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Home My WebLink AboutDrainage Report Site Improvements- Venture Church, Carmel (Project #402) DRAINAGE REPORT Site Improvements – Venture Church (Project #402) 14501 Hazel Dell Parkway Carmel, IN 46033 Prepared By: Chris Laystrom, PE – LandWorx Engineering, LLC Reviewed By: Ben Houle, PE – LandWorx Engineering, LLC Prepared For: Venture Christian Church c/c arcDesign Date: April 15, 2024 Permit No.: Table of Contents: 1. Drainage Summary 2. Drainage Area Maps 3. Existing Conditions 4. Proposed Conditions 5. Detention Calculations 6. Water Quality Calculations 7. Drainage Masterplan (Hazel Dell Christian Church Vestibule & Parking) – Cripe, dated 7/9/2014 Page 1 of 266 Site Improvements- Venture Church, Carmel (Project #402) DRAINAGE SUMMARY **NOTE: This report and the associated plans contain an Aqua Swirl for the required water quality BMP. Per Owner discussions with the City (Mr. John Thomas and Mr. Alex Jordan), this is being evaluated and may be adjusted in a way to meet the City requirements by taking into account additional space and potentially modifying the BMP to an infiltration trench. Project Description: The project site is located at 14501 Hazel Dell Parkway. The site includes a large church building, three interconnected parking lots, sidewalks, landscaping, associated utilities and two entrances off Hazel Dell Parkway. The project includes removing a large stone parking area immediately south of the church building and two temporary office / class structures, also south of the church. The proposed improvements include a pickleball court, maintenance building and storage yard, sidewalks, landscaping, outdoor seating at the church and associated utilities. The property is bounded to the east and south by single family residential homes, to the west by Hazel Dell Parkway and to the north by commercial development (medical services such as dental, hearing, etc.). The site is zoned S-1. Storm water detention for the improvements was included in the masterplan design, as was one water quality treatment structure. One additional water quality treatment structure is required for the improvements. Existing Conditions: The site includes a large church building, three interconnected parking lots, sidewalks, landscaping, associated utilities and two entrances off Hazel Dell Parkway. The existing dry detention basin has been master planned for the full development of the site. The proposed development does not exceed the future building and pavement areas identified in the Woodland Springs Christian Church Drainage Report by Woolpert date April 1999 (see section 7 of this report). Per the master planned report, detention was sized for a CN of 78, including 9.42 acres of impervious area. In addition, the Water Quality Vegetative Swale proposed with the 2014 Drainage Report includes 4.43 acres of treatment area with a CN of 97.4. Basins 704 and 705 are included in the WQ treatment area and include 0.88 acres of future parking and a composite C of 0.84 and 0.83, respectively. There were no problem areas identified during the site inspection. There are no known neighborhood concerns or zoning commitments related to stormwater management. There are no known contaminated soils or other contaminants present on site. The soils on the site include YbvA (Brookston silty clay loam-urban land complex, 0-2% slopes), YmsB2 (Miami silt loam-urban land complex, 2-6% slopes), YoxA (Ockley silt loam urban land complex, 0- 2% slopes) and YwqA (Westland silty clay loam-Urban land complex, 0-2% slopes). Soil types YbvA and YwqA are poorly drained and hydraulic soil group B/D. Soil type YmsB2 is moderately well drained and hydraulic soil group C. Soil type YoxA is well drained and hydraulic soil group B. The site is located in Zone X, area of minimal floor hazard, per FIRM panel 18057C0227G dated November 19, 2014. Runoff Page 2 of 266 Site Improvements- Venture Church, Carmel (Project #402) from Drainage Areas E2 and E3 sheet flow east to a water quality vegetative swale and then north to dry detention. Runoff from drainage areas E1, E4 and E5 sheet flow east and then northeast to the same dry detention area. The Time of concentration for the drainage areas was determined per Chapter 300 of the City of Carmel Stormwater Specifications Manua. Existing flows were found by utilizing the 24- hour duration NRCS Type 2 storm per the City of Carmel Stormwater Technical Standards Manual. Runoff directed east to dry detention (Drainage Areas E2 and E3; 2.841 acres): 2-yr 10-yr 25-yr 100-yr Existing 2.382 cfs 5.540 cfs 7.702 cfs 11.46 cfs Runoff directed northeast to dry detention (Drainage Areas E1, E4 and E5; 1.021 acres): 2-yr 10-yr 25-yr 100-yr Existing 1.293 cfs 2.665 cfs 3.569 cfs 5.103 cfs Proposed Conditions: The proposed improvements include a pickleball court, maintenance building and storage yard, sidewalks, landscaping, outdoor seating at the church and associated utilities. Storm water detention is provided by an existing dry pond at the northeast corner of the property. Water quality is provided via an existing vegetated swale and a proposed XC-3 water quality treatment structure. Runoff from Drainage Area P1 sheet flows to an existing inlet and is then directed northeast to the existing dry pond. The 10-year runoff rate from this drainage area is 1.49 cfs, which is less than the existing condition (Drainage Area E-1; 1.55 cfs). Runoff from Drainage Areas P2 and P7 sheet flow to storm structures #6 and #5, respectively, and is directed east. Runoff from Drainage Area P5 sheet flows to an end section (structure # 7) and is directed to storm structure #4. Runoff from Drainage Areas P3 and P4 sheet flow to an end section (structure #8) and is directed south to structure #3. Runoff from the combined area (Drainage Areas P2, P3, P4, P5 and P7) is directed to a water quality treatment structure before outleting at an existing drainage ditch. Runoff from these Drainage Areas combine with runoff from Drainage Area P6 at an existing 18” end section east of the development (10-year capacity; 6.04 cfs). The proposed 10-year runoff rate for Drainage Areas P2, P3, P4, P5, P6 and P7 is 5.00 cfs, less than the capacity of the storm pipe. The existing 18” end section was analyzed using HY8 software. The 100-year runoff rate directed to the culvert is 15.63 cfs, which creates a headwater depth of 778.54’ and will overtop the crossing by 0.04’ or 0.48”. Detention: Page 3 of 266 Site Improvements- Venture Church, Carmel (Project #402) The existing dry detention basin has been master planned for the full development of the site. The proposed development does not exceed the future building and pavement areas identified in the Woodland Springs Christian Church Drainage Report by Woolpert date April 1999 (see section 7 of this report). Per the master planned report, detention was sized for a CN of 78, including 9.42 acres of impervious area. The existing impervious surface area for the site is 7.44 acres per the Hazel Dell Christian Church Vestibule and Parking Drainage Report dated 7/9/2014. The proposed improvements add 0.656 acres of impervious area, for a total of 8.096 acres of impervious area for the overall site. Therefore, since the overall proposed impervious area for the site (8.096 acres) is less than the master planned amount (9.43 acres) the development is within the limits of the master planned detention design. Water Quality: This development includes water quality treatment using a proposed structural BMP and an existing vegetated swale. The water quality calculations include using the SCS Type 2 distribution for 1” of rainfall in 24 hours. The water quality flow rate is 0.656 cfs with an assumed time of concentration of 5 minutes. An Aqua-Swirl Xcelerator (XC-3) has been selected to treat the water quality flow rate for the improvements because it has a maximum treatment capacity of 1.13 cfs. A 5.00” tall weir in the diversion manhole will direct 0.82 cfs to the XC-3 structure. The XC-3 structure is rated to remove at least 80% of TSS per City of Carmel requirements. An existing vegetated swale serves as the second water quality treatment structure for the proposed improvements. The vegetated swale was constructed with the 2014/2015 improvements related to the Hazel Dell Christian Church Vestibule & Parking Drainage Report dated 7/9/2014 and is sized to treat 4.43 acres per the report. The treatment area includes 0.88 acres of future parking (0.86 acres of impervious area). The proposed improvements include 0.495 acres of impervious area, therefore the existing water quality swale is adequately sized to provide water quality treatment. Future parking lot improvements will need to provide additional water quality measures because the existing water quality swale is being used for this project. The XC-3 is located in a grassy area therefore it will be constructed per the Manhole Frame and Cover Detail for NON Traffic Loading Areas for the XC-3 in the Construction Plans. Conclusion: Given this information and the calculations attached, the project will have a positive impact on the existing drainage system for the surrounding area. The proposed improvements have been designed using standard methods and per the City of Carmel Stormwater Technical Manual. No adverse impacts with regards to the stormwater drainage are anticipated from the redevelopment. The project will follow procedures for storm sewer installation and storm water pollution prevention in general accordance with the requirements as set by the City of Carmel and the State of Indiana as reflected in the engineering plans. The Contractor will secure permits as required for any work within the right-of- way. Page 4 of 266 Site Improvements- Venture Church, Carmel (Project #402) DRAINAGE AREA MAPS Page 5 of 266 04/15/2024 YoxAE-10.910 ACE-20.786 ACE-32.054 ACE-40.073 ACE-50.038 ACTc = 12 MIN.Tc = 10 MIN.T c = 1 0 M I N .YoxAYmsB2YbvAYmsB2YbvAYmsB2YbvAYoxAYbvAYwqAYoxAYbvAYwqAPage 6 of 26604/15/2024 Site Improvements- Venture Church, Carmel (Project #402) EXISTING CONDITIONS Page 7 of 266 04/15/2024 Project:Venture Church (project #402) Form:Existing Runoff Coefficient Prepared by:Chris Laystrom - LandWorx Eng. Date:4/12/2024 Existing Conditions see Existing Drainage Areas Exhibit Drainage Area E1 0.910 AC Drainage Area E4 0.073 AC Total - Existing 3.862 AC Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Roof 0.90 0.055 0.049277 Roof 0.90 0.000 0 Roof 0.90 0.055 0.049277 Pavement 0.85 0.045 0.037934 Pavement 0.85 0.001 0.000488 Pavement 0.85 0.070 0.059496 Grass (YoxA)B 0.20 0.207 0.041313 Grass (YbvA)B/D 0.20 0.039 0.007759 Grass (YoxA)B 0.20 1.564 0.31287 Grass (YmsB2)C 0.20 0.570 0.113976 Grass (YmsB2)C 0.20 0.013 0.002617 Grass (YmsB2)C 0.20 1.210 0.242043 Grass (YbvA)B/D 0.20 0.002 0.000367 Gravel (YbvA)B/D 0.85 0.019 0.016118 Grass (YbvA)B/D 0.20 0.381 0.076299 Gravel (YmsB2)C 0.85 0.033 0.027904 Gravel (YmsB2)C 0.85 0.001 0.001171 Grass (YwqA)B/D 0.20 0.023 0.004697 Total =0.910 0.271 Total =0.073 0.028 Gravel (YoxA)B 0.85 0.067 0.056862 Cw = 0.30 Cw = 0.39 Gravel (YmsB2)C 0.85 0.471 0.400686 Gravel (YbvA)B/D 0.85 0.019 0.016118 Drainage Area E2 0.786 AC Drainage Area E5 0.038 AC Total =3.862 1.218 Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Cw = 0.32 Roof 0.90 0.000 0 Roof 0.90 0.000 0 Pavement 0.85 0.015 0.012937 Pavement 0.85 0.010 0.008137 Grass (YmsB2)C 0.20 0.497 0.099371 Grass (YoxA)B 0.20 0.005 0.000923 Gravel (YmsB2)C 0.85 0.274 0.232989 Grass (YwqA)B/D 0.20 0.023 0.004697 Total =0.786 0.345 Gravel 0.85 0.000 0 Cw = 0.44 Total =0.038 0.014 Cw = 0.37 Drainage Area E3 2.054 AC Surface Type Soil Group C Factor Area C*Area Roof 0.90 0.000 0 Pavement 0.85 0.000 0 Grass (YoxA)B 0.20 1.353 0.270634 Grass (YmsB2)C 0.20 0.130 0.026079 Grass (YbvA)B/D 0.20 0.341 0.068173 Gravel (YoxA)B 0.85 0.067 0.056862 Gravel (YmsB2)C 0.85 0.163 0.138623 Total =2.054 0.560 Cw = 0.27 Page 8 of 266 04/15/2024 Project:Venture Church (project #402) Form:Existing CN Prepared by:Chris Laystrom - LandWorx Engineering Date:4/12/2024 Existing Conditions see Existing Drainage Areas Exhibit Drainage Area E1 0.910 AC Drainage Area E4 0.073 AC Total - Existing 3.862 AC Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.055 5.365702 Roof 98 0.000 0 Roof 98 0.055 5.365702 Pavement 98 0.045 4.373554 Pavement 98 0.001 0.056244 Pavement 98 0.070 6.85955 Grass (YoxA)B 61 0.207 12.60051 Grass (YbvA)B/D 61 0.039 2.366621 Grass (YoxA)B 61 1.564 95.42523 Grass (YmsB2)C 74 0.570 42.17117 Grass (YmsB2)C 74 0.013 0.96832 Grass (YmsB2)C 74 1.210 89.55597 Grass (YbvA)B/D 61 0.002 0.112029 Gravel (YbvA)B/D 85 0.019 1.6118 Grass (YbvA)B/D 61 0.381 23.2713 Gravel (YmsB2)C 89 0.033 2.921717 Gravel (YmsB2)C 89 0.001 0.12259 Grass (YwqA)B/D 61 0.023 1.432576 Total =0.910 67.545 Total =0.073 5.126 Gravel (YoxA)B 85 0.067 5.68618 CN =74.18 CN =70.41 Gravel (YmsB2)C 89 0.471 41.95422 Gravel (YbvA)B/D 85 0.019 1.6118 Drainage Area E2 0.786 AC Drainage Area E5 0.038 AC Total =3.862 271.163 Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area CN =70.22 Roof 98 0.000 0 Roof 98 0.000 0 Pavement 98 0.015 1.491598 Pavement 98 0.010 0.938154 Grass (YmsB2)C 74 0.497 36.76726 Grass (YoxA)B 61 0.005 0.281474 Gravel (YmsB2)C 89 0.274 24.39532 Grass (YwqA)B/D 61 0.023 1.432576 Total =0.786 62.654 Gravel 85 0.000 0 CN =79.69 Total =0.038 2.652 CN =70.40 Drainage Area E3 2.054 AC Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.000 0 Pavement 98 0.000 0 Grass (YoxA)B 61 1.353 82.54325 Grass (YmsB2)C 74 0.130 9.649219 Grass (YbvA)B/D 61 0.341 20.79265 Gravel (YoxA)B 85 0.067 5.68618 Gravel (YmsB2)C 89 0.163 14.5146 Total =2.054 133.186 CN =64.83 Page 9 of 266 04/15/2024 Project: Venture Church (project #402) Location: Carmel, IN Prepared By: CJL Date: 4/12/2024 E1 E2 E3 Surface description (table 3-1)........... Grass Grass Grass Manning's roughness coeff., n (table 3-1).. 0.15 0.15 0.15 Flow length, L (total L<=100ft.).......ft. 100 100 100 Two-yr 24hr rainfall, P2...............in. 2.86 2.86 2.86 Land slope, s........................ft/ft 0.031 0.019 0.028 0.007 (nL)^0.8 Tt = --------------- Computed Tt........hr. 0.144 0.175 0.150 P2^0.5 S^0.4 Surface description (PAVED or UNPAVED)...........unpaved unpaved unpaved Flow length, L.........................ft. 120 91 180 Watercourse slope, s.................ft/ft 0.0175 0.003076923 0.027888889 Average velocity, V (figure 3-1)......ft/s 2.134393726 0.894981032 2.694456133 Tt = L/(3600 V)...........Computed Tt..hr. 0.016 0.028 0.019 Bottom Width....................ft Depth....................ft Left Side Slope ?:1 Right Side Slope ?:1 Cross sectional flow area, a..........ft^2 0 0 0 Wetted perimeter, Pw....................ft 0 0 0 Hydraulic radius, r=a/Pw Compute r....ft 0 0 0 Channel slope,s......................ft/ft Manning's roughness coeff.,n.. (See next sheet) V =(1.49 r^2/3 s^1/2)/n Computed V...ft/s 0 0 0 Flow length, L ........................ft. Tt = L/(3600 V)...........Computed Tt..hr. 0.000 0.000 0.000 Velocity........................................ft/s Length...........................................ft Tt=L/(3600v)......................Computed Tt..hr 0.000 0.000 0.000 Watershed or subarea Tc or Tt.....hr 0.160 0.203 0.169 Watershed or subarea Tc or Tt.....min 10 12 10 Page 10 of 266 04/15/2024 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 1 of 344277304427800442787044279404428010442808044281504427730442780044278704427940442801044280804428150579190579260579330579400579470579540579610579680579750579820579890 579190 579260 579330 579400 579470 579540 579610 579680 579750 579820 579890 40° 0' 0'' N 86° 4' 20'' W40° 0' 0'' N86° 3' 50'' W39° 59' 44'' N 86° 4' 20'' W39° 59' 44'' N 86° 3' 50'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,330 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Page 11 of 266 04/15/2024 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YbvA Brookston silty clay loam- Urban land complex, 0 to 2 percent slopes 9.4 16.1% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 7.6 12.9% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 14.6 24.8% YoxA Ockley silt loam-Urban land complex, 0 to 2 percent slopes 10.7 18.2% YoxB2 Ockley silt loam-Urban land complex, 2 to 6 percent slopes, eroded 7.4 12.7% YwqA Westland silty clay loam-Urban land complex, 0 to 2 percent slopes 9.0 15.4% Totals for Area of Interest 58.8 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 3 of 3 Page 12 of 266 04/15/2024 Hamilton County, Indiana YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Brookston and similar soils:65 percent Urban land:30 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform:Till plains, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Linear, concave Across-slope shape:Concave Parent material:Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.9 inches) Map Unit Description: Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 1 of 2 Page 13 of 266 04/15/2024 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111XA007IN - Till Depression Flatwood Hydric soil rating: Yes Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111XA008IN - Wet Till Ridge Hydric soil rating: No Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Map Unit Description: Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 2 of 2 Page 14 of 266 04/15/2024 Hamilton County, Indiana YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2w586 Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Miami, eroded, and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Backslope, shoulder, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Map Unit Description: Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 1 of 2 Page 15 of 266 04/15/2024 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111XA009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Williamstown Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111XA009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111XA007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111XA008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Map Unit Description: Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 2 of 2 Page 16 of 266 04/15/2024 Hamilton County, Indiana YoxA—Ockley silt loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w58d Elevation: 600 to 1,250 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Ockley and similar soils:55 percent Urban land:30 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ockley Setting Landform:Stream terraces Landform position (two-dimensional):Summit Landform position (three-dimensional):Riser Down-slope shape:Linear Across-slope shape:Linear Parent material:Loess over loamy outwash over sandy and gravelly outwash Typical profile Ap - 0 to 10 inches: silt loam BA - 10 to 15 inches: silt loam Bt1 - 15 to 18 inches: silt loam Bt2 - 18 to 37 inches: clay loam 2Bt3 - 37 to 49 inches: gravelly sandy clay loam 3C - 49 to 79 inches: stratified very gravelly coarse sand to gravelly loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:40 to 72 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Map Unit Description: Ockley silt loam-Urban land complex, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 1 of 3 Page 17 of 266 04/15/2024 Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Ecological site: F111XA015IN - Dry Outwash Upland Hydric soil rating: No Minor Components Digby Percent of map unit:5 percent Landform:Outwash plains, glacial drainage channels Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear, concave Ecological site:F111XA014IN - Outwash Upland Hydric soil rating: No Wawaka Percent of map unit:5 percent Landform:Till plains on outwash plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear Ecological site:F111XA015IN - Dry Outwash Upland Hydric soil rating: No Fox Percent of map unit:3 percent Landform:Outwash terraces Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111XA015IN - Dry Outwash Upland Hydric soil rating: No Haney Percent of map unit:2 percent Landform:Glacial drainage channels, outwash plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Concave, linear Ecological site:F111XA014IN - Outwash Upland Map Unit Description: Ockley silt loam-Urban land complex, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/8/2024 Page 2 of 3 Page 18 of 266 04/15/2024 Hamilton County, Indiana YwqA—Westland silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47r Elevation: 400 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Westland, drained, and similar soils:55 percent Urban land:30 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Westland, Drained Setting Landform:Depressions on stream terraces, swales on stream terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave, linear Across-slope shape:Concave, linear Parent material:Loess over loamy outwash over sandy and gravelly outwash Typical profile Ap - 0 to 10 inches: silty clay loam Btg1 - 10 to 21 inches: silty clay loam 2Btg2 - 21 to 37 inches: clay loam 2BCg - 37 to 47 inches: loam 3Cg - 47 to 79 inches: stratified extremely gravelly coarse sand to coarse sand to gravelly loamy coarse sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:40 to 60 inches to strongly contrasting textural stratification Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:55 percent Map Unit Description: Westland silty clay loam-Urban land complex, 0 to 2 percent slopes--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/12/2024 Page 1 of 2 Page 19 of 266 04/15/2024 Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: R111XA016IN - Outwash Mollisol Hydric soil rating: Yes Minor Components Mahalaland, drained Percent of map unit:10 percent Landform:Terraces, outwash terraces, depressions on terraces, swales on terraces, flats on terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Linear, concave Across-slope shape:Linear, concave Hydric soil rating: Yes Treaty, drained Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111XA007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Sleeth Percent of map unit:2 percent Landform:Stream terraces, outwash terraces Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F111XA014IN - Outwash Upland Hydric soil rating: No Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Map Unit Description: Westland silty clay loam-Urban land complex, 0 to 2 percent slopes--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/12/2024 Page 2 of 2 Page 20 of 266 04/15/2024 3/8/24, 10:55 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.9980&lon=-86.0691&data=depth&units=english&series=pds 1/6 NOAA Atlas 14, Volume 2, Version 3 Location name: Carmel, Indiana, USA* Latitude: 39.998°, Longitude: -86.0691° Elevation: 781 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.384 (0.347‑0.424) 0.454 (0.411‑0.501) 0.539 (0.487‑0.594) 0.611 (0.552‑0.674) 0.701 (0.629‑0.773) 0.775 (0.690‑0.857) 0.845 (0.746‑0.936) 0.918 (0.803‑1.02) 1.02 (0.876‑1.13) 1.09 (0.929‑1.22) 10-min 0.596 (0.540‑0.659) 0.708 (0.641‑0.782) 0.837 (0.757‑0.924) 0.944 (0.851‑1.04) 1.07 (0.961‑1.18) 1.18 (1.05‑1.30) 1.27 (1.12‑1.41) 1.37 (1.20‑1.52) 1.49 (1.29‑1.66) 1.58 (1.35‑1.78) 15-min 0.731 (0.662‑0.807) 0.866 (0.784‑0.957) 1.03 (0.929‑1.13) 1.16 (1.05‑1.28) 1.32 (1.19‑1.46) 1.45 (1.30‑1.61) 1.58 (1.40‑1.75) 1.70 (1.49‑1.89) 1.86 (1.61‑2.08) 1.98 (1.69‑2.22) 30-min 0.967 (0.876‑1.07) 1.16 (1.05‑1.28) 1.41 (1.27‑1.55) 1.61 (1.46‑1.78) 1.87 (1.68‑2.06) 2.08 (1.85‑2.30) 2.28 (2.02‑2.53) 2.49 (2.18‑2.76) 2.76 (2.38‑3.08) 2.97 (2.53‑3.34) 60-min 1.18 (1.07‑1.30) 1.42 (1.29‑1.57) 1.77 (1.60‑1.95) 2.05 (1.85‑2.26) 2.43 (2.18‑2.68) 2.74 (2.44‑3.03) 3.05 (2.69‑3.38) 3.37 (2.95‑3.75) 3.82 (3.29‑4.26) 4.17 (3.56‑4.68) 2-hr 1.38 (1.25‑1.53) 1.66 (1.51‑1.84) 2.07 (1.88‑2.30) 2.43 (2.19‑2.68) 2.91 (2.60‑3.20) 3.31 (2.94‑3.65) 3.73 (3.28‑4.12) 4.16 (3.62‑4.61) 4.78 (4.07‑5.31) 5.28 (4.44‑5.91) 3-hr 1.46 (1.33‑1.62) 1.76 (1.60‑1.95) 2.20 (2.00‑2.44) 2.59 (2.33‑2.86) 3.11 (2.78‑3.43) 3.56 (3.15‑3.92) 4.02 (3.53‑4.44) 4.52 (3.91‑5.01) 5.22 (4.43‑5.83) 5.81 (4.84‑6.52) 6-hr 1.74 (1.58‑1.92) 2.09 (1.91‑2.31) 2.61 (2.38‑2.88) 3.08 (2.78‑3.38) 3.71 (3.32‑4.08) 4.25 (3.78‑4.67) 4.83 (4.23‑5.30) 5.44 (4.70‑5.99) 6.32 (5.35‑6.99) 7.05 (5.86‑7.86) 12-hr 2.05 (1.88‑2.25) 2.46 (2.25‑2.69) 3.04 (2.78‑3.32) 3.54 (3.23‑3.87) 4.22 (3.82‑4.61) 4.80 (4.30‑5.24) 5.40 (4.80‑5.90) 6.03 (5.29‑6.60) 6.90 (5.94‑7.61) 7.63 (6.46‑8.46) 24-hr 2.39 (2.25‑2.54) 2.86 (2.70‑3.05) 3.53 (3.33‑3.76) 4.05 (3.81‑4.31) 4.76 (4.47‑5.06) 5.33 (4.99‑5.65) 5.91 (5.51‑6.27) 6.50 (6.05‑6.89) 7.32 (6.77‑7.75) 7.95 (7.33‑8.55) 2-day 2.78 (2.61‑2.97) 3.33 (3.13‑3.56) 4.07 (3.82‑4.34) 4.64 (4.35‑4.94) 5.42 (5.07‑5.77) 6.04 (5.63‑6.42) 6.66 (6.20‑7.08) 7.30 (6.77‑7.76) 8.15 (7.53‑8.68) 8.82 (8.11‑9.39) 3-day 2.97 (2.79‑3.16) 3.55 (3.34‑3.78) 4.31 (4.05‑4.59) 4.90 (4.60‑5.22) 5.71 (5.35‑6.07) 6.34 (5.93‑6.74) 6.98 (6.51‑7.42) 7.64 (7.09‑8.12) 8.51 (7.87‑9.06) 9.19 (8.46‑9.78) 4-day 3.16 (2.97‑3.36) 3.76 (3.54‑4.01) 4.55 (4.28‑4.85) 5.16 (4.85‑5.49) 5.99 (5.62‑6.38) 6.64 (6.22‑7.06) 7.31 (6.82‑7.76) 7.98 (7.42‑8.48) 8.87 (8.21‑9.44) 9.56 (8.82‑10.2) 7-day 3.75 4.45 5.34 6.04 6.99 7.73 8.49 9.25 10.3 11.1 Page 21 of 266 04/15/2024 3/8/24, 10:55 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.9980&lon=-86.0691&data=depth&units=english&series=pds 4/6 Back to Top Maps & aerials Small scale terrain Large scale terrain + – 3km 2mi Page 22 of 266 04/15/2024 3/8/24, 10:55 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.9980&lon=-86.0691&data=intensity&units=english&series=pds 1/6 NOAA Atlas 14, Volume 2, Version 3 Location name: Carmel, Indiana, USA* Latitude: 39.998°, Longitude: -86.0691° Elevation: 781 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.61 (4.16‑5.09) 5.45 (4.93‑6.01) 6.47 (5.84‑7.13) 7.33 (6.62‑8.09) 8.41 (7.55‑9.28) 9.30 (8.28‑10.3) 10.1 (8.95‑11.2) 11.0 (9.64‑12.2) 12.2 (10.5‑13.6) 13.1 (11.1‑14.7) 10-min 3.58 (3.24‑3.95) 4.25 (3.85‑4.69) 5.02 (4.54‑5.54) 5.66 (5.11‑6.25) 6.44 (5.77‑7.10) 7.05 (6.28‑7.79) 7.63 (6.74‑8.45) 8.22 (7.19‑9.13) 8.95 (7.72‑9.99) 9.51 (8.11‑10.7) 15-min 2.92 (2.65‑3.23) 3.46 (3.14‑3.83) 4.11 (3.72‑4.54) 4.64 (4.19‑5.12) 5.30 (4.75‑5.84) 5.82 (5.18‑6.43) 6.32 (5.58‑7.00) 6.82 (5.96‑7.57) 7.45 (6.42‑8.31) 7.92 (6.76‑8.90) 30-min 1.93 (1.75‑2.14) 2.32 (2.10‑2.56) 2.82 (2.55‑3.11) 3.23 (2.91‑3.56) 3.74 (3.35‑4.13) 4.16 (3.70‑4.60) 4.56 (4.03‑5.05) 4.97 (4.35‑5.52) 5.52 (4.76‑6.16) 5.94 (5.07‑6.67) 60-min 1.18 (1.07‑1.30) 1.42 (1.29‑1.57) 1.77 (1.60‑1.95) 2.05 (1.85‑2.26) 2.43 (2.18‑2.68) 2.74 (2.44‑3.03) 3.05 (2.69‑3.38) 3.37 (2.95‑3.75) 3.82 (3.29‑4.26) 4.17 (3.56‑4.68) 2-hr 0.690 (0.626‑0.764) 0.830 (0.754‑0.920) 1.04 (0.940‑1.15) 1.22 (1.10‑1.34) 1.45 (1.30‑1.60) 1.66 (1.47‑1.82) 1.86 (1.64‑2.06) 2.08 (1.81‑2.30) 2.39 (2.04‑2.66) 2.64 (2.22‑2.95) 3-hr 0.487 (0.441‑0.540) 0.586 (0.532‑0.649) 0.733 (0.664‑0.811) 0.861 (0.777‑0.952) 1.04 (0.926‑1.14) 1.18 (1.05‑1.31) 1.34 (1.17‑1.48) 1.50 (1.30‑1.67) 1.74 (1.47‑1.94) 1.93 (1.61‑2.17) 6-hr 0.289 (0.264‑0.320) 0.349 (0.318‑0.386) 0.436 (0.397‑0.481) 0.513 (0.464‑0.565) 0.619 (0.555‑0.680) 0.710 (0.630‑0.780) 0.806 (0.707‑0.885) 0.908 (0.785‑1.00) 1.05 (0.893‑1.17) 1.18 (0.978‑1.31) 12-hr 0.170 (0.155‑0.186) 0.203 (0.186‑0.223) 0.251 (0.230‑0.275) 0.293 (0.268‑0.321) 0.350 (0.316‑0.382) 0.398 (0.357‑0.434) 0.448 (0.398‑0.489) 0.500 (0.438‑0.547) 0.573 (0.492‑0.631) 0.633 (0.536‑0.702) 24-hr 0.099 (0.093‑0.105) 0.119 (0.112‑0.127) 0.146 (0.138‑0.156) 0.168 (0.158‑0.179) 0.198 (0.186‑0.210) 0.222 (0.207‑0.235) 0.246 (0.229‑0.261) 0.270 (0.252‑0.287) 0.304 (0.282‑0.322) 0.331 (0.305‑0.356) 2-day 0.057 (0.054‑0.061) 0.069 (0.065‑0.074) 0.084 (0.079‑0.090) 0.096 (0.090‑0.102) 0.112 (0.105‑0.120) 0.125 (0.117‑0.133) 0.138 (0.129‑0.147) 0.151 (0.140‑0.161) 0.169 (0.156‑0.180) 0.183 (0.168‑0.195) 3-day 0.041 (0.038‑0.043) 0.049 (0.046‑0.052) 0.059 (0.056‑0.063) 0.068 (0.063‑0.072) 0.079 (0.074‑0.084) 0.088 (0.082‑0.093) 0.096 (0.090‑0.103) 0.106 (0.098‑0.112) 0.118 (0.109‑0.125) 0.127 (0.117‑0.135) 4-day 0.032 (0.030‑0.035) 0.039 (0.036‑0.041) 0.047 (0.044‑0.050) 0.053 (0.050‑0.057) 0.062 (0.058‑0.066) 0.069 (0.064‑0.073) 0.076 (0.071‑0.080) 0.083 (0.077‑0.088) 0.092 (0.085‑0.098) 0.099 (0.091‑0.105) 7-day 0.022 0.026 0.031 0.035 0.041 0.046 0.050 0.055 0.061 0.065 Page 23 of 266 04/15/2024 3/8/24, 10:55 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.9980&lon=-86.0691&data=intensity&units=english&series=pds 4/6 Back to Top Maps & aerials Small scale terrain Large scale terrain + – 3km 2mi Page 24 of 266 04/15/2024 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 3/8/2024 at 10:57 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°4'27"W 40°0'7"N 86°3'50"W 39°59'39"N Basemap Imagery Source: USGS National Map 2023 Page 25 of 266 04/15/2024 Basin Model Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 Page 26 of 266 04/15/2024 Hydrograph by Return Period Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 NRCS Runoff E1 1.176 2.400 3.195 4.558 2 NRCS Runoff E2 1.240 2.289 2.949 4.042 3 NRCS Runoff E3 1.142 3.287 4.793 7.460 4 NRCS Runoff E4 0.084 0.188 0.257 0.376 5 NRCS Runoff E5 0.044 0.098 0.134 0.196 6 Junction EAST TO DETENTION 2.382 5.540 7.702 11.46 7 Junction NORTHEAST TO DET. 1.293 2.665 3.569 5.103 8 Junction DRY DETENTION 3.632 8.194 11.24 16.50 Page 27 of 266 04/15/2024 Hydrograph 2-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff E1 1.176 12.00 2,740 ---- 2 NRCS Runoff E2 1.240 12.02 3,167 ---- 3 NRCS Runoff E3 1.142 12.02 3,263 ---- 4 NRCS Runoff E4 0.084 11.97 179 ---- 5 NRCS Runoff E5 0.044 11.97 93.2 ---- 6 Junction EAST TO DETENTION 2.382 12.02 6,429 2, 3 7 Junction NORTHEAST TO DET. 1.293 12.00 3,012 1, 4, 5 8 Junction DRY DETENTION 3.632 12.00 9,442 6, 7 Page 28 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E1 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 1.176 cfs Storm Frequency = 2-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 2,740 cuft Drainage Area = 0.91 ac Curve Number = 74.18 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.18 cfs Page 29 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E2 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 1.240 cfs Storm Frequency = 2-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 3,167 cuft Drainage Area = 0.786 ac Curve Number = 79.69 Tc Method = User Time of Conc. (Tc) = 12.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.24 cfs Page 30 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E3 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 1.142 cfs Storm Frequency = 2-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 3,263 cuft Drainage Area = 2.054 ac Curve Number = 64.83 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.14 cfs Page 31 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 0.084 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 179 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 Qp = 0.08 cfs Page 32 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 0.044 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 93.2 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.02 0.022 0.024 0.026 0.028 0.03 0.032 0.034 0.036 0.038 0.04 0.042 0.044 Qp = 0.04 cfs Page 33 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 EAST TO DETENTION Hyd. No. 6 Hydrograph Type = Junction Peak Flow = 2.382 cfs Storm Frequency = 2-yr Time to Peak = 12.02 hrs Time Interval = 1 min Hydrograph Volume = 6,429 cuft Inflow Hydrographs = 2, 3 Total Contrib. Area = 2.84 ac E2 E3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.38 cfs Page 34 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 NORTHEAST TO DET. Hyd. No. 7 Hydrograph Type = Junction Peak Flow = 1.293 cfs Storm Frequency = 2-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 3,012 cuft Inflow Hydrographs = 1, 4, 5 Total Contrib. Area = 1.021 ac E1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.29 cfs Page 35 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 DRY DETENTION Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 3.632 cfs Storm Frequency = 2-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 9,442 cuft Inflow Hydrographs = 6, 7 Total Contrib. Area = 3.861 ac EAST TO DETENTION NORTHEAST TO DET.DRY DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.63 cfs Page 36 of 266 04/15/2024 Hydrograph 10-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff E1 2.400 12.00 5,437 ---- 2 NRCS Runoff E2 2.289 12.02 5,781 ---- 3 NRCS Runoff E3 3.287 12.00 7,813 ---- 4 NRCS Runoff E4 0.188 11.97 380 ---- 5 NRCS Runoff E5 0.098 11.97 198 ---- 6 Junction EAST TO DETENTION 5.540 12.00 13,594 2, 3 7 Junction NORTHEAST TO DET. 2.665 11.98 6,014 1, 4, 5 8 Junction DRY DETENTION 8.194 12.00 19,608 6, 7 Page 37 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E1 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 2.400 cfs Storm Frequency = 10-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 5,437 cuft Drainage Area = 0.91 ac Curve Number = 74.18 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.40 cfs Page 38 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E2 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 2.289 cfs Storm Frequency = 10-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 5,781 cuft Drainage Area = 0.786 ac Curve Number = 79.69 Tc Method = User Time of Conc. (Tc) = 12.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.29 cfs Page 39 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E3 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 3.287 cfs Storm Frequency = 10-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 7,813 cuft Drainage Area = 2.054 ac Curve Number = 64.83 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.29 cfs Page 40 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 0.188 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 380 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 Qp = 0.19 cfs Page 41 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 0.098 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 198 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 0.09 0.095 Qp = 0.10 cfs Page 42 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 EAST TO DETENTION Hyd. No. 6 Hydrograph Type = Junction Peak Flow = 5.540 cfs Storm Frequency = 10-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 13,594 cuft Inflow Hydrographs = 2, 3 Total Contrib. Area = 2.84 ac E2 E3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 Qp = 5.54 cfs Page 43 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 NORTHEAST TO DET. Hyd. No. 7 Hydrograph Type = Junction Peak Flow = 2.665 cfs Storm Frequency = 10-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 6,014 cuft Inflow Hydrographs = 1, 4, 5 Total Contrib. Area = 1.021 ac E1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.67 cfs Page 44 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 DRY DETENTION Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 8.194 cfs Storm Frequency = 10-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 19,608 cuft Inflow Hydrographs = 6, 7 Total Contrib. Area = 3.861 ac EAST TO DETENTION NORTHEAST TO DET.DRY DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 Qp = 8.19 cfs Page 45 of 266 04/15/2024 Hydrograph 25-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff E1 3.195 12.00 7,231 ---- 2 NRCS Runoff E2 2.949 12.02 7,463 ---- 3 NRCS Runoff E3 4.793 12.00 11,066 ---- 4 NRCS Runoff E4 0.257 11.97 517 ---- 5 NRCS Runoff E5 0.134 11.97 269 ---- 6 Junction EAST TO DETENTION 7.702 12.00 18,528 2, 3 7 Junction NORTHEAST TO DET. 3.569 11.98 8,017 1, 4, 5 8 Junction DRY DETENTION 11.24 12.00 26,545 6, 7 Page 46 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E1 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 3.195 cfs Storm Frequency = 25-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 7,231 cuft Drainage Area = 0.91 ac Curve Number = 74.18 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.20 cfs Page 47 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E2 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 2.949 cfs Storm Frequency = 25-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 7,463 cuft Drainage Area = 0.786 ac Curve Number = 79.69 Tc Method = User Time of Conc. (Tc) = 12.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.95 cfs Page 48 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E3 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 4.793 cfs Storm Frequency = 25-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 11,066 cuft Drainage Area = 2.054 ac Curve Number = 64.83 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.79 cfs Page 49 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 0.257 cfs Storm Frequency = 25-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 517 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 Qp = 0.26 cfs Page 50 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 0.134 cfs Storm Frequency = 25-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 269 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 Qp = 0.13 cfs Page 51 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 EAST TO DETENTION Hyd. No. 6 Hydrograph Type = Junction Peak Flow = 7.702 cfs Storm Frequency = 25-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 18,528 cuft Inflow Hydrographs = 2, 3 Total Contrib. Area = 2.84 ac E2 E3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 Qp = 7.70 cfs Page 52 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 NORTHEAST TO DET. Hyd. No. 7 Hydrograph Type = Junction Peak Flow = 3.569 cfs Storm Frequency = 25-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 8,017 cuft Inflow Hydrographs = 1, 4, 5 Total Contrib. Area = 1.021 ac E1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.57 cfs Page 53 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 DRY DETENTION Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 11.24 cfs Storm Frequency = 25-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 26,545 cuft Inflow Hydrographs = 6, 7 Total Contrib. Area = 3.861 ac EAST TO DETENTION NORTHEAST TO DET.DRY DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 Qp = 11.24 cfs Page 54 of 266 04/15/2024 Hydrograph 100-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff E1 4.558 11.98 10,328 ---- 2 NRCS Runoff E2 4.042 12.02 10,304 ---- 3 NRCS Runoff E3 7.460 12.00 16,935 ---- 4 NRCS Runoff E4 0.376 11.97 757 ---- 5 NRCS Runoff E5 0.196 11.97 394 ---- 6 Junction EAST TO DETENTION 11.46 12.00 27,239 2, 3 7 Junction NORTHEAST TO DET. 5.103 11.98 11,480 1, 4, 5 8 Junction DRY DETENTION 16.50 12.00 38,719 6, 7 Page 55 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E1 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 4.558 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Runoff Volume = 10,328 cuft Drainage Area = 0.91 ac Curve Number = 74.18 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.56 cfs Page 56 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E2 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 4.042 cfs Storm Frequency = 100-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 10,304 cuft Drainage Area = 0.786 ac Curve Number = 79.69 Tc Method = User Time of Conc. (Tc) = 12.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.04 cfs Page 57 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E3 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 7.460 cfs Storm Frequency = 100-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 16,935 cuft Drainage Area = 2.054 ac Curve Number = 64.83 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 Qp = 7.46 cfs Page 58 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 0.376 cfs Storm Frequency = 100-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 757 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Qp = 0.38 cfs Page 59 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 E5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 0.196 cfs Storm Frequency = 100-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 394 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0.2 Qp = 0.20 cfs Page 60 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 EAST TO DETENTION Hyd. No. 6 Hydrograph Type = Junction Peak Flow = 11.46 cfs Storm Frequency = 100-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 27,239 cuft Inflow Hydrographs = 2, 3 Total Contrib. Area = 2.84 ac E2 E3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Qp = 11.46 cfs Page 61 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 NORTHEAST TO DET. Hyd. No. 7 Hydrograph Type = Junction Peak Flow = 5.103 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 11,480 cuft Inflow Hydrographs = 1, 4, 5 Total Contrib. Area = 1.021 ac E1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 Qp = 5.10 cfs Page 62 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-14-2024 DRY DETENTION Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 16.50 cfs Storm Frequency = 100-yr Time to Peak = 12.00 hrs Time Interval = 1 min Hydrograph Volume = 38,719 cuft Inflow Hydrographs = 6, 7 Total Contrib. Area = 3.861 ac EAST TO DETENTION NORTHEAST TO DET.DRY DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Qp = 16.50 cfs Page 63 of 266 04/15/2024 Precipitation Report Precipitation filename: Carmel (in) - Venture.pcp Hydrology Studio v 3.0.0.32 (Rainfall totals in Inches) 04-14-2024 Active 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Active ✔ ✔ ✔ ✔ SCS Storms > SCS Dimensionless Storms SCS 6hr 1.20 1.50 0 1.86 2.18 2.64 3.01 3.41 Type I, 24-hr 0 0 0 0 0 0 0 0 Type IA, 24-hr 0 0 0 0 0 0 0 0 Type II, 24-hr ✔0 2.86 0 0 4.05 4.76 0 5.91 Type II FL, 24-hr 0 0 0 0 0 0 0 0 Type III, 24-hr 0 0 0 0 0 0 0 0 Synthetic Storms > IDF-Based Synthetic Storms 1-hr 0 1.25 0 1.67 1.96 2.31 2.62 2.88 2-hr 0 1.52 0 2.03 2.39 2.80 3.18 3.50 3-hr 0 1.68 0 2.26 2.64 3.09 3.51 3.86 6-hr 0 1.99 0 2.66 3.11 3.60 4.09 4.49 12-hr 0 2.34 0 3.11 3.62 4.14 4.71 5.17 24-hr 0 2.74 0 3.63 4.19 4.75 5.38 5.92 Huff Distribution > 1st Quartile (0 to 6 hrs) 1-hr 0 1.43 0 0 2.07 2.45 0 3.07 2-hr 0 1.68 0 0 2.45 2.93 0 3.74 3-hr 0 1.78 0 0 2.61 3.14 0 4.05 6-hr 0 2.11 0 0 3.11 3.76 0 4.88 Huff Distribution > 2nd Quartile (>6 to 12 hrs) 8-hr 0 0 0 0 0 0 0 0 12-hr 0 2.49 0 0 3.59 4.28 0 5.45 Huff Distribution > 3rd Quartile (>12 to 24 hrs) 18-hr 0 0 0 0 0 0 0 0 24-hr 0 2.95 0 0 4.12 4.82 0 5.92 Custom Storms > Custom Storm Distributions My Custom Storm 1 0 0.46 0 0 0.62 0.71 0 0.85 My Custom Storm 2 0 0.71 0 0 0.95 1.08 0 1.28 My Custom Storm 3 0 0.87 0 0 1.17 1.34 0 1.59 My Custom Storm 4 0 1.17 0 0 1.63 1.89 0 2.30 My Custom Storm 5 0 0 0 0 0 0 0 0 My Custom Storm 6 0 0 0 0 0 0 0 0 My Custom Storm 7 0 0 0 0 0 0 0 0 My Custom Storm 8 0 0 0 0 0 0 0 0 My Custom Storm 9 0 0 0 0 0 0 0 0 My Custom Storm 10 0 0 0 0 0 0 0 0 Page 64 of 266 04/15/2024 Site Improvements- Venture Church, Carmel (Project #402) PROPOSED CONDITIONS Page 65 of 266 04/15/2024 Project:Venture Church (project #402) Form:Proposed Runoff Coefficient Prepared by:Chris Laystrom - LandWorx Eng. Date:4/14/2024 Proposed Conditions see Proposed Drainage Areas Exhibit Drainage Area P1 0.910 AC Drainage Area P4 0.545 AC Total - Proposed 3.860 AC Drainage Area E4 0.073 AC Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Roof 0.90 0.000 0 Roof 0.90 0.043 0.038884 Roof 0.90 0.088 0.079566 Roof 0.90 0.000 0 Pavement 0.85 0.130 0.110699 Pavement 0.85 0.159 0.134739 Pavement 0.85 0.527 0.447987 Pavement 0.85 0.001 0.00048783 Grass (YoxA)C 0.20 0.174 0.034844 Grass (YoxA)C 0.20 0.252 0.050468 Grass (YoxA)C 0.20 1.451 0.290156 Grass (YbvA)B/D 0.20 0.039 0.00775941 Grass (YmsB2)D 0.20 0.604 0.120702 Grass (YmsB2)D 0.20 0.006 0.001194 Grass (YmsB2)D 0.20 1.357 0.271354 Grass (YmsB2)C 0.20 0.013 0.00261708 Grass (YbvA)D 0.20 0.003 0.000505 Grass (YbvA)D 0.20 0.067 0.013489 Grass (YbvA)D 0.20 0.373 0.074651 Gravel (YbvA)B/D 0.85 0.019 0.016118 Grass (YwqA)D 0.20 0.000 0 Grass (YwqA)D 0.20 0.000 0 Grass (YwqA)D 0.20 0.023 0.004697 Gravel (YmsB2)C 0.85 0.001 0.0011708 Gravel (YoxA)C 0.85 0.000 0 Gravel (YoxA)C 0.85 0.012 0.01042 Gravel (YoxA)C 0.85 0.012 0.01042 Total =0.073 0.028 Gravel (YmsB2)D 0.85 0.000 0 Gravel (YmsB2)D 0.85 0.005 0.004488 Gravel (YmsB2)D 0.85 0.009 0.008 Cw = 0.39 Gravel (YbvA)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.019 0.016118 Total =0.910 0.267 Total =0.545 0.254 Total =3.860 1.203 Drainage Area E5 0.038 AC Cw = 0.29 Cw = 0.47 Cw = 0.31 Surface Type Soil Group C Factor Area C*Area Roof 0.90 0.000 0 Drainage Area P2 0.189 AC Drainage Area P5 0.218 AC Drainage Area P7 0.258 AC Pavement 0.85 0.010 0.00813705 Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Grass (YoxA)B 0.20 0.005 0.00092287 Roof 0.90 0.000 0 Roof 0.90 0.000 0 Roof 0.90 0.045 0.040682 Grass (YwqA)B/D 0.20 0.023 0.00469697 Pavement 0.85 0.021 0.017523 Pavement 0.85 0.027 0.022557 Pavement 0.85 0.157 0.133042 Gravel 0.85 0.000 0 Grass (YoxA)C 0.20 0.000 0 Grass (YoxA)C 0.20 0.000 0 Grass (YoxA)C 0.20 0.000 0 Total =0.038 0.014 Grass (YmsB2)D 0.20 0.168 0.033613 Grass (YmsB2)D 0.20 0.078 0.015528 Grass (YmsB2)D 0.20 0.056 0.01123 Cw = 0.37 Grass (YbvA)D 0.20 0.000 0 Grass (YbvA)D 0.20 0.114 0.022709 Grass (YbvA)D 0.20 0.000 0 Grass (YwqA)D 0.20 0.000 0 Grass (YwqA)D 0.20 0.000 0 Grass (YwqA)D 0.20 0.000 0 Gravel (YoxA)C 0.85 0.000 0 Gravel (YoxA)C 0.85 0.000 0 Gravel (YoxA)C 0.85 0.000 0 Gravel (YmsB2)D 0.85 0.000 0 Gravel (YmsB2)D 0.85 0.000 0 Gravel (YmsB2)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.000 0 Total =0.189 0.051 Total =0.218 0.061 Total =0.258 0.185 Cw = 0.27 Cw = 0.28 Cw = 0.72 Drainage Area P3 0.497 AC Drainage Area P6 1.133 AC Surface Type Soil Group C Factor Area C*Area Surface Type Soil Group C Factor Area C*Area Roof 0.90 0.000 0 Roof 0.90 0.000 0 Pavement 0.85 0.024 0.020801 Pavement 0.85 0.000 0 Grass (YoxA)C 0.20 0.038 0.007571 Grass (YoxA)C 0.20 0.982 0.19635 Grass (YmsB2)D 0.20 0.432 0.086469 Grass (YmsB2)D 0.20 0.000 0 Grass (YbvA)D 0.20 0.000 0 Grass (YbvA)D 0.20 0.151 0.030188 Grass (YwqA)D 0.20 0.000 0 Grass (YwqA)D 0.20 0.000 0 Gravel (YoxA)C 0.85 0.000 0 Gravel (YoxA)C 0.85 0.000 0 Gravel (YmsB2)D 0.85 0.003 0.002342 Gravel (YmsB2)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.000 0 Gravel (YbvA)D 0.85 0.000 0 Total =0.497 0.117 Total =1.133 0.227 Cw = 0.24 Cw = 0.20 Page 66 of 266 04/15/2024 Project: Venture Church (project #402) Location: Carmel, IN Prepared By: CJL Date: 4/14/2024 E1 E2 E3 P1 P2 P3 P4 P5 P6 Surface description (table 3-1)........... Grass Grass Grass Grass Grass Grass Grass Grass Grass Manning's roughness coeff., n (table 3-1)..0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 Flow length, L (total L<=100ft.).......ft.100 100 100 100 70 100 100 56 100 Two-yr 24hr rainfall, P2...............in.2.86 2.86 2.86 2.86 2.86 2.86 2.86 2.86 2.86 Land slope, s........................ft/ft 0.031 0.019 0.028 0.031 0.010 0.010 0.012 0.027 0.028 0.007 (nL)^0.8 Tt = --------------- Computed Tt........hr.0.144 0.175 0.150 0.144 0.171 0.228 0.212 0.097 0.150 P2^0.5 S^0.4 Surface description (PAVED or UNPAVED)...........unpaved unpaved unpaved unpaved unpaved unpaved unpaved paved unpaved Flow length, L.........................ft.120 91 180 120 74 94 74 53 180 Watercourse slope, s.................ft/ft 0.0175 0.003076923 0.027888889 0.0175 0.01 0.01 0.027027027 0.033962264 0.027888889 Average velocity, V (figure 3-1)......ft/s 2.134393726 0.894981032 2.694456133 2.134393726 1.61345 1.61345 2.652495461 3.746254198 2.694456133 Tt = L/(3600 V)...........Computed Tt..hr.0.016 0.028 0.019 0.016 0.013 0.016 0.008 0.004 0.019 Bottom Width....................ft Depth....................ft Left Side Slope ?:1 Right Side Slope ?:1 Cross sectional flow area, a..........ft^2 0 0 0 0 0 0 0 0 0 Wetted perimeter, Pw....................ft 0 0 0 0 0 0 0 0 0 Hydraulic radius, r=a/Pw Compute r....ft 0 0 0 0 0 0 0 0 0 Channel slope,s......................ft/ft Manning's roughness coeff.,n.. (See next sheet) V =(1.49 r^2/3 s^1/2)/n Computed V...ft/s 0 0 0 0 0 0 0 0 0 Flow length, L ........................ft. Tt = L/(3600 V)...........Computed Tt..hr.0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Velocity........................................ft/s Length...........................................ft Tt=L/(3600v)......................Computed Tt..hr 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Watershed or subarea Tc or Tt.....hr 0.160 0.203 0.169 0.160 0.184 0.244 0.220 0.101 0.169 Watershed or subarea Tc or Tt.....min 10 12 10 10 11 15 13 6 10 Page 67 of 266 04/15/2024 STORM DRAIN FLOW TABULATION FORM PROJECT NAME COMPUTED BY: CJL 4/14/2024 STORM FREQUENCY DESIGN YEAR 10 CHECKED BY: DESCRIPTION Proposed Conditions C A L C U L A T E D D E S I G N LOCATION INLET ACRES COEFF.SUM TIME CONC. (min)INTEN."Q" =PIPE (full)n =0.012 PIPE Max Q Max VEL.REMARKS MH Depth Capacity Capacity Velocity FROM TO AREA SUB TOTAL "C"CA CA INLET DRAIN TOTAL "I"CIA SIZE Material SLOPE VEL.LGTH SLOPE full flow full flow INV. OUT INV. IN RIM/OUT FROM TO Ratio OK?OK? (ac)(cfs)(in)(%)(ft/s)(ft)(%)(cfs)(ft/s) STR #6 (CB)0.19 0.27 0.05 11.00 11.00 5.46 0.28 RIM=779.30 2.00 STR #6 (CB) STR #6 (CB)STR #5 (CB)0.19 0.05 11.00 0.54 11.54 5.35 0.27 12 PVC 0.00 0.35 81 0.26 1.97 2.51 777.30 777.09 STR #6 (CB) STR #5 (CB)0.138 YES YES STR #5 (CB)0.26 0.72 0.19 5.00 5.00 7.33 1.36 RIM=779.50 2.41 STR #5 (CB) STR #5 (CB)STR #4 (CB)0.45 0.24 11.54 0.60 12.13 5.22 1.24 12 PVC 0.10 1.58 90 0.26 1.97 2.51 777.09 776.86 STR #5 (CB) STR #4 (CB)0.627 YES YES STR #4 (CB)0.00 0.22 0.00 0.00 0.06 5.00 0.07 5.07 7.31 0.00 RIM=780.00 3.14 STR #4 (CB) STR #4 (CB)STR #3 (MH)0.67 0.30 12.13 0.51 12.65 5.12 1.53 12 PVC 0.16 1.94 77 0.26 1.97 2.51 776.86 776.66 STR #4 (CB) STR #3 (MH)0.773 YES YES STR #3 (MH)0.00 1.04 0.00 0.00 0.38 5.00 0.10 5.10 7.30 0.00 RIM=781.00 4.34 STR #3 (MH) STR #3 (MH)STR #2 (MH)1.71 0.67 12.65 0.11 12.75 5.10 3.43 15 PVC 0.24 2.80 20 0.30 3.84 3.13 776.66 776.60 STR #3 (MH) STR #2 (MH)0.893 YES YES STR #2 (MH)0.00 0.00 0.00 5.00 5.00 7.33 0.00 RIM=781.00 4.40 STR #2 (MH) STR #2 (MH)STR #1 (ES)1.71 0.67 12.75 0.27 13.02 5.04 3.39 15 PVC 0.23 2.77 50 0.30 3.84 3.13 776.60 776.45 STR #2 (MH) STR #1 (ES)0.883 YES YES Ex invert 775.28' EX ES (UP)1.13 1.71 0.20 0.23 0.67 10.00 0.27 10.27 5.61 1.27 RIM= EX ES (UP) EX ES (UP)EX ES (DWN)2.84 0.90 10.27 0.24 10.51 5.56 5.00 18 PVC 0.19 2.83 50 0.28 6.04 3.42 775.28 775.14 EX ES (UP) EX ES (DWN)0.828 YES YES Ex invert 775.28' STR #10 (ES)0.50 0.24 0.12 15.00 15.00 4.64 0.55 RIM= STR #10 (ES) STR #10 (ES)STR #9 (ES)0.50 0.12 15.00 0.09 15.09 4.63 0.55 12 PVC 0.02 0.70 15 0.30 2.12 2.70 778.10 778.06 STR #10 (ES) STR #9 (ES)0.261 YES YES STR #7 (ES)0.22 0.28 0.06 6.00 6.00 7.00 0.43 RIM= STR #7 (ES) STR #7 (ES)STR #4 (MH)0.22 0.06 6.00 0.07 6.07 6.97 0.43 12 PVC 0.01 0.54 20 1.00 3.87 4.93 777.80 777.60 STR #7 (ES) STR #4 (MH)0.110 YES YES STR #8 (ES)1.04 0.36 0.38 15.00 15.00 4.64 1.74 RIM= STR #8 (ES) STR #8 (ES)STR #3 (MH)1.04 0.38 15.00 0.10 15.10 4.63 1.74 12 PVC 0.20 2.21 20 0.50 2.74 3.48 777.00 776.90 STR #8 (ES) STR #3 (MH)0.635 YES YES P1 0.91 0.29 0.26 10.00 10.00 5.66 1.49 RIM=775.02 P1 E1 0.91 0.30 0.27 10.00 10.00 5.66 1.55 RIM=775.02 E1 LOCATION Venture Church - Carmel, IN 4/14/2024 11:32 PM Page 1 of 1 Storm Pipe capacity - Venture Page 68 of 266 04/15/2024 Page 62 of 199 6/30/2023Page 69 of 266 04/15/2024 Culvert Crossing: 18" culvert Crossing Summary Table Headwater Elevation (ft) Total Discharge (cfs) Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 775.28 0.00 0.00 0.00 1 775.95 1.56 1.56 0.00 1 776.27 3.13 3.13 0.00 1 776.53 4.69 4.69 0.00 1 776.78 6.25 6.25 0.00 1 777.03 7.82 7.82 0.00 1 777.24 8.97 8.97 0.00 1 777.71 10.94 10.94 0.00 1 778.10 12.50 12.50 0.00 1 778.50 14.07 13.96 0.04 45 778.54 15.63 14.09 1.51 6 778.50 13.95 13.95 0.00 Overtopping Page 70 of 266 04/15/2024 Culvert Crossing: 18" culvert Culvert Summary Table - Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth(ft) Outlet Control Depth(ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0.00 0.00 775.28 0.00 0.0 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 1.56 1.56 775.95 0.64 0.67 2- M2c 0.52 0.47 0.47 0.14 3.31 1.97 3.13 3.13 776.27 0.95 0.99 2- M2c 0.77 0.67 0.67 0.21 4.07 2.49 4.69 4.69 776.53 1.20 1.25 2- M2c 0.99 0.83 0.83 0.26 4.66 2.84 6.25 6.25 776.78 1.42 1.50 2- M2c 1.29 0.97 0.97 0.31 5.19 3.11 7.82 7.82 777.03 1.66 1.75 7- M2c 1.50 1.08 1.08 0.35 5.72 3.34 8.97 8.97 777.24 1.85 1.96 7- M2c 1.50 1.16 1.16 0.37 6.12 3.48 10.94 10.94 777.71 2.24 2.43 7- M2c 1.50 1.27 1.27 0.42 6.87 3.70 12.50 12.50 778.10 2.62 2.82 7- M2c 1.50 1.33 1.33 0.45 7.53 3.85 14.07 13.96 778.50 3.01 3.22 7- M2c 1.50 1.38 1.38 0.48 8.21 3.99 15.63 14.09 778.54 3.05 3.26 7- M2c 1.50 1.38 1.38 0.51 8.27 4.11 Page 71 of 266 04/15/2024 Site Improvements- Venture Church, Carmel (Project #402) DETENTION CALCULATIONS Page 72 of 266 04/15/2024 Project:Venture Church (project #402) Form:Proposed CN Prepared by:Chris Laystrom - LandWorx Eng. Date:4/14/2024 Proposed Conditions see Proposed Drainage Areas Exhibit Drainage Area P1 0.910 AC Drainage Area P4 0.545 AC Total - Proposed 3.860 AC Drainage Area E4 0.073 AC Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.000 0 Roof 98 0.043 4.234068 Roof 98 0.088 8.663866 Roof 98 0.000 0 Pavement 98 0.130 12.76295 Pavement 98 0.159 15.53466 Pavement 98 0.527 51.65023 Pavement 98 0.001 0.056244 Grass (YoxA)C 74 0.174 12.89224 Grass (YoxA)C 74 0.252 18.67328 Grass (YoxA)C 74 1.451 107.3578 Grass (YbvA)B/D 61 0.039 2.366621 Grass (YmsB2)D 80 0.604 48.28099 Grass (YmsB2)D 80 0.006 0.477502 Grass (YmsB2)D 80 1.357 108.5418 Grass (YmsB2)C 74 0.013 0.96832 Grass (YbvA)D 80 0.003 0.20202 Grass (YbvA)D 80 0.067 5.395776 Grass (YbvA)D 80 0.373 29.86042 Gravel (YbvA)B/D 85 0.019 1.6118 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.023 1.878788 Gravel (YmsB2)C 89 0.001 0.12259 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.012 1.091047 Gravel (YoxA)C 89 0.012 1.091047 Total =0.073 5.126 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.005 0.480487 Gravel (YmsB2)D 91 0.009 0.85652 CN =70.41 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.019 1.725574 Total =0.910 74.138 Total =0.545 45.887 Total =3.860 311.626 Drainage Area E5 0.038 AC CN =81.43 CN =84.19 CN =80.72 Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.000 0 Drainage Area P2 0.189 AC Drainage Area P5 0.218 AC Drainage Area P7 0.258 AC Pavement 98 0.010 0.938154 Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Grass (YoxA)B 61 0.005 0.281474 Roof 98 0.000 0 Roof 98 0.000 0 Roof 98 0.045 4.429798 Grass (YwqA)B/D 61 0.023 1.432576 Pavement 98 0.021 2.020294 Pavement 98 0.027 2.600735 Pavement 98 0.157 15.33893 Gravel 85 0.000 0 Grass (YoxA)C 74 0.000 0 Grass (YoxA)C 74 0.000 0 Grass (YoxA)C 74 0.000 0 Total =0.038 2.652 Grass (YmsB2)D 80 0.168 13.44536 Grass (YmsB2)D 80 0.078 6.211203 Grass (YmsB2)D 80 0.056 4.492195 CN =70.40 Grass (YbvA)D 80 0.000 0 Grass (YbvA)D 80 0.114 9.083563 Grass (YbvA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Total =0.189 15.466 Total =0.218 17.896 Total =0.258 24.261 CN =81.97 CN =82.19 CN =94.08 Drainage Area P3 0.497 AC Drainage Area P6 1.133 AC Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.000 0 Roof 98 0.000 0 Pavement 98 0.024 2.398255 Pavement 98 0.000 0 Grass (YoxA)C 74 0.038 2.801331 Grass (YoxA)C 74 0.982 72.64945 Grass (YmsB2)D 80 0.432 34.5877 Grass (YmsB2)D 80 0.000 0 Grass (YbvA)D 80 0.000 0 Grass (YbvA)D 80 0.151 12.0753 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YmsB2)D 91 0.003 0.250689 Gravel (YmsB2)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Total =0.497 40.038 Total =1.133 84.725 CN =80.49 CN =74.80 Page 73 of 266 04/15/2024 Project: Venture Church (project #402) Location: Carmel, IN Prepared By: CJL Date: 4/14/2024 E1 E2 E3 P1 P2 P3 P4 P5 P6 Surface description (table 3-1)........... Grass Grass Grass Grass Grass Grass Grass Grass Grass Manning's roughness coeff., n (table 3-1)..0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 Flow length, L (total L<=100ft.).......ft.100 100 100 100 70 100 100 56 100 Two-yr 24hr rainfall, P2...............in.2.86 2.86 2.86 2.86 2.86 2.86 2.86 2.86 2.86 Land slope, s........................ft/ft 0.031 0.019 0.028 0.031 0.010 0.010 0.012 0.027 0.028 0.007 (nL)^0.8 Tt = --------------- Computed Tt........hr.0.144 0.175 0.150 0.144 0.171 0.228 0.212 0.097 0.150 P2^0.5 S^0.4 Surface description (PAVED or UNPAVED)...........unpaved unpaved unpaved unpaved unpaved unpaved unpaved paved unpaved Flow length, L.........................ft.120 91 180 120 74 94 74 53 180 Watercourse slope, s.................ft/ft 0.0175 0.003076923 0.027888889 0.0175 0.01 0.01 0.027027027 0.033962264 0.027888889 Average velocity, V (figure 3-1)......ft/s 2.134393726 0.894981032 2.694456133 2.134393726 1.61345 1.61345 2.652495461 3.746254198 2.694456133 Tt = L/(3600 V)...........Computed Tt..hr.0.016 0.028 0.019 0.016 0.013 0.016 0.008 0.004 0.019 Bottom Width....................ft Depth....................ft Left Side Slope ?:1 Right Side Slope ?:1 Cross sectional flow area, a..........ft^2 0 0 0 0 0 0 0 0 0 Wetted perimeter, Pw....................ft 0 0 0 0 0 0 0 0 0 Hydraulic radius, r=a/Pw Compute r....ft 0 0 0 0 0 0 0 0 0 Channel slope,s......................ft/ft Manning's roughness coeff.,n.. (See next sheet) V =(1.49 r^2/3 s^1/2)/n Computed V...ft/s 0 0 0 0 0 0 0 0 0 Flow length, L ........................ft. Tt = L/(3600 V)...........Computed Tt..hr.0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Velocity........................................ft/s Length...........................................ft Tt=L/(3600v)......................Computed Tt..hr 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Watershed or subarea Tc or Tt.....hr 0.160 0.203 0.169 0.160 0.184 0.244 0.220 0.101 0.169 Watershed or subarea Tc or Tt.....min 10 12 10 10 11 15 13 6 10 Page 74 of 266 04/15/2024 Basin Model Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 Page 75 of 266 04/15/2024 Hydrograph by Return Period Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 NRCS Runoff P3 0.759 1.398 1.799 2.464 2 NRCS Runoff P1 1.801 3.202 4.075 5.510 3 NRCS Runoff P2 0.366 0.647 0.821 1.108 4 NRCS Runoff P4 1.081 1.851 2.323 3.093 5 NRCS Runoff P5 0.516 0.899 1.136 1.528 6 NRCS Runoff P6 1.546 3.097 4.101 5.813 7 NRCS Runoff P7 0.990 1.465 1.746 2.198 8 Junction CATCH BASINS 1.318 2.054 2.497 3.218 9 Junction STR #4 1.833 2.953 3.633 4.740 10 Junction STR #8 1.833 3.231 4.103 5.537 11 Junction STR #3 3.463 5.883 7.373 9.817 12 Junction EAST TO DETENTION 4.986 8.970 11.47 15.63 13 NRCS Runoff E4 0.084 0.188 0.257 0.376 14 NRCS Runoff E5 0.044 0.098 0.134 0.196 15 Junction NORTHEAST TO DET. 1.922 3.478 4.449 6.054 Page 76 of 266 04/15/2024 Hydrograph 2-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff P3 0.759 12.03 2,068 ---- 2 NRCS Runoff P1 1.801 12.00 4,075 ---- 3 NRCS Runoff P2 0.366 12.00 887 ---- 4 NRCS Runoff P4 1.081 12.02 2,730 ---- 5 NRCS Runoff P5 0.516 11.97 1,036 ---- 6 NRCS Runoff P6 1.546 12.00 3,580 ---- 7 NRCS Runoff P7 0.990 11.95 2,147 ---- 8 Junction CATCH BASINS 1.318 11.97 3,033 3, 7 9 Junction STR #4 1.833 11.97 4,069 5, 8 10 Junction STR #8 1.833 12.03 4,798 1, 4 11 Junction STR #3 3.463 11.98 8,867 9, 10 12 Junction EAST TO DETENTION 4.986 11.98 12,447 6, 11 13 NRCS Runoff E4 0.084 11.97 179 ---- 14 NRCS Runoff E5 0.044 11.97 93.2 ---- 15 Junction NORTHEAST TO DET. 1.922 11.98 4,347 2, 13, 14 Page 77 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P3 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 0.759 cfs Storm Frequency = 2-yr Time to Peak = 12.03 hrs Time Interval = 1 min Runoff Volume = 2,068 cuft Drainage Area = 0.497 ac Curve Number = 80 Tc Method = User Time of Conc. (Tc) = 15.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.76 cfs Page 78 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P1 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 1.801 cfs Storm Frequency = 2-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 4,075 cuft Drainage Area = 0.91 ac Curve Number = 81.43 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.80 cfs Page 79 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P2 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 0.366 cfs Storm Frequency = 2-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 887 cuft Drainage Area = 0.189 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 11.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 Qp = 0.37 cfs Page 80 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 1.081 cfs Storm Frequency = 2-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 2,730 cuft Drainage Area = 0.545 ac Curve Number = 84 Tc Method = User Time of Conc. (Tc) = 13.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.08 cfs Page 81 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 0.516 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 1,036 cuft Drainage Area = 0.218 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 6.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.52 cfs Page 82 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P6 Hyd. No. 6 Hydrograph Type = NRCS Runoff Peak Flow = 1.546 cfs Storm Frequency = 2-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 3,580 cuft Drainage Area = 1.133 ac Curve Number = 75 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.55 cfs Page 83 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P7 Hyd. No. 7 Hydrograph Type = NRCS Runoff Peak Flow = 0.990 cfs Storm Frequency = 2-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 2,147 cuft Drainage Area = 0.258 ac Curve Number = 94.08 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.99 cfs Page 84 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 CATCH BASINS Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 1.318 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 3,033 cuft Inflow Hydrographs = 3, 7 Total Contrib. Area = 0.447 ac P2 P7 CATCH BASINS Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.32 cfs Page 85 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #4 Hyd. No. 9 Hydrograph Type = Junction Peak Flow = 1.833 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 4,069 cuft Inflow Hydrographs = 5, 8 Total Contrib. Area = 0.665 ac P5 CATCH BASINS STR #4 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.83 cfs Page 86 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #8 Hyd. No. 10 Hydrograph Type = Junction Peak Flow = 1.833 cfs Storm Frequency = 2-yr Time to Peak = 12.03 hrs Time Interval = 1 min Hydrograph Volume = 4,798 cuft Inflow Hydrographs = 1, 4 Total Contrib. Area = 1.042 ac P3 P4 STR #8 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.83 cfs Page 87 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #3 Hyd. No. 11 Hydrograph Type = Junction Peak Flow = 3.463 cfs Storm Frequency = 2-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 8,867 cuft Inflow Hydrographs = 9, 10 Total Contrib. Area = 1.707 ac STR #4 STR #8 STR #3 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.46 cfs Page 88 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 EAST TO DETENTION Hyd. No. 12 Hydrograph Type = Junction Peak Flow = 4.986 cfs Storm Frequency = 2-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 12,447 cuft Inflow Hydrographs = 6, 11 Total Contrib. Area = 2.84 ac P6 STR #3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.99 cfs Page 89 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E4 Hyd. No. 13 Hydrograph Type = NRCS Runoff Peak Flow = 0.084 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 179 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 Qp = 0.08 cfs Page 90 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E5 Hyd. No. 14 Hydrograph Type = NRCS Runoff Peak Flow = 0.044 cfs Storm Frequency = 2-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 93.2 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 2.86 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.02 0.022 0.024 0.026 0.028 0.03 0.032 0.034 0.036 0.038 0.04 0.042 0.044 Qp = 0.04 cfs Page 91 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 NORTHEAST TO DET. Hyd. No. 15 Hydrograph Type = Junction Peak Flow = 1.922 cfs Storm Frequency = 2-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 4,347 cuft Inflow Hydrographs = 2, 13, 14 Total Contrib. Area = 1.021 ac P1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.92 cfs Page 92 of 266 04/15/2024 Hydrograph 10-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff P3 1.398 12.03 3,758 ---- 2 NRCS Runoff P1 3.202 11.98 7,263 ---- 3 NRCS Runoff P2 0.647 12.00 1,568 ---- 4 NRCS Runoff P4 1.851 12.02 4,703 ---- 5 NRCS Runoff P5 0.899 11.97 1,833 ---- 6 NRCS Runoff P6 3.097 12.00 7,009 ---- 7 NRCS Runoff P7 1.465 11.95 3,266 ---- 8 Junction CATCH BASINS 2.054 11.97 4,834 3, 7 9 Junction STR #4 2.953 11.97 6,667 5, 8 10 Junction STR #8 3.231 12.02 8,462 1, 4 11 Junction STR #3 5.883 11.98 15,129 9, 10 12 Junction EAST TO DETENTION 8.970 11.98 22,138 6, 11 13 NRCS Runoff E4 0.188 11.97 380 ---- 14 NRCS Runoff E5 0.098 11.97 198 ---- 15 Junction NORTHEAST TO DET. 3.478 11.98 7,840 2, 13, 14 Page 93 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P3 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 1.398 cfs Storm Frequency = 10-yr Time to Peak = 12.03 hrs Time Interval = 1 min Runoff Volume = 3,758 cuft Drainage Area = 0.497 ac Curve Number = 80 Tc Method = User Time of Conc. (Tc) = 15.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.40 cfs Page 94 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P1 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 3.202 cfs Storm Frequency = 10-yr Time to Peak = 11.98 hrs Time Interval = 1 min Runoff Volume = 7,263 cuft Drainage Area = 0.91 ac Curve Number = 81.43 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.20 cfs Page 95 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P2 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 0.647 cfs Storm Frequency = 10-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 1,568 cuft Drainage Area = 0.189 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 11.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.65 cfs Page 96 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 1.851 cfs Storm Frequency = 10-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 4,703 cuft Drainage Area = 0.545 ac Curve Number = 84 Tc Method = User Time of Conc. (Tc) = 13.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.85 cfs Page 97 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 0.899 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 1,833 cuft Drainage Area = 0.218 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 6.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.90 cfs Page 98 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P6 Hyd. No. 6 Hydrograph Type = NRCS Runoff Peak Flow = 3.097 cfs Storm Frequency = 10-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 7,009 cuft Drainage Area = 1.133 ac Curve Number = 75 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.10 cfs Page 99 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P7 Hyd. No. 7 Hydrograph Type = NRCS Runoff Peak Flow = 1.465 cfs Storm Frequency = 10-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 3,266 cuft Drainage Area = 0.258 ac Curve Number = 94.08 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.46 cfs Page 100 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 CATCH BASINS Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 2.054 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 4,834 cuft Inflow Hydrographs = 3, 7 Total Contrib. Area = 0.447 ac P2 P7 CATCH BASINS Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.05 cfs Page 101 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #4 Hyd. No. 9 Hydrograph Type = Junction Peak Flow = 2.953 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 6,667 cuft Inflow Hydrographs = 5, 8 Total Contrib. Area = 0.665 ac P5 CATCH BASINS STR #4 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.95 cfs Page 102 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #8 Hyd. No. 10 Hydrograph Type = Junction Peak Flow = 3.231 cfs Storm Frequency = 10-yr Time to Peak = 12.02 hrs Time Interval = 1 min Hydrograph Volume = 8,462 cuft Inflow Hydrographs = 1, 4 Total Contrib. Area = 1.042 ac P3 P4 STR #8 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.23 cfs Page 103 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #3 Hyd. No. 11 Hydrograph Type = Junction Peak Flow = 5.883 cfs Storm Frequency = 10-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 15,129 cuft Inflow Hydrographs = 9, 10 Total Contrib. Area = 1.707 ac STR #4 STR #8 STR #3 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 Qp = 5.88 cfs Page 104 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 EAST TO DETENTION Hyd. No. 12 Hydrograph Type = Junction Peak Flow = 8.970 cfs Storm Frequency = 10-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 22,138 cuft Inflow Hydrographs = 6, 11 Total Contrib. Area = 2.84 ac P6 STR #3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 Qp = 8.97 cfs Page 105 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E4 Hyd. No. 13 Hydrograph Type = NRCS Runoff Peak Flow = 0.188 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 380 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 Qp = 0.19 cfs Page 106 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E5 Hyd. No. 14 Hydrograph Type = NRCS Runoff Peak Flow = 0.098 cfs Storm Frequency = 10-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 198 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.05 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 0.09 0.095 Qp = 0.10 cfs Page 107 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 NORTHEAST TO DET. Hyd. No. 15 Hydrograph Type = Junction Peak Flow = 3.478 cfs Storm Frequency = 10-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 7,840 cuft Inflow Hydrographs = 2, 13, 14 Total Contrib. Area = 1.021 ac P1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.48 cfs Page 108 of 266 04/15/2024 Hydrograph 25-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff P3 1.799 12.03 4,843 ---- 2 NRCS Runoff P1 4.075 11.98 9,293 ---- 3 NRCS Runoff P2 0.821 12.00 2,001 ---- 4 NRCS Runoff P4 2.323 12.02 5,943 ---- 5 NRCS Runoff P5 1.136 11.95 2,338 ---- 6 NRCS Runoff P6 4.101 11.98 9,279 ---- 7 NRCS Runoff P7 1.746 11.95 3,941 ---- 8 Junction CATCH BASINS 2.497 11.97 5,942 3, 7 9 Junction STR #4 3.633 11.97 8,280 5, 8 10 Junction STR #8 4.103 12.02 10,786 1, 4 11 Junction STR #3 7.373 11.98 19,066 9, 10 12 Junction EAST TO DETENTION 11.47 11.98 28,345 6, 11 13 NRCS Runoff E4 0.257 11.97 517 ---- 14 NRCS Runoff E5 0.134 11.97 269 ---- 15 Junction NORTHEAST TO DET. 4.449 11.98 10,079 2, 13, 14 Page 109 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P3 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 1.799 cfs Storm Frequency = 25-yr Time to Peak = 12.03 hrs Time Interval = 1 min Runoff Volume = 4,843 cuft Drainage Area = 0.497 ac Curve Number = 80 Tc Method = User Time of Conc. (Tc) = 15.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.80 cfs Page 110 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P1 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 4.075 cfs Storm Frequency = 25-yr Time to Peak = 11.98 hrs Time Interval = 1 min Runoff Volume = 9,293 cuft Drainage Area = 0.91 ac Curve Number = 81.43 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.07 cfs Page 111 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P2 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 0.821 cfs Storm Frequency = 25-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 2,001 cuft Drainage Area = 0.189 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 11.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.82 cfs Page 112 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 2.323 cfs Storm Frequency = 25-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 5,943 cuft Drainage Area = 0.545 ac Curve Number = 84 Tc Method = User Time of Conc. (Tc) = 13.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.32 cfs Page 113 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 1.136 cfs Storm Frequency = 25-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 2,338 cuft Drainage Area = 0.218 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 6.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.14 cfs Page 114 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P6 Hyd. No. 6 Hydrograph Type = NRCS Runoff Peak Flow = 4.101 cfs Storm Frequency = 25-yr Time to Peak = 11.98 hrs Time Interval = 1 min Runoff Volume = 9,279 cuft Drainage Area = 1.133 ac Curve Number = 75 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.10 cfs Page 115 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P7 Hyd. No. 7 Hydrograph Type = NRCS Runoff Peak Flow = 1.746 cfs Storm Frequency = 25-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 3,941 cuft Drainage Area = 0.258 ac Curve Number = 94.08 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.75 cfs Page 116 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 CATCH BASINS Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 2.497 cfs Storm Frequency = 25-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 5,942 cuft Inflow Hydrographs = 3, 7 Total Contrib. Area = 0.447 ac P2 P7 CATCH BASINS Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.50 cfs Page 117 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #4 Hyd. No. 9 Hydrograph Type = Junction Peak Flow = 3.633 cfs Storm Frequency = 25-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 8,280 cuft Inflow Hydrographs = 5, 8 Total Contrib. Area = 0.665 ac P5 CATCH BASINS STR #4 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.63 cfs Page 118 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #8 Hyd. No. 10 Hydrograph Type = Junction Peak Flow = 4.103 cfs Storm Frequency = 25-yr Time to Peak = 12.02 hrs Time Interval = 1 min Hydrograph Volume = 10,786 cuft Inflow Hydrographs = 1, 4 Total Contrib. Area = 1.042 ac P3 P4 STR #8 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.10 cfs Page 119 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #3 Hyd. No. 11 Hydrograph Type = Junction Peak Flow = 7.373 cfs Storm Frequency = 25-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 19,066 cuft Inflow Hydrographs = 9, 10 Total Contrib. Area = 1.707 ac STR #4 STR #8 STR #3 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 Qp = 7.37 cfs Page 120 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 EAST TO DETENTION Hyd. No. 12 Hydrograph Type = Junction Peak Flow = 11.47 cfs Storm Frequency = 25-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 28,345 cuft Inflow Hydrographs = 6, 11 Total Contrib. Area = 2.84 ac P6 STR #3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Qp = 11.47 cfs Page 121 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E4 Hyd. No. 13 Hydrograph Type = NRCS Runoff Peak Flow = 0.257 cfs Storm Frequency = 25-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 517 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 Qp = 0.26 cfs Page 122 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E5 Hyd. No. 14 Hydrograph Type = NRCS Runoff Peak Flow = 0.134 cfs Storm Frequency = 25-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 269 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 4.76 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 Qp = 0.13 cfs Page 123 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 NORTHEAST TO DET. Hyd. No. 15 Hydrograph Type = Junction Peak Flow = 4.449 cfs Storm Frequency = 25-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 10,079 cuft Inflow Hydrographs = 2, 13, 14 Total Contrib. Area = 1.021 ac P1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.45 cfs Page 124 of 266 04/15/2024 Hydrograph 100-yr Summary Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff P3 2.464 12.03 6,675 ---- 2 NRCS Runoff P1 5.510 11.98 12,704 ---- 3 NRCS Runoff P2 1.108 12.00 2,727 ---- 4 NRCS Runoff P4 3.093 12.02 8,009 ---- 5 NRCS Runoff P5 1.528 11.95 3,186 ---- 6 NRCS Runoff P6 5.813 11.98 13,184 ---- 7 NRCS Runoff P7 2.198 11.95 5,038 ---- 8 Junction CATCH BASINS 3.218 11.97 7,765 3, 7 9 Junction STR #4 4.740 11.97 10,951 5, 8 10 Junction STR #8 5.537 12.02 14,684 1, 4 11 Junction STR #3 9.817 11.98 25,635 9, 10 12 Junction EAST TO DETENTION 15.63 11.98 38,819 6, 11 13 NRCS Runoff E4 0.376 11.97 757 ---- 14 NRCS Runoff E5 0.196 11.97 394 ---- 15 Junction NORTHEAST TO DET. 6.054 11.98 13,855 2, 13, 14 Page 125 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P3 Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 2.464 cfs Storm Frequency = 100-yr Time to Peak = 12.03 hrs Time Interval = 1 min Runoff Volume = 6,675 cuft Drainage Area = 0.497 ac Curve Number = 80 Tc Method = User Time of Conc. (Tc) = 15.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.46 cfs Page 126 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P1 Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 5.510 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Runoff Volume = 12,704 cuft Drainage Area = 0.91 ac Curve Number = 81.43 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 Qp = 5.51 cfs Page 127 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P2 Hyd. No. 3 Hydrograph Type = NRCS Runoff Peak Flow = 1.108 cfs Storm Frequency = 100-yr Time to Peak = 12.00 hrs Time Interval = 1 min Runoff Volume = 2,727 cuft Drainage Area = 0.189 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 11.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.11 cfs Page 128 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P4 Hyd. No. 4 Hydrograph Type = NRCS Runoff Peak Flow = 3.093 cfs Storm Frequency = 100-yr Time to Peak = 12.02 hrs Time Interval = 1 min Runoff Volume = 8,009 cuft Drainage Area = 0.545 ac Curve Number = 84 Tc Method = User Time of Conc. (Tc) = 13.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.09 cfs Page 129 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P5 Hyd. No. 5 Hydrograph Type = NRCS Runoff Peak Flow = 1.528 cfs Storm Frequency = 100-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 3,186 cuft Drainage Area = 0.218 ac Curve Number = 82 Tc Method = User Time of Conc. (Tc) = 6.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 Qp = 1.53 cfs Page 130 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P6 Hyd. No. 6 Hydrograph Type = NRCS Runoff Peak Flow = 5.813 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Runoff Volume = 13,184 cuft Drainage Area = 1.133 ac Curve Number = 75 Tc Method = User Time of Conc. (Tc) = 10.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 Qp = 5.81 cfs Page 131 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 P7 Hyd. No. 7 Hydrograph Type = NRCS Runoff Peak Flow = 2.198 cfs Storm Frequency = 100-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 5,038 cuft Drainage Area = 0.258 ac Curve Number = 94.08 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 Qp = 2.20 cfs Page 132 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 CATCH BASINS Hyd. No. 8 Hydrograph Type = Junction Peak Flow = 3.218 cfs Storm Frequency = 100-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 7,765 cuft Inflow Hydrographs = 3, 7 Total Contrib. Area = 0.447 ac P2 P7 CATCH BASINS Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 Qp = 3.22 cfs Page 133 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #4 Hyd. No. 9 Hydrograph Type = Junction Peak Flow = 4.740 cfs Storm Frequency = 100-yr Time to Peak = 11.97 hrs Time Interval = 1 min Hydrograph Volume = 10,951 cuft Inflow Hydrographs = 5, 8 Total Contrib. Area = 0.665 ac P5 CATCH BASINS STR #4 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 Qp = 4.74 cfs Page 134 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #8 Hyd. No. 10 Hydrograph Type = Junction Peak Flow = 5.537 cfs Storm Frequency = 100-yr Time to Peak = 12.02 hrs Time Interval = 1 min Hydrograph Volume = 14,684 cuft Inflow Hydrographs = 1, 4 Total Contrib. Area = 1.042 ac P3 P4 STR #8 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 Qp = 5.54 cfs Page 135 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 STR #3 Hyd. No. 11 Hydrograph Type = Junction Peak Flow = 9.817 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 25,635 cuft Inflow Hydrographs = 9, 10 Total Contrib. Area = 1.707 ac STR #4 STR #8 STR #3 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 Qp = 9.82 cfs Page 136 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 EAST TO DETENTION Hyd. No. 12 Hydrograph Type = Junction Peak Flow = 15.63 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 38,819 cuft Inflow Hydrographs = 6, 11 Total Contrib. Area = 2.84 ac P6 STR #3 EAST TO DETENTION Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Qp = 15.63 cfs Page 137 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E4 Hyd. No. 13 Hydrograph Type = NRCS Runoff Peak Flow = 0.376 cfs Storm Frequency = 100-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 757 cuft Drainage Area = 0.073 ac Curve Number = 70.41 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Qp = 0.38 cfs Page 138 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 E5 Hyd. No. 14 Hydrograph Type = NRCS Runoff Peak Flow = 0.196 cfs Storm Frequency = 100-yr Time to Peak = 11.97 hrs Time Interval = 1 min Runoff Volume = 394 cuft Drainage Area = 0.038 ac Curve Number = 70.4 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 5.91 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 0.12 0.13 0.14 0.15 0.16 0.17 0.18 0.19 0.2 Qp = 0.20 cfs Page 139 of 266 04/15/2024 Hydrograph Report Project Name: Venture Church (#402) Hydrology Studio v 3.0.0.32 04-15-2024 NORTHEAST TO DET. Hyd. No. 15 Hydrograph Type = Junction Peak Flow = 6.054 cfs Storm Frequency = 100-yr Time to Peak = 11.98 hrs Time Interval = 1 min Hydrograph Volume = 13,855 cuft Inflow Hydrographs = 2, 13, 14 Total Contrib. Area = 1.021 ac P1 E4 E5 NORTHEAST TO DET. Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 Qp = 6.05 cfs Page 140 of 266 04/15/2024 Precipitation Report Precipitation filename: Carmel (in) - Venture.pcp Hydrology Studio v 3.0.0.32 (Rainfall totals in Inches) 04-15-2024 Active 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Active ✔ ✔ ✔ ✔ SCS Storms > SCS Dimensionless Storms SCS 6hr 1.20 1.50 0 1.86 2.18 2.64 3.01 3.41 Type I, 24-hr 0 0 0 0 0 0 0 0 Type IA, 24-hr 0 0 0 0 0 0 0 0 Type II, 24-hr ✔0 2.86 0 0 4.05 4.76 0 5.91 Type II FL, 24-hr 0 0 0 0 0 0 0 0 Type III, 24-hr 0 0 0 0 0 0 0 0 Synthetic Storms > IDF-Based Synthetic Storms 1-hr 0 1.25 0 1.67 1.96 2.31 2.62 2.88 2-hr 0 1.52 0 2.03 2.39 2.80 3.18 3.50 3-hr 0 1.68 0 2.26 2.64 3.09 3.51 3.86 6-hr 0 1.99 0 2.66 3.11 3.60 4.09 4.49 12-hr 0 2.34 0 3.11 3.62 4.14 4.71 5.17 24-hr 0 2.74 0 3.63 4.19 4.75 5.38 5.92 Huff Distribution > 1st Quartile (0 to 6 hrs) 1-hr 0 1.43 0 0 2.07 2.45 0 3.07 2-hr 0 1.68 0 0 2.45 2.93 0 3.74 3-hr 0 1.78 0 0 2.61 3.14 0 4.05 6-hr 0 2.11 0 0 3.11 3.76 0 4.88 Huff Distribution > 2nd Quartile (>6 to 12 hrs) 8-hr 0 0 0 0 0 0 0 0 12-hr 0 2.49 0 0 3.59 4.28 0 5.45 Huff Distribution > 3rd Quartile (>12 to 24 hrs) 18-hr 0 0 0 0 0 0 0 0 24-hr 0 2.95 0 0 4.12 4.82 0 5.92 Custom Storms > Custom Storm Distributions My Custom Storm 1 0 0.46 0 0 0.62 0.71 0 0.85 My Custom Storm 2 0 0.71 0 0 0.95 1.08 0 1.28 My Custom Storm 3 0 0.87 0 0 1.17 1.34 0 1.59 My Custom Storm 4 0 1.17 0 0 1.63 1.89 0 2.30 My Custom Storm 5 0 0 0 0 0 0 0 0 My Custom Storm 6 0 0 0 0 0 0 0 0 My Custom Storm 7 0 0 0 0 0 0 0 0 My Custom Storm 8 0 0 0 0 0 0 0 0 My Custom Storm 9 0 0 0 0 0 0 0 0 My Custom Storm 10 0 0 0 0 0 0 0 0 Page 141 of 266 04/15/2024 Site Improvements- Venture Church, Carmel (Project #402) WATER QUALITY CALCULATIONS Page 142 of 266 04/15/2024 Project:Venture Church (project #402) Form:Proposed CN - water quality Prepared by:Chris Laystrom - LandWorx Eng. Date:4/14/2024 Proposed Conditions see Proposed Drainage Areas Exhibit Drainage Area P2 0.189 AC Drainage Area P5 0.218 AC Total - Proposed 2.839 AC Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.000 0 Roof 98 0.000 0 Roof 98 0.088 8.66387 Pavement 98 0.021 2.020294 Pavement 98 0.027 2.600735 Pavement 98 0.387 37.8929 Grass (YoxA)C 74 0.000 0 Grass (YoxA)C 74 0.000 0 Grass (YoxA)C 74 1.272 94.1241 Grass (YmsB2)D 80 0.168 13.44536 Grass (YmsB2)D 80 0.078 6.211203 Grass (YmsB2)D 80 0.740 59.214 Grass (YbvA)D 80 0.000 0 Grass (YbvA)D 80 0.114 9.083563 Grass (YbvA)D 80 0.332 26.5546 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.012 1.09105 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.008 0.73118 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Total =0.189 15.466 Total =0.218 17.896 Total =2.839 228.272 CN =81.97 CN =82.19 CN =80.39 Drainage Area P3 0.497 AC Drainage Area P6 1.133 AC Water Quality - impervious 0.495 AC Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.000 0 Roof 98 0.000 0 Roof 98 0.088 8.66387 Pavement 98 0.024 2.398255 Pavement 98 0.000 0 Pavement 98 0.387 37.8929 Grass (YoxA)C 74 0.038 2.801331 Grass (YoxA)C 74 0.982 72.64945 Grass (YoxA)C 74 0.000 0 Grass (YmsB2)D 80 0.432 34.5877 Grass (YmsB2)D 80 0.000 0 Grass (YmsB2)D 80 0.000 0 Grass (YbvA)D 80 0.000 0 Grass (YbvA)D 80 0.151 12.0753 Grass (YbvA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.012 1.09105 Gravel (YmsB2)D 91 0.003 0.250689 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.008 0.73118 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Total =0.497 40.038 Total =1.133 84.725 Total =0.495 48.379 CN =80.49 CN =74.80 CN =97.66 Drainage Area P4 0.545 AC Drainage Area P7 0.258 AC Total - Proposed 2.344 AC Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Surface Type Soil Group CN Factor Area CN*Area Roof 98 0.043 4.234068 Roof 98 0.045 4.429798 Roof 98 0.000 0 Pavement 98 0.159 15.53466 Pavement 98 0.157 15.33893 Pavement 98 0.000 0 Grass (YoxA)C 74 0.252 18.67328 Grass (YoxA)C 74 0.000 0 Grass (YoxA)C 74 1.272 94.1241 Grass (YmsB2)D 80 0.006 0.477502 Grass (YmsB2)D 80 0.056 4.492195 Grass (YmsB2)D 80 0.740 59.214 Grass (YbvA)D 80 0.067 5.395776 Grass (YbvA)D 80 0.000 0 Grass (YbvA)D 80 0.332 26.5546 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Grass (YwqA)D 80 0.000 0 Gravel (YoxA)C 89 0.012 1.091047 Gravel (YoxA)C 89 0.000 0 Gravel (YoxA)C 89 0.000 0 Gravel (YmsB2)D 91 0.005 0.480487 Gravel (YmsB2)D 91 0.000 0 Gravel (YmsB2)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Gravel (YbvA)D 91 0.000 0 Total =0.545 45.887 Total =0.258 24.261 Total =2.344 179.893 CN =84.19 CN =94.08 CN =76.74 Page 143 of 266 04/15/2024 Basin Model Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 Page 144 of 266 04/15/2024 Hydrograph by Return Period Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (cfs) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 NRCS Runoff IMPERVIOUS 0.654 0.654 0.654 2 NRCS Runoff PERVIOUS 0.026 0.026 0.026 3 Junction WQ FLOW RATE 0.656 0.656 0.656 Page 145 of 266 04/15/2024 Hydrograph 2-yr Summary Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff IMPERVIOUS 0.654 11.95 1,409 ---- 2 NRCS Runoff PERVIOUS 0.026 12.05 397 ---- 3 Junction WQ FLOW RATE 0.656 11.95 1,807 1, 2 Page 146 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 IMPERVIOUS Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 0.654 cfs Storm Frequency = 2-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 1,409 cuft Drainage Area = 0.495 ac Curve Number = 97.66 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 1.00 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.65 cfs Page 147 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 PERVIOUS Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 0.026 cfs Storm Frequency = 2-yr Time to Peak = 12.05 hrs Time Interval = 1 min Runoff Volume = 397 cuft Drainage Area = 2.344 ac Curve Number = 76.74 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 1.00 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.02 0.022 0.024 0.026 Qp = 0.03 cfs Page 148 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 WQ FLOW RATE Hyd. No. 3 Hydrograph Type = Junction Peak Flow = 0.656 cfs Storm Frequency = 2-yr Time to Peak = 11.95 hrs Time Interval = 1 min Hydrograph Volume = 1,807 cuft Inflow Hydrographs = 1, 2 Total Contrib. Area = 2.839 ac IMPERVIOUS PERVIOUS WQ FLOW RATE Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.66 cfs Page 149 of 266 04/15/2024 Hydrograph 10-yr Summary Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff IMPERVIOUS 0.654 11.95 1,409 ---- 2 NRCS Runoff PERVIOUS 0.026 12.05 397 ---- 3 Junction WQ FLOW RATE 0.656 11.95 1,807 1, 2 Page 150 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 IMPERVIOUS Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 0.654 cfs Storm Frequency = 10-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 1,409 cuft Drainage Area = 0.495 ac Curve Number = 97.66 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 1.00 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.65 cfs Page 151 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 PERVIOUS Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 0.026 cfs Storm Frequency = 10-yr Time to Peak = 12.05 hrs Time Interval = 1 min Runoff Volume = 397 cuft Drainage Area = 2.344 ac Curve Number = 76.74 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 1.00 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.02 0.022 0.024 0.026 Qp = 0.03 cfs Page 152 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 WQ FLOW RATE Hyd. No. 3 Hydrograph Type = Junction Peak Flow = 0.656 cfs Storm Frequency = 10-yr Time to Peak = 11.95 hrs Time Interval = 1 min Hydrograph Volume = 1,807 cuft Inflow Hydrographs = 1, 2 Total Contrib. Area = 2.839 ac IMPERVIOUS PERVIOUS WQ FLOW RATE Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.66 cfs Page 153 of 266 04/15/2024 Hydrograph 100-yr Summary Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 NRCS Runoff IMPERVIOUS 0.654 11.95 1,409 ---- 2 NRCS Runoff PERVIOUS 0.026 12.05 397 ---- 3 Junction WQ FLOW RATE 0.656 11.95 1,807 1, 2 Page 154 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 IMPERVIOUS Hyd. No. 1 Hydrograph Type = NRCS Runoff Peak Flow = 0.654 cfs Storm Frequency = 100-yr Time to Peak = 11.95 hrs Time Interval = 1 min Runoff Volume = 1,409 cuft Drainage Area = 0.495 ac Curve Number = 97.66 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 1.00 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.65 cfs Page 155 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 PERVIOUS Hyd. No. 2 Hydrograph Type = NRCS Runoff Peak Flow = 0.026 cfs Storm Frequency = 100-yr Time to Peak = 12.05 hrs Time Interval = 1 min Runoff Volume = 397 cuft Drainage Area = 2.344 ac Curve Number = 76.74 Tc Method = User Time of Conc. (Tc) = 5.0 min Total Rainfall = 1.00 in Design Storm = Type II Storm Duration = 24 hrs Shape Factor = 484 Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018 0.02 0.022 0.024 0.026 Qp = 0.03 cfs Page 156 of 266 04/15/2024 Hydrograph Report Project Name: VENTURE CHURCH #402 Hydrology Studio v 3.0.0.32 04-15-2024 WQ FLOW RATE Hyd. No. 3 Hydrograph Type = Junction Peak Flow = 0.656 cfs Storm Frequency = 100-yr Time to Peak = 11.95 hrs Time Interval = 1 min Hydrograph Volume = 1,807 cuft Inflow Hydrographs = 1, 2 Total Contrib. Area = 2.839 ac IMPERVIOUS PERVIOUS WQ FLOW RATE Time (hrs) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1 Qp = 0.66 cfs Page 157 of 266 04/15/2024 Precipitation Report Precipitation filename: Avon rainfall depth (IN).pcp Hydrology Studio v 3.0.0.32 (Rainfall totals in Inches) 04-15-2024 Active 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Active ✔ ✔ ✔ SCS Storms > SCS Dimensionless Storms SCS 6hr 1.20 1.50 0 1.86 2.18 2.64 3.01 3.41 Type I, 24-hr 0 0 0 0 0 0 0 0 Type IA, 24-hr 0 0 0 0 0 0 0 0 Type II, 24-hr ✔1.00 1.00 0 0 1.00 1.00 0 1.00 Type II FL, 24-hr 0 0 0 0 0 0 0 0 Type III, 24-hr 0 0 0 0 0 0 0 0 Synthetic Storms > IDF-Based Synthetic Storms 1-hr 0 1.25 0 1.67 1.96 2.31 2.62 2.88 2-hr 0 1.52 0 2.03 2.39 2.80 3.18 3.50 3-hr 0 1.68 0 2.26 2.64 3.09 3.51 3.86 6-hr 0 1.99 0 2.66 3.11 3.60 4.09 4.49 12-hr 0 2.34 0 3.11 3.62 4.14 4.71 5.17 24-hr 0 2.74 0 3.63 4.19 4.75 5.38 5.92 Huff Distribution > 1st Quartile (0 to 6 hrs) 1-hr 0 1.42 0 0 2.05 2.43 0 3.03 2-hr 0 1.66 0 0 2.43 2.90 0 3.69 3-hr 0 1.76 0 0 2.59 3.10 0 3.98 6-hr 0 2.09 0 0 3.07 3.70 0 4.79 Huff Distribution > 2nd Quartile (>6 to 12 hrs) 8-hr 0 0 0 0 0 0 0 0 12-hr 0 2.48 0 0 3.57 4.25 0 5.39 Huff Distribution > 3rd Quartile (>12 to 24 hrs) 18-hr 0 0 0 0 0 0 0 0 24-hr 0 2.93 0 0 4.08 4.76 0 5.85 Custom Storms > Custom Storm Distributions My Custom Storm 1 0 0.45 0 0 0.61 0.70 0 0.84 My Custom Storm 2 0 0.71 0 0 0.94 1.07 0 1.26 My Custom Storm 3 0 0.87 0 0 1.16 1.32 0 1.57 My Custom Storm 4 0 1.16 0 0 1.61 1.87 0 2.27 My Custom Storm 5 0 0 0 0 0 0 0 0 My Custom Storm 6 0 0 0 0 0 0 0 0 My Custom Storm 7 0 0 0 0 0 0 0 0 My Custom Storm 8 0 0 0 0 0 0 0 0 My Custom Storm 9 0 0 0 0 0 0 0 0 My Custom Storm 10 0 0 0 0 0 0 0 0 Page 158 of 266 04/15/2024 RECTANGULAR WEIR - Height Calculations C =3.33 Length =1.00 ft. W.S. Elev. =777.08 ft. Crest =776.66 ft. H =0.42 ft.5.00 Inches Q =0.82 c.f.s.* *a 5.00" tall weir in the diversion manhole will direct 0.82 cfs of runoff to the Water Quality BMP, more than the 0.656 cfs requirement Page 159 of 266 04/15/2024 Site Improvements- Venture Church, Carmel (Project #402) DRAINAGE MASTERPLAN HAZEL DELL CHRISTIAN CHURCH VESTIBULE & PARKING CRIPE – DATED 7/9/2014 Page 160 of 266 04/15/2024 3939 Priority Way South Drive, Suite 200 Indianapolis, Indiana 46240 Telephone 317 844 6777 Facsimile 317 706 6451 www.cripe.biz PIC: 090392-20100 Drainage Design Report for Hazel Dell Christian Church Vestibule and Parking Indianapolis, Indiana Prepared for: 14501 Hazel Dell Parkway Carmel, Indiana 46033 January 17, 2014 Revised July 9, 2014 Certified By: David A. Lach, P.E., LEED, AP INDIANA PE 10000126 Page 161 of 266 04/15/2024 O:\2009\090392\20100\docs\Engr\Reports\Drainage\HDCC Drainage Report_2014-06-18.doc i DRAINAGE DESIGN REPORT FOR HAZEL DELL CHRISTIAN CHURCH VESTIBULE AND PARKING PROJECT Hazel Dell Christian Church TABLE OF CONTENTS 1.0 Introduction ......................................................................................................... 1 1.1 Project Description ................................................................................................ 1 1.2 Scope of Report .................................................................................................... 1 1.3 Existing Conditions ................................................................................................ 1 2.0 Stormwater Detention ........................................................................................ 1 2.1 Detention Volume .................................................................................................. 2 3.0 Storm Sewer Design ........................................................................................... 2 4.0 Water Quality Analysis ....................................................................................... 3 5.0 Conclusion .......................................................................................................... 4 APPENDICES Appendix A – “Woodland Springs Christian Church” Drainage Report, Woolpert, April 1999 Appendix B – Pond Volume Calculations from the “Drainage Design Report for Hazel Dell Christian Church Children’s Ministry Expansion, March 2010 Appendix C – Storm Pipe Calculations Appendix D – Water Quality Calculations Appendix E – Proposed Curve Number Calculation Page 162 of 266 04/15/2024 1 1.0 Introduction This report addresses the Stormwater Management system proposed to serve the Hazel Dell Christian Church Vestibule and Parking project. The proposed improvements are a part of the existing master-planned Hazel Dell Christian Church campus. This report identifies the design parameters for storm water quality and storm sewer system requirements for the above indicated improvements. The project is located within the City of Carmel and is, therefore, subject to the design requirements of the City of Carmel Stormwater Technical Standards Manual. This report also includes design according to the water quality requirements per City of Carmel Stormwater Technical Standards Manual. An Operation and Maintenance Manual for the Best Management Practice (BMP) structures will be provided separately. 1.1 Project Description The proposed construction will be located on an approximately 24.62 acre site. The disturbed area is 8.0 acres for the construction of the new vestibule and parking area. The proposed vestibule is approximately 125 sf and is located at the south side of the church. Additional parking for the site is being proposed on the west and south side of the church. In addition to the vestibule and parking, there are proposed interior renovations, minor utility relocations, storm sewer infrastructure and water quality treatment. 1.2 Scope of Report This report summarizes the design of the storm water management system and post construction BMPs for Stormwater Quality Treatment for this development. 1.3 Existing Conditions The site consists of the existing building and parking lot area as well as the existing detention basin. A significant portion of the site is still undeveloped (grass field) with an existing dry detention facility that has been master-planned for future additions and parking lots. 2.0 Stormwater Detention The existing dry detention has been master-planned to accommodate full development of the site. This development does not exceed future planned building and pavement areas as delineated in the “Woodland Springs Christian Church” Drainage Report by Woolpert dated April, 1999. (See Appendix A for Woolpert Drainage report.) Per the Woolpert Drainage Report, the detention basin was sized for a CN=78, which includes 9.43 acres of impervious surface. The total impervious surface area for this site Page 163 of 266 04/15/2024 2 with the proposed development will be 7.44 acres. The composite curve number for the developed site is 75.4. Therefore, this development is within the limits of the Master Drainage Plan. (See Appendix E for Drainage Area Map and Curve Number Calculation.) 2.1 Detention Volume When the site was last modified for the Children’s Ministry building expansion, it was noted that the previous existing pond was not constructed per the Woolpert design plans. Critical top contours for the berm were not constructed to the existing weir structure. Therefore, the Children’s Ministry building expansion included providing the additional detention volume needed to match the master plan conditions. The detention area provides the 7.77 ac/ft of storage as required per the Master Drainage Report and 9.12 ac/ft of storage as provided with the design of the Children’s Ministry building. (See Appendix B for Previous Pond Volume Calculations from the Drainage Report for the Children’s Ministry Expansion.) As noted above, since the composite curve number for the developed site is 75.4 which is less than the design curve number of 78, the proposed development is within the limits of the design and capacity of the existing detention system as modified in the Children’s Ministry project. 3.0 Storm Sewer Design StormCad v5.5 was used to size all storm drainage pipes for the 10-year storm event peak flows. StormCad v5.5 utilizes a graphical pipe network containing pipe data, inlet characteristics, watershed areas, and rainfall information. These flow calculations are valid for both pressure and varied flow situations including hydraulic jumps, backwater elevations, and draw down curves. These calculations are based on the rational method. Factors involved include runoff coefficient (C), time of concentration (Tc) and Area (A). The pipes within the drainage network have been designed to allow for a 2.50 fps cleaning velocity when running full. StormCad was utilized to size the storm sewers using the Rational Method. Factors involved in the use of this method are the area of the basin, the rational coefficient (C) and the time of concentration (Tc). The basin area is measured off the plans and survey. The runoff coefficient is estimated based on the proposed land use conditions. The time of concentration is determined from surface conditions and the slope of terrain. Pipe sizing calculations are included in Appendix C. Page 164 of 266 04/15/2024 3 4.0 Water Quality Analysis A treatment train for BMPs is required by the City of Carmel to treat runoff through the system. For this site, a Mechanical Swirl Chamber and vegetative swale are used to treat the runoff. Utilizing the procedures outlined in the City of Carmel Stormwater Technical Standards Manual, a water quality treatment rate was calculated based on the SCS Type II distribution for 1 inch of rainfall in 24 hours and a water quality CN of 95.7. The first BMP in the treatment train is a Mechanical Swirl Chamber. This BMP will treat the new construction vestibule area, parking, and drives (sized for approximately 2.85 acres). When the future parking lot and future building are constructed, a separate BMP(s) will be provided for those portions of the site and the treatment train. An Aqua Swirl AS-6 system is designed to treat 2.23 cfs. Calculations for the site result in 2.22 cfs water quality flow to the Aqua Swirl for treatment. A vegetative swale is designed for the second BMP in the treatment train. The treatment area for the vegetative swale is 4.43 acres. The vegetative swale is designed to treat the new construction vestibule area, parking, and drives as well as the proposed lot to the east of the south parking lot currently proposed. There are temporary swales and culvert crossing existing utilities in the proposed project. These swales and drainage areas are not included in the water quality calculations since they are temporary and this area will be treated when developed in the future. The velocity of the flow in the swale is 0.51 ft/s, which will ensure efficient pollutant removal. See Appendix D for Water Quality Calculations. Page 165 of 266 04/15/2024 4 5.0 Conclusion The proposed modifications to the dry detention basin will provide the required storage per the Master Drainage Report. The revised curve number does not exceed the limits of the Master Drainage Report. Therefore, no adverse impacts are anticipated from the development. Below is a summary of the available information from the Master Drainage Report that was approved prior to the current stormwater management ordinance. Pre-Development Post-Development Site Outlet Item Drainage Area, D.A. (ac) Depress Storage 2-yr cfs 10-yr cfs 100-yr cfs Drainage Area, D.A. (ac) Depress Storage 2- yr cfs 10- yr cfs 100-yr cfs NE 24.6 ac onsite 124.92 ac offsite No 24.6 ac onsite 124.92 ac offsite No Release Rate na 193.03 na na na 185.13 Allowable Release Rate - - - na na 193.03 Page 166 of 266 04/15/2024 Appendix A “Woodland Springs Christian Church” Drainage Report, Woolpert, April 1999 Page 167 of 266 04/15/2024 Page 168 of 266 04/15/2024 Page 169 of 266 04/15/2024 Page 170 of 266 04/15/2024 Page 171 of 266 04/15/2024 Page 172 of 266 04/15/2024 Page 173 of 266 04/15/2024 Page 174 of 266 04/15/2024 Page 175 of 266 04/15/2024 Page 176 of 266 04/15/2024 Page 177 of 266 04/15/2024 Page 178 of 266 04/15/2024 Page 179 of 266 04/15/2024 Page 180 of 266 04/15/2024 Page 181 of 266 04/15/2024 Page 182 of 266 04/15/2024 Page 183 of 266 04/15/2024 Page 184 of 266 04/15/2024 Page 185 of 266 04/15/2024 Page 186 of 266 04/15/2024 Page 187 of 266 04/15/2024 Page 188 of 266 04/15/2024 Page 189 of 266 04/15/2024 Page 190 of 266 04/15/2024 Page 191 of 266 04/15/2024 Page 192 of 266 04/15/2024 Page 193 of 266 04/15/2024 Appendix B Pond Volume Calculations from the “Drainage Design Report for Hazel Dell Christian Church Children’s Ministry Expansion, March 2010 Page 194 of 266 04/15/2024 Page 195 of 266 04/15/2024 Page 196 of 266 04/15/2024 Page 197 of 266 04/15/2024 Page 198 of 266 04/15/2024 Appendix C Storm Pipe Calculations Page 199 of 266 04/15/2024 Page 200 of 266 04/15/2024 Page 201 of 26604/15/2024 Hazel Dell Christian Church - Vestibule Parking CITY OF CARMEL STANDARDS SOILS ON SITE Hard Surfaces Br (Brookston silty clay loam) B/D Asphalt/concrete 0.85 MmB2 (Miami Silt Loam 2-6%) B Gravel 0.85 OcA (Ockley silt loam, 0-2%) B Roof 0.90 SOILS Impervious soil 0.55 Impervious soil w/turf 0.45 Slightly Pervious 0.25 Slightly Perv with turf 0.20 Moderately Pervious 0.15 Mod Perv with turf 0.10 'C' VALUE WORKSHEET O:\2009\090392\20100\Calcs\Storm\Final\TC_C_CALCS 2014-03-23.xls Page 202 of 266 04/15/2024 Hazel Dell Christian Church - Vestibule Parking Basin 713 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.16 0.14 Gravel 0.85 0.00 0.00 0.45 0.06 0.03 0.20 0.00 0.00 Total 0.22 0.16 0.74 1 Basin 712 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.22 0.19 Gravel 0.85 0.00 0.00 0.45 0.04 0.02 0.15 0.08 0.01 Total 0.34 0.22 0.64 1 Basin 711 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.19 0.16 Gravel 0.85 0.00 0.00 0.45 0.00 0.00 0.15 0.35 0.05 Total 0.54 0.21 0.40 0 Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Mod Pervious Composite C Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Mod Pervious Composite C Lawn, Impervious soil with turf Lawn, Slightly Pervious with turf Composite C Surface Description Roof Asphalt/Concrete O:\2009\090392\20100\Calcs\Storm\Final\TC_C_CALCS 2014-03-23.xls Page 203 of 266 04/15/2024 Hazel Dell Christian Church - Vestibule Parking Basin 710 C Area (acres) C*Area 0.90 0.015 0.01 0.85 0.10 0.09 Gravel 0.85 0.00 0.00 0.45 0.00 0.00 0.15 0.21 0.03 Total 0.32 0.13 0.40 0 Basin 709 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.46 0.39 Gravel 0.85 0.03 0.03 0.45 0.06 0.03 0.15 0.20 0.03 Total 0.75 0.47 0.63 1 Basin 708 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.47 0.40 Gravel 0.85 0.00 0.00 0.45 0.02 0.01 0.20 0.09 0.02 Total 0.58 0.43 0.74 1 Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Lawn, Slightly Pervious with turf Composite C Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Mod Pervious Composite C Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Mod Pervious Composite C O:\2009\090392\20100\Calcs\Storm\Final\TC_C_CALCS 2014-03-23.xls Page 204 of 266 04/15/2024 Hazel Dell Christian Church - Vestibule Parking Basin 705 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.41 0.35 Gravel 0.85 0.00 0.00 0.16 0.00 0.00 0.21 0.01 0.00 Total 0.42 0.35 0.83 1 Basin 704 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.45 0.38 Gravel 0.85 0.00 0.00 0.16 0.00 0.00 0.21 0.01 0.00 Total 0.46 0.38 0.84 1 Basin 703 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.51 0.43 Gravel 0.85 0.00 0.00 0.16 0.00 0.00 0.21 0.01 0.00 Total 0.52 0.44 0.84 1 Basin 717 C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.54 0.46 Gravel 0.85 0.00 0.00 0.45 0.00 0.00 0.15 2.33 0.35 Total 2.87 0.81 0.28 0 Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Lawn, Slightly Pervious with turf Composite C Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Lawn, Slightly Pervious with turf Composite C Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Lawn, Slightly Pervious with turf Composite C Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Mod Pervious Composite C O:\2009\090392\20100\Calcs\Storm\Final\TC_C_CALCS 2014-03-23.xls Page 205 of 266 04/15/2024 Hazel Dell Christian Church - Vestibule Parking Basin 715-717 Combined C Area (acres) C*Area 0.90 0.00 0.00 0.85 0.54 0.46 Gravel 0.85 0.00 0.00 0.45 0.25 0.11 0.15 3.74 0.56 Total 4.53 1.13 0.25 0 Surface Description Roof Asphalt/Concrete Lawn, Impervious soil with turf Mod Pervious Composite C O:\2009\090392\20100\Calcs\Storm\Final\TC_C_CALCS 2014-03-23.xls Page 206 of 266 04/15/2024 Basin 708 0.2000 25.00 ft 2.6600 in 0.0150 ft/ft 0.0834 hrs Equation-> 126.00 ft 0.0100 ft/ft y 2.03 ft/sec Equation if paved -> Equation if unpaved -> 0.0172 hrs Equation-> 1.00 ft2 3.00 ft 0.33 ft 0.0100 ft/ft 0.2400 0.00 ft 0.30 ft/sec Equation -> 0.0000 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.1007 hrs 6.04 min TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Paved (Y or N) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V SCS TR-55 CHANNEL FLOW Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Length (L) Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY Length (L) Page 207 of 266 04/15/2024 Basin 709 0.2000 100.00 ft 2.6600 in 0.1000 ft/ft 0.1184 hrs Equation-> 128.00 ft 0.0100 ft/ft y 2.03 ft/sec Equation if paved -> Equation if unpaved -> 0.0175 hrs Equation-> 1.00 ft2 3.00 ft 0.33 ft 0.0100 ft/ft 0.2400 0.00 ft 0.30 ft/sec Equation -> 0.0000 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.1359 hrs 8.16 min Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY Length (L) Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Length (L) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V SCS TR-55 CHANNEL FLOW Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Paved (Y or N) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Page 208 of 266 04/15/2024 Basin 710 0.2000 77.00 ft 2.6600 in 0.0300 ft/ft 0.1555 hrs Equation-> 0.2000 23.00 ft 2.6600 in 0.3300 ft/ft 0.0227 hrs Equation-> 24.00 ft 0.0100 ft/ft y 2.03 ft/sec Equation if paved -> Equation if unpaved -> 0.0033 hrs Equation-> 1.00 ft2 3.00 ft 0.33 ft 0.0100 ft/ft 0.2400 0.00 ft 0.30 ft/sec Equation -> 0.0000 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.1815 hrs 10.89 min Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Time of Concentration Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY Length (L) Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Length (L) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V SCS TR-55 CHANNEL FLOW Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Paved (Y or N) Tc = (0.007(nL)0.8) / (P2 0.5s0.4) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Page 209 of 266 04/15/2024 Basin 711 0.2000 100.00 ft 2.6600 in 0.0270 ft/ft 0.2000 hrs Equation-> 45.00 ft 0.0250 ft/ft n 2.55 ft/sec Equation Equation 0.0049 hrs Equation-> 20.00 ft 0.3300 ft/ft n 9.27 ft/sec Equation if paved -> Equation if unpaved -> 0.0006 hrs Equation-> 1.00 ft2 3.00 ft 0.33 ft 0.0100 ft/ft 0.2400 0.00 ft 0.30 ft/sec Equation -> 0.0000 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.2055 hrs 12.33 min Tc = L / 3600*V Time of Concentration V = 16.1345*s0.5 V = 20.3282*s0.5Average Velocity (V) Paved (Y or N) Slope (S) Hydraulic Length (L) TOTAL TIME OF CONCENTRATION SCS TR-55 SHALLOW CONCENTRATED FLOW Length (L) Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Slope (s) Manning's n (n) Length (L) Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V Tc = L / 3600*V DEFINED LENGTH AND VELOCITY SCS TR-55 CHANNEL FLOW Cross Sectional Flow Area (a) Hydraulic Radius (r ) Paved (Y or N) Slope (s) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Average Velocity (V) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Wetted Perimeter (Pw) Page 210 of 266 04/15/2024 Basin 712 0.2000 35.00 ft 2.6600 in 0.0350 ft/ft 0.0778 hrs Equation-> 0.2000 0.00 ft 2.6600 in 0.0150 ft/ft 0.0000 hrs Equation-> 77.00 ft 0.0150 ft/ft y 2.49 ft/sec Equation if paved -> Equation if unpaved -> 0.0086 hrs Equation-> 1.00 ft2 3.00 ft 0.33 ft 0.0100 ft/ft 0.2400 0.00 ft 0.30 ft/sec Equation -> 0.0000 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.0864 hrs 5.18 min Length (L) Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION Length (L) Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY SCS TR-55 CHANNEL FLOW Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Paved (Y or N) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V Slope (s) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Page 211 of 266 04/15/2024 Basin 713 0.2000 10.00 ft 2.6600 in 0.0500 ft/ft 0.0248 hrs Equation-> 0.2400 0.00 ft 2.6600 in 0.0100 ft/ft 0.0000 hrs Equation-> 70.00 ft 0.0100 ft/ft y 2.03 ft/sec Equation if paved -> Equation if unpaved -> 0.0096 hrs Equation-> 1.00 ft2 3.00 ft 0.33 ft 0.0100 ft/ft 0.2400 0.00 ft 0.30 ft/sec Equation -> 0.0000 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.0343 hrs 2.06 min Use 5min Length (L) Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION Length (L) Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY SCS TR-55 CHANNEL FLOW Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Paved (Y or N) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V Slope (s) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Page 212 of 266 04/15/2024 Basin 715 0.2000 100.00 ft 2.6600 in 0.0100 ft/ft 0.2975 hrs Equation-> 0.2400 0.00 ft 2.6600 in 0.0100 ft/ft 0.0000 hrs Equation-> 25.00 ft 0.0100 ft/ft n 1.61 ft/sec Equation if paved -> Equation if unpaved -> 0.0043 hrs Equation-> 6.00 ft2 10.25 ft 0.59 ft 0.0100 ft/ft 0.2000 315.00 ft 0.52 ft/sec Equation -> 0.1678 hrs Equation-> 52.00 ft 3.00 ft/sec 0.0048 hrs Equation-> 0.4745 hrs 28.47 min Length (L) Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION Length (L) Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY SCS TR-55 CHANNEL FLOW Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Paved (Y or N) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V Slope (s) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Page 213 of 266 04/15/2024 Basin 717 0.2000 100.00 ft 2.6600 in 0.0100 ft/ft 0.2975 hrs Equation-> 0.2400 0.00 ft 2.6600 in 0.0100 ft/ft 0.0000 hrs Equation-> 25.00 ft 0.0100 ft/ft n 1.61 ft/sec Equation if paved -> Equation if unpaved -> 0.0043 hrs Equation-> 6.00 ft2 10.25 ft 0.59 ft 0.0100 ft/ft 0.2000 220.00 ft 0.52 ft/sec Equation -> 0.1172 hrs Equation-> 0.00 ft 4.00 ft/sec 0.0000 hrs Equation-> 0.4190 hrs 25.14 min Length (L) Average Velocity (V) Time of Concentration (hrs) Tc = L / 3600*V TOTAL TIME OF CONCENTRATION Length (L) Average Velocity (V) V = (1.49r2/3s0.5) / n Time of Concentration Tc = L / 3600*V DEFINED LENGTH AND VELOCITY SCS TR-55 CHANNEL FLOW Cross Sectional Flow Area (a) Wetted Perimeter (Pw) Hydraulic Radius (r ) Slope (s) Manning's n (n) Paved (Y or N) Average Velocity (V) V = 20.3282*s0.5 V = 16.1345*s0.5 Time of Concentration Tc = L / 3600*V Slope (s) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHALLOW CONCENTRATED FLOW Hydraulic Length (L) Slope (S) Time of Concentration Tc = (0.007(nL)0.8) / (P2 0.5s0.4) SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) TIME OF CONCENTRATION WORKSHEET SCS TR-55 SHEET FLOW Manning's n (n) Hydraulic Length (max. of 100 ft) (L) 2-yr 24-hour rainfall (P2) Slope (s) Page 214 of 266 04/15/2024 Page 215 of 266 04/15/2024 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Page 216 of 266 04/15/2024 Page 217 of 266 04/15/2024 Hydraflow IDF Report Page 1 of 1 Return Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 398.5318 28.8001 1.1414 -------- 50 433.6311 28.4001 1.1349 -------- 100 463.3860 28.0001 1.1234 -------- O:\2009\090392\20100\Calcs\Storm\Prelim\Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs)5 min1015202530354045505560 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.63 3.95 3.44 3.04 2.72 2.46 2.24 2.06 1.90 1.76 1.64 1.54 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.43 4.63 4.03 3.56 3.19 2.88 2.62 2.41 2.22 2.06 1.92 1.80 10 6.12 5.23 4.55 4.02 3.60 3.25 2.96 2.72 2.51 2.33 2.17 2.03 25 7.17 6.12 5.33 4.71 4.22 3.81 3.47 3.18 2.94 2.73 2.54 2.38 50 8.09 6.90 6.01 5.31 4.75 4.29 3.91 3.59 3.31 3.07 2.86 2.68 100 9.12 7.78 6.77 5.99 5.36 4.84 4.41 4.05 3.74 3.47 3.24 3.03 Tc = time in minutes. Min Tc = 5 Page 218 of 266 04/15/2024 Page 219 of 266 04/15/2024 Page 220 of 266 04/15/2024 Page 221 of 266 04/15/2024 Page 222 of 266 04/15/2024 Page 223 of 266 04/15/2024 Page 224 of 266 04/15/2024 Page 225 of 266 04/15/2024 Page 226 of 266 04/15/2024 Page 227 of 266 04/15/2024 Page 228 of 266 04/15/2024 Page 229 of 266 04/15/2024 Page 230 of 266 04/15/2024 Page 231 of 266 04/15/2024 Page 232 of 266 04/15/2024 INLETS SUMP CONDITION (50% CLOGGED) PROJECT No.:090392-20100 DATE:3/23/14 PROJECT DESC.:Hazel Dell Christian Church Parking LINE No.:Private Drive/Parking NAME:JML FILE:SagGutterSpread_2014-04-16.xls PURPOSE: To Compute The Depth Of Ponding In A Sag 50% Clogged DOCUMENTATION: C.B. Burke, HERPICC County Drainage Manual, NEENAH Foundry, Inlet Grate Capacities INPUT DATA: Station of Sag Point:Park Lot Str No.:708 Width of Med./Pvmt. (ft):127.0 4.00 Allowable Spread (ft): 44.00 Open Area (sft) (50% clogged):0.75 Pavement X-Slope (%):1.00 Design Storm (yr):10 "n" Factor (gutter):0.012 "C" Factor:0.74 Curb Height (ft):0.50 Intensity, "i" (in/hr)6.12 DOWN STATION UP STATION Crest (Inlet) Sta.:na Crest (Inlet) Sta.:na Q-Bypass (cfs):0.00 Q-Bypass (cfs):0.00 OUTPUT CALCULATIONS: DEPTH OF PONDING: CONTROLLING FLOW: FLOW (Q): 0.00 WEIR (ft):0.36 FLOW TO INLET: 2.54 ORIFICE (ft):0.40 <--- ORIFICE FLOW TOTAL (cfs): 2.54 ENCROACHMENT:38.17 ft In parking lot, max depth 4.3 inches DEPTH ORIFICE WEIR TABULAR DATA:DEPTH ORIFICE WEIR (ft) (cfs) (cfs) (ft) (cfs) (cfs) 0.02 0.57 0.03 0.42 2.61 3.27 0.04 0.81 0.10 0.44 2.68 3.50 0.06 0.99 0.18 0.46 2.74 3.74 0.08 1.14 0.27 0.48 2.79 3.99 0.10 1.28 0.38 0.50 2.85 4.24 0.12 1.40 0.50 0.52 2.91 4.50 0.14 1.51 0.63 0.54 2.96 4.76 0.16 1.61 0.77 0.56 3.02 5.03 0.18 1.71 0.92 0.58 3.07 5.30 0.20 1.80 1.07 0.60 3.12 5.58 0.22 1.89 1.24 0.62 3.18 5.86 0.24 1.98 1.41 0.64 3.23 6.14 0.26 2.06 1.59 0.66 3.28 6.43 0.28 2.13 1.78 0.68 3.33 6.73 0.30 2.21 1.97 0.70 3.37 7.03 0.32 2.28 2.17 0.72 3.42 7.33 0.34 2.35 2.38 0.74 3.47 7.64 0.36 2.42 2.59 <-------- 0.76 3.52 7.95 0.38 2.49 2.81 <-------- 0.78 3.56 8.27 0.40 2.55 3.04 0.80 3.61 8.59 Gross Open Perimeter (ft) (50% clogged): Page 233 of 266 04/15/2024 INLETS SUMP CONDITION (50% CLOGGED) PROJECT No.:090392-20100 DATE:3/23/14 PROJECT DESC.:Hazel Dell Christian Church Parking LINE No.:Private Drive/Parking NAME:JML FILE:SagGutterSpread_2014-04-16.xls PURPOSE: To Compute The Depth Of Ponding In A Sag 50% Clogged DOCUMENTATION: C.B. Burke, HERPICC County Drainage Manual, NEENAH Foundry, Inlet Grate Capacities INPUT DATA: Station of Sag Point:Park Lot Str No.:709 Width of Med./Pvmt. (ft):127.0 4.00 Allowable Spread (ft): 44.00 Open Area (sft) (50% clogged):0.75 Pavement X-Slope (%):1.00 Design Storm (yr):10 "n" Factor (gutter):0.012 "C" Factor:0.58 Curb Height (ft):0.50 Intensity, "i" (in/hr)6.12 DOWN STATION UP STATION Crest (Inlet) Sta.:na Crest (Inlet) Sta.:na Q-Bypass (cfs):0.00 Q-Bypass (cfs):0.00 OUTPUT CALCULATIONS: DEPTH OF PONDING: CONTROLLING FLOW: FLOW (Q): 0.00 WEIR (ft):0.36 FLOW TO INLET: 2.61 ORIFICE (ft):0.42 <--- ORIFICE FLOW TOTAL (cfs): 2.61 ENCROACHMENT:40.39 ft In parking lot, max depth 4.3 inches DEPTH ORIFICE WEIR TABULAR DATA:DEPTH ORIFICE WEIR (ft) (cfs) (cfs) (ft) (cfs) (cfs) 0.02 0.57 0.03 0.42 2.61 3.27 0.04 0.81 0.10 0.44 2.68 3.50 0.06 0.99 0.18 0.46 2.74 3.74 0.08 1.14 0.27 0.48 2.79 3.99 0.10 1.28 0.38 0.50 2.85 4.24 0.12 1.40 0.50 0.52 2.91 4.50 0.14 1.51 0.63 0.54 2.96 4.76 0.16 1.61 0.77 0.56 3.02 5.03 0.18 1.71 0.92 0.58 3.07 5.30 0.20 1.80 1.07 0.60 3.12 5.58 0.22 1.89 1.24 0.62 3.18 5.86 0.24 1.98 1.41 0.64 3.23 6.14 0.26 2.06 1.59 0.66 3.28 6.43 0.28 2.13 1.78 0.68 3.33 6.73 0.30 2.21 1.97 0.70 3.37 7.03 0.32 2.28 2.17 0.72 3.42 7.33 0.34 2.35 2.38 0.74 3.47 7.64 0.36 2.42 2.59 <-------- 0.76 3.52 7.95 0.38 2.49 2.81 <-------- 0.78 3.56 8.27 0.40 2.55 3.04 <-------- 0.80 3.61 8.59 Gross Open Perimeter (ft) (50% clogged): Page 234 of 266 04/15/2024 INLETS SUMP CONDITION (50% CLOGGED) PROJECT No.:090392-20100 DATE:3/23/14 PROJECT DESC.:Hazel Dell Christian Church Parking LINE No.:Private Drive/Parking NAME:JML FILE:SagGutterSpread_2014-04-16.xls PURPOSE: To Compute The Depth Of Ponding In A Sag 50% Clogged DOCUMENTATION: C.B. Burke, HERPICC County Drainage Manual, NEENAH Foundry, Inlet Grate Capacities INPUT DATA: Station of Sag Point Str No.:710 Width of Med./Pvmt. (ft):24.0 4.00 Allowable Spread (ft): 24.00 Open Area (sft) (50% clogged):0.75 Pavement X-Slope (%):1.12 Design Storm (yr):10 "n" Factor (gutter):0.012 "C" Factor:0.4 Curb Height (ft):0.50 Intensity, "i" (in/hr)6.12 DOWN STATION UP STATION Crest (Inlet) Sta.:na Crest (Inlet) Sta.:na Q-Bypass (cfs):0.00 Q-Bypass (cfs):0.00 OUTPUT CALCULATIONS: DEPTH OF PONDING: CONTROLLING FLOW: FLOW (Q): 0.00 WEIR (ft):0.14 <----- WEIR FLOW FLOW TO INLET: 0.65 ORIFICE (ft):0.03 TOTAL (cfs): 0.65 ENCROACHMENT:11.28 ft In parking access drive, max depth 1.7 inches DEPTH ORIFICE WEIR TABULAR DATA:DEPTH ORIFICE WEIR (ft) (cfs) (cfs) (ft) (cfs) (cfs) 0.02 0.57 0.03 0.42 2.61 3.27 0.04 0.81 0.10 0.44 2.68 3.50 0.06 0.99 0.18 0.46 2.74 3.74 0.08 1.14 0.27 0.48 2.79 3.99 0.10 1.28 0.38 0.50 2.85 4.24 0.12 1.40 0.50 0.52 2.91 4.50 0.14 1.51 0.63 <-------- 0.54 2.96 4.76 0.16 1.61 0.77 0.56 3.02 5.03 0.18 1.71 0.92 0.58 3.07 5.30 0.20 1.80 1.07 0.60 3.12 5.58 0.22 1.89 1.24 0.62 3.18 5.86 0.24 1.98 1.41 0.64 3.23 6.14 0.26 2.06 1.59 0.66 3.28 6.43 0.28 2.13 1.78 0.68 3.33 6.73 0.30 2.21 1.97 0.70 3.37 7.03 0.32 2.28 2.17 0.72 3.42 7.33 0.34 2.35 2.38 0.74 3.47 7.64 0.36 2.42 2.59 0.76 3.52 7.95 0.38 2.49 2.81 0.78 3.56 8.27 0.40 2.55 3.04 0.80 3.61 8.59 Gross Open Perimeter (ft) (50% clogged): Interior Drive Page 235 of 266 04/15/2024 INLETS SUMP CONDITION (50% CLOGGED) PROJECT No.:090392-20100 DATE:3/23/14 PROJECT DESC.:Hazel Dell Christian Church Parking LINE No.:Private Drive/Parking NAME:JML FILE:SagGutterSpread_2014-04-16.xls PURPOSE: To Compute The Depth Of Ponding In A Sag 50% Clogged DOCUMENTATION: C.B. Burke, HERPICC County Drainage Manual, NEENAH Foundry, Inlet Grate Capacities INPUT DATA: Station of Sag Point Str No.:711 Width of Med./Pvmt. (ft):24.0 4.00 Allowable Spread (ft): 24.00 Open Area (sft) (50% clogged):0.75 Pavement X-Slope (%):1.00 Design Storm (yr):10 "n" Factor (gutter):0.012 "C" Factor:0.4 Curb Height (ft):0.50 Intensity, "i" (in/hr)6.12 DOWN STATION UP STATION Crest (Inlet) Sta.:na Crest (Inlet) Sta.:na Q-Bypass (cfs):0.00 Q-Bypass (cfs):0.00 OUTPUT CALCULATIONS: DEPTH OF PONDING: CONTROLLING FLOW: FLOW (Q): 0.00 WEIR (ft):0.20 <----- WEIR FLOW FLOW TO INLET: 1.06 ORIFICE (ft):0.07 TOTAL (cfs): 1.06 ENCROACHMENT:18.33 ft In parking access drive, max depth 2.4 inches DEPTH ORIFICE WEIR TABULAR DATA:DEPTH ORIFICE WEIR (ft) (cfs) (cfs) (ft) (cfs) (cfs) 0.02 0.57 0.03 0.42 2.61 3.27 0.04 0.81 0.10 0.44 2.68 3.50 0.06 0.99 0.18 0.46 2.74 3.74 0.08 1.14 0.27 0.48 2.79 3.99 0.10 1.28 0.38 0.50 2.85 4.24 0.12 1.40 0.50 0.52 2.91 4.50 0.14 1.51 0.63 0.54 2.96 4.76 0.16 1.61 0.77 0.56 3.02 5.03 0.18 1.71 0.92 <-------- 0.58 3.07 5.30 0.20 1.80 1.07 0.60 3.12 5.58 0.22 1.89 1.24 0.62 3.18 5.86 0.24 1.98 1.41 0.64 3.23 6.14 0.26 2.06 1.59 0.66 3.28 6.43 0.28 2.13 1.78 0.68 3.33 6.73 0.30 2.21 1.97 0.70 3.37 7.03 0.32 2.28 2.17 0.72 3.42 7.33 0.34 2.35 2.38 0.74 3.47 7.64 0.36 2.42 2.59 0.76 3.52 7.95 0.38 2.49 2.81 0.78 3.56 8.27 0.40 2.55 3.04 0.80 3.61 8.59 Gross Open Perimeter (ft) (50% clogged): Interior Drive Page 236 of 266 04/15/2024 INLETS SUMP CONDITION (50% CLOGGED) PROJECT No.:090392-20100 DATE:3/23/14 PROJECT DESC.:Hazel Dell Christian Church Parking LINE No.:Private Drive/Parking NAME:JML FILE:SagGutterSpread_2014-04-16.xls PURPOSE: To Compute The Depth Of Ponding In A Sag 50% Clogged DOCUMENTATION: C.B. Burke, HERPICC County Drainage Manual, NEENAH Foundry, Inlet Grate Capacities INPUT DATA: Station of Sag Point:Park Lot Str No.:712 Width of Med./Pvmt. (ft):64.0 4.00 Allowable Spread (ft): 44.00 Open Area (sft) (50% clogged):0.75 Pavement X-Slope (%):1.00 Design Storm (yr):10 "n" Factor (gutter):0.012 "C" Factor:0.64 Curb Height (ft):0.50 Intensity, "i" (in/hr)6.12 DOWN STATION UP STATION Crest (Inlet) Sta.:na Crest (Inlet) Sta.:na Q-Bypass (cfs):0.00 Q-Bypass (cfs):0.00 OUTPUT CALCULATIONS: DEPTH OF PONDING: CONTROLLING FLOW: FLOW (Q): 0.00 WEIR (ft):0.22 <----- WEIR FLOW FLOW TO INLET: 1.28 ORIFICE (ft):0.10 TOTAL (cfs): 1.28 ENCROACHMENT:20.99 ft In parking lot, max depth 2.6 inches DEPTH ORIFICE WEIR TABULAR DATA:DEPTH ORIFICE WEIR (ft) (cfs) (cfs) (ft) (cfs) (cfs) 0.02 0.57 0.03 0.42 2.61 3.27 0.04 0.81 0.10 0.44 2.68 3.50 0.06 0.99 0.18 0.46 2.74 3.74 0.08 1.14 0.27 0.48 2.79 3.99 0.10 1.28 0.38 0.50 2.85 4.24 0.12 1.40 0.50 0.52 2.91 4.50 0.14 1.51 0.63 0.54 2.96 4.76 0.16 1.61 0.77 0.56 3.02 5.03 0.18 1.71 0.92 0.58 3.07 5.30 0.20 1.80 1.07 0.60 3.12 5.58 0.22 1.89 1.24 <-------- 0.62 3.18 5.86 0.24 1.98 1.41 0.64 3.23 6.14 0.26 2.06 1.59 0.66 3.28 6.43 0.28 2.13 1.78 0.68 3.33 6.73 0.30 2.21 1.97 0.70 3.37 7.03 0.32 2.28 2.17 0.72 3.42 7.33 0.34 2.35 2.38 0.74 3.47 7.64 0.36 2.42 2.59 0.76 3.52 7.95 0.38 2.49 2.81 0.78 3.56 8.27 0.40 2.55 3.04 0.80 3.61 8.59 Gross Open Perimeter (ft) (50% clogged): Page 237 of 266 04/15/2024 INLETS SUMP CONDITION (50% CLOGGED) PROJECT No.:090392-20100 DATE:3/23/14 PROJECT DESC.:Hazel Dell Christian Church Parking LINE No.:Private Drive/Parking NAME:JML FILE:SagGutterSpread_2014-04-16.xls PURPOSE: To Compute The Depth Of Ponding In A Sag 50% Clogged DOCUMENTATION: C.B. Burke, HERPICC County Drainage Manual, NEENAH Foundry, Inlet Grate Capacities INPUT DATA: Station of Sag Point:Park Lot Str No.:713 Width of Med./Pvmt. (ft):64.0 4.00 Allowable Spread (ft): 44.00 Open Area (sft) (50% clogged):0.75 Pavement X-Slope (%):1.00 Design Storm (yr):10 "n" Factor (gutter):0.012 "C" Factor:0.74 Curb Height (ft):0.50 Intensity, "i" (in/hr)6.12 DOWN STATION UP STATION Crest (Inlet) Sta.:na Crest (Inlet) Sta.:na Q-Bypass (cfs):0.00 Q-Bypass (cfs):0.00 OUTPUT CALCULATIONS: DEPTH OF PONDING: CONTROLLING FLOW: FLOW (Q): 0.00 WEIR (ft):0.19 <----- WEIR FLOW FLOW TO INLET: 1.00 ORIFICE (ft):0.06 TOTAL (cfs): 1.00 ENCROACHMENT:17.58 ft In parking lot, max depth 2.3 inches DEPTH ORIFICE WEIR TABULAR DATA:DEPTH ORIFICE WEIR (ft) (cfs) (cfs) (ft) (cfs) (cfs) 0.02 0.57 0.03 0.42 2.61 3.27 0.04 0.81 0.10 0.44 2.68 3.50 0.06 0.99 0.18 0.46 2.74 3.74 0.08 1.14 0.27 0.48 2.79 3.99 0.10 1.28 0.38 0.50 2.85 4.24 0.12 1.40 0.50 0.52 2.91 4.50 0.14 1.51 0.63 0.54 2.96 4.76 0.16 1.61 0.77 0.56 3.02 5.03 0.18 1.71 0.92 <-------- 0.58 3.07 5.30 0.20 1.80 1.07 0.60 3.12 5.58 0.22 1.89 1.24 0.62 3.18 5.86 0.24 1.98 1.41 0.64 3.23 6.14 0.26 2.06 1.59 0.66 3.28 6.43 0.28 2.13 1.78 0.68 3.33 6.73 0.30 2.21 1.97 0.70 3.37 7.03 0.32 2.28 2.17 0.72 3.42 7.33 0.34 2.35 2.38 0.74 3.47 7.64 0.36 2.42 2.59 0.76 3.52 7.95 0.38 2.49 2.81 0.78 3.56 8.27 0.40 2.55 3.04 0.80 3.61 8.59 Gross Open Perimeter (ft) (50% clogged): Page 238 of 266 04/15/2024 Appendix D Water Quality Calculations Page 239 of 266 04/15/2024 Page 240 of 266 04/15/2024 Page 241 of 266 04/15/2024 Hazel Dell Christian Church Vestibule Parking Project 6/18/2014 Water Quality Design Calculations Mechanical BMP Site to BMP (Mechanical)Consideration for Minor Future Impervious 1.645 Impervious 1.75 Pervious 1.105 Pervious 1.105 Total 2.75 Total 2.85 % Impervious 60% % Impervious 61% Volumetric Runoff Coefficient (Rv) Site to BMP (Mechanical) Total Acres = 2.75 ac DOES NOT Include future parking lot at south % Impervious Cover (I)60% DOES NOT Include future parking lot at south Rv 0.5883636 CNwq (from Graph)95.6 WQv 0.135 ac‐ft Total Acres = 2.85 ac DOES NOT Include future parking lot at south % Impervious Cover (I)61% DOES NOT Include future parking lot at south Rv 0.6010526 CNwq (from Graph)95.7 WQv 0.143 ac‐ft Consideration for Minor Future Page 242 of 266 04/15/2024 Page 243 of 266 04/15/2024 Hazel Dell Christian Church Vestibule Parking Project 6/18/2014 Water Quality Design Calculations Vegetative Swale Volumetric Runoff Coefficient (Rv) Total Acres = 4.43 ac Includes future parking lot at south % Impervious Cover (I)76% Includes future parking lot at south Rv 0.734 CNwq (from Graph)97.4 WQv 0.271 ac‐ft Velocity 0.51 Swale Length L=60Vtr 275.4 Per calcs, Q= 3.94 cfs Page 244 of 266 04/15/2024 Page 245 of 266 04/15/2024 Hazel Dell Christian Church Vestibule Parking Project 6/18/2014 Vegetative Swale (Includes future parking lot at south) Optimal Criteria Minimum Criteria Design Hydraulic Residence time 9 min.5 min.9 min Avg. Flow Velocity <= 0.9 ft/s N/A 0.51 Swale width 4.43 ft.2 ft.8 ft. Swale length 0.77 ft.100 ft.275 ft. Swale Slope 2‐4%1%1% Side Slope Ratio 97.5 3:1 4:1 Swale Shape trapezoidal Per calcs, Q= 3.94 cfs Q approximated to inlclude future construction Page 246 of 266 04/15/2024 Scenario: 1inch WQ - Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2014 Bentley PondPack V8i [08.11.01.51] Bentley Systems, Inc. Haestad Methods Solution Centerprelim wq 2014-06-19.ppc Page 247 of 266 04/15/2024 Water Quality Hazel Dell CC Vestibule & Parking - Mechanical BMP Project Summary Water QualityTitle jlaschEngineer Cripe A+ECompany 6/18/2014Date Water Quality Calculations Hazel Dell Christian Church Mechanical BMP - 1st in Treatment Train Proposed Construction without consideration for future parking lot Notes Page 1 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2014 Bentley PondPack V8i [08.11.01.51] Bentley Systems, Inc. Haestad Methods Solution Centerprelim wq 2014-06-19.ppc Page 248 of 266 04/15/2024 Table of Contents 3Time-Depth Curve1inch WQ 2Master Network Summary Page 249 of 266 04/15/2024 Water Quality Hazel Dell CC Vestibule & Parking - Mechanical BMP Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 2.1212.0000.13821inch WQ -WQ Site 2.2212.0000.14521inch WQ -WQ Site+Sidewalk Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 2.1212.0000.13821inch WQ -MechBMP1 2.2212.0000.14521inch WQ -MechBMP2 Page 2 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2014 Bentley PondPack V8i [08.11.01.51] Bentley Systems, Inc. Haestad Methods Solution Centerprelim wq 2014-06-19.ppc Page 250 of 266 04/15/2024 Water Quality Hazel Dell CC Vestibule & Parking - Mechanical BMP Storm Event: TypeII 24hr (1.0 in)Label: 1inch WQ Return Event: 2 yearsSubsection: Time-Depth Curve Time-Depth Curve: TypeII 24hr (1.0 in) TypeII 24hr (1.0 in) Label hours0.000Start Time hours0.100Increment hours24.000End Time years2Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.0040.0030.0020.0010.0000.000 0.0090.0080.0070.0060.0050.500 0.0150.0140.0130.0120.0111.000 0.0210.0200.0180.0170.0161.500 0.0270.0260.0240.0230.0222.000 0.0330.0320.0310.0290.0282.500 0.0400.0380.0370.0360.0353.000 0.0470.0450.0440.0420.0413.500 0.0540.0520.0510.0490.0484.000 0.0610.0600.0580.0570.0554.500 0.0700.0680.0660.0650.0635.000 0.0780.0760.0750.0730.0715.500 0.0870.0850.0840.0820.0806.000 0.0970.0950.0930.0910.0896.500 0.1070.1050.1030.1010.0997.000 0.1180.1160.1130.1110.1097.500 0.1300.1270.1250.1220.1208.000 0.1440.1410.1380.1350.1328.500 0.1600.1570.1530.1500.1479.000 0.1770.1730.1700.1660.1639.500 0.1990.1940.1890.1850.18110.000 0.2280.2210.2150.2090.20410.500 0.2710.2610.2510.2430.23511.000 0.5680.4310.3540.3070.28311.500 0.7250.7130.6990.6820.66312.000 0.7660.7590.7510.7430.73512.500 0.7940.7890.7840.7780.77213.000 0.8160.8120.8080.8040.79913.500 0.8340.8310.8270.8240.82014.000 0.8500.8470.8440.8410.83814.500 0.8650.8620.8590.8560.85415.000 0.8780.8750.8730.8700.86815.500 0.8890.8870.8850.8820.88016.000 Page 3 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2014 Bentley PondPack V8i [08.11.01.51] Bentley Systems, Inc. Haestad Methods Solution Centerprelim wq 2014-06-19.ppc Page 251 of 266 04/15/2024 Water Quality Hazel Dell CC Vestibule & Parking - Mechanical BMP Storm Event: TypeII 24hr (1.0 in)Label: 1inch WQ Return Event: 2 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.9000.8980.8950.8930.89116.500 0.9100.9080.9060.9040.90217.000 0.9190.9170.9150.9140.91217.500 0.9280.9260.9250.9230.92118.000 0.9360.9350.9330.9310.93018.500 0.9440.9420.9410.9390.93819.000 0.9510.9490.9480.9470.94519.500 0.9570.9560.9550.9530.95220.000 0.9640.9620.9610.9600.95820.500 0.9700.9680.9670.9660.96521.000 0.9760.9750.9730.9720.97121.500 0.9820.9810.9790.9780.97722.000 0.9880.9860.9850.9840.98322.500 0.9930.9920.9910.9900.98923.000 0.9990.9980.9970.9960.99423.500 (N/A)(N/A)(N/A)(N/A)1.00024.000 Page 4 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2014 Bentley PondPack V8i [08.11.01.51] Bentley Systems, Inc. Haestad Methods Solution Centerprelim wq 2014-06-19.ppc Page 252 of 266 04/15/2024 Water Quality Hazel Dell CC Vestibule & Parking - Mechanical BMP Index Master Network Summary...2 M 1inch WQ (Time-Depth Curve, 2 years)...3, 4 1 Page 5 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/19/2014 Bentley PondPack V8i [08.11.01.51] Bentley Systems, Inc. Haestad Methods Solution Centerprelim wq 2014-06-19.ppc Page 253 of 266 04/15/2024 Page 254 of 266 04/15/2024 Page 255 of 266 04/15/2024 Page 256 of 266 04/15/2024 Page 257 of 266 04/15/2024 Page 258 of 266 04/15/2024 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. Tuesday, Jan 14 2014 Hazel Dell CC Vestibule and Parking Swale Trapezoidal Bottom Width (ft) = 8.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 792.00 Slope (%) = 1.00 N-Value = 0.200 Calculations Compute by: Q vs Depth No. Increments = 40 Highlighted Depth (ft) = 0.03 Q (cfs) = 0.013 Area (sqft) = 0.20 Velocity (ft/s) = 0.06 Wetted Perim (ft) = 8.21 Crit Depth, Yc (ft) = 0.01 Top Width (ft) = 8.20 EGL (ft) = 0.03 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 791.50 -0.50 792.00 0.00 792.50 0.50 793.00 1.00 793.50 1.50 794.00 2.00 Reach (ft) Page 259 of 266 04/15/2024 Hydraflow Express - Hazel Dell CC Vestibule and Parking Swale - 01/14/14 1 Depth Q Area Veloc Wp (ft)(cfs)(sqft)(ft/s)(ft) 0.03 0.013 0.203 0.06 8.21 0.05 0.041 0.410 0.10 8.41 0.08 0.080 0.623 0.13 8.62 0.10 0.130 0.840 0.15 8.82 0.13 0.189 1.063 0.18 9.03 0.15 0.258 1.290 0.20 9.24 0.18 0.335 1.523 0.22 9.44 0.20 0.420 1.760 0.24 9.65 0.23 0.514 2.003 0.26 9.86 0.25 0.616 2.250 0.27 10.06 0.28 0.725 2.503 0.29 10.27 0.30 0.843 2.760 0.31 10.47 0.33 0.968 3.023 0.32 10.68 0.35 1.100 3.290 0.33 10.89 0.38 1.241 3.563 0.35 11.09 0.40 1.389 3.840 0.36 11.30 0.43 1.545 4.123 0.37 11.50 0.45 1.708 4.410 0.39 11.71 0.48 1.879 4.703 0.40 11.92 0.50 2.058 5.000 0.41 12.12 0.53 2.244 5.303 0.42 12.33 0.55 2.438 5.610 0.43 12.54 0.58 2.640 5.923 0.45 12.74 0.60 2.849 6.240 0.46 12.95 0.62 3.066 6.562 0.47 13.15 0.65 3.291 6.890 0.48 13.36 0.67 3.524 7.222 0.49 13.57 0.70 3.765 7.560 0.50 13.77 Page 260 of 266 04/15/2024 Hydraflow Express - Hazel Dell CC Vestibule and Parking Swale - 01/14/14 2 Depth Q Area Veloc Wp (ft)(cfs)(sqft)(ft/s)(ft) 0.72 4.014 7.902 0.51 13.98 0.75 4.270 8.250 0.52 14.18 0.77 4.535 8.602 0.53 14.39 0.80 4.808 8.960 0.54 14.60 0.82 5.088 9.322 0.55 14.80 0.85 5.377 9.690 0.55 15.01 0.87 5.674 10.06 0.56 15.22 0.90 5.980 10.44 0.57 15.42 0.92 6.293 10.82 0.58 15.63 0.95 6.615 11.21 0.59 15.83 0.97 6.946 11.60 0.60 16.04 1.00 7.285 12.00 0.61 16.25 Page 261 of 266 04/15/2024 Hydraflow Express - Hazel Dell CC Vestibule and Parking Swale - 01/14/14 3 Yc TopWidth Energy (ft)(ft)(ft) 0.01 8.20 0.03 0.01 8.40 0.05 0.01 8.60 0.08 0.02 8.80 0.10 0.03 9.00 0.13 0.03 9.20 0.15 0.04 9.40 0.18 0.04 9.60 0.20 0.05 9.80 0.23 0.06 10.00 0.25 0.06 10.20 0.28 0.07 10.40 0.30 0.07 10.60 0.33 0.08 10.80 0.35 0.09 11.00 0.38 0.09 11.20 0.40 0.10 11.40 0.43 0.11 11.60 0.45 0.12 11.80 0.48 0.12 12.00 0.50 0.13 12.20 0.53 0.14 12.40 0.55 0.14 12.60 0.58 0.15 12.80 0.60 0.16 13.00 0.63 0.17 13.20 0.65 0.17 13.40 0.68 0.18 13.60 0.70 Page 262 of 266 04/15/2024 Hydraflow Express - Hazel Dell CC Vestibule and Parking Swale - 01/14/14 4 Yc TopWidth Energy (ft)(ft)(ft) 0.19 13.80 0.73 0.20 14.00 0.75 0.20 14.20 0.78 0.21 14.40 0.80 0.22 14.60 0.83 0.23 14.80 0.85 0.24 15.00 0.88 0.24 15.20 0.91 0.25 15.40 0.93 0.26 15.60 0.96 0.27 15.80 0.98 0.28 16.00 1.01 Page 263 of 266 04/15/2024 Appendix E Proposed Curve Number Calculation Page 264 of 266 04/15/2024 Drawing Number:Title: Project: Hazel Dell Christian Church VESTIBULE AND PARKING 14501 Hazel Dell Parkway Carmel, IN 46033Keyplan:Certified By: Number DateDescription Revisions Date: Project Status: Checked By: Drawn By: R 01/15/2014 D. LACH J. LASCH .1 of 1Page 265 of 26604/15/2024 Hazel Dell Christian Church Vestibule and Parking Project SOILS ON SITE Br (Brookston silty clay loam) B/D MmB2 (Miami Silt Loam 2-6%) B OcA (Ockley silt loam, 0-2%) B Impervious 98 Dirt, B 82 Dirt, C 87 Gravel, B 85 Gravel, C 89 Lawn - B, Good 61 Lawn - D, Good 80 Existing 2013 CN Area (acres) C*Area 98 5.74 562.52 89 0.42 37.38 85 0.00 0.00 Dirt, C 87 0.00 0.00 80 0.00 0.00 74 6.42 475.08 61 12.02 733.22 Total 24.60 1808.20 % Impervious 23.3% 73.50 74 Proposed CN Area (acres) C*Area 98 7.44 729.12 89 0.35 31.15 85 0.00 0.00 Dirt, C 87 0.00 0.00 80 0.00 0.00 74 5.31 392.94 61 11.50 701.50 Total 24.60 1854.71 % Impervious 30.2% 75.39 75Composite CN Gravel, C Impervious Gravel, C Gravel, B Gravel, B Lawn - D, Good Composite CN 'CN' VALUE WORKSHEET Lawn - C, Good Lawn - B, Good Surface Description Impervious Lawn - B, Good Lawn - C, Good Lawn - D, Good Surface Description O:\2009\090392\20100\Calcs\Storm\Prelim\TC_C_CALCS 2014-01-13 Page 266 of 266 04/15/2024