2.53 3.70 0.67 0.27 5.00 6.12 1.10 0.02 0.22 0.22 208 TYPE ''B'' INLET R-3287-15 2.53 3.70 0.85 0.05 5.00 6.12 0.26 0.00 0.09 0.09 209 TYPE ''M'' MANHOLE R-1772 2.63 8.13 - - - - - - - 0.00 210 TYPE ''B'' INLET R-3287-15 2.50 3.67 0.53 0.22 5.00 6.12 0.71 0.01 0.17 0.17 211 TYPE ''B'' INLET R-3287-15 2.54 3.71 0.58 0.12 5.00 6.12 0.42 0.00 0.12 0.12 212 TYPE ''M'' INLET R-3287-SB10 2.73 3.90 0.85 0.05 5.00 6.12 0.26 0.01 0.11 0.11 213 TYPE ''C'' MANHOLE R-3287-SB10 2.68 3.85 0.85 0.06 5.00 6.12 0.31 0.01 0.12 0.12 214 TYPE ''M'' MANHOLE R-1772 2.02 7.52 - - - - - - - 0.00 301 TYPE ''B'' INLET R-3287-15 2.52 3.69 0.85 0.03 5.00 6.12 0.16 0.00 0.07 0.07 302 TYPE ''C'' MANHOLE R-3287-SB10 2.71 3.88 0.67 0.06 5.00 6.12 0.24 0.00 0.10 0.10 401 TYPE ''J'' MANHOLE R-3287-15 1.84 3.01 0.69 0.14 5.00 6.12 0.59 0.01 0.15 0.15 402 TYPE ''J'' MANHOLE R-3287-15 2.21 3.37 0.63 0.22 5.00 6.12 0.84 0.01 0.19 0.19 *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY"- 0.00 0.00 0.00 - - - - - - - 0.00 The Steadman Apartment Homes Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Design Parameters Design Storm: Description:The Steadman Apartment Homes Reviewing Entity:City of Carmel Job #:2021.00998 Date: Common Values Pavement Cross Slope (SX)2.00% Gutter Cross Slope (Sw)6.00% Pavement n 0.013 Gutter Width (W G) (ft)1.50 Clogging (%)50% Required Drive Lane (ft)10.00 Drivable Width (ft)24.00 Face to Face DISTANCE (L)DRAINAGE AREA (A)OVERLAND FLOW WIDTH (LO)GUTTER ELEV AT STA (H)AVE. LONGIT. GUTTER SLOPE (S)PAVEMENT CROSS SLOPE ADJ TO GUTTER (SX)GUTTER CROSS SLOPE (SW)GUTTER WIDTH (WG)ALLOWABLE WATER SPREAD (TMAX)ALLOWABLE WATER DEPTH (DMAX)TIME OF CONCENTRATION ESTIMATE (TE)RAINFALL INTENSITY (i10)SLOPE EQUIVALENT (SE)GUTTER VELOCITY (Vg)OVERLAND FLOW TIME (TO)GUTTER FLOW TIME (TG)TOTAL TIME (TC)FLOW (QS)RUNBY FLOW (QR)TOTAL FLOW (QT)PAVEMENT FLOWTravel Lane Spread (TS)Total Water Spread (T)Total Water Depth (D) INLET SUMPSAG INLET CAPACITY (QCAP)PERIMETER(P)OPEN AREA(Ai)GRATE LENGTH (LG)SPLASH OVER VELOCITY (VO)INTERCEPT FLOW (QI)RUNBY FLOW(QR)REMARKS ft sft ft ft % % % ft ft ft min in/hr ft/s ft/s min min min cfs cfs cfs cfs ft ft ft ft cfs ft sft ft ft/s cfs cfs North-South Access Road 10+13.62 846.11 202 11+29.67 116.1 6534.0 56.3 845.81 0.26% 2.00% 6.00% 0.013 0.67 1.50 9.00 0.24 5.0 6.12 2.94% 1.31 1.42 1.47 2.89 OK 0.61 0.00 0.61 0.22 0.27 2 0.64 4.89 0.27 OK 5.63 0.19 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.63 86.7%0.53 0.08 Right 1.33 OK 10+13.62 846.11 204 11+29.67 116.1 1306.8 11.3 845.81 0.26% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 3.85% 1.00 0.49 1.94 2.43 OK 0.16 0.00 0.16 0.01 0.53 2 0.91 1.74 0.53 OK 2.85 0.12 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.74 97.6%0.15 0.00 Left 0.72 OK 202 and 204 8.48 15.52 North-South Access Road 11+29.67 845.98 203 11+60.84 31.2 1805.4 57.9 845.68 0.96% 2.00% 6.00% 0.013 0.64 1.50 9.00 0.24 5.0 6.12 4.15% 1.86 1.47 0.28 1.75 OK 0.16 0.08 0.24 0.01 0.60 2 0.95 1.29 0.60 OK 2.51 0.12 OK OK R-3287-15 7.54 3.2 3.75 8.58 1 0.48 97.4%0.24 0.01 Right 203 11+60.84 89.2 5164.2 57.9 845.68 0.34% 2.00% 6.00% 0.013 0.64 1.50 9.00 0.24 5.0 6.12 3.13% 1.38 1.47 1.08 2.55 OK 0.47 0.00 0.47 0.13 0.32 2 0.72 3.83 0.32 OK 4.66 0.17 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.61 89.1%0.42 0.05 12+50.0 845.98 0.71 1.33 OK 11+29.67 845.98 205 11+60.84 31.2 564.2 18.1 845.68 0.96% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 4.61% 1.38 0.65 0.38 1.03 OK 0.07 0.00 0.07 0.00 1.03 2 0.95 0.80 1.03 OK 1.45 0.11 OK OK R-3287-SB10 5.75 1.5 3 8.58 1 0.48 97.4%0.07 0.00 Left 205 11+60.84 89.2 1613.8 18.1 845.68 0.34% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 3.75% 1.15 0.65 1.29 1.94 OK 0.19 0.00 0.19 0.02 0.50 2 0.89 1.94 0.50 OK 2.99 0.13 OK OK 0.0 R-3287-SB10 5.75 1.5 3 8.58 1 0.56 95.2%0.18 0.01 12+50.0 845.98 0.26 0.55 OK 203 and 205 7.65 16.35 North-South Access Road 12+50.0 845.01 207 14+10.34 160.3 11761.2 73.4 844.70 0.19% 2.00% 6.00% 0.013 0.67 1.50 9.00 0.24 5.0 6.12 2.68% 1.33 1.67 2.00 3.67 OK 1.10 0.00 1.10 0.56 0.19 2 0.49 7.33 0.19 OK 7.85 0.24 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.62 80.8%0.89 0.21 Right 1.33 OK 12+50.0 845.01 208 14+10.34 160.3 2178.0 13.6 844.70 0.19% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 3.33% 0.98 0.55 2.73 3.28 OK 0.26 0.00 0.26 0.05 0.38 2 0.8 3.01 0.38 OK 3.99 0.15 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.74 94.9%0.25 0.01 Left 0.72 OK 207 and 208 11.84 12.16 North-South Access Road 14+10.34 844.01 210 15+28.67 118.3 5999.9 50.7 843.71 0.25% 2.00% 6.00% 0.013 0.53 1.50 9.00 0.24 5.0 6.12 2.91% 1.32 1.47 1.49 2.96 OK 0.44 0.21 0.65 0.25 0.26 2 0.62 5.13 0.26 OK 5.83 0.19 OK OK R-3287-15 7.54 3.2 3.75 8.58 1 0.63 85.9%0.56 0.09 Right 210 15+28.67 70.7 3583.3 50.7 843.71 0.42% 2.00% 6.00% 0.013 0.53 1.50 9.00 0.24 5.0 6.12 3.47% 1.38 1.47 0.85 2.32 OK 0.26 0.04 0.30 0.05 0.42 2 0.83 2.59 0.42 OK 3.56 0.14 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.61 93.3%0.28 0.02 15+99.34 844.01 0.96 1.33 OK 14+10.34 844.01 213 15+28.67 118.3 1636.3 13.8 843.71 0.25% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 3.56% 1.04 0.56 1.90 2.45 OK 0.20 0.01 0.21 0.03 0.45 2 0.85 2.35 0.45 OK 3.33 0.14 OK OK R-3010 4.67 1 2 5.54 1 0.38 90.7%0.19 0.02 Left 213 15+28.67 70.7 977.3 13.8 843.71 0.42% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 4.21% 1.19 0.56 0.99 1.55 OK 0.12 0.02 0.14 0.01 0.64 2 0.95 1.21 0.64 OK 2.34 0.11 OK OK 0.0 R-3010 4.67 1 2 5.54 1 0.33 96.6%0.13 0.00 15+99.34 844.01 0.34 0.45 OK 210 and 213 9.16 14.84 North-South Access Road 15+99.34 844.40 211 17+52.51 153.2 5227.2 34.1 844.10 0.20% 2.00% 6.00% 0.013 0.58 1.50 9.00 0.24 5.0 6.12 3.04% 1.09 1.12 2.35 3.47 OK 0.42 0.00 0.42 0.14 0.30 2 0.68 4.29 0.30 OK 5.06 0.18 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.71 90.6%0.38 0.04 Right 1.33 OK 15+99.34 844.40 212 17+52.51 153.2 2178.0 14.2 844.10 0.20% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 3.33% 0.99 0.56 2.59 3.16 OK 0.26 0.00 0.26 0.05 0.38 2 0.8 3.00 0.38 OK 3.98 0.15 OK OK 0.0 R-3287-SB10 5.75 1.5 3 8.58 1 0.63 92.6%0.24 0.02 Left 0.55 OK 211 and 212 9.04 14.96 North-South Access Road 17+52.51 845.36 302 18+45.61 93.1 2613.6 28.1 842.34 3.24% 2.00% 6.00% 0.013 0.67 1.50 9.00 0.24 5.0 6.12 4.37% 2.97 0.94 0.52 1.46 OK 0.24 0.00 0.24 0.01 0.77 2 0.95 1.03 0.77 OK 1.94 0.11 OK OK 0.0 R-3287-10V 5.75 2.1 3 8.58 1 0.19 96.0%0.23 0.01 Right 1.01 OK 17+52.51 845.36 301 18+45.61 93.1 1306.8 14.0 842.34 3.24% 2.00% 6.00% 0.013 0.85 1.50 5.00 0.16 5.0 6.12 4.53% 2.68 0.56 0.58 1.14 OK 0.16 0.00 0.16 0.01 0.94 2 0.95 0.87 0.94 OK 1.60 0.11 OK OK 0.0 R-3287-10V 5.75 2.1 3 8.58 1 0.22 96.1%0.15 0.01 Left 0.55 OK 302 and 301 3.55 20.45 10+00.0 840.30 402 11+45.42 145.4 5855.4 40.3 839.77 0.36% 2.00% 6.00% 0.013 0.63 1.50 9.00 0.24 5.0 6.12 2.94% 1.56 1.19 1.56 2.75 OK 0.51 0.21 0.72 0.26 0.27 2 0.64 4.88 0.27 OK 5.62 0.19 OK OK R-3287-15 7.54 3.2 3.75 8.58 1 0.56 84.0%0.61 0.12 Right 402 11+45.42 92.6 3727.8 40.3 839.77 0.57% 2.00% 6.00% 0.013 0.63 1.50 9.00 0.24 5.0 6.12 3.43% 1.62 1.19 0.95 2.15 OK 0.33 0.04 0.37 0.07 0.41 2 0.82 2.68 0.41 OK 3.64 0.14 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.54 91.7%0.34 0.03 12+38.0 840.30 1.09 1.33 OK 10+00.0 840.30 401 11+45.42 145.4 3726.2 25.6 839.77 0.36% 2.00% 6.00% 0.013 0.69 1.50 5.00 0.16 5.0 6.12 3.29% 1.36 0.87 1.79 2.66 OK 0.36 0.01 0.37 0.08 0.37 2 0.78 3.17 0.37 OK 4.09 0.15 OK OK R-3287-15 7.54 3.2 3.75 8.58 1 0.62 91.6%0.34 0.03 Left 401 11+45.42 92.6 2372.2 25.6 839.77 0.57% 2.00% 6.00% 0.013 0.69 1.50 5.00 0.16 5.0 6.12 3.78% 1.51 0.87 1.02 1.90 OK 0.23 0.02 0.25 0.03 0.51 2 0.9 1.87 0.51 OK 2.97 0.13 OK OK 0.0 R-3287-15 7.54 3.2 3.75 8.58 1 0.57 95.7%0.24 0.01 12+38.0 840.30 0.62 0.72 OK 402 and 401 9.71 14.29 Spread Between Storm Structures Open Drive Lane Between Back of Gutters: Spread Between Storm Structures Open Drive Lane Between Back of Gutters: Spread Between Storm Structures Open Drive Lane Between Back of Gutters: Spread Between Storm Structures Open Drive Lane Between Back of Gutters: Spread Between Storm Structures Open Drive Lane Between Back of Gutters: Open Drive Lane Between Back of Gutters: Spread Between Storm Structures 10-Year Design Frequency PROPOSED GUTTER SPREAD Inlet Effieciency ( E )W/T CHECKCHECK T vs. TMAXCHECK D vs. DMAXCHECK QT vs. QCAPTYPERatio of Frontal Flow Intercepted (RF)TC CHECKGutter Spread Ratio (W/T)SW/SXRatio of Side Flow (RS)Frontal/Total Gutter Flow Ration (EO)Gutter Spread Ration (W/T)Spread Between Storm Structures Open Drive Lane Between Back of Gutters: Job Information 08/01/22 Note: Due to vertical curves, average longitudinal gutter slope does not match road slope as shown on plans Note: Tmax is the Gutter Width plus the Maximum Allowable Spread across One Travel Lane. Intercept Calculation derived from HERPICC Manual, Sec. 5.3.2 STR STA MANNING'S COEFFICIENT (n)RUNOFF COEFFICIENT (CW) APPENDIX D PROPOSED CONDITIONS-DETENTION DESIGN ILLINOIS STREETILLIN O I S S T R E E TW 111th StreetSpring Mill Rd ILLIN O I S S T R E E T 2.4KPLOT DATE (24"x36"): 4/21/2022 12:31 PMDRAWING FILE: P:\2021\00998\E. Reports_Specs\Civil\Drainage\Current Drainage Report\2022-04-22\Appendices - 04.19.2022\D-Proposed Overall Drainage\2021.00998.CE.ProDrainageAreaMap.2022.04.19.dwgPROPOSED DRAINAGE AREA MAPTHE STEADMAN APARTMENT HOMESApril 14, 20222021.009980'80'NSCALE:1"=80'CARMEL, IN Description:The Steadman Apartment Homes Reviewing Entity:City of Carmel Job #:2021.00998 Date:04/14/22 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 85 Pavement 0.85 98 Water 1.00 100 BASIN Area Roof (acres) Area Grass (acres) Area Pavement (acres) Area Water (acres) Weighted CN USE CN STM 100 0.00 1.13 7.04 0 96.20 96 STM 200 0.00 0.36 0.77 0 93.86 94 STM 300 0.00 0.02 0.07 0 95.11 96 Direct to Pond 0.00 0.81 0 1.49 94.72 95 Job Information Overall Drainage Basins Curve Number Calculation Proposed ICPR Model 1 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Simulation: 010YR-24HR Scenario:Scenario1 Run Date/Time:4/14/2022 3:14:12 PM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 2 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.84 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100YR-24HR Scenario:Scenario1 Run Date/Time:4/14/2022 3:33:51 PM Program Version:ICPR4 4.07.08 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 48.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:30.0000 0.0500 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 3 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.48 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 4 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Simple Basin: North Dev & STM200 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:14.5000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:29.1400 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: Pond Direct Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.3000 ac Curve Number:95.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: STM100 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.6200 min Max Allowable Q:0.00 cfs 5 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:8.1700 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name:~SCSII-24 Comment: Simple Basin: STM300 Scenario:Scenario1 Node:West Pond Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.1400 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0900 ac Curve Number:96.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA North Dev & STM200 010YR-24 HR 108.06 12.0583 3.84 3.39 29.1400 96.0 0.00 0.00 Pond Direct 010YR-24 HR 9.84 12.0000 3.84 3.28 2.3000 95.0 0.00 0.00 STM100 010YR-24 HR 34.52 12.0167 3.84 3.50 8.1700 97.0 0.00 0.00 STM300 010YR-24 HR 0.39 12.0000 3.84 3.39 0.0900 96.0 0.00 0.00 North Dev & STM200 100YR-24 HR 186.17 12.0583 6.48 6.02 29.1400 96.0 0.00 0.00 6 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA Pond Direct 100YR-24 HR 17.01 12.0000 6.48 5.90 2.3000 95.0 0.00 0.00 STM100 100YR-24 HR 58.91 12.0167 6.48 6.14 8.1700 97.0 0.00 0.00 STM300 100YR-24 HR 0.67 12.0000 6.48 6.01 0.0900 96.0 0.00 0.00 Node: Illinois St Storm Sewer Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:835.25 ft Warning Stage:844.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 0.00 Comment: Node: STR 102 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:841.18 ft Warning Stage:846.67 ft Stage [ft]Area [ac]Area [ft2] 841.18 0.0004 17 850.00 0.0004 17 Comment: Node: STR 118 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:839.16 ft Warning Stage:846.42 ft 7 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Stage [ft]Area [ac]Area [ft2] 839.16 0.0004 17 850.00 0.0004 17 Comment: Node: STR 121 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:838.02 ft Warning Stage:846.51 ft Stage [ft]Area [ac]Area [ft2] 838.02 0.0004 17 850.00 0.0004 17 Comment: Node: STR 128 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:837.62 ft Warning Stage:846.23 ft Stage [ft]Area [ac]Area [ft2] 837.62 0.0004 17 850.00 0.0004 17 Comment: Node: STR 134 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:837.30 ft Warning Stage:846.35 ft Stage [ft]Area [ac]Area [ft2] 837.30 0.0004 17 8 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Stage [ft]Area [ac]Area [ft2] 850.00 0.0004 17 Comment: Node: STR 151 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:836.61 ft Warning Stage:846.18 ft Stage [ft]Area [ac]Area [ft2] 836.61 0.0004 17 850.00 0.0004 17 Comment: Node: STR 201 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:838.46 ft Warning Stage:848.09 ft Stage [ft]Area [ac]Area [ft2] 838.46 0.0012 52 850.00 0.0012 52 Comment: Node: STR 206 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:837.66 ft Warning Stage:844.00 ft Stage [ft]Area [ac]Area [ft2] 837.66 0.0012 52 850.00 0.0012 52 9 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Comment: Node: STR 209 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:836.88 ft Warning Stage:844.99 ft Stage [ft]Area [ac]Area [ft2] 836.88 0.0012 52 850.00 0.0012 52 Comment: Node: STR 214 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:836.49 ft Warning Stage:843.93 ft Stage [ft]Area [ac]Area [ft2] 836.49 0.0012 52 850.00 0.0012 52 Comment: Node: West Pond Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:836.28 ft Warning Stage:844.00 ft Stage [ft]Area [ac]Area [ft2] 836.28 1.3858 60365 837.00 1.5511 67566 839.00 1.6928 73738 841.00 1.8382 80072 843.00 1.9876 86580 844.00 2.0639 89903 10 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Stage [ft]Area [ac]Area [ft2] 846.10 2.2267 96995 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] Illinois St Storm Sewer 010YR-24HR 844.00 835.25 0.0000 3.94 0.00 0 STR 102 010YR-24HR 846.67 841.18 -0.0009 0.00 0.12 100 STR 118 010YR-24HR 846.42 840.98 0.0010 0.76 0.10 237 STR 121 010YR-24HR 846.51 840.98 0.0010 1.12 0.76 341 STR 128 010YR-24HR 846.23 840.98 0.0010 1.51 1.12 140 STR 134 010YR-24HR 846.35 840.98 -0.0010 1.65 1.51 268 STR 151 010YR-24HR 846.18 840.98 0.0010 2.04 1.65 243 STR 201 010YR-24HR 848.09 840.98 0.0010 1.01 0.05 400 STR 206 010YR-24HR 844.00 840.98 0.0010 2.65 1.01 1019 STR 209 010YR-24HR 844.99 840.98 0.0010 4.43 2.65 974 STR 214 010YR-24HR 843.93 840.98 0.0010 5.48 4.43 565 West Pond 010YR-24HR 844.00 840.98 0.0010 149.38 10.06 80119 Illinois St Storm Sewer 100YR-24HR 844.00 835.25 0.0000 11.64 0.00 0 STR 102 100YR-24HR 846.67 843.71 0.0010 0.56 0.12 100 STR 118 100YR-24HR 846.42 843.71 0.0010 0.86 0.56 270 STR 121 100YR-24HR 846.51 843.71 0.0010 1.15 0.86 341 STR 128 100YR-24HR 846.23 843.71 -0.0010 1.53 1.15 140 STR 134 100YR-24HR 846.35 843.71 -0.0010 1.73 1.53 268 STR 151 100YR-24HR 846.18 843.71 0.0010 2.07 1.73 243 STR 201 100YR-24HR 848.09 843.71 0.0010 1.20 0.94 400 STR 206 100YR-24HR 844.00 843.71 -0.0010 4.98 1.52 1019 STR 209 100YR-24HR 844.99 843.71 -0.0019 7.71 4.98 974 STR 214 100YR-24HR 843.93 843.71 0.0024 8.01 7.71 565 West Pond 100YR-24HR 844.00 843.71 0.0010 257.02 15.41 88956 Pipe Link: 102 to 118 Scenario:Scenario1 From Node:STR 102 To Node:STR 118 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:112.90 ft FHWA Code:1 Upstream Downstream Invert:841.00 ft Invert:839.08 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 11 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Entr Loss Coef:0.50 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 118 to 121 Scenario:Scenario1 From Node:STR 118 To Node:STR 121 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:207.98 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:839.16 ft Invert:838.12 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 121 to 128 Scenario:Scenario1 From Node:STR 121 To Node:STR 128 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:38.03 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:838.02 ft Invert:837.72 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 12 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Pipe Link: 128 to 134 Scenario:Scenario1 From Node:STR 128 To Node:STR 134 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:67.40 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:837.62 ft Invert:837.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 134 to 151 Scenario:Scenario1 From Node:STR 134 To Node:STR 151 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:135.20 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:837.30 ft Invert:836.71 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.50 ft Max Depth:2.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 151 to Pond Scenario:Scenario1 From Node:STR 151 To Node:West Pond Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:38.42 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Upstream Downstream Invert:836.61 ft Invert:836.28 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:3.00 ft Max Depth:3.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip 13 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 201 to 207 Scenario:Scenario1 From Node:STR 201 To Node:STR 206 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:139.52 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:838.46 ft Invert:837.76 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:5.00 ft Max Depth:5.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 206 to 209 Scenario:Scenario1 From Node:STR 206 To Node:STR 209 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:249.49 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:837.66 ft Invert:836.98 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:5.00 ft Max Depth:5.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 209 to 214 Scenario:Scenario1 Upstream Downstream Invert:836.88 ft Invert:836.59 ft 14 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 From Node:STR 209 To Node:STR 214 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:120.65 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:5.00 ft Max Depth:5.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: 215 to West Pond Scenario:Scenario1 From Node:STR 214 To Node:West Pond Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:84.77 ft FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:836.49 ft Invert:836.28 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:5.00 ft Max Depth:5.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: West to Illinois St Storm Sewer Scenario:Scenario1 From Node:West Pond To Node:Illinois St Storm Sewer Link Count:1 Flow Direction:Positive Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:59.65 ft Upstream Pipe Downstream Pipe Invert:836.28 ft Invert:836.10 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.50 ft Max Depth:1.50 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: 15 P:\2021\00998\C. Calcs_Data\Civil\Drainage\ICPR Models\2021.00998.SCN1.WestOnlyRaiseNormalPool.02.07.2022\4/21/2022 12:40 FHWA Code:1 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.50 Bend Location:0.00 dec Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:836.28 ft Control Elevation:836.28 ft Max Depth:0.33 ft Max Width:1.33 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:841.00 ft Control Elevation:841.00 ft Max Depth:0.75 ft Max Width:1.33 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:03/15/22 *Emergency spillway must carry peak 100 yr flow rate of the pond 257.02 321.28 3.00 321.28 40.00 1.93 100 yr Flood Elev. =843.71 843.71 845.64 845.71 Cweir = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE *Emergency spillway must carry peak YR FLOW RATE Job Information City of Carmel Q = L = H = Spillway Elev. = Overflow Elev. = 2021.00998 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 APPENDIX E STORMWATER QUALITY 1S STR 152 2S STR 217 Routing Diagram for 2021.00998.CE.WaterQuality.02.28.2022 Prepared by American Structurepoint, LLC, Printed 4/21/2022 HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"2021.00998.CE.WaterQuality.02.28.2022 Printed 4/21/2022Prepared by American Structurepoint, LLC Page 2HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: STR 152 Runoff = 8.88 cfs @ 12.00 hrs, Volume= 0.449 af, Depth> 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 8.170 97 8.170 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 Direct Entry, Storm Sewer Subcatchment 1S: STR 152 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=8.170 ac Runoff Volume=0.449 af Runoff Depth>0.66" Tc=8.7 min CN=97 8.88 cfs Type II 24-hr WQ Rainfall=1.00"2021.00998.CE.WaterQuality.02.28.2022 Printed 4/21/2022Prepared by American Structurepoint, LLC Page 3HydroCAD® 10.00-22 s/n 00818 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: STR 217 Runoff = 0.74 cfs @ 12.07 hrs, Volume= 0.044 af, Depth> 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 1.130 94 1.130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, 200 Series Subcatchment 2S: STR 217 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=1.130 ac Runoff Volume=0.044 af Runoff Depth>0.46" Tc=14.6 min CN=94 0.74 cfs Description:The Steadman Apartment Homes Reviewing Entity: Job Number: Date:03/15/22 Detention Pond WQv = P = 1" rainfall Rv = 0.05 + 0.009(I) where I is the percent impervious cover A =area in acres PARAMETERS P =1.00 (in) Pervious Area 2.30 Impervious Area 9.30 I = 80.2% (%) Rv = 0.77 A = 11.60 (acres) CALCULATED WQv WQv =0.75 (ac-ft) 32488.50 (ft3) Stage Area Incremental Volume Volume (ft)(acre)(acre-ft)(acre-ft) 827.00 0.23 0.00 0.00 835.00 0.88 4.46 4.46 835.60 1.31 0.66 5.12 836.28 1.38 0.91 6.03 6.03 > 2.24 2021.00998 Job Information (P) * (Rv) * (A) City of Carmel PROPOSED STORMWATER SYSTEM WATER QUALITY VOLUME CALCULATIONS 12 Pool Below Normal Pool Total Volume APPENDIX F UNDEVELOPED BASIN STORM SEWER CAPACITY Project:By:David Welch Date:- 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 0.031 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 950 - - Watercourse slope, s ft/ft 0.007 - - Average velocity, V ft/s 1.35 - - Tt =L hr 0.20 + - + - = 0.20 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 0.42 min 24.91 *A velocity of 5 ft/s was assumed for pipe travel time. (min.)5 (ft)1500 (ft/s)5 Tc (min.) = 10.00 Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) The Steadman Apartment Homes City of Carmel SE Undeveloped Estimation Time to Inlet Description:The Steadman Apartment HomesReviewing Entity:Job #:Date:10-yrEntity DataInvert Drop0.1INLET CASTING TO INLET CASTING INLETc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET Q CUM. QU.S. D.S. 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)(ft)(ft)Beehive Ext. Stm. Sewer14.6 RCP0.30 8.891.00 1.053.72 2.67 3.7224.9124.91 3.75 3.75 10.00 13.9430 0.250.013 20.51 68% 4.18 1.51 4.49 0.06846.29- 835.34 835.30 8.16 -(in/hr)TRAVEL TIMEELEV. ELEV.PIPE SLOPEDIRECT TO INLET cAiPIPE DIAMETERCOVERMANNING'S N FULL PIPE CAPACITYCAPACITY UTILIZATIONFULL FLOW VELOCITYFLOW DEPTHFLOW VELOCITYSTR. TO STR.LENGTHPIPE MATERIALDIRECT TO CASTINGFLOWPROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2021.0099802/27/22Design ParametersDesign Storm:Intensity Calculation Method:Invert Calculation Method:Drop Amount:ENTITY DATARIM INVERT Job Information Description: Reviewing Entity:City of Carmel Job #:2021.00998 Date:04/13/22 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) Beehive TYPE ''J'' MANHOLE R-4215-C 2.52 10.95 0.30 8.89 24.91 3.75 10.00 1.59 0.68 1.59 *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY"- 0.00 0.00 0.00 - - - - - - - 0.00 Intensity Calculation Method: Design Parameters Design Storm: Clogging (%): PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS The Steadman Apartment Homes APPENDIX G OVERFLOW FLOOD ROUTING CALCULATIONS Name Adj. Area (ac)c cA Q 101 0.41 0.78 0.320 2.917 104 0.17 0.85 0.146 1.328 103 0.14 0.85 0.119 1.085 105 0.26 0.79 0.205 1.873 106 0.14 0.65 0.091 0.830 107 0.11 0.82 0.093 0.845 108 0.04 0.85 0.033 0.305 109 0.05 0.85 0.042 0.381 110 0.05 0.85 0.043 0.388 117 0.19 0.85 0.163 1.484 117A 0.11 1.85 0.204 1.856 116 0.05 0.85 0.043 0.388 111 0.16 0.85 0.134 1.226 112 0.11 0.85 0.095 0.868 113 0.15 0.85 0.125 1.145 115 0.09 0.85 0.077 0.698 114 0.12 0.85 0.103 0.942 120 0.32 0.85 0.272 2.479 119A 0.05 1.85 0.093 0.844 119 0.11 0.85 0.092 0.836 122 0.03 0.85 0.029 0.262 127 0.17 0.85 0.146 1.332 126 0.09 0.85 0.077 0.698 125 0.09 0.85 0.077 0.698 133 0.18 0.85 0.149 1.357 131 0.07 0.85 0.061 0.552 130 0.10 0.85 0.089 0.809 129 0.07 0.85 0.059 0.539 124 0.07 0.85 0.060 0.543 123 0.12 0.85 0.102 0.930 132 0.07 0.85 0.060 0.543 140 0.28 0.82 0.233 2.125 139 0.20 0.82 0.167 1.520 138 0.26 0.79 0.207 1.887 136 0.10 0.81 0.085 0.774 135 0.10 0.76 0.073 0.665 141 0.18 0.47 0.086 0.782 142 0.14 0.58 0.078 0.715 143 0.22 0.56 0.123 1.118 144 0.19 0.56 0.104 0.952 145 0.16 0.62 0.101 0.922 146 0.16 0.56 0.090 0.816 147 0.09 0.63 0.059 0.539 150 0.02 0.58 0.012 0.106 149 0.05 0.52 0.026 0.237 202 0.12 0.67 0.078 0.713 203 0.15 0.64 0.099 0.904 204 0.03 0.85 0.026 0.233 205 0.05 0.85 0.043 0.388 207 0.19 0.67 0.126 1.149 208 0.05 0.85 0.043 0.388 210 0.22 0.53 0.117 1.063 211 0.12 0.58 0.070 0.635 212 0.05 0.85 0.043 0.388 213 0.06 0.85 0.051 0.465 401 0.14 0.69 0.097 0.881 402 0.22 0.63 0.139 1.264 Job Information City of Carmel The Steadman Apartment Homes Basins Flood Overflow Basin Data Dscription: Reviewing Entity: Job #: Date: 2021.00998 8/1/2022 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 101 847.61 847.11 25.00 FT COMPUTE SPILL ELEVATION Q100,req=2.92 cfs 2.80 3.02 cfs cfs 25.00 ft 0.27 ft 100-yr Flood Elevation = 847.07 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 847.30 846.80 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 FLOOD ROUTING STR103 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 103 846.36 846.72 846.49 30.50 FT 17.50 FT COMPUTE SPILL ELEVATION Q100,req=1.085 cfs 2.80 0.51 cfs 0.81 cfs 30.50 ft 17.50 ft 0.13 ft 100-yr Flood Elevation = 846.49 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR104 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 104 846.27 846.59 846.41 30.50 FT 14.86 FT COMPUTE SPILL ELEVATION Q100,req=1.328 cfs 2.80 0.69 cfs 0.77 cfs 30.50 ft 14.86 ft 0.14 ft 100-yr Flood Elevation = 846.41 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 105 847.39 846.89 25.00 FT COMPUTE SPILL ELEVATION Q100,req=1.87 cfs 2.80 2.03 cfs cfs 25.00 ft 0.23 ft 100-yr Flood Elevation = 846.81 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 847.06 846.58 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 106 847.52 847.02 25.00 FT COMPUTE SPILL ELEVATION Q100,req=0.83 cfs 2.80 0.90 cfs cfs 25.00 ft 0.18 ft 100-yr Flood Elevation = 846.82 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 847.14 846.64 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 FLOOD ROUTING STR107 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 107 846.53 846.75 846.67 24.75 FT 19.75 FT COMPUTE SPILL ELEVATION Q100,req=0.845 cfs 2.80 0.45 cfs 0.56 cfs 24.75 ft 19.75 ft 0.11 ft 100-yr Flood Elevation = 846.64 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR108 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 108 846.56 846.61 846.64 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.305 cfs 2.80 0.22 cfs 0.14 cfs 12.50 ft 12.50 ft 0.06 ft 100-yr Flood Elevation = 846.62 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 FLOOD ROUTING STR109 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 109 846.47 846.63 846.64 12.50 FT 13.46 FT COMPUTE SPILL ELEVATION Q100,req=0.381 cfs 2.80 0.24 cfs 0.25 cfs 12.50 ft 13.46 ft 0.10 ft 100-yr Flood Elevation = 846.57 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR110 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 110 846.39 846.60 846.60 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.388 cfs 2.80 0.24 cfs 0.24 cfs 12.50 ft 12.50 ft 0.09 ft 100-yr Flood Elevation = 846.48 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR111 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 111 846.34 846.59 846.59 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=1.226 cfs 2.80 0.68 cfs 0.68 cfs 12.50 ft 12.50 ft 0.18 ft 100-yr Flood Elevation = 846.52 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR112 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 112 846.02 846.27 846.27 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.868 cfs 2.80 0.51 cfs 0.51 cfs 12.50 ft 12.50 ft 0.16 ft 100-yr Flood Elevation = 846.18 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR113 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 113 845.87 845.90 846.12 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=1.145 cfs 2.80 0.72 cfs 0.43 cfs 12.50 ft 12.50 ft 0.15 ft 100-yr Flood Elevation = 846.02 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR114 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 114 846.05 846.32 846.32 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.943 cfs 2.80 0.06 cfs 0.06 cfs 12.50 ft 12.50 ft 0.17 ft 100-yr Flood Elevation = 846.22 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR115 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 115 845.78 846.15 845.88 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.698 cfs 2.80 0.20 cfs 0.58 cfs 12.50 ft 12.50 ft 0.13 ft 100-yr Flood Elevation = 845.91 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR116 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 116 846.18 846.30 846.30 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.388 cfs 2.80 0.25 cfs 0.25 cfs 12.50 ft 12.50 ft 0.09 ft 100-yr Flood Elevation = 846.27 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR117A Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 117A 846.08 846.27 846.71 19.50 FT 37.50 FT COMPUTE SPILL ELEVATION Q100,req=1.856 cfs 2.80 1.21 cfs 0.70 cfs 19.50 ft 37.50 ft 0.17 ft 100-yr Flood Elevation = 846.25 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 FLOOD ROUTING STR117 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 117 846.06 846.26 846.25 19.50 FT 19.50 FT COMPUTE SPILL ELEVATION Q100,req=1.484 cfs 2.80 0.84 cfs 0.89 cfs 19.50 ft 19.50 ft 0.15 ft 100-yr Flood Elevation = 846.21 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 119A 846.66 846.66 48.00 FT COMPUTE SPILL ELEVATION Q100,req=0.844 cfs 2.80 0.86 cfs 0.00 cfs 48.00 ft 0.18 ft 100-yr Flood Elevation = 846.08 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.40 845.90 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 119 846.72 846.72 44.50 FT COMPUTE SPILL ELEVATION Q100,req=0.836 cfs 2.80 0.95 cfs cfs 44.50 ft 0.17 ft 100-yr Flood Elevation = 846.34 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.67 846.17 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 120 846.97 846.47 25.00 FT COMPUTE SPILL ELEVATION Q100,req=2.48 cfs 2.80 2.55 cfs 0.00 cfs 25.00 ft 0.22 ft 100-yr Flood Elevation = 846.47 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.75 846.25 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 122 847.11 846.61 25.00 FT COMPUTE SPILL ELEVATION Q100,req=0.34 cfs 2.80 0.38 cfs cfs 25.00 ft 0.13 ft 100-yr Flood Elevation = 846.34 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.71 846.21 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 FLOOD ROUTING STR123 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 136 846.49 846.79 .845.86 845.99 846.29 12.50 FT 30.50 FT COMPUTE SPILL ELEVATION Q100,req=0.93 cfs 2.80 0.18 cfs Q3= 0.51 0.35 cfs Q4= 0.00 12.50 ft 30.50 ft 0.12 ft 100-yr Flood Elevation = 845.98 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Q4Q3 FLOOD ROUTING STR124 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 124 846.31 846.92 846.17 846.22 846.42 14.86 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.543 cfs 2.80 0.16 cfs Q3 = 0.33 0.09 cfs Q4 = 0 14.86 ft 12.50 ft 0.08 ft 100-yr Flood Elevation = 846.25 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q4Q3 FLOOD ROUTING STR125 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 125 846.31 846.79 846.17 846.22 846.29 14.86 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.698 cfs 2.80 0.16 cfs Q3= 0.40 0.25 cfs Q4= 0 14.86 ft 12.50 ft 0.09 ft 100-yr Flood Elevation = 846.26 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q4Q3 FLOOD ROUTING STR126 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 126 846.12 846.67 846.71 30.50 FT 30.50 FT pl COMPUTE SPILL ELEVATION Q100,req=0.698 cfs (Includes Basin 127, 126) 2.80 0.40 cfs 0.38 cfs 30.50 ft 30.50 ft 0.14 ft 100-yr Flood Elevation = 846.26 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR127 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 127 846.32 846.87 846.12 846.24 846.37 14.86 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=1.332 cfs 2.80 0.61 cfs Q3= 0.69 0.30 cfs Q4= 0 14.86 ft 12.50 ft 0.13 ft 100-yr Flood Elevation = 846.25 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q4Q3 FLOOD ROUTING STR129 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 129 846.83 846.26 846.33 846.39 12.50 FT 17.68 FT COMPUTE SPILL ELEVATION Q100,req=0.539 cfs 2.80 0.23 cfs Q3= 0.28 0.24 cfs Q4= 0 12.50 ft 17.68 ft 0.09 ft 100-yr Flood Elevation = 846.35 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q4Q3 FLOOD ROUTING STR130 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 130 846.78 846.22 846.28 846.39 12.50 FT 20.74 FT COMPUTE SPILL ELEVATION Q100,req=0.809 cfs 2.80 0.18 cfs Q3= 0.39 0.38 cfs Q4= 0.00 12.50 ft 20.74 ft 0.10 ft 100-yr Flood Elevation = 846.32 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q3 FLOOD ROUTING STR131 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 131 846.90 846.21 846.40 846.48 12.50 FT 20.74 FT COMPUTE SPILL ELEVATION Q100,req=0.552 cfs 2.80 0.26 cfs Q3= 0.00 0.31 cfs 12.50 ft 20.74 ft 0.10 ft 100-yr Flood Elevation = 846.31 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q3 FLOOD ROUTING STR132 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 132 846.98 847.05 847.15 25.28 FT 25.60 FT COMPUTE SPILL ELEVATION Q100,req=0.543 cfs 2.80 0.46 cfs 0.19 cfs 25.28 ft 25.60 ft 0.07 ft 100-yr Flood Elevation = 847.05 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR133 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 133 846.33 846.18 846.25 846.33 12.50 FT 17.50 FT COMPUTE SPILL ELEVATION Q100,req=1.357 cfs 2.80 0.16 cfs Q3= 0.58 0.70 cfs 12.50 ft 17.50 ft 0.13 ft 100-yr Flood Elevation = 846.31 ft Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = L1 = L2 = H = Q1 Q2 Q3 FLOOD ROUTING STR135 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/11/2022 BASIN STR 135 846.50 847.70 Q3 846.93 58.26 FT 17.50 FT 2.00 FT COMPUTE SPILL ELEVATION 846.00 Q100,req=0.665 cfs 2.80 0.00 cfs 0.43 cfs 58.26 ft 17.50 ft 0.25 ft 100-yr Flood Elevation = 846.25 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR135 FLOOD ROUTING STR136 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 136 847.07 847.13 846.51 846.57 846.63 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.774 cfs 2.80 0.18 cfs Q3= 0.39 0.33 cfs Q4= 0.00 12.50 ft 12.50 ft 0.11 ft 100-yr Flood Elevation = 846.62 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Q4Q3 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 138 847.38 846.88 43.00 FT COMPUTE SPILL ELEVATION Q100,req=0.77 cfs 2.80 0.78 cfs cfs 43.00 ft 0.17 ft 100-yr Flood Elevation = 846.40 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.73 846.23 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 FLOOD ROUTING STR139 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 139 846.78 846.79 846.17 846.28 846.29 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=1.52 cfs 2.80 0.45 cfs Q3= 0.51 0.41 cfs Q4= 0.51 12.50 ft 12.50 ft 0.11 ft 100-yr Flood Elevation = 846.28 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Q4Q3 FLOOD ROUTING STR140 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 140 846.78 846.78 846.16 846.28 846.28 12.50 FT 12.50 FT COMPUTE SPILL ELEVATION Q100,req=2.125 cfs 2.80 0.51 cfs Q3= 0.58 0.51 cfs Q4= 0.58 12.50 ft 12.50 ft 0.13 ft 100-yr Flood Elevation = 846.29 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Q4Q3 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 141 848.07 847.57 34.00 FT COMPUTE SPILL ELEVATION Q100,req=0.78 cfs 2.80 0.88 cfs 0.00 cfs 34.00 ft 0.14 ft 100-yr Flood Elevation = 847.43 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 847.79 847.29 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 FLOOD ROUTING STR142 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 142 847.17 847.37 848.07 8.00 FT 25.00 FT COMPUTE SPILL ELEVATION Q100,req=0.715 cfs 2.80 0.47 cfs 0.33 cfs 8.00 ft 25.00 ft 0.17 ft 100-yr Flood Elevation = 847.34 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR143 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 143 847.10 847.30 848.07 8.00 FT 26.50 FT COMPUTE SPILL ELEVATION Q100,req=1.118 cfs 2.80 0.71 cfs 0.48 cfs 8.00 ft 26.50 ft 0.20 ft 100-yr Flood Elevation = 847.30 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR144 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 144 847.02 847.22 847.45 8.00 FT 17.60 FT COMPUTE SPILL ELEVATION Q100,req=0.952 cfs 2.80 0.47 cfs 0.48 cfs 8.00 ft 17.60 ft 0.17 ft 100-yr Flood Elevation = 847.19 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR145 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 145 847.05 847.32 847.57 16.39 FT 24.00 FT COMPUTE SPILL ELEVATION Q100,req=0.922 cfs 2.80 0.62 cfs 0.47 cfs 16.39 ft 24.00 ft 0.16 ft 100-yr Flood Elevation = 847.21 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR146 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 146 847.10 847.23 847.71 8.00 FT 17.60 FT COMPUTE SPILL ELEVATION Q100,req=0.816 cfs 2.80 0.56 cfs 0.34 cfs 8.00 ft 17.60 ft 0.17 ft 100-yr Flood Elevation = 847.27 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 FLOOD ROUTING STR147 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 147 847.10 847.24 847.28 9.55 FT 24.00 FT COMPUTE SPILL ELEVATION Q100,req=0.539 cfs 2.80 0.21 cfs 0.42 cfs 9.55 ft 24.00 ft 0.10 ft 100-yr Flood Elevation = 847.20 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 149 846.89 846.39 6.00 FT COMPUTE SPILL ELEVATION Q100,req=0.237 cfs 2.80 0.25 cfs 0.00 cfs 6.00 ft 0.15 ft 100-yr Flood Elevation = 846.33 ft Q2 = L = H = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.68 846.18 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 Q2 FLOOD ROUTING STR150 Description:The Steaman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 150 847.38 847.49 847.95 7.05 FT 16.89 FT COMPUTE SPILL ELEVATION Q100,req=0.106 cfs 2.80 0.08 cfs 0.04 cfs 7.05 ft 16.89 ft 0.07 ft 100-yr Flood Elevation = 847.45 ft L1 = L2 = H = Q2 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 203 846.54 12.50 FT COMPUTE SPILL ELEVATION Q100,req=1.62 cfs (INCLUDES 202&203) 2.80 1.78 cfs 0.00 cfs 12.50 ft 0.26 ft 100-yr Flood Elevation = 846.56 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.30 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 205 846.54 12.50 FT COMPUTE SPILL ELEVATION Q100,req=0.62 cfs (INCLUDES 204&205) 2.80 0.71 cfs 0.00 cfs 12.50 ft 0.18 ft 100-yr Flood Elevation = 846.48 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 846.80 846.30 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 210 845.65 12.50 FT COMPUTE SPILL ELEVATION Q100,req=2.70 cfs (INCLUDES 207,210, &211) 2.80 2.78 cfs cfs 12.50 ft 0.34 ft 100-yr Flood Elevation = 845.69 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 845.85 845.35 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:7/6/2022 BASIN STR 213 845.65 12.50 FT COMPUTE SPILL ELEVATION Q100,req=1.24 cfs (INCLUDES 208, 212, &213) 2.80 1.29 cfs cfs 12.50 ft 0.25 ft 100-yr Flood Elevation = 845.60 ft Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel 2021.00998 845.85 845.35 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q2 = L = H = Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:8/1/2022 BASIN STR 401 841.07 840.57 18.25 FT COMPUTE SPILL ELEVATION Q100,req=0.88 cfs 2.80 0.71 cfs cfs 18.25 ft 0.19 ft 100-yr Flood Elevation = 840.46 ft Q2 = L = H = 2021.00998 840.77 840.27 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel Q1 Q2 Description:The Steadman Apartment Homes Reviewing Entity: Job #: Date:8/1/2022 BASIN STR 402 841.07 840.57 18.25 FT COMPUTE SPILL ELEVATION Q100,req=1.26 cfs 2.80 0.69 cfs cfs 18.25 ft 0.22 ft 100-yr Flood Elevation = 840.48 ft Q2 = L = H = 2021.00998 840.76 840.26 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel Q1 Q2 APPENDIX H EXISTING DRAINAGE REPORT 201001114 Drainage Computations Summary For The Bridges Commercial Amenity Block – Phase I 116th Street and Springmill Road Carmel, Indiana 46032 Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Submitted by: Alen Fetahagic, PE, LEED AP Andrew Taylor, EI, CFM, LEED AP October 19, 2012 Revised: January 10, 2013 Revised: March 30, 2013 i 201001114 TABLE OF CONTENTS DRAINAGE COMPUTATIONS SUMMARY Appendix A Site Maps and Rainfall Data Appendix B Existing Runoff Calculations Appendix C Proposed Detention Calculations Appendix D Proposed Storm Sewer Calculations Appendix E Proposed Overflow Flood Routing Calculations Appendix F Proposed Swale Calculations Appendix G Proposed Water Quality Calculations 1 201001114 DRAINAGE COMPUTATIONS SUMMARY for The Bridges Commercial Amenity Block – Phase I 116th Street and Springmill Road Carmel, Indiana LOCATION The proposed project is located at the southwest corner 116th Street and Springmill Road in Carmel, Indiana, and currently contains an existing tree farm on the 59.39 acre tract. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map 18057C0208F for Hamilton County, Indiana, dated February 19, 2003 (Refer to Appendix A for the FIRM). DESCRIPTION The proposed project consists of the full build out of approximately 3.86 acres of the northern portion of The Bridges development along with the mass grading of future building pads and the construction of a master planned detention pond and temporary vegetated swale. This project also includes the construction of three interior access drives that will provide access from 116th Street after its reconstruction and two access points from the existing portion of Illinois Street. A third access point will be constructed to Springmill Road. EXISTING DRAINAGE The parcel is mostly undeveloped farm ground, but does contain an 8 acre tree farm that is centrally located within the site. The site contains approximately 47% Brookston silty clay loam, which is hydrologic soil group B, and 53% Crosby silt loam soils, which is hydrologic soil group C (Refer to Appendix A for the NRCS Soil Survey Information).There are three major on-site basins that are named the Ex. NW Basin, Ex. NE Basin, Ex. South Basin (Refer to Appendix B for the Existing Drainage Area Map). The Ex. NW Basin is approximately 2.88 acres and drains via sheet and shallow concentrated flow toward the northwest corner of the site where it enters the 116th Street right-of-way. The runoff is then conveyed to the west via 12-inch RCP that is a part of the 116th Street storm sewer system where it eventually drains to the existing wet pond located west of Springmill Road. The Ex. NE Basin is approximately 2.99 acres and drains via sheet and shallow concentrated flows to the east where it enters the Illinois Street right-of-way. The runoff is then conveyed to the east under Illinois Street via three 12-inch RCP culverts that are a part of the Illinois Street storm sewer. The Ex. South Basin is approximately 56.70 acres and drains via sheet and shallow concentrated flows to the south where it enters the 111th Street right-of-way. The runoff is then conveyed south under 111th Street via 27- inch x 18-inch CMP culvert that discharges south to an existing ditch. The table below summarizes the discharge rates from the existing basins. 2 201001114 Basin 10-year Peak Runoff Rate 100-year Peak Runoff Rate (cfs) (cfs) Ex. NW Basin 6.10 14.09 Ex. NE Basin 6.12 14.43 Ex. South Basin 55.66 137.59 PROPOSED DRAINAGE The proposed development has been broken into two sub-basins which are known as the Phase I Basin and the Future Commercial Basin. A basin in the southwest corner of the site, known as the Southwest Undeveloped Basin, has also been delineated because it will drain through the proposed detention pond, but detention for this undeveloped ground will be provided once it is developed (Refer to Appendix C for the Proposed Drainage Area Map). The Phase I Basin, which contains approximately 3.86 acres, will be totally built out with this phase of the development and contains the CVS building along with the Retail building. A weighted curve number was calculated for this basin based on the impervious cover of the site and the next less infiltrating soil class was used in accordance with the Technical Standards Manual. A time of concentration estimation was computed based on a five minute travel time to the first inlet and an assumed velocity of 5 feet per second through a storm sewer network that would eventually discharge to the proposed detention pond. The Future Commercial Basin is approximately 37.03 acres and contains the interior access drives that will be constructed with this phase of the project along with the mass grading of building pads and the construction of the detention pond. The entire drainage area, excluding the pond normal pool area, was assumed to be 90% impervious in the developed condition. This was used to calculate the weighted runoff curve number. The same time of concentration calculated for the Phase I Basin was assumed for the developed conditions of the Future Commercial Basin since the stormwater will be conveyed through the same storm sewer trunkline when it is constructed. The Undeveloped Southwest Basin is approximately 8.47 acres and majority of the basin remain undisturbed except for the construction of the landscape berm along Spring Mill Road. A composite curve number for this basin was also calculated based on the impervious cover, but the actual soil group was used since the majority of this basin will remain undisturbed (Refer to Appendix C for the Proposed Curve Number Calculations and Time of Concentration Calculations for the Proposed Basins). The three proposed basins were modeled in ICPR using the unit hydrograph method and the NRCS Type II storm distribution. Below is a table summarizing the peak discharges from the proposed basins. Basin 10-year Peak Runoff Rate 100-year Peak Runoff Rate (cfs) (cfs) Phase I Basin 14.24 24.99 Future Commercial Basin 141.40 243.29 Undeveloped Southwest Basin 9.21 25.18 The proposed wet detention pond located on the southern portion of the site has been designed to detain the runoff from the fully developed conditions for the Phase I Basin and the Future Commercial Basin. The 3 201001114 detention pond discharges to the existing Illinois Street storm sewer that is located at the intersection of Illinois Street and 111th Street. The existing Illinois Street Storm Sewer was designed to accept the discharge from the entire build out of The Bridges Development. The Illinois Street storm sewer provides a 36” RCP stub, but this stub will be replaced a 30” RCP at 0.2% slope, which provides enough capacity for the developed allowable release rate from the entire area west of Illinois Street that will eventual discharge to it. Conversations with the Hamilton County Surveyor’s Office indicate that the allowable discharge from the proposed detention pond can be calculated using the northern area of the project even though it does not currently drain directly to the south. This is being allowed because the entire development is contained within the same overall watershed. The ICPR model routes the proposed basins through the proposed wet detention pond. An outlet control structure was designed to restrict the flows from the proposed detention pond to the allowable release rates. The allowable release rates are based on the acreage of the Phase I Basin (3.86 acres) and the Future Commercial Basin (37.03 acres) which is a total of 40.89 acres. Based on this acreage, the 10-yr allowable release rate is 4.09 cfs, while the 100-yr allowable release rate is 12.27 cfs. Below is a table summarizing the model results when only analyzing the inflow from the Phase I and Future Commercial Basins (Refer to Appendix C for the Proposed Detention Calculations). Discharges and Elevations 10-year 100-year Proposed Q Allowable Q Stage Proposed Q Allowable Q Stage (cfs) (cfs) (ft) (cfs) (cfs) (ft) Pond 4.04 4.09 839.42 12.07 12.27 841.37 The detention pond has also been analyzed incorporating the inflow from the Undeveloped Southwest Basin to establish the 100-yr flood elevation of the pond even though this drainage area is not being detained to the developed release rate requirements. The required detention volume for this basin will be provided once it is developed. Below is a table summarizing the results of the total discharge from the detention pond with the Undeveloped Southwest Basin being bypassed through the outlet control structure. Discharges and Elevations 10-year 100-year Proposed Q Stage Proposed Q Stage (cfs) (ft) (cfs) (ft) Pond 4.39 839.62 14.24 841.78 An emergency spillway weir has been provided in the bank such that 125% of the peak 100-yr inflow to the pond can pass through the weir without overtopping the bank (Refer to Appendix C for the Emergency Spillway Calculations). STORM SEWER The storm sewer for the proposed development has been designed for the two outlots that are being developed at this time. Culverts have also been sized for the future development of the remainder of the property to convey stormwater beneath the proposed interior access drives. The proposed storm sewer discharges to temporary swales that are located along the roadsides and the swales convey the runoff south to the proposed wet detention pond. The proposed storm sewer was designed for the 10-year storm event using the Rational Method (Refer to Appendix D for Proposed Storm Sewer Calculations). Storm sewer trunklines will be built in future phases once the parcel is developed and the temporary swales are removed. 4 201001114 OVERFLOW FLOOD ROUTING An ICPR model was generated to analyze the peak overflow elevations within the parking lots in the case that all of the storm sewer inlets are plugged. The results indicate that the minimum lowest adjacent grade of 855.00 for the retail building and 854.50 for the CVS building is at least 1’ above the highest ponding elevation in their respective parking lots (Refer to Appendix E for the Flood Routing Calculations). A variance from the standard requiring that the finish floor elevation of the proposed buildings must be 15 inches higher than adjacent roadway elevations and requiring the finish floor elevation to be 6 inches higher than the minimum lowest adjacent grade has been granted. SWALES Several temporary swales are proposed for proper conveyance of the stormwater from the proposed improvements to the detention pond. A variance has been approved to allow for these swales to be constructed without underdrains and at slopes less than the minimum design criteria listed in the Technical Standards Manual. The proposed swales located on the southern portion of the site that are being installed to provide drainage around the proposed berm have been designed with underdrains as required by the City of Carmel Engineering Department. The proposed swale capacity calculations can be found in Appendix F. WATER QUALITY The proposed development utilizes 1397 lineal feet of vegetated swale that contains 12’ of natural plantings centered on the flow line (Temporary Swale 41D) along with the wet detention pond that also contains natural plantings on the safety shelf and bank. The vegetated swale is temporary until future development requires that the swale be replaced with equivalent BMPs. Not all of the minimum design criteria for the vegetated swale have been met, but a variance has been approved to allow the swale as designed to be utilized as a BMP due to the swale being temporary and the overcompensation of the length of the swale. The vegetated swale is designed to treat the stormwater runoff from the fully developed drainage area that is north of the proposed east/west connector road while the detention pond is designed to treat the entire drainage area that drains to it (Refer to Appendix G for the BMP Treatment Area Map). The required water quality treatment rate for the vegetated swale treatment area was found to be 13.76 cfs, while the required treatment volume for the detention pond treatment area is 2.92 ac-ft (Refer to Appendix G for the Water Quality Calculations). CONCLUSIONS The drainage from the proposed site has been designed to meet the intent of the City of Carmel Stormwater Technical Standards. No adverse impacts are anticipated to affect adjacent or downstream landowners. 201001114 APPENDIX A SITE MAPS AND RAINFALL DATA Springmill Rd111th St 116t h S tIllinois StBurlington Ln Illinois StIllinois StBr CrA CrA CrA CrA Br CrA CrA CrA CrA 571280 571280 571360 571360 571440 571440 571520 571520 571600 571600 571680 571680 571760 5717604422400 4422400442248044224804422560442256044226404422640442272044227204422800442280044228804422880442296044229604423040442304044231204423120442320044232000 100 200 30050 Feet 0 30 60 9015 Meters 39° 57' 22''86° 9' 34''39° 56' 55''86° 9' 35''39° 56' 55'' 39° 57' 22''86° 9' 56''86° 9' 56''Map Scale: 1:2,350 if printed on B size (11" x 17") sheet. Soil Map—Hamilton County, Indiana Natural ResourcesNatural ResourcesNatural ResourcesNatural ResourcesConservation ServiceConservation ServiceConservation ServiceConservation Service Web Soil SurveyNational Cooperative Soil Survey 9/28/2010Page 1 of 3 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam 29.6 46.6% CrA Crosby silt loam, 0 to 3 percent slopes 33.9 53.4% Totals for Area of Interest 63.5 100.0% Soil Map–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2010 Page 3 of 3 Report—Water Features Water Features– Hamilton County, Indiana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft Br—Brookston silty clay loam Brookston B Negligible January 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible February 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible March 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible April 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible May 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None B Negligible December 0.0-1.0 >6.0 0.0-0.5 Long Frequent —None CrA—Crosby silt loam, 0 to 3 percent slopes Crosby C Medium January 0.5-2.0 2.0-3.5 ——None —None C Medium February 0.5-2.0 2.0-3.5 ——None —None C Medium March 0.5-2.0 2.0-3.5 ——None —None C Medium April 0.5-2.0 2.0-3.5 ——None —None C Medium December 0.5-2.0 2.0-3.5 ——None —None Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 10, Aug 26, 2010 Water Features–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2010 Page 3 of 3 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity:City of Carmel Job #:201001114 Date:12/18/12 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 201001114 APPENDIX B EXISTING RUNOFF CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 03/28/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) Br B Undeveloped Conservation Treatment 71 1.41 CrA C Undeveloped Conservation Treatment 78 1.58 Totals =2.99 CN (weighted) =total product =Use CN = total area Cultivated Land 99.78 Cultivated Land 123.61 223.38 74.7 75 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Ex. NE Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.06 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 0.01 Tt = .007 (nL)0.8 hr 0.15 ++=0.15 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 155 -- Watercourse slope, s ft/ft 0.005 -- Average velocity, V (Figure 3-1)ft/s 1.14 -- Tt =L hr 0.04 +-+-=0.04 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- 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 0.19 min 11.29 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Ex. NE Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) Br B Undeveloped Conservation Treatment 71 1.33 Br B Fully Developed Paved/Rooftop 98 0.03 CrA C Fully Developed Paved/Rooftop 98 0.04 CrA C Undeveloped Conservation Treatment 78 1.50 Totals =2.88 CN (weighted) =total product =Use CN = total area Cultivated Land 116.70 217.47 75.5 76 Impervious 3.09 3.48 Cover Condition CN Area Product of CN x area Impervious Cultivated Land 94.20 CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Ex. NW Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.06 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 0.01 Tt = .007 (nL)0.8 hr 0.11 ++=0.11 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 337 -- Watercourse slope, s ft/ft 0.005 -- Average velocity, V (Figure 3-1)ft/s 1.14 -- Tt =L hr 0.08 +-+-=0.08 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- 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 0.20 min 11.76 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Ex. NW Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) Br B Undeveloped Conservation Treatment 71 26.31 Br B Fully Developed Paved/Rooftop 98 0.34 CrA C Fully Developed Paved/Rooftop 98 0.38 CrA C Undeveloped Conservation Treatment 78 29.67 Totals =56.70 CN (weighted) =total product =Use CN = total area Cultivated Land 2314.21 4252.83 75.0 75 Cultivated Land 1868.05 Impervious 33.16 Impervious 37.40 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Ex. South Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.06 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 0.01 Tt = .007 (nL)0.8 hr 0.15 ++=0.15 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 2519 -- Watercourse slope, s ft/ft 0.006 -- Average velocity, V (Figure 3-1)ft/s 1.20 -- Tt =L hr 0.58 +-+-=0.58 3600 V Channel Flow Segment ID Channel Geometry --- Discharge (cfs)--- 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 0.73 min 43.93 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Ex. South Existing Basin Output Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 10 Yr -24 Hr Ex. NE Basin BASE 12.04 6.122 1.538 16691.531 100 Yr -24 Hr Ex. NE Basin BASE 12.04 14.430 3.672 39852.832 10 Yr -24 Hr Ex. NW Basin BASE 12.05 6.095 1.607 16800.467 100 Yr -24 Hr Ex. NW Basin BASE 12.05 14.094 3.775 39462.681 10 Yr -24 HrEx. South Basin BASE 12.33 55.660 1.539316695.110 100 Yr -24 HrEx. South Basin BASE 12.33 137.593 3.674756113.291 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 201001114 APPENDIX C PROPOSED DETENTION CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 3/28/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)74 0.35 B Fully Developed Paved/Rooftop 98 1.47 C Fully Developed Good Condition (grass cover >75%)80 0.39 C Fully Developed Paved/Rooftop 98 1.653 Totals =3.86 CN (weighted) =total product =Use CN = total area 31.38729109 Impervious 162.0389684 Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Phase I CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description Cover Condition CN Area Product of CN x area 94.0 94 Br Open Space 25.74646189 Impervious 143.6949343 362.8676556 CrA Open Space Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea (min.)5 (ft)2502 (ft/s)5 Tc (min.) =13.34 Time to Inlet Travel Length in Pipe Assumed Velocity Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity Block P City of Carmel Phase I and Future Commercial Basin Estimation Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)74 1.63 B Fully Developed Paved/Rooftop 98 14.71 C Fully Developed Good Condition (grass cover >75%)80 1.84 C Fully Developed Paved/Rooftop 98 16.590 -Water Water 100 2.250 Totals =37.03 CN (weighted) =total product =Use CN = total area *Assumed entire drainage area that is outside of detention pond to be 90% impervious in developed conditions Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:Future Commercial Basin CN Calculation Method:Less Pervious Soil Group Than Actual Site Condition:Developed Soil Name and Hydrologic Group Area Description Cover Description CrA Open Space 147.4672 Impervious 1625.82588 Cover Condition CN Area Product of CN x area Water 225 3561.02804 96.2 96 Br Open Space 120.96484 Impervious 1441.77012 Description:The Bridges - Commercial Amenity Block Phase I Entity: Job #: Date:3/30/2013 (Acres) B Fully Developed Good Condition (grass cover >75%)61 3.72 B Fully Developed Paved/Rooftop 98 0.26 C Fully Developed Good Condition (grass cover >75%)74 4.19 C Fully Developed Paved/Rooftop 98 0.296 Totals =8.47 CN (weighted) =total product =Use CN = total area 591.8459377 69.9 70 Br Open Space 226.8215598 Impervious 25.72634986 CrA Open Space 310.2874634 Impervious 29.01056474 Cover Condition CN Area Product of CN x area CN Calculation Method:Actual Soil Group Site Condition:Existing Soil Name and Hydrologic Group Area Description Cover Description Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin:SW Undeveloped Project:By:ART Date:3/30/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)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 0.02 Tt = .007 (nL)0.8 hr 0.26 ++=0.26 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 774 -- Watercourse slope, s ft/ft 0.006 -- Average velocity, V (Figure 3-1)ft/s 1.30 -- Tt =L hr 0.17 +-+-=0.17 3600 V Watershed or subarea Tc or Tt hr 0.43 min 25.66 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel SW Undeveloped Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Node Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench T:Tmp Veg Swl BMP U:Tmp Veg Swl BMP M:Str. 204M:Str. 203M:Str. 201 A:Pond U:Future Comm U:Phase I U:Undevel. SW T:Existing U:Ex. NE Basin U:Ex. NW Basin U:Ex. South Basin T:Ex. Str. P:204-Ex P:203-204P:201-203 D:Str. 200 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Onsite Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Ex. Str. BASE 10 YR -24 HR 0.00 835.000 835.000 0.0000 3 15.21 4.044 0.00 0.000 Ex. Str. BASE 100 YR -24 HR 0.00 835.000 835.000 0.0000 3 13.86 12.073 0.00 0.000 Existing BASE 10 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 58.405 0.00 0.000 Existing BASE 100 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 143.590 0.00 0.000 Pond BASE 10 YR -24 HR 15.40 839.416 842.500 0.0050 118406 12.00 151.279 15.40 4.044 Pond BASE 100 YR -24 HR 13.83 841.371 842.500 0.0050 130926 12.00 261.523 13.83 12.071 Str. 201 BASE 10 YR -24 HR 15.41 836.838 842.910 0.0049 287 15.40 4.044 15.21 4.044 Str. 201 BASE 100 YR -24 HR 13.81 837.651 842.910 -0.0049 281 13.83 12.071 13.81 12.071 Str. 203 BASE 10 YR -24 HR 15.40 836.448 839.520 -0.0042 458 15.21 4.044 15.46 4.045 Str. 203 BASE 100 YR -24 HR 13.79 837.261 839.520 0.0049 456 13.81 12.071 13.78 12.072 Str. 204 BASE 10 YR -24 HR 15.55 836.058 840.970 -0.0036 345 15.46 4.045 15.21 4.044 Str. 204 BASE 100 YR -24 HR 13.83 836.871 840.970 0.0043 347 13.78 12.072 13.86 12.073 Tmp Veg Swl BMP BASE 24 HR-1in 0.00 0.000 100.000 0.0000 0 12.00 13.758 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Node Output (Including Undeveloped SW) Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Ex. Str. BASE 10 YR -24 HR 0.00 835.000 835.000 0.0000 3 15.43 4.394 0.00 0.000 Ex. Str. BASE 100 YR -24 HR 0.00 835.000 835.000 0.0000 3 13.78 14.245 0.00 0.000 Existing BASE 10 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 58.402 0.00 0.000 Existing BASE 100 YR -24 HR 0.00 0.000 1.000 0.0000 0 12.33 143.581 0.00 0.000 Pond BASE 10 YR -24 HR 15.44 839.621 842.080 0.0050 119655 12.00 156.866 15.43 4.394 Pond BASE 100 YR -24 HR 13.79 841.780 842.080 0.0050 133596 12.00 278.835 13.79 14.243 Str. 201 BASE 10 YR -24 HR 15.48 836.881 842.910 0.0049 289 15.43 4.394 15.41 4.394 Str. 201 BASE 100 YR -24 HR 13.78 837.842 842.910 -0.0049 268 13.79 14.243 13.74 14.243 Str. 203 BASE 10 YR -24 HR 15.43 836.491 839.520 -0.0043 461 15.41 4.394 15.41 4.394 Str. 203 BASE 100 YR -24 HR 13.83 837.452 839.520 0.0049 433 13.74 14.243 13.76 14.243 Str. 204 BASE 10 YR -24 HR 15.58 836.101 840.970 -0.0039 347 15.41 4.394 15.43 4.394 Str. 204 BASE 100 YR -24 HR 13.79 837.062 840.970 -0.0043 333 13.76 14.243 13.78 14.245 Tmp Veg Swl BMP BASE 24 HR-1in 0.00 0.000 100.000 0.0000 0 12.00 13.758 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: Ex. NE Basin Node: Existing 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): 11.29 Area(ac): 2.990 Time Shift(hrs): 0.00 Curve Number: 75.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Ex. NW Basin Node: Existing 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): 11.76 Area(ac): 2.880 Time Shift(hrs): 0.00 Curve Number: 76.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Ex. South Basin Node: Existing 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): 43.93 Area(ac): 56.700 Time Shift(hrs): 0.00 Curve Number: 75.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Future Comm 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): 13.00 Area(ac): 37.030 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Phase I 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): 13.00 Area(ac): 3.860 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Tmp Veg Swl BMP Node: Tmp Veg Swl BMP Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 13.830 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Undevel. SW Node: Pond Status: Inactive Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.00 Area(ac): 8.470 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input Curve Number: 70.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Ex. Str. Base Flow(cfs): 0.000 Init Stage(ft): 835.000 Group: BASE Warn Stage(ft): 835.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 835.000 99999.00 835.000 ------------------------------------------------------------------------------------------ Name: Existing Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 1.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 999.00 0.000 ------------------------------------------------------------------------------------------ Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 836.080 Group: BASE Warn Stage(ft): 842.480 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 836.080 2.2500 837.000 2.3800 838.000 2.5200 839.000 2.6600 840.000 2.8000 841.000 2.9500 842.000 3.1000 843.000 3.2500 ------------------------------------------------------------------------------------------ Name: Str. 201 Base Flow(cfs): 0.000 Init Stage(ft): 835.880 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 842.910 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Str. 203 Base Flow(cfs): 0.000 Init Stage(ft): 835.490 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 839.520 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Str. 204 Base Flow(cfs): 0.000 Init Stage(ft): 835.100 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 840.970 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- --------------- ------------------------------------------------------------------------------------------ Name: Tmp Veg Swl BMP Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 100.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input 99999.00 0.000 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 201-203 From Node: Str. 201 Length(ft): 145.00 Group: BASE To Node: Str. 203 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 835.880 835.590 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 203-204 From Node: Str. 203 Length(ft): 145.00 Group: BASE To Node: Str. 204 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 835.490 835.200 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 204-Ex From Node: Str. 204 Length(ft): 51.00 Group: BASE To Node: Ex. Str. Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 835.100 835.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: Str. 200 From Node: Pond Length(ft): 42.00 Group: BASE To Node: Str. 201 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 30.00 30.00 Flow: Both Rise(in): 30.00 30.00 Entrance Loss Coef: 0.500 Invert(ft): 836.070 835.980 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure Str. 200 *** 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): 10.00 Invert(ft): 836.080 Rise(in): 10.00 Control Elev(ft): 836.080 *** Weir 2 of 2 for Drop Structure Str. 200 *** 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): 10.00 Invert(ft): 839.430 Rise(in): 24.00 Control Elev(ft): 839.430 ========================================================================================== ==== Percolation Links =================================================================== ========================================================================================== Name: From Node: Flow: Both Group: BASE To Node: Count: 1 Surface Area Option: Use 1st Point in Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 0.000 Perimeter 1(ft): 0.000 Water Table Elev(ft): 0.000 Perimeter 2(ft): 0.000 *****************************0.000 Perimeter 3(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Distance 1 to 2(ft): 0.000 Vert Conductivity(ft/day): 0.000 Distance 2 to 3(ft): 0.000 Effective Porosity(dec): 0.000 Num Cells 1 to 2: 0 Suction Head(in): 0.000 Num Cells 2 to 3: 0 Layer Thickness(ft): 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\10 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\100 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\24 Hr-1in.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Input 48.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 10 YR -24 HR Hydrology Sim: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\10 YR -24 HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100 YR -24 HR Hydrology Sim: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\100 YR -24 HR.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): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 24 HR-1in Hydrology Sim: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\24 HR-1in.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 5 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Descriptio Reviewing Job #: Date:3/30/2013 Elevation Area Incremental Volume Total Volume (ft) (acre) (ac-ft) (ac-ft) 836.08 2.25 0.000 0.0 837 2.38 2.130 2.1 838 2.52 2.450 4.6 839 2.66 2.590 7.2 840 2.8 2.730 9.9 841 2.95 2.875 12.8 842 3.1 3.025 15.8 842.48 3.18 1.507 17.3 201001114 The Bridges - Commercial Amenity Block Phas PROPOSED STORMWATER SYSTEM DETENTION POND VOLUME Job Information City of Carmel Node Time Series Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100 YR -24 HR Pond BASE 43.51 837.999 842.480 109762 0.000 2.852 22.5 17.9 100 YR -24 HR Pond BASE 43.59 837.991 842.480 109715 0.000 2.844 22.5 18.0 100 YR -24 HR Pond BASE 43.68 837.983 842.480 109668 0.000 2.836 22.5 18.0 100 YR -24 HR Pond BASE 43.76 837.975 842.480 109620 0.000 2.828 22.5 18.0 100 YR -24 HR Pond BASE 43.84 837.968 842.480 109573 0.000 2.820 22.5 18.0 100 YR -24 HR Pond BASE 43.93 837.960 842.480 109526 0.000 2.812 22.5 18.0 100 YR -24 HR Pond BASE 44.01 837.952 842.480 109479 0.000 2.804 22.5 18.1 100 YR -24 HR Pond BASE 44.09 837.944 842.480 109432 0.000 2.796 22.5 18.1 100 YR -24 HR Pond BASE 44.18 837.937 842.480 109386 0.000 2.788 22.5 18.1 100 YR -24 HR Pond BASE 44.26 837.929 842.480 109339 0.000 2.780 22.5 18.1 100 YR -24 HR Pond BASE 44.34 837.922 842.480 109293 0.000 2.772 22.5 18.1 100 YR -24 HR Pond BASE 44.43 837.914 842.480 109246 0.000 2.764 22.5 18.2 100 YR -24 HR Pond BASE 44.51 837.906 842.480 109200 0.000 2.756 22.5 18.2 100 YR -24 HR Pond BASE 44.59 837.899 842.480 109154 0.000 2.748 22.5 18.2 100 YR -24 HR Pond BASE 44.68 837.891 842.480 109108 0.000 2.740 22.5 18.2 100 YR -24 HR Pond BASE 44.76 837.884 842.480 109062 0.000 2.732 22.5 18.2 100 YR -24 HR Pond BASE 44.84 837.876 842.480 109016 0.000 2.724 22.5 18.3 100 YR -24 HR Pond BASE 44.93 837.869 842.480 108971 0.000 2.716 22.5 18.3 100 YR -24 HR Pond BASE 45.01 837.861 842.480 108925 0.000 2.708 22.5 18.3 100 YR -24 HR Pond BASE 45.09 837.854 842.480 108880 0.000 2.700 22.5 18.3 100 YR -24 HR Pond BASE 45.18 837.846 842.480 108834 0.000 2.692 22.5 18.3 100 YR -24 HR Pond BASE 45.26 837.839 842.480 108789 0.000 2.684 22.5 18.3 100 YR -24 HR Pond BASE 45.34 837.832 842.480 108744 0.000 2.676 22.5 18.4 100 YR -24 HR Pond BASE 45.43 837.824 842.480 108699 0.000 2.668 22.5 18.4 100 YR -24 HR Pond BASE 45.51 837.817 842.480 108654 0.000 2.660 22.5 18.4 100 YR -24 HR Pond BASE 45.59 837.810 842.480 108610 0.000 2.652 22.5 18.4 100 YR -24 HR Pond BASE 45.68 837.802 842.480 108565 0.000 2.643 22.5 18.4 100 YR -24 HR Pond BASE 45.76 837.795 842.480 108520 0.000 2.635 22.5 18.5 100 YR -24 HR Pond BASE 45.84 837.788 842.480 108476 0.000 2.628 22.5 18.5 100 YR -24 HR Pond BASE 45.93 837.780 842.480 108432 0.000 2.619 22.5 18.5 100 YR -24 HR Pond BASE 46.01 837.773 842.480 108388 0.000 2.611 22.5 18.5 100 YR -24 HR Pond BASE 46.09 837.766 842.480 108344 0.000 2.603 22.5 18.5 100 YR -24 HR Pond BASE 46.18 837.759 842.480 108300 0.000 2.596 22.5 18.5 100 YR -24 HR Pond BASE 46.26 837.752 842.480 108256 0.000 2.587 22.5 18.6 100 YR -24 HR Pond BASE 46.34 837.744 842.480 108212 0.000 2.579 22.5 18.6 100 YR -24 HR Pond BASE 46.43 837.737 842.480 108169 0.000 2.572 22.5 18.6 100 YR -24 HR Pond BASE 46.51 837.730 842.480 108125 0.000 2.564 22.5 18.6 100 YR -24 HR Pond BASE 46.59 837.723 842.480 108082 0.000 2.556 22.5 18.6 100 YR -24 HR Pond BASE 46.68 837.716 842.480 108039 0.000 2.548 22.5 18.6 100 YR -24 HR Pond BASE 46.76 837.709 842.480 107996 0.000 2.540 22.5 18.7 100 YR -24 HR Pond BASE 46.84 837.702 842.480 107953 0.000 2.532 22.5 18.7 100 YR -24 HR Pond BASE 46.93 837.695 842.480 107910 0.000 2.524 22.5 18.7 100 YR -24 HR Pond BASE 47.01 837.688 842.480 107867 0.000 2.516 22.5 18.7 100 YR -24 HR Pond BASE 47.09 837.681 842.480 107825 0.000 2.508 22.5 18.7 100 YR -24 HR Pond BASE 47.18 837.674 842.480 107782 0.000 2.500 22.5 18.8 100 YR -24 HR Pond BASE 47.26 837.667 842.480 107740 0.000 2.492 22.5 18.8 100 YR -24 HR Pond BASE 47.34 837.660 842.480 107697 0.000 2.484 22.5 18.8 100 YR -24 HR Pond BASE 47.43 837.653 842.480 107655 0.000 2.476 22.5 18.8 100 YR -24 HR Pond BASE 47.51 837.646 842.480 107613 0.000 2.468 22.5 18.8 100 YR -24 HR Pond BASE 47.59 837.639 842.480 107571 0.000 2.460 22.5 18.8 100 YR -24 HR Pond BASE 47.68 837.632 842.480 107530 0.000 2.452 22.5 18.9 100 YR -24 HR Pond BASE 47.76 837.626 842.480 107488 0.000 2.444 22.5 18.9 100 YR -24 HR Pond BASE 47.84 837.619 842.480 107446 0.000 2.436 22.5 18.9 100 YR -24 HR Pond BASE 47.93 837.612 842.480 107405 0.000 2.428 22.5 18.9 100 YR -24 HR Pond BASE 48.00 837.607 842.480 107372 0.000 2.422 22.5 18.9 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 7 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Stage/Storage Pond Stage (ft)Volume (af) 0 5 10 15 20 836 838 840 842 844 Pond Initial Stage Warning Stage You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job #: Date:03/30/13 *Emergency spillway must carry the peak 100 yr flow rate to the pond 278.84 (From ICPR output) 348.55 3.00 348.55 75.00 1.34 100 yr Flood Elev. =841.39 842.48 843.82 844.48 L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 75 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 201001114 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information City of Carmel 201001114 APPENDIX D PROPOSED STORM SEWER CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=120' 3/28/12 ART ART 2010.01114 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=120' 3/28/13 ART ART 2010.01114 The Bridges - Commercial Amenity Block Phase I 3/26/2013 Runoff Coefficient Runoff Curve Number Roof 0.9 98 Grass 0.3 77 Pavement 0.85 98 Roof Area Pervious Area Pavement Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)C CN 1 1 -0.01 0.09 0.10 0.79 96 2A 2A -0.23 0.00 0.23 0.30 77 2 2 -0.02 0.20 0.22 0.81 97 3A 3A -0.26 0.00 0.26 0.30 77 3 3 -0.01 0.30 0.31 0.84 97 4 4 -0.02 0.09 0.11 0.74 94 5 5 -0.02 0.05 0.07 0.69 92 6 6 -0.02 0.15 0.17 0.78 95 7 7 --0.02 0.02 0.85 98 8A 8A -0.02 0.15 0.17 0.79 96 8 8 --0.02 0.02 0.85 98 9 9 -0.04 0.23 0.27 0.78 95 10 10 -0.04 0.11 0.15 0.70 92 11 11 -0.08 0.13 0.21 0.63 90 12 12 -0.01 0.06 0.07 0.74 94 13 13 -0.02 0.18 0.20 0.80 96 14 14 -0.02 0.17 0.19 0.78 95 15 15 --0.02 0.02 0.85 98 16 16 --0.02 0.02 0.85 98 17 17 -0.02 0.16 0.18 0.78 95 18 18 ------ 20 20 --1.49 1.49 0.85 98 21 21 ------ 30 30 --1.50 1.50 0.85 98 31 31 ------ 40 40 --13.05 13.05 0.85 98 41 41 ------ 200 200 ------ 201 201 ------ 202 202 -0.30 0.25 0.55 0.55 87 203 203 -3.72 -3.72 0.30 77 204 204 ------ 210 210 -0.21 0.31 0.52 0.63 90 211 211 ------ 220 220 -0.17 0.22 0.39 0.61 89 221 221 ------ 230 230 -17.22 1.24 18.46 0.34 79 231 231 ------ 500 500 -0.06 0.21 0.27 0.74 94 501 501 -0.10 0.33 0.43 0.72 93 20A --1.49 -1.49 0.30 77 30A --1.50 -1.50 0.30 77 40A --2.26 0.43 2.69 0.39 81 40B --3.07 0.43 3.50 0.37 80 40C --9.63 3.48 13.11 0.45 83 41C --19.23 3.78 23.01 0.39 81 Roadside Swale 202 --0.30 0.25 0.55 0.55 87 Roadside Swale 210 --0.21 0.31 0.52 0.63 90 Roadside Swale 220 --0.17 0.22 0.39 0.61 89 230D --17.24 1.24 18.48 0.34 79 East 111th Roadside Swale --0.11 0.09 0.20 0.55 87 West 111th Roadside Swale --0.51 0.25 0.77 0.48 84 Date: Runoff Coefficient and Runoff Curve Number Calculation Job Information City of Carmel 201001114 Basin Structure Description: Entity: Job #: Project:By:ART Date:4/15/2013 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)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 0.02 Tt = .007 (nL)0.8 hr 0.29 ++=0.29 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved -- Flow length, L ft 334 -- Watercourse slope, s ft/ft 0.010 -- Average velocity, V (Figure 3-1)ft/s 1.65 -- Tt =L hr 0.06 +-+-=0.06 3600 V Watershed or subarea Tc or Tt hr 0.35 min 21.00 Time of Concentration (Tc) or Travel Time (Tt) The Bridges - Commercial Amenity City of Carmel Str 203 Description:The Bridges - Commercial Amenity Block Phase I 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 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) 1 2 141 RCP 0.79 0.10 --0.08 0.08 0.08 5.00 5.00 --6.12 6.12 0.48 0.48 12 0.35 0.013 2.11 23%2.68 0.33 2.18 0.88 853.05 852.70 849.38 848.89 2A 2 14 PVC 0.30 0.23 --0.07 0.07 0.07 5.00 5.00 --6.12 6.12 0.42 0.42 12 3.25 0.011 7.59 6%9.66 0.16 5.20 0.02 852.00 852.70 849.35 848.89 2 5 118 RCP 0.81 0.22 --0.18 0.18 0.33 5.00 5.88 --6.12 5.96 1.09 1.95 12 0.40 0.013 2.25 86%2.87 0.72 3.23 0.69 852.70 854.08 848.79 848.31 3A 3 21 PVC 0.30 0.26 --0.08 0.08 0.08 5.00 5.00 --6.12 6.12 0.48 0.48 12 3.25 0.011 7.59 6%9.66 0.17 5.39 0.04 852.00 852.74 849.63 848.95 3 4 130 RCP 0.84 0.31 --0.26 0.26 0.34 5.00 5.04 --6.12 6.11 1.58 2.06 15 0.35 0.013 3.82 54%3.11 0.65 3.17 0.70 852.74 854.08 848.70 848.25 4 5 24 RCP 0.74 0.11 --0.08 0.08 0.42 5.00 5.73 --6.12 5.99 0.50 2.50 15 0.35 0.013 3.82 65%3.11 0.74 3.32 0.13 854.08 854.08 848.15 848.06 5 8 55 RCP 0.69 0.07 --0.05 0.05 0.79 5.00 6.56 --6.12 5.84 0.30 4.63 18 0.30 0.013 5.75 80%3.26 1.02 3.62 0.28 854.08 853.80 847.81 847.65 6 7 10 RCP 0.78 0.17 --0.13 0.13 0.13 5.00 5.00 --6.12 6.12 0.81 0.81 12 0.35 0.013 2.11 38%2.68 0.43 2.51 0.06 853.17 853.80 849.42 849.38 7 8 24 RCP 0.85 0.02 --0.02 0.02 0.15 5.00 5.06 --6.12 6.11 0.10 0.91 12 0.35 0.013 2.11 43%2.68 0.46 2.59 0.15 853.80 853.80 849.28 849.20 8A 8 12 RCP 0.79 0.17 --0.13 0.13 0.13 5.00 5.00 --6.12 6.12 0.82 0.82 12 0.35 0.013 2.11 39%2.68 0.43 2.51 0.07 852.70 853.80 848.84 848.80 8 16 71 RCP 0.85 0.02 --0.02 0.02 1.09 5.00 6.84 --6.12 5.79 0.10 6.33 18 0.44 0.013 6.97 91%3.94 1.12 4.47 0.30 853.80 853.45 847.55 847.24 9 10 145 RCP 0.78 0.27 0.90 0.31 0.49 0.21 0.49 5.00 5.00 --6.12 6.12 1.28 2.99 15 0.50 0.013 4.57 65%3.72 0.74 3.97 0.65 852.00 852.80 848.06 847.34 10 17 135 RCP 0.70 0.15 --0.11 0.11 0.59 5.00 5.65 --6.12 6.00 0.65 3.57 18 0.30 0.013 5.75 62%3.26 0.85 3.43 0.69 852.80 852.45 847.09 846.68 11 12 110 RCP 0.63 0.21 --0.13 0.13 0.13 5.00 5.00 --6.12 6.12 0.81 0.81 12 0.46 0.013 2.42 34%3.08 0.40 2.77 0.60 853.00 853.05 849.17 848.66 12 13 5 RCP 0.74 0.07 --0.05 0.05 0.18 5.00 5.60 --6.12 6.01 0.32 1.11 15 0.30 0.013 3.54 31%2.88 0.48 2.55 0.03 853.05 852.50 848.41 848.40 13 14 90 RCP 0.80 0.20 --0.16 0.16 0.34 5.00 5.62 --6.12 6.01 0.98 2.07 18 0.30 0.013 5.75 36%3.26 0.62 2.99 0.46 852.50 852.50 848.15 847.88 14 15 72 RCP 0.78 0.19 0.90 0.22 0.35 0.15 0.69 5.00 6.09 --6.12 5.92 0.91 4.09 18 0.35 0.013 6.21 66%3.52 0.89 3.75 0.34 852.50 853.45 847.78 847.52 15 16 25 RCP 0.85 0.02 --0.02 0.02 0.71 5.00 6.43 --6.12 5.86 0.10 4.15 18 0.35 0.013 6.21 67%3.52 0.90 3.77 0.12 853.45 853.45 847.42 847.34 16 17 12 RCP 0.85 0.02 --0.02 0.02 1.82 5.00 7.14 --6.12 5.73 0.10 10.42 24 0.30 0.013 12.39 84%3.94 1.41 4.42 0.05 853.45 852.45 846.74 846.70 17 18 100 RCP 0.78 0.18 --0.14 0.14 2.55 5.00 7.19 --6.12 5.73 0.86 14.61 24 0.70 0.013 18.93 77%6.02 1.32 6.65 0.28 852.45 -846.18 845.48 18 OUT --------2.55 -7.47 ---5.68 -14.48 -----------845.48 845.48 20 21 85 RCP 0.85 1.49 --1.27 1.27 1.27 6.00 6.00 --5.94 5.94 7.52 7.52 24 0.30 0.013 12.39 61%3.94 1.12 4.13 0.36 --844.78 844.52 21 OUT --------1.27 -6.36 ---5.88 -7.44 -----------844.52 844.52 30 31 85 RCP 0.85 1.50 --1.28 1.28 1.28 6.00 6.00 --5.94 5.94 7.57 7.57 24 0.30 0.013 12.39 61%3.94 1.13 4.14 0.36 --843.86 843.60 31 OUT --------1.28 -6.36 ---5.88 -7.49 -----------843.60 843.60 40 41 75 RCP 0.85 13.05 --11.09 11.09 11.09 9.00 9.00 --5.40 5.40 59.90 59.90 48 0.30 0.013 78.68 76%6.26 2.61 6.89 0.20 --843.33 843.10 41 OUT --------11.09 -9.20 ---5.36 -59.50 -----------843.10 843.10 200 201 42 RCP --------0.00 ------30 0.20 0.013 18.34 -3.74 --0.19 842.48 842.91 836.07 835.98 201 203 145 RCP --------0.19 ------30 0.20 0.013 18.34 -3.74 --0.65 842.91 839.52 835.88 835.59 202 203 63 RCP 0.85 0.55 --0.47 0.47 0.47 5.00 5.00 --6.12 6.12 2.86 2.86 12 2.47 0.013 5.59 51%7.12 0.51 7.16 0.15 -839.52 838.54 836.99 203 204 145 RCP 0.30 3.72 --1.12 1.12 1.58 21.00 21.00 --4.14 4.14 4.62 6.55 30 0.20 0.013 18.34 36%3.74 1.03 3.42 0.65 839.52 840.97 835.49 835.20 204 EX. STR 51 RCP ------1.58 -21.65 ---4.07 -6.45 30 0.20 0.013 18.34 35%3.74 1.02 3.41 0.23 840.97 -835.10 835.00 210 211 56 RCP 0.85 0.52 --0.44 0.44 0.44 5.00 5.00 --6.12 6.12 2.71 2.71 12 1.00 0.013 3.56 76%4.54 0.65 4.99 0.21 --844.92 844.36 211 OUT --------0.44 -5.21 ---6.08 -2.69 -----------844.36 844.36 220 221 58 RCP 0.85 0.39 --0.33 0.33 0.33 5.00 5.00 --6.12 6.12 2.03 2.03 12 0.40 0.013 2.25 90%2.87 0.74 3.25 0.34 --844.41 844.18 221 OUT --------0.33 -5.34 ---6.06 -2.01 -----------844.18 844.18 230 231 48 HDPE 0.34 18.46 --6.28 6.28 6.28 25.00 25.00 --3.74 3.74 23.49 23.49 24 1.30 0.012 27.94 84%8.89 1.40 9.97 0.09 --838.62 838.00 231 OUT --------6.28 -25.09 ---3.73 -23.43 -----------838.00 838.00 500 501 101 RCP --0.74 0.27 0.20 -0.20 5.00 5.00 --6.12 6.12 -1.22 12 0.50 0.013 2.52 49%3.21 0.49 3.18 0.52 854.54 852.62 848.01 847.51 501 EX. STR 69 RCP --0.72 0.43 0.31 -0.51 5.00 5.52 --6.12 6.03 -3.07 15 0.50 0.013 4.57 67%3.72 0.75 3.99 0.31 852.62 -847.26 846.91 CVS ROOF DRAIN TRUNK OUT 142 PVC --0.90 0.31 0.28 -0.28 5.00 5.00 --6.12 6.12 -1.71 10 0.50 0.011 1.83 93%3.36 0.64 3.81 0.70 --849.71 849.00 RETAIL ROOF DRAIN TRUNK OUT 58 PVC --0.90 0.22 0.20 -0.20 5.00 5.00 --6.12 6.12 -1.21 10 0.50 0.011 1.83 66%3.36 0.50 3.59 0.29 --847.63 847.34 ELEV.ELEV. FULL FLOW VELOCITY PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY TRAVEL TIME FLOW DEPTH FLOW VELOCITYCAPACITY UTILIZATION i (in/hr) PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 201001114 03/30/13 STR.LENGTH Drop Amount: INVERTRIMENTITY DATA i MANNING'S N FLOW (in/hr) CHEN'S METHOD Offsite Runnoff Design Storm: TO STR.DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: DIRECT TO INLET Description:The Bridges - Commercial Amenity Block Phase I Entity:City of Carmel Job #:201001114 Date:03/30/13 10-yr 10-yr Pond Discharge 4.39 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.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 2 1 848.89 849.89 849.53 849.90 5.00 6.12 0.48 12 0.35 0.222 1.216 0.183 0.326 0.288 2.18 141 0.013 0.490 -0.10 0.10 0.10 0.10 -1.25 3.23 -0.092 0.583 850.49 853.05 850.38 2 2A 848.89 849.89 849.53 849.90 5.00 6.12 0.42 12 3.25 0.081 0.824 0.099 0.160 0.269 5.20 14 0.011 0.452 ------1.25 3.23 -0.524 0.976 850.88 852.00 850.35 5 2 848.31 849.31 849.11 849.39 5.88 5.96 1.95 12 0.40 0.603 2.020 0.298 0.717 0.595 3.23 118 0.013 0.469 2.18 -----0.50 3.62 -0.044 0.513 849.90 852.70 849.79 3 3A 848.95 849.95 849.60 850.08 5.00 6.12 0.48 12 3.25 0.089 0.850 0.104 0.170 0.286 5.39 21 0.011 0.677 ------1.25 3.17 -0.563 1.241 851.32 852.00 850.63 4 3 848.25 849.50 849.16 849.48 5.04 6.11 2.06 15 0.35 0.649 2.021 0.321 0.654 0.572 3.17 130 0.013 0.453 5.39 -----0.50 3.32 -0.147 0.600 850.08 852.74 849.95 5 4 848.06 849.31 849.01 849.39 5.73 5.99 2.50 15 0.35 0.754 2.190 0.344 0.738 0.633 3.32 24 0.013 0.084 3.17 -----0.50 3.62 -0.007 0.091 849.48 854.08 849.40 8 5 847.65 849.15 848.81 849.21 6.56 5.84 4.63 18 0.30 1.279 2.907 0.440 1.019 0.826 3.62 55 0.013 0.164 3.23 -----0.50 4.47 -0.021 0.185 849.39 854.08 849.31 7 6 849.38 850.38 850.07 850.07 5.00 6.12 0.81 12 0.35 0.323 1.431 0.226 0.430 0.377 2.51 10 0.013 0.035 ------1.25 2.59 -0.122 0.157 850.23 853.17 850.42 8 7 849.20 850.20 849.90 849.90 5.06 6.11 0.91 12 0.35 0.353 1.492 0.237 0.460 0.401 2.59 24 0.013 0.084 2.51 -----0.50 4.47 -0.003 0.087 849.99 853.80 850.28 8 8A 848.80 849.80 849.49 849.49 5.00 6.12 0.82 12 0.35 0.325 1.435 0.227 0.432 0.378 2.51 12 0.013 0.042 ------1.25 4.47 -0.123 0.164 849.65 852.70 849.84 16 8 847.24 848.74 848.47 848.84 6.84 5.79 6.33 18 0.44 1.416 3.132 0.452 1.121 0.972 4.47 71 0.013 0.311 3.62 -----0.50 4.42 -0.053 0.364 849.21 853.80 849.05 10 9 847.34 848.59 848.31 849.24 5.00 6.12 2.99 15 0.50 0.754 2.190 0.344 0.738 0.695 3.97 145 0.013 0.721 ------1.25 3.43 -0.306 1.027 850.26 852.00 849.31 17 10 846.68 848.18 847.79 848.80 5.65 6.00 3.57 18 0.30 1.040 2.566 0.405 0.855 0.721 3.43 135 0.013 0.403 3.97 -----0.50 6.65 -0.031 0.434 849.24 852.80 848.59 12 11 848.66 849.66 849.35 849.53 5.00 6.12 0.81 12 0.46 0.292 1.368 0.214 0.399 0.376 2.77 110 0.013 0.503 ------1.25 2.55 -0.149 0.652 850.18 853.00 850.17 13 12 848.40 849.65 849.23 849.51 5.60 6.01 1.11 15 0.30 0.435 1.673 0.260 0.481 0.415 2.55 5 0.013 0.015 2.77 -----0.50 2.99 -0.009 0.024 849.53 853.05 849.66 14 13 847.88 849.38 848.90 849.22 5.62 6.01 2.07 18 0.30 0.692 2.098 0.330 0.622 0.542 2.99 90 0.013 0.269 2.55 -----0.50 3.75 -0.019 0.287 849.51 852.50 849.65 15 14 847.52 849.02 848.66 848.93 6.09 5.92 4.09 18 0.35 1.090 2.634 0.414 0.888 0.775 3.75 72 0.013 0.251 2.99 -----0.50 3.77 -0.040 0.291 849.22 852.50 849.28 16 15 847.34 848.84 848.48 848.84 6.43 5.86 4.15 18 0.35 1.102 2.651 0.416 0.896 0.780 3.77 25 0.013 0.087 3.75 -----0.50 4.42 -0.001 0.088 848.93 853.45 848.92 17 16 846.70 848.70 848.28 848.80 7.14 5.73 10.42 24 0.30 2.358 3.976 0.593 1.405 1.156 4.42 12 0.013 0.036 4.47 -----0.50 6.65 -0.003 0.039 848.84 853.45 848.74 18 17 845.48 847.48 847.17 847.17 7.19 5.73 14.61 24 0.70 2.197 3.791 0.580 1.319 1.377 6.65 100 0.013 0.696 3.43 ----1.00 0.50 -0.686 0.252 1.634 848.80 852.45 848.18 21 20 844.52 846.52 846.01 846.01 6.00 5.94 7.52 24 0.30 1.820 3.392 0.537 1.125 0.975 4.13 85 0.013 0.254 -----1.00 1.25 -0.265 0.332 0.851 846.86 -846.78 31 30 843.60 845.60 845.09 845.09 6.00 5.94 7.57 24 0.30 1.829 3.402 0.538 1.130 0.978 4.14 85 0.013 0.254 -----1.00 1.25 -0.266 0.333 0.852 845.94 -845.86 41 40 843.10 847.10 846.27 846.27 9.00 5.40 59.90 48 0.30 8.692 7.527 1.155 2.612 2.332 6.89 75 0.013 0.224 -----1.00 1.25 -0.737 0.922 1.883 848.15 -847.33 201 200 835.98 838.48 837.58 837.76 0.00 -4.39 30 0.20 1.431 3.076 0.465 0.833 0.690 3.07 42 0.013 0.084 ------1.25 3.07 -0.183 0.266 838.03 842.48 838.57 203 201 835.59 838.09 837.19 837.47 0.19 -4.39 30 0.20 1.431 3.076 0.465 0.833 0.690 3.07 145 0.013 0.288 3.07 -----0.50 3.90 -0.000 0.288 837.76 842.91 838.38 203 202 836.99 837.99 837.85 837.85 5.00 6.12 2.86 12 2.47 0.399 1.584 0.252 0.507 0.725 7.16 63 0.013 1.544 ------1.25 3.90 -0.996 2.540 840.39 -839.54 204 203 835.20 837.70 837.01 837.14 21.00 4.14 10.94 30 0.20 2.805 4.209 0.666 1.391 1.107 3.90 145 0.013 0.288 3.07 -----0.50 3.89 -0.045 0.333 837.47 839.52 837.99 EX. STR 204 835.00 837.50 836.80 836.80 21.65 4.07 10.84 30 0.20 2.785 4.193 0.664 1.383 1.102 3.89 51 0.013 0.101 3.90 ----1.00 0.50 -0.235 0.001 0.337 837.14 840.97 837.60 211 210 844.36 845.36 845.21 845.21 5.00 6.12 2.71 12 1.00 0.542 1.879 0.288 0.652 0.705 4.99 56 0.013 0.557 -----1.00 1.25 -0.387 0.483 1.427 846.64 -845.92 221 220 844.18 845.18 844.98 844.98 5.00 6.12 2.03 12 0.40 0.625 2.076 0.301 0.742 0.608 3.25 58 0.013 0.231 -----1.00 1.25 -0.164 0.205 0.599 845.58 -845.41 231 230 838.00 840.00 839.86 839.86 25.00 3.74 23.49 24 1.30 2.357 3.974 0.593 1.404 1.721 9.97 48 0.012 0.621 -----1.00 1.25 -1.542 1.928 4.091 843.95 -840.62 501 500 847.51 848.51 848.24 848.24 5.00 6.12 1.22 12 0.50 0.384 1.554 0.247 0.491 0.466 3.18 101 0.013 0.502 -----1.00 1.25 -0.157 0.197 0.856 849.09 854.54 849.01 U.S. STR. CROWN"D" LOSS OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE UPSTREAM STRUCTURE LOSS"A" LOSS "B" LOSS "C" LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. TOR FLOW DEPTH VELOCITY LENGTH MANNING'S N FRICTION LOSS UPSTREAM MAXIMUM INFLUENT VELOCITYFLOWDIAMETERSLOPEAREA WETTED PERIMETE HYDRAULI C RADIUSD.S. STR.U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV.Tc ENTITY DATA PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONS Job Information Design Parameters Design Storm: Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity:City of Carmel Job #:201001114 Date:3/30/2013 STR.STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 1 TYPE ''A'' INLET R-3010 141 12 RCP 853.05 849.38 848.89 0.35 2 2A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 14 12 PVC 852.00 849.35 848.89 3.25 2 2 TYPE "C" MANHOLE R-3010 118 12 RCP 852.70 848.79 848.31 0.40 5 3A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 21 12 PVC 852.00 849.63 848.95 3.25 3 3 TYPE "C" MANHOLE R-3010 130 15 RCP 852.74 848.70 848.25 0.35 4 4 TYPE ''C'' MANHOLE R-3287-10V 24 15 RCP 854.08 848.15 848.06 0.35 5 FLAT TOP REQUIRED 5 TYPE ''C'' MANHOLE R-3287-10V 55 18 RCP 854.08 847.81 847.65 0.30 8 FLAT TOP REQUIRED 6 TYPE ''A'' INLET R-3010 10 12 RCP 853.17 849.42 849.38 0.35 7 7 TYPE ''M'' INLET R-3287-10V 24 12 RCP 853.80 849.28 849.20 0.35 8 8A TYPE ''A'' INLET R-3010 12 12 RCP 852.70 848.84 848.80 0.35 8 8 TYPE ''C'' MANHOLE R-3287-10V 71 18 RCP 853.80 847.55 847.24 0.44 16 FLAT TOP REQUIRED 9 TYPE ''J'' INLET R-3287-SB10 145 15 RCP 852.00 848.06 847.34 0.50 10 10 TYPE ''C'' MANHOLE R-3010 135 18 RCP 852.80 847.09 846.68 0.30 17 11 TYPE ''A'' INLET R-3010 110 12 RCP 853.00 849.17 848.66 0.46 12 12 TYPE ''M'' INLET R-3287-SB10 5 15 RCP 853.05 848.41 848.40 0.30 13 13 TYPE ''M'' INLET R-3287-SB10 90 18 RCP 852.50 848.15 847.88 0.30 14 14 TYPE ''M'' INLET R-3287-SB10 72 18 RCP 852.50 847.78 847.52 0.35 15 15 TYPE ''C'' MANHOLE R-3287-10V 25 18 RCP 853.45 847.42 847.34 0.35 16 FLAT TOP REQUIRED 16 TYPE ''C'' MANHOLE R-3287-10V 12 24 RCP 853.45 846.74 846.70 0.30 17 FLAT TOP REQUIRED 17 TYPE ''C'' MANHOLE R-3010 100 24 RCP 852.45 846.18 845.48 0.70 18 2' SUMP REQUIRED 18 CONCRETE END SECTION -----845.48 --OUT 20 CONCRETE END SECTION -85 24 RCP -844.78 844.52 0.30 21 21 CONCRETE END SECTION -----844.52 --OUT 30 CONCRETE END SECTION -85 24 RCP -843.86 843.60 0.30 31 31 CONCRETE END SECTION -----843.60 --OUT 40 CONCRETE END SECTION -75 48 RCP -843.33 843.10 0.30 41 41 CONCRETE END SECTION -----843.10 --OUT 200 OUTLET CONTROL STRUCTURE -42 30 RCP 842.48 836.07 835.98 0.20 201 SEE DETAIL 201 TYPE ''J'' MANHOLE R-1772 145 30 RCP 842.91 835.88 835.59 0.20 203 202 CONCRETE END SECTION -63 12 RCP -838.54 836.99 2.47 203 203 TYPE ''J'' MANHOLE R-4215-C 145 30 RCP 839.52 835.49 835.20 0.20 204 FLAT TOP REQUIRED 204 TYPE ''J'' MANHOLE R-1772 51 30 RCP 840.97 835.10 835.00 0.20 EX. STR 210 CONCRETE END SECTION -56 12 RCP -844.92 844.36 1.00 211 211 CONCRETE END SECTION -----844.36 --OUT 220 CONCRETE END SECTION -58 12 RCP -844.41 844.18 0.40 221 221 CONCRETE END SECTION -----844.18 --OUT 230 METAL END SECTION -48 24 HDPE -838.62 838.00 1.30 231 231 METAL END SECTION -----838.00 --OUT 500 TYPE ''C'' MANHOLE R-1772 101 12 RCP 854.54 848.01 847.51 0.50 501 116TH STREET STORM SEWER 12" RCP INV (N):850.83 501 TYPE ''C'' MANHOLE R-1772 69 15 RCP 852.62 847.26 846.91 0.50 EX. STR 116TH STREET STORM SEWER 12" RCP INV (N):850.27; CONNECTION TO EX. STR TO BE CORE DRILLED *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" PIPE ELEVATIONSPIPE Job Information STORM SEWER - STRUCTURE DATA TABLE PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLE Job Information Description: Reviewing Entity:City of Carmel Job #:201001114 Date:04/15/13 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) 1 TYPE ''A'' INLET R-3010 2.50 3.67 0.79 0.10 5.00 6.12 0.48 0.04 0.18 0.18 2A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 1.48 2.65 0.30 0.23 5.00 6.12 0.42 0.01 0.14 0.14 2 TYPE "C" MANHOLE R-3010 2.75 3.91 0.81 0.22 5.00 6.12 1.09 0.21 0.30 0.30 3A DRAINTECH 2424SD2 PVC YARD BASIN BEEHIVE 1.20 2.37 0.30 0.26 5.00 6.12 0.48 0.01 0.15 0.15 3 TYPE "C" MANHOLE R-3010 2.60 4.04 0.84 0.31 5.00 6.12 1.58 0.43 0.38 0.43 4 TYPE ''C'' MANHOLE R-3287-10V 4.50 5.93 0.74 0.11 5.00 6.12 0.50 0.01 0.16 0.16 5 TYPE ''C'' MANHOLE R-3287-10V 4.56 6.27 0.69 0.07 5.00 6.12 0.30 0.00 0.12 0.12 6 TYPE ''A'' INLET R-3010 2.58 3.75 0.78 0.17 5.00 6.12 0.81 0.11 0.25 0.25 7 TYPE ''M'' INLET R-3287-10V 3.35 4.52 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 8A TYPE ''A'' INLET R-3010 2.69 3.86 0.79 0.17 5.00 6.12 0.82 0.12 0.25 0.25 8 TYPE ''C'' MANHOLE R-3287-10V 4.54 6.25 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 9 TYPE ''J'' INLET R-3287-SB10 2.50 3.94 0.78 0.27 5.00 6.12 1.28 0.13 0.29 0.29 10 TYPE ''C'' MANHOLE R-3010 4.01 5.71 0.70 0.15 5.00 6.12 0.65 0.07 0.21 0.21 11 TYPE ''A'' INLET R-3010 2.67 3.83 0.63 0.21 5.00 6.12 0.81 0.11 0.25 0.25 12 TYPE ''M'' INLET R-3287-SB10 3.20 4.64 0.74 0.07 5.00 6.12 0.32 0.01 0.12 0.12 13 TYPE ''M'' INLET R-3287-SB10 2.65 4.35 0.80 0.20 5.00 6.12 0.98 0.07 0.25 0.25 14 TYPE ''M'' INLET R-3287-SB10 3.02 4.72 0.78 0.19 5.00 6.12 0.91 0.06 0.24 0.24 15 TYPE ''C'' MANHOLE R-3287-10V 4.32 6.03 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 16 TYPE ''C'' MANHOLE R-3287-10V 4.46 6.71 0.85 0.02 5.00 6.12 0.10 0.00 0.06 0.06 17 TYPE ''C'' MANHOLE R-3010 4.02 6.27 0.78 0.18 5.00 6.12 0.86 0.13 0.26 0.26 18 CONCRETE END SECTION ----------0.00 20 CONCRETE END SECTION ---0.85 1.49 6.00 5.94 7.52 --0.00 21 CONCRETE END SECTION ----------0.00 30 CONCRETE END SECTION ---0.85 1.50 6.00 5.94 7.57 --0.00 31 CONCRETE END SECTION ----------0.00 40 CONCRETE END SECTION ---0.85 13.05 9.00 5.40 59.90 --0.00 41 CONCRETE END SECTION ----------0.00 200 OUTLET CONTROL STRUCTURE -3.62 6.41 -------0.00 201 TYPE ''J'' MANHOLE R-1772 4.24 7.03 -------0.00 202 CONCRETE END SECTION ---0.85 0.55 5.00 6.12 2.86 --0.00 203 TYPE ''J'' MANHOLE R-4215-C 1.24 4.03 0.30 3.72 21.00 4.14 4.62 0.34 0.42 0.42 204 TYPE ''J'' MANHOLE R-1772 3.08 5.87 -------0.00 210 CONCRETE END SECTION ---0.85 0.52 5.00 6.12 2.71 --0.00 211 CONCRETE END SECTION ----------0.00 220 CONCRETE END SECTION ---0.85 0.39 5.00 6.12 2.03 --0.00 221 CONCRETE END SECTION ----------0.00 230 METAL END SECTION ---0.34 18.46 25.00 3.74 23.49 --0.00 231 METAL END SECTION ----------0.00 500 TYPE ''C'' MANHOLE R-1772 5.36 6.53 -------0.00 501 TYPE ''C'' MANHOLE R-1772 3.93 5.37 -------0.00 Intensity Calculation Method: Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): The Bridges - Commercial Amenity Block Phase I 201001114 APPENDIX E PROPOSED OVERFLOW FLOOD ROUTING CALCULATIONS Flood Routing Input ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: #1 Node: #1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.100 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #10 Node: #10 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.150 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #11 Node: #11 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.340 Time Shift(hrs): 0.00 Curve Number: 93.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #12 Node: #12 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.130 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #13 Node: #13 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.210 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #14 Node: #14 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.250 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #15 Node: #14 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Area(ac): 0.150 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #16 Node: #17 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.110 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #17 Node: #17 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.180 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #2 Node: #2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.220 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #2A Node: #2A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.230 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #3 Node: #3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.280 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #3A Node: #3A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.290 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #6 Node: #6 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.220 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #8A Node: #8A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.170 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: #9 Node: #9 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.580 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: #1 Base Flow(cfs): 0.000 Init Stage(ft): 853.150 Group: BASE Warn Stage(ft): 853.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 853.150 0.0000 853.500 0.0076 ------------------------------------------------------------------------------------------ Name: #10 Base Flow(cfs): 0.000 Init Stage(ft): 852.800 Group: BASE Warn Stage(ft): 853.400 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.800 0.0000 853.400 0.0590 ------------------------------------------------------------------------------------------ Name: #11 Base Flow(cfs): 0.000 Init Stage(ft): 853.100 Group: BASE Warn Stage(ft): 853.800 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 853.100 0.0000 853.800 0.0730 ------------------------------------------------------------------------------------------ Name: #12 Base Flow(cfs): 0.000 Init Stage(ft): 853.050 Group: BASE Warn Stage(ft): 853.420 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 853.050 0.0000 853.420 0.0080 ------------------------------------------------------------------------------------------ Name: #13 Base Flow(cfs): 0.000 Init Stage(ft): 852.500 Group: BASE Warn Stage(ft): 853.330 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Stage(ft) Area(ac) --------------- --------------- 852.500 0.0000 853.000 0.0120 853.330 0.0300 ------------------------------------------------------------------------------------------ Name: #14 Base Flow(cfs): 0.000 Init Stage(ft): 852.500 Group: BASE Warn Stage(ft): 853.450 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.500 0.0000 853.000 0.0290 853.450 0.0970 ------------------------------------------------------------------------------------------ Name: #17 Base Flow(cfs): 0.000 Init Stage(ft): 852.450 Group: BASE Warn Stage(ft): 853.380 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.450 0.0000 853.380 0.0700 ------------------------------------------------------------------------------------------ Name: #2 Base Flow(cfs): 0.000 Init Stage(ft): 852.700 Group: BASE Warn Stage(ft): 853.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.700 0.0000 853.500 0.0430 ------------------------------------------------------------------------------------------ Name: #2A Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 853.200 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.000 0.0690 853.000 0.1440 853.200 0.1570 ------------------------------------------------------------------------------------------ Name: #3 Base Flow(cfs): 0.000 Init Stage(ft): 852.740 Group: BASE Warn Stage(ft): 854.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.740 0.0000 853.000 0.0070 854.000 0.1480 ------------------------------------------------------------------------------------------ Name: #3A Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 853.240 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.000 0.0870 853.000 0.1450 853.240 0.1460 ------------------------------------------------------------------------------------------ Name: #6 Base Flow(cfs): 0.000 Init Stage(ft): 853.170 Group: BASE Warn Stage(ft): 853.850 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Stage(ft) Area(ac) --------------- --------------- 853.170 0.0000 853.850 0.0530 ------------------------------------------------------------------------------------------ Name: #8A Base Flow(cfs): 0.000 Init Stage(ft): 852.700 Group: BASE Warn Stage(ft): 853.200 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.700 0.0000 853.200 0.0126 ------------------------------------------------------------------------------------------ Name: #9 Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 852.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 852.000 0.0000 852.500 0.0200 ------------------------------------------------------------------------------------------ Name: South Base Flow(cfs): 0.000 Init Stage(ft): 853.090 Group: BASE Warn Stage(ft): 854.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 853.090 99999.00 853.090 ------------------------------------------------------------------------------------------ Name: West Base Flow(cfs): 0.000 Init Stage(ft): 852.000 Group: BASE Warn Stage(ft): 852.500 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 852.000 999999.00 852.000 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: 1-West Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.550 0.050000 31.000 853.400 0.012000 --------------------------------------------------------------------- Name: 10-9 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.400 0.012000 25.000 853.400 0.012000 --------------------------------------------------------------------- Name: 11-13 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input 0.000 854.150 0.012000 55.000 853.800 0.012000 --------------------------------------------------------------------- Name: 12-13 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.150 0.012000 21.000 853.420 0.012000 --------------------------------------------------------------------- Name: 13-14 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.830 0.012000 25.000 853.330 0.012000 --------------------------------------------------------------------- Name: 14-SOUTH Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.500 0.012000 45.000 853.450 0.012000 --------------------------------------------------------------------- Name: 17-SOUTH Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.380 0.012000 40.000 853.380 0.012000 --------------------------------------------------------------------- Name: 2-8A Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.440 0.012000 39.000 853.500 0.012000 --------------------------------------------------------------------- Name: 2A-2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.700 0.012000 76.000 853.200 0.012000 150.000 854.000 0.012000 --------------------------------------------------------------------- Name: 3-11 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.000 0.012000 32.000 854.000 0.012000 --------------------------------------------------------------------- Name: 3A-3 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input 0.000 854.150 0.012000 90.000 853.240 0.012000 180.000 854.210 0.012000 --------------------------------------------------------------------- Name: 6-14 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.000 0.012000 44.000 853.850 0.012000 --------------------------------------------------------------------- Name: 8A-17 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 854.650 0.012000 61.000 853.200 0.012000 --------------------------------------------------------------------- Name: 9-WEST Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- 0.000 853.000 0.050000 25.000 853.000 0.050000 49.000 852.500 0.050000 99.000 853.000 0.050000 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: 1-West From Node: #1 Group: BASE To Node: West Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 1-West Invert(ft): 853.400 Control Elevation(ft): 853.400 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 10-9 From Node: #10 Group: BASE To Node: #9 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 10-9 Invert(ft): 853.400 Control Elevation(ft): 853.400 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 11-13 From Node: #11 Group: BASE To Node: #13 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 11-13 Invert(ft): 853.800 Control Elevation(ft): 853.800 Struct Opening Dim(ft): 9999.00 TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 12-13 From Node: #12 Group: BASE To Node: #13 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 12-13 Invert(ft): 853.420 Control Elevation(ft): 853.420 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 13-14 From Node: #13 Group: BASE To Node: #14 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 13-14 Invert(ft): 853.330 Control Elevation(ft): 853.330 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 14-South From Node: #14 Group: BASE To Node: South Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 14-SOUTH Invert(ft): 853.450 Control Elevation(ft): 853.450 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 17-SOUTH From Node: #17 Group: BASE To Node: South Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 17-SOUTH Invert(ft): 853.380 Control Elevation(ft): 853.380 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 2-8A From Node: #2 Group: BASE To Node: #8A Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 2-8A Invert(ft): 853.500 Control Elevation(ft): 853.500 Struct Opening Dim(ft): 9999.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 2A-2 From Node: #2A Group: BASE To Node: #2 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 2A-2 Invert(ft): 852.700 Control Elevation(ft): 852.700 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 3-11 From Node: #3 Group: BASE To Node: #11 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 3-11 Invert(ft): 854.000 Control Elevation(ft): 854.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 3A-3 From Node: #3A Group: BASE To Node: #3 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 3A-3 Invert(ft): 853.240 Control Elevation(ft): 853.240 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 6-14 From Node: #6 Group: BASE To Node: #14 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 6-14 Invert(ft): 853.850 Control Elevation(ft): 853.850 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 8A-17 From Node: #8A Group: BASE To Node: #17 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 8A-17 Invert(ft): 853.200 Control Elevation(ft): 853.200 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: 9-WEST From Node: #9 Group: BASE To Node: West Flow: Both Count: 1 Type: Vertical: Paved Geometry: Irregular XSec: 9-WEST Invert(ft): 852.500 Control Elevation(ft): 852.500 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\10 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\100 Yr -24 Hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\24 Hr-1in.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 10 YR -24 HR Hydrology Sim: 10 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\10 YR -24 HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Flood Routing Input 30.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100 YR -24 HR Hydrology Sim: 100 Yr -24 Hr Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\100 YR -24 HR.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): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 24 HR-1in Hydrology Sim: 24 Hr-1in Filename: P:\2010\01114\C. Calcs_Data\Civil\Commercial Ammenity Block - Phase I\ICPR\Flood Routing\24 HR-1in.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 11 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) CVS Flood Routing Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs #1 BASE 100 YR -24 HR 12.00 853.495 853.500 0.0019 328 12.00 0.740 12.00 0.739 #10 BASE 100 YR -24 HR 12.00 853.457 853.400 0.0017 2812 12.00 1.079 12.00 1.065 #17 BASE 100 YR -24 HR 12.00 853.469 853.380 0.0024 3340 12.00 3.382 12.00 3.366 #2 BASE 100 YR -24 HR 24.25 853.421 853.500 0.0050 1689 12.01 0.213 0.00 0.000 #2A BASE 100 YR -24 HR 24.25 853.418 853.200 0.0044 7457 12.00 1.315 0.00 0.000 #8A BASE 100 YR -24 HR 12.00 853.472 853.200 -0.0049 848 12.00 1.258 12.00 1.253 #9 BASE 100 YR -24 HR 12.00 852.741 852.500 0.0043 1291 12.00 5.376 12.00 5.366 South BASE 100 YR -24 HR 0.00 853.090 854.000 0.0000 0 12.00 12.728 0.00 0.000 West BASE 100 YR -24 HR 0.00 852.000 852.500 0.0000 0 12.00 6.105 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Retail Flood Routing Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs #11 BASE 100 YR -24 HR 12.00 853.971 853.800 0.0018 3958 12.00 2.467 12.00 2.428 #12 BASE 100 YR -24 HR 12.00 853.694 853.420 0.0022 606 12.00 0.962 12.00 0.948 #13 BASE 100 YR -24 HR 12.00 853.689 853.330 0.0029 2160 12.00 4.928 12.00 4.882 #14 BASE 100 YR -24 HR 12.00 853.636 853.450 0.0029 5452 12.00 9.453 12.00 9.365 #3 BASE 100 YR -24 HR 24.25 853.608 854.000 0.0037 4040 11.82 0.292 0.00 0.000 #3A BASE 100 YR -24 HR 24.25 853.608 853.240 0.0050 6427 12.00 1.659 24.25 0.000 #6 BASE 100 YR -24 HR 12.00 853.963 853.850 0.0018 2694 12.00 1.628 12.00 1.618 South BASE 100 YR -24 HR 0.00 853.090 854.000 0.0000 0 12.00 12.728 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 201001114 APPENDIX F PROPOSED SWALE CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 3/28/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity:City of Carmel Job #:201001114 Date:03/30/13 100-yr Entity Data Chen's Method Entity Data (ac.)(min.)(in/hr)(in/hr)(cfs) TEMPORARY SWALE 20A 1.49 0.3 10 -7.78 3.48 TEMPORARY SWALE 30A 1.5 0.3 10 -7.78 3.50 TEMPORARY SWALE 40A 2.69 0.39 10 -7.78 8.16 TEMPORARY SWALE 40B 3.5 0.37 10 -7.78 10.08 TEMPORARY SWALE 40C 13.11 0.45 10 -7.78 45.90 TEMPORARY SWALE 41C 23.01 0.39 10 -7.78 69.82 ROADSIDE SWALE 202 0.55 0.55 10 -7.78 2.35 ROADSIDE SWALE 210 0.58 0.63 10 -7.78 2.84 ROADSIDE SWALE 220 0.39 0.61 10 -7.78 1.85 TEMPORARY SWALE 230D*18.48 0.34 25 -5.575 35.03 EAST 111TH ROADSIDE SWALE 0.2 0.55 10 -7.78 0.86 WEST 111TH ROADSIDE SWALE 0.766 0.48 10 -7.78 2.86 TC of 10 minutes assumed for swale basins. *TC Undeveloped SW was used for Swale 230D Intensity Tc Rational Method Runoff Calculation Design Parameters Design Storm: Intensity Calculation Method: Q Job Information Runoff Coefficient Proposed Runoff Basin Area Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel Solve For:Depth 201001114 Location of Channel: 100-yr Temporary Swale #20A Geometry:V-bottom Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Flow Rate (cfs):3.48 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.03 Cross Sectional Area (ft2):3.20 Velocity (ft/s):1.09 Wetted Perimeter (ft):6.53 Hydraulic Radius (ft):0.49 Top Width (ft):6.20 Description: Entity: Job #: Date:03/30/13 Top Width (ft):6.21 Velocity (ft/s):1.09 Cross Sectional Area (ft2):3.21 Wetted Perimeter (ft):6.54 Hydraulic Radius (ft):0.49 Flow Rate (cfs):3.50 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.03 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 100-yr Side Slope (x:1):3.0000 Location of Channel:Temporary Swale #30A Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):8.53 Velocity (ft/s):1.35 Cross Sectional Area (ft2):6.06 Wetted Perimeter (ft):8.99 Hydraulic Radius (ft):0.67 Flow Rate (cfs):8.16 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.42 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 100-yr Side Slope (x:1):3.0000 Location of Channel:Temporary Swale #40A Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #40B Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Flow Rate (cfs):10.08 Maximum Flow Rate (cfs):- Depth of Flow (ft):1.54 Top Width (ft):9.23 Velocity (ft/s):1.42 Cross Sectional Area (ft2):7.10 Wetted Perimeter (ft):9.73 Hydraulic Radius (ft):0.73 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #40C Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0030 Manning's Roughness Coefficient:0.060 Flow Rate (cfs):45.90 Maximum Flow Rate (cfs):- Depth of Flow (ft):2.99 Top Width (ft):17.94 Velocity (ft/s):1.71 Cross Sectional Area (ft2):26.81 Wetted Perimeter (ft):18.91 Hydraulic Radius (ft):1.42 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #41D Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0030 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 Flow Rate (cfs):69.82 Maximum Flow Rate (cfs):- Depth of Flow (ft):3.50 Top Width (ft):20.99 Velocity (ft/s):1.90 Cross Sectional Area (ft2):36.72 Wetted Perimeter (ft):22.13 Hydraulic Radius (ft):1.66 Description: Entity: Job #: Date:03/30/13 Top Width (ft):5.35 Velocity (ft/s):0.99 Cross Sectional Area (ft2):2.38 Wetted Perimeter (ft):5.64 Hydraulic Radius (ft):0.42 Flow Rate (cfs):2.35 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.89 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:Roadside Swale 202E Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):5.74 Velocity (ft/s):1.03 Cross Sectional Area (ft2):2.75 Wetted Perimeter (ft):6.05 Hydraulic Radius (ft):0.45 Flow Rate (cfs):2.84 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.96 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:Roadside Swale 210E Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):4.89 Velocity (ft/s):0.93 Cross Sectional Area (ft2):1.99 Wetted Perimeter (ft):5.15 Hydraulic Radius (ft):0.39 Flow Rate (cfs):1.85 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.81 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:Roadside Swale 220E Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Location of Channel:Temporary Swale #230C Geometry:V-bottom Solve For:Depth 100-yr Side Slope (x:1):3.0000 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 Flow Rate (cfs):35.03 Maximum Flow Rate (cfs):- Depth of Flow (ft):2.45 Top Width (ft):14.73 Velocity (ft/s):1.94 Cross Sectional Area (ft2):18.08 Wetted Perimeter (ft):15.52 Hydraulic Radius (ft):1.16 Description: Entity: Job #: Date:03/30/13 Top Width (ft):3.67 Velocity (ft/s):0.77 Cross Sectional Area (ft2):1.12 Wetted Perimeter (ft):3.87 Hydraulic Radius (ft):0.29 Flow Rate (cfs):0.86 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.61 Slope of Channel (ft/ft):0.0050 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:East 111th Roadside Swale E Capacity Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description: Entity: Job #: Date:03/30/13 Top Width (ft):5.72 Velocity (ft/s):1.23 Cross Sectional Area (ft2):2.73 Wetted Perimeter (ft):6.03 Hydraulic Radius (ft):0.45 Flow Rate (cfs):3.35 Maximum Flow Rate (cfs):- Depth of Flow (ft):0.95 Slope of Channel (ft/ft):0.0071 Manning's Roughness Coefficient:0.060 Freeboard (ft):0.0000 100-yr Side Slope (x:1):3.0000 Location of Channel:West 111th Roadside Swale E Capacity Geometry:V-bottom Solve For:Depth PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 201001114 APPENDIX F PROPOSED WATER QUALITY CALCULATIONS 7260 SHADELAND STATION INDIANAPOLIS, IN 46256-3957 TEL 317.547.5580 FAX 317.543.0270 www.structurepoint.com 1"=200' 3/31/13 ART ART 2010.01114 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job #: Date:03/30/13 CNwq= PARAMETERS P =1 (in.) Pervious Area 1.74 Impervious Area 12.09 Area 13.83 I = 87%(%) Rv = 0.8367679 Qa=0.84 (in.) CALCULATED CNwq CNwq =98 ----->Vegetated Swale Treatment Basin 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 201001114 BMP Swale Output Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Tmp Veg Swl BMP BASE 24 HR-1in 0.00 0.000 100.000 0.0000 0 12.00 13.758 0.00 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Description: Entity: Job #: Date:03/30/13 Top Width (ft):11.42 Velocity (ft/s):1.27 Cross Sectional Area (ft2):10.86 Wetted Perimeter (ft):12.03 Hydraulic Radius (ft):0.90 Flow Rate (cfs):13.76 Depth of Flow (ft):1.90 Slope of Channel (ft/ft):0.0030 Manning's Roughness Coefficient:0.060 24 HR- 1 INCH Side Slope (x:1):3.0000 Location of Channel:Temporary Swale #41D Geometry:V-bottom Solve For:Depth Length (ft)1397.00 Residence time (min)18.38 PROPOSED STORMWATER SYSTEM OPEN CHANNEL CALCULATION Job Information The Bridges - Commercial Amenity Block Phase I City of Carmel 201001114 Description:The Bridges - Commercial Amenity Block Phase I Reviewing Entity: Job Number: Date:03/30/13 Detention Pond WQv = P = 1" rainfall Rv = 0.05 + 0.009(I) where I is the percent impervious cover A =area in acres PARAMETERS P =1 (in) Pervious Area 4.22 Impervious Area 36.67 I = 89.7%(%) Rv = 0.85715481 A = 40.89 (acres) CALCULATED WQv WQv =2.921 (ac-ft) 127228.089 (ft3) Stage Area Incremental Volume Volume (ft)(acre)(acre-ft)(acre-ft) 828.08 1.166 0 0 835.58 1.855 11.33024793 11.33025 835.68 2.184 0.20196832 11.53222 836.08 2.250 0.886873278 12.41909 12.41909 >8.762265 201001114 Job Information (P) * (Rv) * (A) PROPOSED STORMWATER SYSTEM WATER QUALITY VOLUME CALCULATIONS City of Carmel Micropool Below Normal Pool Total Volume 12 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. BMP Pond Output Simulation 100 YR -24 HR Volume Difference(af)Time(hrs) 0 10 20 30 40 50 0 5 10 15 20 Pond You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) INSR ADDL SUBR LTR INSR WVD DATE (MM/DD/YYYY) PRODUCER CONTACT NAME: FAXPHONE (A/C, No):(A/C, No, Ext): E-MAIL ADDRESS: INSURER A : INSURED INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : POLICY NUMBER POLICY EFF POLICY EXPTYPE OF INSURANCE LIMITS(MM/DD/YYYY)(MM/DD/YYYY) COMMERCIAL GENERAL LIABILITY AUTOMOBILE LIABILITY UMBRELLA LIAB EXCESS LIAB WORKERS COMPENSATION AND EMPLOYERS' LIABILITY DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AUTHORIZED REPRESENTATIVE INSURER(S) AFFORDING COVERAGE NAIC # Y / N N / A (Mandatory in NH) ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? 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A waiver of subrogation in favor of any person or organization, signed prior to a loss, as required by (See Attached Descriptions) For Information Purposes Only 1 of 2 #S3264808/M3264085 AMERSTRClient#: 34734 CENSM SAGITTA 25.3 (2016/03) DESCRIPTIONS (Continued from Page 1) written contract or agreement requiring insurance, applies with respect to the General Liability, Automobile Liability and Employers Liability policies. Umbrella is follow form. 2 of 2 #S3264808/M3264085