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HomeMy WebLinkAboutDrainage Report 10-18-2022 STORMWATER TECHNICAL REPORT For: Carmel Office Building Address: 1701 E. 116th Street, Carmel, IN 46032 Project #W220058 Prepared For: S-Mart Real Estate, Inc. 8925 Prairie Trail Avon, IN 46123 Phone: (317) 694-6500 Contact: Warren Johnson Prepared By: Taylor Schepers, P.E. Checked By: Matt Steuber, P.E. Certified By: Steven S. Rucker, P.E. Date: October 18, 2022 Revised: February 24, 2023 March 14, 2023 April 18, 2023 1 of 87 Carmel Office Building Weihe Engineers, Inc. Stormwater Technical Report October 18, 2022 Carmel Office Building 1701 E. 116th Street Carmel, IN 46032 Hamilton County HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION ___________________________ Steven Scott Rucker, P.E. Indiana Registration No. PE11300279 The following report and accompanying computations have been developed by me or under my direct supervision. 2 of 87 Carmel Office Building Weihe Engineers, Inc. Stormwater Technical Report February 24, 2023 TABLE OF CONTENTS 1. Project Narrative a. Site Background b. Existing Conditions c. Proposed Conditions d. Storm Sewers e. Water Quality 2. Existing Conditions Drainage Calculations a. Runoff Coefficient & Curve Number b. Hydraflow Hydrographs Analysis 3. Proposed Conditions Drainage Calculations a. Runoff Coefficient & Curve Number b. Hydraflow Hydrographs Analysis i. Detention Design ii. Installed System c. Emergency Overflow Calculation 4. Storm Sewer Calculations a. Subbasin Runoff Coefficients b. Inlet Capacity Calculations c. Hydraflow Storm Sewer Analysis 5. Water Quality Calculations a. Stormwater Quality Calculations b. Water Quality By-Pass Calculations c. Stormwater Quality Unit Selection 6. Exhibits and Figures a. Figure 1.1: Project Location Map b. Figure 1.2: FEMA Map c. Figure 1.3: Aerial Map d. Figure 2.1: Existing Conditions e. Figure 2.2: Captured Area Basin Map f. Figure 2.3: Sub-Basin Map g. Figure 3.1: Proposed BMP Locations h. Figure 3.2: Outlet Control Structure Detail i. Figure 3.3: Water Quality & Diversion Structure Detail j. Stormwater Quality Unit Detail 7. Appendix a. SCS Soil Data for Site Area b. Proof of Errors and Omissions Insurance c. Pond Draw Down Report 3 of 87 SECTION 1: PROJECT NARRATIVE 4 of 87 Carmel Office Building Weihe Engineers, Inc. Stormwater Technical Report February 24, 2023 Stormwater Technical Report Carmel Office Building 431 East Carmel Drive Carmel, IN 46032 Project W22.0335 Site Background: S-Mart Real Estate, Inc. is proposing to construct a new multi-tenant building, including a bank on approximately 1.67 acres, located at 1701 E. 116th Street, Carmel, IN 46032, Indiana. Currently the site is being used as a staging area for the construction of a round- about at the intersection of 116th Street and Rangeline Road. Prior to being used as a staging area, the site was a gas station with existing structures, pavement, storm sewers, and utility lines. The proposed construction is on a site at a Latitude of 39° 07’ 23” N and Longitude of 86° 07’ 34” W, falling within Clay Township. The site is part of the Norththwest Quarter of Section 06, Township 17 North, Range 4 East, Hamilton County, Indiana. Please refer to Figure 1 for a project location map and Figure 1.3 for a site aerial. Floodzone: Based upon a scaled interpretation of the Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map, Map No. 18057C0209G for Hamilton County, Indiana, effective date November 19, 2014, the subject tract (commercial development) is located within Zone X. Zone X refers to minimal risk areas outside the 1-percent and 0.2 percent-annual-chance floodplains. The subject tract is also located within Zone AE (Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevations determined). Some work will be taking place in Zone AE. The nearest flood system is Carmel Creek located inside the south boundary of the project site. Please refer to the National Flood Hazard Layer FIRMette attached and Figure 1.2 for a FEMA Map. The construction phase of this project will fall under the State CSGP. Existing Drainage: Currently, the project site is being used as a staging area for the construction of a round- about at the intersection of 116th Street and Rangeline Road. Previously, the site was a gas station that used pavement grading and storm sewers to capture and release storm runoff at an uncontrolled rate to Carmel Creek. 5 of 87 Carmel Office Building Weihe Engineers, Inc. Stormwater Technical Report February 24, 2023 The subject tract consists of three soil types: mostly Urban Land – Miami Silt Loam Complex (UkbB2), a C hydrologic soil. Also, Urban Land - Crosby Silt Loam Complex (UcfA), a C/D hydrologic soil. Also, Shoals Silt Loam-Urban Land Complex (YshAH), a B/D hydrologic soil. An abbreviated NRCS Soil Resource Report can be found in the Appendix of this report. All soil types in disturbed areas were considered to be the next less infiltrating classification for all hydraulic calculations. Aerial images of the previous development were used to develop a weighted curve number, CN, for the property. Hydraflow Hydrographs software was then used to create a hydraulic model of the property to estimate the existing peak runoff rates during the 10- and 100-year storm events. See printouts of the model input and results under Section 2: Existing Conditions Drainage Calculations. Proposed Drainage: The proposed building, on approximately 1.67 acres, located at 1701 E. 116th Street, Carmel, Indiana will have an onsite stormwater management system to regulate the stormwater that discharges the site. Approximately 0.9 acres of the development will be captured and routed to the proposed detention basin. Approximately 0.07 acres of the development cannot be captured in the on-site storm sewer and will therefore drain directly to the right-of-way. The direct discharge areas are mostly sidewalks and small sections of each access drive. The remaining 0.7 acres of the development is in the flood fringe of Carmel Creek and will continue to follow existing drainage patterns towards the creek. This area will not contain any impervious cover. Per the City of Carmel Stormwater Technical Standards Manual (SWTSM), Section 302.03, “general release rates” the allowable 10-year release rate is 0.1cfs/acre and the 100-year release rate is 0.3 cfs/acre. The Allowable Release Rates were determined based only on the 0.9 acres of captured area included in the detention design. The 0.07 acres of direct discharge have been analyzed separately. The analysis shows that this area exceeds the allowable rates and therefore accounting for this flow in the detention design is not feasible. Allowable Release Rates: Q10post = (0.9 ac.) * (0.1 cfs/ac.) = 0.09 cfs Q100post = (0.9 ac.) * (0.3 cfs/ac.) = 0.27 cfs An outlet control structure with an orifice plate will be used to restrict flow from the site to desired discharge rates, while an underground detention system will provide the storage volume required by the flow restriction. The underground detention system was designed with assistance by Storm Trap using their 6’-6” SingleTrap chambers to provide a total of 13,327 cf of storage. This volume includes the required additional 10% of volume above the calculated detained volume to allow for sedimentation. 6 of 87 Carmel Office Building Weihe Engineers, Inc. Stormwater Technical Report February 24, 2023 The chamber system will connect to an outlet control structure with a 12” RCP, then another run of 12” RCP will connect the outlet control structure to the proposed outfall location. An orifice plate in the outlet control structure was designed to have a 1.27” orifice at an invert of 809.05 and a 1.9” orifice at an invert of 813.75, in order to restrict flow to match the allowable rates. However, per conversations with the City Engineering Department, the minimum allowable orifice size is 2”, which is reflected on the provided detail. Refer to Figure 3.2 for an outlet control structure detail. The outfall pipe will be fitted with a check valve to prevent flood waters from backing up into the detention system. The stormwater management design and analysis utilized Autodesk’s Hydraflow Hydrographs extension of Autocad Civil 3d, version 2021. The Hydraflow model analyzed the 10 and 100-year return interval storms to determine the peak flows for the 24-hour storms using the SCS type II distribution. A weighted curve number, CN, was calculated for the 0.9 acres of captured area. The minimum time of concentration of 5- minutes were used due to the size and impervious cover of the site. The peak storage volume for the 100-year event, was used for sizing of the underground detention system. A summary of the design results is provided below. See printouts of the model input and results under Section 3: Proposed Drainage Calculations . And refer to Section 6: Appendix for a printout of the pond draw down report. SUMMARY TABLE 10-Yr 100-Yr Allowable Rate (cfs) 0.09 0.27 Proposed Rate (cfs) 0.09 0.27 Detention Elevation (ft) 813.74 816.54 Peak Storage (cf) 7,066 11,833 Detention Overflow: The detention system will have an emergency overflow weir built into the outlet control structure. The elevation of the overflow weir was determined by analyzing the installed system rather than the designed system described above. The installed system will have the additional 10% of storage capacity as well as the minimum 2” diameter outlet restrictions. A Hydraflow Hydrographs model was created to analyze the conditions of the installed system. The analysis results show that the actual installed system will have slightly higher release rates and lower peak storage elevations. The 100-year elevation was calculated to be 815.04. The emergency overflow was then set to 815.05. See printouts of the model input and results under Section 3: Proposed Drainage Calculations 7 of 87 Carmel Office Building Weihe Engineers, Inc. Stormwater Technical Report February 24, 2023 Storm Sewers: The storm sewer system is designed to convey stormwater runoff at a minimum velocity of 2.5 feet/second through RCP while maintaining a hydraulic grade line elevation below the top of castings during a 10-year storm event. For sizing of the storm sewer network, the control basin was broken down further into four (4) contributing sub-basins, based on proposed grading plans and structure locations. Please refer to Figure 2.3 for a map of the site’s subbasins and storm sewer network through the site. Along with sizing the storm sewer network for the 10-year storm, analysis was also performed for the 100-year storm to check for ponding conditions and hydraulic grade line information. According to the city of Carmel’s SWTSM, the maximum ponding depth is 6”, but as all three inlets are designed as sag inlets and the 100-year storm remains below top of casting, ponding is not expected to occur. Please refer to Section 4: Storm Sewer Calculations for further details of the pipe sizing calculations. Water Quality: Site runoff from the captured drainage area of the proposed development will be treated to follow Chapter 700 of the City of Carmel’s (SWTSM). With the site being a redevelopment of over 1-acre, pre-treatment best management practices (BMP’s) are required before releasing runoff from the site. The Water Quality Curve Number was calculated to size the water quality unit. A model was created in Hydraflow Hydrographs to determine the peak runoff rate from the NRCS type II rainfall distribution with 1” in 24-hrs over the captured area using the CNWQ and a 5-minute TOC. The result was a treatment flowrate of 1.2cfs. Runoff will be directed through a Hydro International First Defense 4-ft, which can serve a maximum flowrate of 1.5cfs. Along with the First Defense, all catch basins will be mounted by an Aqua-Swirl Aqua-Guardian inlet insert filter to act as the first bmp in the treatment train. Refer to Section 5: Water Quality Calculations for further detail. 8 of 87 SECTION 2: EXISTING CONDITIONS DRAINAGE CALCULATIONS 9 of 87 Project: Date: Job No: Checked By: Prepared By:SSR BASIN: Area (SF) Area (Ac.) CN C 15654 0.36 98 0.85 8105 0.19 98 0.90 2494 0.06 77 0.25 0 0.00 82 0.50 TOTA L =26253 0.60 96.01 0.81 % Impervious 90.5 BASIN: Area (SF) Area (Ac.) CN C 0 0.00 98 0.85 0 0.00 98 0.90 0 0.00 77 0.25 46664 1.07 82 0.50 TOTA L =46664 1.07 82.00 0.50 % Impervious 0.0 Wooded Existing Conditions Runoff Coefficient Calculations Existing Conditions - Remainder of Property Cover type Pavement Roof Grass 116th &Rangeline February 14, 2023 W220335 Existing Conditions - Developed Area Cover type Pavement Roof Grass Wooded 10 of 87 1 2 3 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Ex Cond.gpwSunday, 02 / 26 / 2023 11 of 87 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- ------- ------- ------- 3.040 ------- ------- 5.230 Ex Cond - Developed Area 2 SCS Runoff ------ ------- ------- ------- ------- 2.556 ------- ------- 5.427 Ex Cond - Remainder 3 Combine 1, 2 ------- ------- ------- ------- 4.877 ------- ------- 9.330 Total Ex Runoff Proj. file: H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Ex Cond.gpwSunday, 02 / 26 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 12 of 87 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.040 2 716 6,885 ------ ------ ------ Ex Cond - Developed Area 2 SCS Runoff 2.556 2 724 7,995 ------ ------ ------ Ex Cond - Remainder 3 Combine 4.877 2 718 14,880 1, 2 ------ ------ Total Ex Runoff H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Ex Cond.gpwReturn Period: 10 Year Sunday, 02 / 26 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 13 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Sunday, 02 / 26 / 2023 Hyd. No. 1 Ex Cond - Developed Area Hydrograph type = SCS Runoff Peak discharge = 3.040 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 6,885 cuft Drainage area = 0.600 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) Ex Cond - Developed Area Hyd. No. 1 -- 10 Year Hyd No. 1 14 of 87 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 5.230 2 716 12,222 ------ ------ ------ Ex Cond - Developed Area 2 SCS Runoff 5.427 2 724 17,138 ------ ------ ------ Ex Cond - Remainder 3 Combine 9.330 2 718 29,360 1, 2 ------ ------ Total Ex Runoff H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Ex Cond.gpwReturn Period: 100 Year Sunday, 02 / 26 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 15 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Sunday, 02 / 26 / 2023 Hyd. No. 1 Ex Cond - Developed Area Hydrograph type = SCS Runoff Peak discharge = 5.230 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 12,222 cuft Drainage area = 0.600 ac Curve number = 96 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (hrs) Ex Cond - Developed Area Hyd. No. 1 -- 100 Year Hyd No. 1 16 of 87 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Sunday, 02 / 26 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 398.5318 28.8001 1.1414 -------- 50 433.6311 28.4001 1.1349 -------- 100 463.3860 28.0001 1.1234 -------- File name: Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 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. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Carmel.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.66 0.00 3.27 3.83 4.72 5.52 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 of 87 SECTION 3: PROPOSED CONDITIONS DRAINAGE CALCULATIONS 18 of 87 Project: Date: Job No: Checked By: Prepared By:SSR BASIN: Area (SF)Area (Ac.)CN C 27847 0.64 98 0.85 11616 0.27 98 0.90 33454 0.77 77 0.25 TOTA L =72917 1.67 88.37 0.58 % Impervious 54.1 BASIN: Area (SF)Area (Ac.)CN C 25146 0.58 98 0.85 11616 0.27 98 0.90 2471 0.06 77 0.25 TOTA L =39233 0.90 96.68 0.83 % Impervious 93.7 BASIN:On-Site Areas Direct Discharge to R/W Area (SF)Area (Ac.)C CN 2701 0.06 0.85 98 0 0.00 0.90 98 335 0.01 0.25 77 3036 0.07 0.78 95.68 % Impervious 89.0 BASIN:On-Site Areas Direct Discharge to Creek Area (SF)Area (Ac.)C CN 0 0.00 0.85 98 0 0.00 0.90 98 30648 0.70 0.25 77 30648 0.70 0.25 77.00 % Impervious 0.0 TOTAL= Cover type Impervious, Pavement Impervious, Roof Pervious, Grass Wooded Cover type Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= Proposed Conditions - Captured Area Cover type Pavement Roof Grass 116th &Rangeline March 14, 2023 W220335 Proposed Conditions - Entire Site Proposed Conditions Runoff Calculations Cover type Pavement Roof Grass 19 of 87 DETENTION DESIGN ANALYSIS 20 of 87 1 2 4 5 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: UGD - SCS - Captured Only.gpw Tuesday, 03 / 14 / 2023 21 of 87 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- ------- ------- ------- 4.604 ------- ------- 7.875 Proposed Captured Area 2 Reservoir 1 ------- ------- ------- ------- 0.090 ------- ------- 0.270 Detention 4 SCS Runoff ------ ------- ------- ------- ------- 0.353 ------- ------- 0.609 Direct Discharge to R/W 5 SCS Runoff ------ ------- ------- ------- ------- 1.472 ------- ------- 3.424 Direct Discharge to Creek Proj. file: UGD - SCS - Captured Only.gpw Tuesday, 03 / 14 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 22 of 87 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 4.604 2 716 10,563 ------ ------ ------ Proposed Captured Area 2 Reservoir 0.090 2 922 10,554 1 813.74 7,066 Detention 4 SCS Runoff 0.353 2 716 795 ------ ------ ------ Direct Discharge to R/W 5 SCS Runoff 1.472 2 722 4,162 ------ ------ ------ Direct Discharge to Creek UGD - SCS - Captured Only.gpw Return Period: 10 Year Tuesday, 03 / 14 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 23 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 1 Proposed Captured Area Hydrograph type = SCS Runoff Peak discharge = 4.604 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 10,563 cuft Drainage area = 0.900 ac Curve number = 96.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Proposed Captured Area Hyd. No. 1 -- 10 Year Hyd No. 1 24 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 2 Detention Hydrograph type = Reservoir Peak discharge = 0.090 cfs Storm frequency = 10 yrs Time to peak = 922 min Time interval = 2 min Hyd. volume = 10,554 cuft Inflow hyd. No. = 1 - Proposed Captured Area Max. Elevation = 813.74 ft Reservoir name = UGD Max. Storage = 7,066 cuft Storage Indication method used. 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) Detention Hyd. No. 2 -- 10 Year Hyd No. 2 Hyd No. 1 Total storage used = 7,066 cuft 25 of 87 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Pond No. 1 - UGD Pond Data UG Chambers -Invert elev. = 810.05 ft, Rise x Span = 6.50 x 21.80 ft, Barrel Len = 67.00 ft, No. Barrels = 1, Slope = 0.10%, Headers = No Encasement -Invert elev. = 809.05 ft, Width = 31.00 ft, Height = 7.50 ft, Voids = 40.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 809.05 n/a 0 0 0.76 809.81 n/a 601 601 1.51 810.56 n/a 1,049 1,650 2.27 811.32 n/a 1,292 2,942 3.03 812.08 n/a 1,292 4,235 3.78 812.83 n/a 1,292 5,527 4.54 813.59 n/a 1,292 6,819 5.30 814.35 n/a 1,292 8,111 6.05 815.10 n/a 1,292 9,403 6.81 815.86 n/a 1,292 10,695 7.57 816.62 n/a 1,263 11,958 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 12.00 1.27 1.90 0.00 Span (in)= 12.00 1.27 1.90 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 809.05 809.05 813.75 0.00 Length (ft)= 25.00 0.10 0.10 0.00 Slope (%)= 0.35 0.50 0.50 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27 0.30 Stage (ft) 0.00 809.05 2.00 811.05 4.00 813.05 6.00 815.05 8.00 817.05 Elev (ft) Discharge (cfs) Stage / Discharge Total Q 26 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 4 Direct Discharge to R/W Hydrograph type = SCS Runoff Peak discharge = 0.353 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 795 cuft Drainage area = 0.070 ac Curve number = 95.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Direct Discharge to R/W Hyd. No. 4 -- 10 Year Hyd No. 4 27 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 5 Direct Discharge to Creek Hydrograph type = SCS Runoff Peak discharge = 1.472 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 4,162 cuft Drainage area = 0.700 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.10 min Total precip. = 3.83 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Direct Discharge to Creek Hyd. No. 5 -- 10 Year Hyd No. 5 28 of 87 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Hyd. No. 5 Direct Discharge to Creek Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 62.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.66 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min)=14.09 +0.00 +0.00 =14.09 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Paved Paved Paved Average velocity (ft/s)=0.00 0.00 0.00 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s)=0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Total Travel Time, Tc .............................................................................. 14.10 min 29 of 87 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 7.875 2 716 18,584 ------ ------ ------ Proposed Captured Area 2 Reservoir 0.270 2 808 18,575 1 816.54 11,833 Detention 4 SCS Runoff 0.609 2 716 1,418 ------ ------ ------ Direct Discharge to R/W 5 SCS Runoff 3.424 2 722 9,622 ------ ------ ------ Direct Discharge to Creek UGD - SCS - Captured Only.gpw Return Period: 100 Year Tuesday, 03 / 14 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 30 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 1 Proposed Captured Area Hydrograph type = SCS Runoff Peak discharge = 7.875 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 18,584 cuft Drainage area = 0.900 ac Curve number = 96.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Proposed Captured Area Hyd. No. 1 -- 100 Year Hyd No. 1 31 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 2 Detention Hydrograph type = Reservoir Peak discharge = 0.270 cfs Storm frequency = 100 yrs Time to peak = 808 min Time interval = 2 min Hyd. volume = 18,575 cuft Inflow hyd. No. = 1 - Proposed Captured Area Max. Elevation = 816.54 ft Reservoir name = UGD Max. Storage = 11,833 cuft Storage Indication method used. 0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Detention Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 11,833 cuft 32 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 4 Direct Discharge to R/W Hydrograph type = SCS Runoff Peak discharge = 0.609 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 1,418 cuft Drainage area = 0.070 ac Curve number = 95.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Direct Discharge to R/W Hyd. No. 4 -- 100 Year Hyd No. 4 33 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Hyd. No. 5 Direct Discharge to Creek Hydrograph type = SCS Runoff Peak discharge = 3.424 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 9,622 cuft Drainage area = 0.700 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.10 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Direct Discharge to Creek Hyd. No. 5 -- 100 Year Hyd No. 5 34 of 87 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 03 / 14 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 398.5318 28.8001 1.1414 -------- 50 433.6311 28.4001 1.1349 -------- 100 463.3860 28.0001 1.1234 -------- File name: Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 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. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Carmel.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.66 0.00 3.27 3.83 4.72 5.52 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 35 of 87 INSTALLED SYSTEM ANALYSIS 36 of 87 1 2 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: UGD - SCS - Captured Only - Installed System.gpw Wednesday, 03 / 15 / 2023 37 of 87 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- ------- ------- ------- 4.604 ------- ------- 7.875 Proposed Captured Area 2 Reservoir 1 ------- ------- ------- ------- 0.192 ------- ------- 0.365 Detention Proj. file: UGD - SCS - Captured Only - Installed System.gpw Wednesday, 03 / 15 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 38 of 87 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 7.875 2 716 18,584 ------ ------ ------ Proposed Captured Area 2 Reservoir 0.365 2 778 18,577 1 815.04 10,342 Detention UGD - SCS - Captured Only - Installed System.gpwReturn Period: 100 Year Wednesday, 03 / 15 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 39 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 03 / 15 / 2023 Hyd. No. 1 Proposed Captured Area Hydrograph type = SCS Runoff Peak discharge = 7.875 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 18,584 cuft Drainage area = 0.900 ac Curve number = 96.7 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Proposed Captured Area Hyd. No. 1 -- 100 Year Hyd No. 1 40 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 03 / 15 / 2023 Hyd. No. 2 Detention Hydrograph type = Reservoir Peak discharge = 0.365 cfs Storm frequency = 100 yrs Time to peak = 778 min Time interval = 2 min Hyd. volume = 18,577 cuft Inflow hyd. No. = 1 - Proposed Captured Area Max. Elevation = 815.04 ft Reservoir name = UGD Max. Storage = 10,342 cuft Storage Indication method used. 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Detention Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 10,342 cuft 41 of 87 Pond Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 03 / 15 / 2023 Pond No. 1 - UGD Pond Data UG Chambers -Invert elev. = 810.05 ft, Rise x Span = 6.50 x 21.80 ft, Barrel Len = 74.65 ft, No. Barrels = 1, Slope = 0.10%, Headers = No Encasement -Invert elev. = 809.05 ft, Width = 31.00 ft, Height = 7.50 ft, Voids = 40.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 809.05 n/a 0 0 0.76 809.81 n/a 667 667 1.51 810.56 n/a 1,168 1,834 2.27 811.32 n/a 1,441 3,276 3.03 812.08 n/a 1,441 4,717 3.79 812.84 n/a 1,441 6,158 4.54 813.59 n/a 1,441 7,599 5.30 814.35 n/a 1,441 9,040 6.06 815.11 n/a 1,441 10,481 6.82 815.87 n/a 1,441 11,922 7.57 816.62 n/a 1,405 13,326 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 12.00 2.00 2.00 0.00 Span (in)= 12.00 2.00 2.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 809.05 809.05 813.75 0.00 Length (ft)= 25.00 0.10 0.10 0.00 Slope (%)= 0.35 0.50 0.50 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes Yes No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 Stage (ft) 0.00 809.05 2.00 811.05 4.00 813.05 6.00 815.05 8.00 817.05 Elev (ft) Discharge (cfs) Stage / Discharge Total Q 42 of 87 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 03 / 15 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 287.3543 28.3001 1.1322 -------- 10 337.4067 28.7001 1.1400 -------- 25 398.5318 28.8001 1.1414 -------- 50 433.6311 28.4001 1.1349 -------- 100 463.3860 28.0001 1.1234 -------- File name: Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 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. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: H:\2022\W220335\Engineering\design\drainage\pond modeling\HYDROGRAPHS\Carmel.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.66 0.00 3.27 3.83 4.72 5.52 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 43 of 87 EMERGENCY OVERFLOW CALCULATIONS 44 of 87 Emergency Overflow Calculations Project: Date: Job No: Checked By: Prepared By:SSR Peak Inflow 7.88 cfs Peak Inflow (125%) 9.85 cfs Cw (Coefficient of Weir) 3.33 h (Flow depth over Weir)1 ft Width of Weir 2.96 ft L = Q/ (Cs * H ^ (3/2)) April 18, 2023 CARMEL OFFICE BUILDING POND 1 A-AW220335 45 of 87 SECTION 4: STORM SEWER CALCULATIONS 46 of 87 Project: Date: Job No: Checked By: Prepared By:SSR BASIN: SUBBASIN 201 Area (SF) Area (Ac.) C 8357 0.19 0.85 0 0.00 0.90 610 0.01 0.25 8967 0.21 0.81 BASIN: SUBBASIN 202 Area (SF) Area (Ac.) C 5610 0.13 0.85 4963 0.11 0.90 293 0.01 0.25 10866 0.25 0.86 BASIN: SUBBASIN 203 Area (SF) Area (Ac.) C 7462 0.17 0.85 6653 0.15 0.90 1097 0.03 0.25 15212 0.35 0.83 BASIN: SUBBASIN 204 Area (SF) Area (Ac.) C 3717 0.09 0.85 0 0.00 0.90 471 0.01 0.25 4188 0.10 0.78 BASIN: CAPTURED AREA Area (SF) Area (Ac.) C 25146 0.58 0.85 11616 0.27 0.90 2471 0.06 0.25 39233 0.90 0.86 % Impervious 93.7 Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= Cover type TOTAL= Pervious, Grass Impervious, Pavement Impervious, Roof Cover type Cover type Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= Cover type Proposed Sub-Basin Runoff Coefficients CARMEL OFFICE BUILDING February 24, 2023 W220335 Cover type Impervious, Pavement Impervious, Roof Pervious, Grass TOTAL= 47 of 87 Project: Date: Job No.: Checked By: Prepared By: Area (ft2)Perimeter (ft) 1.60 7.80 Open Area, A (ft2) =1.50 3 Weir Condition (d<0.3') Weir Perimeter, P (ft) =7.90 15.8 Orifice Condition (d>0.4') A, 50% Clogged (ft2) =0.75 1.5 P, 50% Clogged (ft) =3.95 7.9 50% Cogged conditions is evaluated. Depth Depth Depth Q Weir Orifice Controlling Maximum Depth Str. # (cfs) (ft) (ft) (ft) 0.5 ft 201 1.02 0.20 0.08 0.20 OK 202 1.31 0.25 0.13 0.25 OK 203 1.77 0.34 0.23 0.34 OK 204 0.46 0.09 0.02 0.09 OK 0.00 0.00 0.00 OK 0.00 0.00 0.00 OK Type of Casting Catch Basin Neenah R-3405 Sag Inlet Capacity Calculations - 10 Yr. 116th & Rangeline 2/24/2023 W220335 SSR 48 of 87 49 of 87 50 of 87 51 of 87 52 of 87 SECTION 5: WATER QUALITY CALCULATIONS 53 of 87 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Project: WQ Flow Rate.gpw Sunday, 02 / 26 / 2023 54 of 87 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 1.195 ------- ------- ------- ------- ------- ------- ------- Proposed WQ Flow Proj. file: WQ Flow Rate.gpw Sunday, 02 / 26 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 55 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Sunday, 02 / 26 / 2023 Hyd. No. 1 Proposed WQ Flow Hydrograph type = SCS Runoff Peak discharge = 1.195 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 2,720 cuft Drainage area = 0.900 ac Curve number = 99 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 1.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Proposed WQ Flow Hyd. No. 1 -- 1 Year Hyd No. 1 56 of 87 57 of 87 58 of 87 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 05/10/2022 Version 22 (Check : https://www.indy.gov/activity/public-works-specifications-and-manuals for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 0.78 9 SC-4 0.70 1.4 9 SC-5 1.09 2.18 9 SC-6 1.57 3.14 9 SC-7 2.14 4.28 9 SC-8 2.80 5.6 9 SC-9 3.54 7.08 9 SC-10 4.37 8.74 9 SC-11 5.29 10.58 9 SciClone SC-12 6.30 12.6 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS DVS-144C 9.00 18.00 9 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender 12 ft 10.08 26.51 21 59 of 87 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 05/10/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-3 1.02 2.27 9 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 60 of 87 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 05/10/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl Concentrator AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 2-4 0.70 1.53 6 2.5-5 1.10 2.40 6 3-6 1.59 3.47 6 4-6 2.11 4.60 6 4-8 2.82 6.15 6 5-10 4.40 9.60 6 BioClean Debris Separating Baffle Box (DSBB) 6-12 6.34 13.83 6 61 of 87 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 4 05/10/2022 Version 22 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 7-14 8.63 18.83 6 8-14 9.86 21.51 6 8-16 11.27 24.59 6 9-18 14.27 31.13 6 10-18 15.85 34.58 6 10-20 17.61 38.42 6 10-22 19.37 42.26 6 11-22 21.31 46.49 6 11-24 23.25 50.73 6 BioClean Debris Separating Baffle Box (DSBB) 12-24 25.36 55.33 6 SCX-4 1.82 3.68 12 SCX-6 4.09 8.26 12 SCX-8 7.27 14.69 12 SCX-10 11.36 22.95 12 Bio Clean SciCloneX SCX-12 16.35 33.03 12 3-ft 1.02 2.30 9 4-ft 1.81 4.07 9 5-ft 2.83 6.37 9 6-ft 4.07 9.16 9 7-ft 5.53 12.44 9 8-ft 7.23 16.27 9 Hydro International First Defense Optimum 10-ft 11.33 25.49 9 Stormwater Quality Unit Configuration Policy Multiple Inlet Configurations: Stormwater Quality Units (SQU) may not be installed on-line or off-line with multiple inlets unless the SQU has been tested and approved by NJCAT/NJDEP using the exact multiple inlet configuration proposed. Multiple inlet configurations include more than one pipe providing inflow directly to the SQU or a combination of inflow pipe and an open grate casting on the SQU. On-line and Off-line Configurations SQUs are generally tested in the laboratory with the inlet and outlet pipe 180 degrees apart. Inlet – outlet configurations different than those verified and certified by NJCAT/NJDEP may reduce the performance of the SQU in removing or retaining the desired pollutant without testing to verify performance. 62 of 87 SECTION 6: EXHIBITS AND FIGURES 63 of 87 FIGURE 1.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E LOCATION MAP Date: September 08, 2022 CARMEL OFFICE BUILDING PROJECT LOCATION 116TH ST 106TH ST 465 96TH STREETCOLLEGE AVERANGELINE RDKEYSTONE AVESR-31/MERIDIAN STMAIN ST 126TH ST 64 of 87 FIGURE 1.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E FEMA MAP Date: September 08, 2022 CARMEL OFFICE BUILDING PROJECT LOCATION SITE LOCATION 65 of 87 FIGURE 1.3 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E ARIAL MAP Date: September 08, 2022 CARMEL OFFICE BUILDING PROJECT LOCATION SITE LOCATION 66 of 87 FIGURE 2.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E EXISTING CONDITIONS Date: February 24, 2023 CARMEL OFFICE BUILDING AERIAL IMAGE FROM COUNTY GIS SHOWING PREVIOUS DEVELOPMENT WITH UPDATED PROPERTY LINES 67 of 87 STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM ATM TUBE TUBE E. 116th STREET WESTFIELD BLVD100 101 203 201 200 202 204 CAPTURED DRAINAGE AREA 0.90 AC CN = 96.7 FIGURE 2.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E CONTROLLED AREA BASIN MAP Date: March 14, 2023 CARMEL OFFICE BUILDING AREA DRAINING TO CREEK 0.70 AC CN = 77 AREA DRAINING TO R/W 0.07 AC CN=95.7 68 of 87 STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM ATM TUBE TUBE E. 116th STREET WESTFIELD BLVD100 101 203 201 200 202 204 FIGURE 2.3 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E SUB-BASIN MAP Date: March 14, 2023 CARMEL OFFICE BUILDING SUBBASIN 202 AREA = 0.25 AC C=0.86 SUBBASIN 203 AREA = 0.35 AC C=0.83 SUBBASIN 201 AREA = 0.21 AC C=0.81 SUBBASIN 204 AREA = 0.10 AC C=0.78 69 of 87 STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STMSTM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM STM ATM TUBE TUBE E. 116th STREET WESTFIELD BLVD100 101 203 201 200 202 204 FIGURE 3.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E PROPOSED BMP LOCATION Date: March 14, 2023 CARMEL OFFICE BUILDING OUTLET CONTROL STRUCTURE UNDERGROUND DETENTION HYDRO INTERNATIONAL FIRST DEFENSE 4-FT AG-18 AQUA-GUARDIAN CATCH BASIN INSERT AG-18 AQUA-GUARDIAN CATCH BASIN INSERT AG-18 AQUA-GUARDIAN CATCH BASIN INSERT AG-18 AQUA-GUARDIAN CATCH BASIN INSERT CHECK VALVE ON OUTFALL PIPE 70 of 87 FIGURE 3.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S March 14, 2023 CARMEL OFFICE BUILDING OUTLET CONTROL STRUCTURE "101" NO SCALE BB SECTION A-A SECTION B-B A A PLAN VIEW DETAIL 71 of 87 FIGURE 3.3 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S WATER QUALITY & DIVERSION STRUCTURE DETAIL OUTLET INVERT FROM STR 201 TO DETENTION CHAMBERS HAS BEEN RAISED FROM ANALYSIS COMPUTATIONS TO ACT AS A WEIR, ENSURING PRIMARY FLOW IS DIRECTED TO BMP. STR 201 48" DIA MANHOLE INLET STRUCTURE TOC = 817.15 STR 200 HYDRO INTERNATIONAL FIRST DEFENSE 4-FT TOC = 817.40 STORM TRAP CHAMBERS INV = 812.30 INV = 812.40 INV = 812.61 INV = 812.15 INV = 812.15 INV = 812.10 INV = 812.20 INV = 812.10 12" PIPE FROM STR 203 12" PIPE FROM STR 202 15" PIPE 12" PIPE 12" PIPE CARMEL OFFICE BUILDING DETAIL NO SCALE March 14, 2023 72 of 87 PLAN VIEW SECTION A-A PARTS LIST DESCRIPTIONSIZE (mm)SIZE (in)QTYITEM I.D. PRECAST MANHOLE12004811 INTERNAL COMPONENTS (PRE-INSTALLED) 12 FRAME AND COVER (ROUND)7503013 OUTLET PIPE (BY OTHERS)600 (MAX)24 (MAX)14 INLET PIPE (BY OTHERS)600 (MAX)24 (MAX)15 A A WEIGHT: SHEET SIZE: B SHEET : 1 OF 1 DRAWING NO.: FD GA-4 STOCK NUMBER: hydro-int.com HYDRO INTERNATIONAL Rev: - Title 4-ft DIAMETER FIRST DEFENSE DRAWN BY: ER CHECKED BY: MRJ APPROVED BY DATE: 11/2/2021 SCALE: 1:30 PROJECTION MATERIAL: GENERAL ARRANGEMENT IF IN DOUBT ASK 5 1. MANHOLE WALL AND SLAB THICKNESSES ARE NOT TO SCALE. 2. CONTACT HYDRO INTERNATIONAL FOR A BOTTOM OF STRUCTURE ELEVATION PRIOR TO SETTING FIRST DEFENSE MANHOLE. 3. CONTRACTOR TO CONFIRM RIM, PIPE INVERTS, PIPE DIA. AND PIPE ORIENTATION PRIOR TO RELEASE OF UNIT TO FABRICATION. PRODUCT SPECIFICATION: 1. Peak Hydraulic Flow: 18.0 cfs (510 l/s) 2. Min Sediment Storage Capacity: 0.7 cu. yd. (0.5 cu. m.) 3. Maximum Inlet/Outlet Pipe Diameters: 24 in. (600 mm) 4. The Treatment System Shall Use An Induced Vortex To Separate Pollutants From Stormwater Runoff. 5. For More Product Information Including Regulatory Acceptances, Please Visit https://hydro-int.com/en/products/first-defense GENERAL NOTES: 1. General Arrangement drawings only. Contact Hydro International for site specific drawings. 2. The diameter of the inlet and outlet pipes may be no more than 24". 3. Multiple inlet pipes possible (refer to project plan). 4. Inlet/outlet pipe angle can vary to align with drainage network (refer to project plans). 5. Peak flow rate and minimum height limited by available cover and pipe diameter. 6. Larger sediment storage capacity may be provided with a deeper sump depth. 4 1 1 3 2 4 2 4.97 ft [1.515 m]PIPE ELEV: (MINIMUM) 8.07 ft [2.460 m]T.O.S ELEV.: (MINIMUM) RIM: VARIES .00 ft [.000 m]SUMP ELEV: 5 HYDRO FRAME AND COVER (INCLUDED) GRADE RINGS BY OTHERS AS REQUIRED NOTE: ADDITIONAL HEIGHT MAY BE REQUIRED DEPENDING ON PIPE SIZE 2.25 ft [.685 m]BOTTOM OF INTERNALS: 3.47 ft [1.057 m]PREASSEMBLY REFERENCE: 73 of 87 SECTION 7: APPENDIX 74 of 87 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/26/2023 Page 1 of 4442319044232004423210442322044232304423240442325044232604423270442328044232904423300442319044232004423210442322044232304423240442325044232604423270442328044232904423300574590574600574610574620574630574640574650574660574670574680 574590 574600 574610 574620 574630 574640 574650 574660 574670 574680 39° 57' 23'' N 86° 7' 36'' W39° 57' 23'' N86° 7' 32'' W39° 57' 19'' N 86° 7' 36'' W39° 57' 19'' N 86° 7' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:603 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 75 of 87 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/26/2023 Page 2 of 4 76 of 87 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.1 6.2% UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.9 53.2% UkbA Urban land-Miami silt loam complex, 0 to 2 percent slopes 0.2 10.5% YshAH Shoals silt loam-Urban land complex, 0 to 2 percent slopes, frequently flooded, brief duration B/D 0.5 30.2% Totals for Area of Interest 1.7 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/26/2023 Page 3 of 4 77 of 87 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/26/2023 Page 4 of 4 78 of 87 07/09/2021 Dimond Bros. Insurance, LLC 11708 North College Avenue Carmel IN 46032 Laurie Kay (317) 853-3572 (317) 853-3501 laurie.kay@dimondbros.com Weihe Engineers, Inc. 10505 North College Avenue Indianapolis IN 46280 Continental Casualty Company 20443 21-22 Prof/Poll Master A Professional Liability Pollution Incident Liability AEH591931393 07/03/2021 07/03/2022 Limit of Liability $2,000,000 Aggregate Limit $2,000,000 Deductible $25,000 Sample SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME: CONTACT (A/C, No): FAX E-MAIL ADDRESS: PRODUCER (A/C, No, Ext): PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT ER OTH- STATUTE PER LIMITS(MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) POLICY EFF POLICY NUMBERTYPE OF INSURANCELTR INSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO- JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY 79 of 87 Weihe Engineers, Inc.Insured Multiple Names Additional Named Insureds Other Named Insureds OFAPPINF (02/2007)COPYRIGHT 2007, AMS SERVICES INC 80 of 87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 03 / 15 / 2023 Hyd. No. 2 Detention Hydrograph type = Reservoir Peak discharge = 0.270 cfs Storm frequency = 100 yrs Time to peak = 808 min Time interval = 2 min Hyd. volume = 18,575 cuft Inflow hyd. No. = 1 - Proposed Captured AreaReservoir name = UGD Max. Elevation = 816.54 ft Max. Storage = 11,833 cuft Storage Indication method used. Hydrograph Discharge Table ( Printed values >= 1.00% of Qp. Print interval = 10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 120 0.020 809.09 0.003 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003 140 0.026 809.12 0.006 0.006 ----- ----- ----- ----- ----- ----- ----- 0.006 160 0.032 809.15 0.009 0.009 ----- ----- ----- ----- ----- ----- ----- 0.009 180 0.037 809.19 0.012 0.012 ----- ----- ----- ----- ----- ----- ----- 0.012 200 0.041 809.23 0.015 0.014 ----- ----- ----- ----- ----- ----- ----- 0.014 220 0.046 809.27 0.018 0.017 ----- ----- ----- ----- ----- ----- ----- 0.017 240 0.050 809.32 0.020 0.019 ----- ----- ----- ----- ----- ----- ----- 0.019 260 0.055 809.36 0.022 0.021 ----- ----- ----- ----- ----- ----- ----- 0.021 280 0.060 809.42 0.023 0.023 ----- ----- ----- ----- ----- ----- ----- 0.023 300 0.065 809.48 0.025 0.025 ----- ----- ----- ----- ----- ----- ----- 0.025 320 0.070 809.54 0.028 0.027 ----- ----- ----- ----- ----- ----- ----- 0.027 340 0.075 809.60 0.030 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 360 0.080 809.68 0.033 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 380 0.084 809.75 0.035 0.033 ----- ----- ----- ----- ----- ----- ----- 0.033 400 0.089 809.82 0.036 0.035 ----- ----- ----- ----- ----- ----- ----- 0.035 420 0.094 809.87 0.038 0.036 ----- ----- ----- ----- ----- ----- ----- 0.036 440 0.098 809.92 0.039 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037 460 0.103 809.97 0.040 0.039 ----- ----- ----- ----- ----- ----- ----- 0.039 480 0.107 810.03 0.042 0.040 ----- ----- ----- ----- ----- ----- ----- 0.040 500 0.123 810.10 0.042 0.041 ----- ----- ----- ----- ----- ----- ----- 0.041 Continues on next page... 81 of 87 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 520 0.141 810.17 0.046 0.043 ----- ----- ----- ----- ----- ----- ----- 0.043 540 0.159 810.26 0.046 0.045 ----- ----- ----- ----- ----- ----- ----- 0.045 560 0.163 810.37 0.048 0.047 ----- ----- ----- ----- ----- ----- ----- 0.047 580 0.173 810.47 0.050 0.048 ----- ----- ----- ----- ----- ----- ----- 0.048 600 0.202 810.58 0.052 0.050 ----- ----- ----- ----- ----- ----- ----- 0.050 620 0.243 810.70 0.055 0.053 ----- ----- ----- ----- ----- ----- ----- 0.053 640 0.295 810.85 0.059 0.055 ----- ----- ----- ----- ----- ----- ----- 0.055 660 0.368 811.05 0.059 0.058 ----- ----- ----- ----- ----- ----- ----- 0.058 680 0.523 811.31 0.064 0.062 ----- ----- ----- ----- ----- ----- ----- 0.062 700 1.988 811.85 0.070 0.069 ----- ----- ----- ----- ----- ----- ----- 0.069 720 5.840 815.26 0.221 0.103 0.113 ----- ----- ----- ----- ----- ----- 0.217 740 0.760 816.19 0.262 0.111 0.146 ----- ----- ----- ----- ----- ----- 0.256 760 0.446 816.41 0.273 0.113 0.152 ----- ----- ----- ----- ----- ----- 0.265 780 0.351 816.50 0.273 0.113 0.155 ----- ----- ----- ----- ----- ----- 0.268 800 0.292 816.54 0.273 0.114 0.156 ----- ----- ----- ----- ----- ----- 0.270 820 0.246 816.54 0.273 0.114 0.156 ----- ----- ----- ----- ----- ----- 0.270 840 0.209 816.51 0.273 0.113 0.155 ----- ----- ----- ----- ----- ----- 0.269 860 0.192 816.46 0.273 0.113 0.154 ----- ----- ----- ----- ----- ----- 0.267 880 0.179 816.40 0.273 0.113 0.152 ----- ----- ----- ----- ----- ----- 0.265 900 0.167 816.34 0.265 0.112 0.150 ----- ----- ----- ----- ----- ----- 0.262 920 0.154 816.26 0.262 0.112 0.148 ----- ----- ----- ----- ----- ----- 0.259 940 0.141 816.18 0.262 0.111 0.145 ----- ----- ----- ----- ----- ----- 0.256 960 0.128 816.10 0.262 0.110 0.143 ----- ----- ----- ----- ----- ----- 0.253 980 0.122 816.01 0.252 0.109 0.140 ----- ----- ----- ----- ----- ----- 0.249 1000 0.118 815.92 0.252 0.109 0.137 ----- ----- ----- ----- ----- ----- 0.246 1020 0.113 815.82 0.247 0.108 0.134 ----- ----- ----- ----- ----- ----- 0.242 1040 0.109 815.73 0.241 0.107 0.131 ----- ----- ----- ----- ----- ----- 0.238 1060 0.104 815.64 0.241 0.107 0.128 ----- ----- ----- ----- ----- ----- 0.234 Continues on next page... 82 of 87 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1080 0.099 815.55 0.231 0.106 0.124 ----- ----- ----- ----- ----- ----- 0.230 1100 0.095 815.46 0.231 0.105 0.121 ----- ----- ----- ----- ----- ----- 0.226 1120 0.090 815.37 0.226 0.104 0.118 ----- ----- ----- ----- ----- ----- 0.222 1140 0.086 815.27 0.221 0.103 0.114 ----- ----- ----- ----- ----- ----- 0.217 1160 0.081 815.18 0.221 0.103 0.110 ----- ----- ----- ----- ----- ----- 0.213 1180 0.077 815.09 0.211 0.102 0.106 ----- ----- ----- ----- ----- ----- 0.208 1200 0.072 815.00 0.207 0.101 0.102 ----- ----- ----- ----- ----- ----- 0.204 1220 0.070 814.90 0.202 0.100 0.098 ----- ----- ----- ----- ----- ----- 0.199 1240 0.070 814.82 0.202 0.100 0.094 ----- ----- ----- ----- ----- ----- 0.194 1260 0.069 814.73 0.193 0.099 0.090 ----- ----- ----- ----- ----- ----- 0.189 1280 0.068 814.65 0.192 0.098 0.086 ----- ----- ----- ----- ----- ----- 0.184 1300 0.067 814.57 0.183 0.097 0.081 ----- ----- ----- ----- ----- ----- 0.179 1320 0.066 814.49 0.182 0.097 0.077 ----- ----- ----- ----- ----- ----- 0.174 1340 0.065 814.42 0.173 0.096 0.073 ----- ----- ----- ----- ----- ----- 0.169 1360 0.064 814.34 0.165 0.095 0.068 ----- ----- ----- ----- ----- ----- 0.163 1380 0.063 814.28 0.165 0.095 0.063 ----- ----- ----- ----- ----- ----- 0.158 1400 0.062 814.21 0.159 0.094 0.059 ----- ----- ----- ----- ----- ----- 0.153 1420 0.061 814.15 0.152 0.094 0.054 ----- ----- ----- ----- ----- ----- 0.147 1440 0.060 814.09 0.146 0.093 0.048 ----- ----- ----- ----- ----- ----- 0.141 1460 0.000 814.00 0.136 0.092 0.039 ----- ----- ----- ----- ----- ----- 0.132 1480 0.000 813.91 0.122 0.092 0.027 ----- ----- ----- ----- ----- ----- 0.119 1500 0.000 813.84 0.103 0.091 0.011 ----- ----- ----- ----- ----- ----- 0.102 1520 0.000 813.77 0.094 0.090 0.002 ----- ----- ----- ----- ----- ----- 0.093 1540 0.000 813.70 0.092 0.090 ----- ----- ----- ----- ----- ----- ----- 0.090 1560 0.000 813.64 0.092 0.089 ----- ----- ----- ----- ----- ----- ----- 0.089 1580 0.000 813.58 0.092 0.089 ----- ----- ----- ----- ----- ----- ----- 0.089 1600 0.000 813.52 0.092 0.088 ----- ----- ----- ----- ----- ----- ----- 0.088 1620 0.000 813.45 0.092 0.087 ----- ----- ----- ----- ----- ----- ----- 0.087 Continues on next page... 83 of 87 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1640 0.000 813.39 0.092 0.087 ----- ----- ----- ----- ----- ----- ----- 0.087 1660 0.000 813.33 0.089 0.086 ----- ----- ----- ----- ----- ----- ----- 0.086 1680 0.000 813.27 0.086 0.086 ----- ----- ----- ----- ----- ----- ----- 0.086 1700 0.000 813.21 0.086 0.085 ----- ----- ----- ----- ----- ----- ----- 0.085 1720 0.000 813.15 0.086 0.084 ----- ----- ----- ----- ----- ----- ----- 0.084 1740 0.000 813.09 0.086 0.084 ----- ----- ----- ----- ----- ----- ----- 0.084 1760 0.000 813.04 0.086 0.083 ----- ----- ----- ----- ----- ----- ----- 0.083 1780 0.000 812.98 0.086 0.082 ----- ----- ----- ----- ----- ----- ----- 0.082 1800 0.000 812.92 0.086 0.082 ----- ----- ----- ----- ----- ----- ----- 0.082 1820 0.000 812.86 0.086 0.081 ----- ----- ----- ----- ----- ----- ----- 0.081 1840 0.000 812.81 0.084 0.080 ----- ----- ----- ----- ----- ----- ----- 0.080 1860 0.000 812.75 0.080 0.080 ----- ----- ----- ----- ----- ----- ----- 0.080 1880 0.000 812.69 0.080 0.079 ----- ----- ----- ----- ----- ----- ----- 0.079 1900 0.000 812.64 0.080 0.079 ----- ----- ----- ----- ----- ----- ----- 0.079 1920 0.000 812.58 0.080 0.078 ----- ----- ----- ----- ----- ----- ----- 0.078 1940 0.000 812.53 0.080 0.077 ----- ----- ----- ----- ----- ----- ----- 0.077 1960 0.000 812.47 0.080 0.077 ----- ----- ----- ----- ----- ----- ----- 0.077 1980 0.000 812.42 0.080 0.076 ----- ----- ----- ----- ----- ----- ----- 0.076 2000 0.000 812.37 0.080 0.075 ----- ----- ----- ----- ----- ----- ----- 0.075 2020 0.000 812.31 0.080 0.075 ----- ----- ----- ----- ----- ----- ----- 0.075 2040 0.000 812.26 0.077 0.074 ----- ----- ----- ----- ----- ----- ----- 0.074 2060 0.000 812.21 0.075 0.074 ----- ----- ----- ----- ----- ----- ----- 0.074 2080 0.000 812.16 0.075 0.073 ----- ----- ----- ----- ----- ----- ----- 0.073 2100 0.000 812.11 0.075 0.072 ----- ----- ----- ----- ----- ----- ----- 0.072 2120 0.000 812.06 0.075 0.072 ----- ----- ----- ----- ----- ----- ----- 0.072 2140 0.000 812.01 0.075 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071 2160 0.000 811.96 0.075 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071 2180 0.000 811.91 0.073 0.070 ----- ----- ----- ----- ----- ----- ----- 0.070 Continues on next page... 84 of 87 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2200 0.000 811.86 0.070 0.069 ----- ----- ----- ----- ----- ----- ----- 0.069 2220 0.000 811.81 0.069 0.069 ----- ----- ----- ----- ----- ----- ----- 0.069 2240 0.000 811.76 0.069 0.068 ----- ----- ----- ----- ----- ----- ----- 0.068 2260 0.000 811.71 0.069 0.067 ----- ----- ----- ----- ----- ----- ----- 0.067 2280 0.000 811.67 0.069 0.067 ----- ----- ----- ----- ----- ----- ----- 0.067 2300 0.000 811.62 0.069 0.066 ----- ----- ----- ----- ----- ----- ----- 0.066 2320 0.000 811.57 0.069 0.066 ----- ----- ----- ----- ----- ----- ----- 0.066 2340 0.000 811.53 0.068 0.065 ----- ----- ----- ----- ----- ----- ----- 0.065 2360 0.000 811.48 0.065 0.064 ----- ----- ----- ----- ----- ----- ----- 0.064 2380 0.000 811.44 0.064 0.064 ----- ----- ----- ----- ----- ----- ----- 0.064 2400 0.000 811.39 0.064 0.063 ----- ----- ----- ----- ----- ----- ----- 0.063 2420 0.000 811.35 0.064 0.062 ----- ----- ----- ----- ----- ----- ----- 0.062 2440 0.000 811.31 0.064 0.062 ----- ----- ----- ----- ----- ----- ----- 0.062 2460 0.000 811.26 0.064 0.061 ----- ----- ----- ----- ----- ----- ----- 0.061 2480 0.000 811.22 0.064 0.061 ----- ----- ----- ----- ----- ----- ----- 0.061 2500 0.000 811.18 0.064 0.060 ----- ----- ----- ----- ----- ----- ----- 0.060 2520 0.000 811.14 0.062 0.059 ----- ----- ----- ----- ----- ----- ----- 0.059 2540 0.000 811.09 0.059 0.059 ----- ----- ----- ----- ----- ----- ----- 0.059 2560 0.000 811.05 0.059 0.058 ----- ----- ----- ----- ----- ----- ----- 0.058 2580 0.000 811.01 0.059 0.057 ----- ----- ----- ----- ----- ----- ----- 0.057 2600 0.000 810.97 0.059 0.057 ----- ----- ----- ----- ----- ----- ----- 0.057 2620 0.000 810.93 0.059 0.056 ----- ----- ----- ----- ----- ----- ----- 0.056 2640 0.000 810.89 0.059 0.056 ----- ----- ----- ----- ----- ----- ----- 0.056 2660 0.000 810.85 0.059 0.055 ----- ----- ----- ----- ----- ----- ----- 0.055 2680 0.000 810.82 0.056 0.054 ----- ----- ----- ----- ----- ----- ----- 0.054 2700 0.000 810.78 0.055 0.054 ----- ----- ----- ----- ----- ----- ----- 0.054 2720 0.000 810.74 0.055 0.053 ----- ----- ----- ----- ----- ----- ----- 0.053 2740 0.000 810.70 0.055 0.053 ----- ----- ----- ----- ----- ----- ----- 0.053 Continues on next page... 85 of 87 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2760 0.000 810.67 0.055 0.052 ----- ----- ----- ----- ----- ----- ----- 0.052 2780 0.000 810.63 0.054 0.051 ----- ----- ----- ----- ----- ----- ----- 0.051 2800 0.000 810.59 0.052 0.051 ----- ----- ----- ----- ----- ----- ----- 0.051 2820 0.000 810.56 0.050 0.050 ----- ----- ----- ----- ----- ----- ----- 0.050 2840 0.000 810.52 0.050 0.049 ----- ----- ----- ----- ----- ----- ----- 0.049 2860 0.000 810.47 0.050 0.049 ----- ----- ----- ----- ----- ----- ----- 0.049 2880 0.000 810.43 0.050 0.048 ----- ----- ----- ----- ----- ----- ----- 0.048 2900 0.000 810.39 0.049 0.047 ----- ----- ----- ----- ----- ----- ----- 0.047 2920 0.000 810.35 0.047 0.046 ----- ----- ----- ----- ----- ----- ----- 0.046 2940 0.000 810.31 0.046 0.046 ----- ----- ----- ----- ----- ----- ----- 0.046 2960 0.000 810.27 0.046 0.045 ----- ----- ----- ----- ----- ----- ----- 0.045 2980 0.000 810.23 0.046 0.044 ----- ----- ----- ----- ----- ----- ----- 0.044 3000 0.000 810.19 0.046 0.043 ----- ----- ----- ----- ----- ----- ----- 0.043 3020 0.000 810.16 0.045 0.042 ----- ----- ----- ----- ----- ----- ----- 0.042 3040 0.000 810.12 0.043 0.042 ----- ----- ----- ----- ----- ----- ----- 0.042 3060 0.000 810.09 0.042 0.041 ----- ----- ----- ----- ----- ----- ----- 0.041 3080 0.000 810.05 0.042 0.040 ----- ----- ----- ----- ----- ----- ----- 0.040 3100 0.000 810.02 0.042 0.039 ----- ----- ----- ----- ----- ----- ----- 0.039 3120 0.000 809.98 0.040 0.039 ----- ----- ----- ----- ----- ----- ----- 0.039 3140 0.000 809.95 0.039 0.038 ----- ----- ----- ----- ----- ----- ----- 0.038 3160 0.000 809.92 0.039 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037 3180 0.000 809.88 0.039 0.036 ----- ----- ----- ----- ----- ----- ----- 0.036 3200 0.000 809.85 0.037 0.036 ----- ----- ----- ----- ----- ----- ----- 0.036 3220 0.000 809.82 0.036 0.035 ----- ----- ----- ----- ----- ----- ----- 0.035 3240 0.000 809.78 0.035 0.034 ----- ----- ----- ----- ----- ----- ----- 0.034 3260 0.000 809.73 0.035 0.033 ----- ----- ----- ----- ----- ----- ----- 0.033 3280 0.000 809.68 0.033 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 3300 0.000 809.64 0.031 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 Continues on next page... 86 of 87 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3320 0.000 809.59 0.030 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 3340 0.000 809.55 0.028 0.027 ----- ----- ----- ----- ----- ----- ----- 0.027 3360 0.000 809.51 0.026 0.026 ----- ----- ----- ----- ----- ----- ----- 0.026 3380 0.000 809.47 0.025 0.025 ----- ----- ----- ----- ----- ----- ----- 0.025 3400 0.000 809.44 0.024 0.024 ----- ----- ----- ----- ----- ----- ----- 0.024 3420 0.000 809.40 0.023 0.022 ----- ----- ----- ----- ----- ----- ----- 0.022 3440 0.000 809.37 0.022 0.021 ----- ----- ----- ----- ----- ----- ----- 0.021 3460 0.000 809.34 0.021 0.020 ----- ----- ----- ----- ----- ----- ----- 0.020 3480 0.000 809.31 0.020 0.018 ----- ----- ----- ----- ----- ----- ----- 0.018 3500 0.000 809.28 0.019 0.017 ----- ----- ----- ----- ----- ----- ----- 0.017 3520 0.000 809.26 0.017 0.016 ----- ----- ----- ----- ----- ----- ----- 0.016 3540 0.000 809.23 0.016 0.015 ----- ----- ----- ----- ----- ----- ----- 0.015 3560 0.000 809.21 0.014 0.014 ----- ----- ----- ----- ----- ----- ----- 0.014 3580 0.000 809.19 0.012 0.012 ----- ----- ----- ----- ----- ----- ----- 0.012 3600 0.000 809.17 0.011 0.011 ----- ----- ----- ----- ----- ----- ----- 0.011 3620 0.000 809.16 0.009 0.009 ----- ----- ----- ----- ----- ----- ----- 0.009 3640 0.000 809.15 0.008 0.008 ----- ----- ----- ----- ----- ----- ----- 0.008 3660 0.000 809.13 0.007 0.007 ----- ----- ----- ----- ----- ----- ----- 0.007 3680 0.000 809.12 0.006 0.006 ----- ----- ----- ----- ----- ----- ----- 0.006 3700 0.000 809.12 0.006 0.006 ----- ----- ----- ----- ----- ----- ----- 0.006 3720 0.000 809.11 0.005 0.005 ----- ----- ----- ----- ----- ----- ----- 0.005 3740 0.000 809.10 0.004 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 3760 0.000 809.10 0.004 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 3780 0.000 809.09 0.003 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003 3800 0.000 809.09 0.003 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003 ...End 87 of 87