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HomeMy WebLinkAbout25SITE1 - Drainage Report 02-05-2025 GREEN SITE DESIGN DRAINAGE CALCULATIONS, HYDRAULICS & HYDROLOGY REPORT PVC DIRECT 2 & 8 ENTERPRISE LANE OAKDALE, CT FEBRUARY 5, 2025 H-1 DRAINAGE HYDRAULICS AND HYDROLOGY REPORT PVC DIRECT SITE PLAN 2 ENTERPRISE LANE EXISTING CONDITIONS The site is approximately 0.94 acres in area and is shown on the Existing Conditions Survey (Sheet 1 of the site plans). The site has frontage on Lakewood Drive and Enterprise Lane. There are no wetlands on the site. PROPOSED DEVELOPMENT The proposed project is a modification to a previously approved site plan from March of 2023. The modified plan’s site layout will mostly remain the same as the previously approved site plan besides for the addition of two access roads to the neighboring site, 8 Enterprise Lane. EXISTING AND PROPOSED HYDRAULICS The current site contains just one 0.94 acre drainage area. After development is complete, the site will be divided into two drainage areas. Drainage Area 1 is 0.77 acres and contains the majority of the site including the parking lot, loading docks, and green areas. Runoff from the sites paved areas will flow into catch basins that lead to the existing drainage system on Lakewood Drive. Before connecting into the existing drainage system, the stormwater coming from the on-site catch basins will be treated by an oil-water separator. Drainage Area 2 is 0.17 acres and only contains the proposed building. In order to reduce the amount of stormwater leaving the site, the clean runoff from the roof will outlet into an underground infiltration gallery. Both the existing and the proposed conditions for the development site have been analyzed for the 2-year, 10-year, 25-year, 50-year, and 100 year design storms using the Rational Method. The following is the summary table for the 2-year, 10-year, 25-year, H-2 50-year, and 100-year design storms showing first the existing conditions and proposed conditions: 2 Year 10 Year 25 Year 50 Year 100 Year Existing Drainage Area 1.36 cfs 2.03 cfs 2.45 cfs 2.75 cfs 3.10 cfs Proposed Drainage Area 1 1.86 cfs 2.76 cfs 3.34 cfs 3.76 cfs 4.23 cfs Proposed Drainage Area 2 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Proposed 1.86 cfs 2.76 cfs 3.34 cfs 3.76 cfs 4.23 cfs The drainage calculations show an insignificant increase in peak stormwater leaving the site after the development is completed. The drainage system in Lakewood Drive was designed as part of the subdivision, which created the industrial zoned lots along Lakewood Drove and Enterprise Lane. The drainage system was designed to handle the flows from industrial uses on the lots, and can handle the insignificant increases in stormwater flows from this development. As the site is less than an acre and will not disturb more then an acre of land, a sedimentation trap/ Erosion and Sedimentation Plan is not required as per Section 4.10.5 of the Zoning Regulations and the CT Guidelines for Soil Erosion and Sediment Control. H-3 8 ENTERPRISE LANE EXISTING CONDITIONS The site is approximately 0.93 acres in area and is shown on the Existing Conditions Survey (Sheet 1 of the site plans). The site has frontage on Enterprise Lane. There are no wetlands on the site. PROPOSED DEVELOPMENT The project proposes a modification to an existing site plan. The site is currently home to a building with a 4,200 SF footprint. There will be no disturbance to the bituminous concrete parking area in the front of the site. The project proposes the addition of a loading dock on the northwest side of the building and an access drive in the rear of the building. Both the loading dock and access drive will be accessed from 2 Enterprise Lane. The existing building will remain on the site but will be modified to better suit the intended use of the building. Besides for the addition of the loading dock and an overhead door in the rear of the building, all of the modifications to the building will take place inside. There is also some proposed grading and clearing in the rear of the site. EXISTING AND PROPOSED HYDRAULICS The current site contains two existing drainage areas. Existing Drainage Area 1 is 0.51 Acres and includes both the existing building and the grass and wooded area behind the building. The building has roof leaders that outfall behind the building. Existing Drainage Area 2 is 0.42 Acres and contains the grass area in the front and the parking area. The runoff from the parking area flows into a catch basin that then flows into Enterprise Lane/Lakewood Drive drainage system. The proposed site can also be split into two proposed drainage areas. Proposed Drainage Area 1 is 0.53 Acres and includes the existing building, the rear grass and wooded area, and the proposed rear access drive. The runoff from the access drive will H-4 flow into the woods behind the site and will be treated as it flows through the grass and the wooded area. Proposed Drainage Area 2 is 0.40 Acres and contains the front parking lot, the front grass area, and the proposed loading dock. The proposed loading dock flows into the drainage system for 2 Enterprise Lane and eventually flows into the Enterprise Lane/Lakewood Drive drainage system. The rest of Proposed Drainage Area 1 will continue to flow into the Enterprise Lane/Lakewood Drive drainage system as it currently does. Both the existing and the proposed conditions for the development site have been analyzed for the 2-year, 10-year, 25-year, 50-year, and 100 year design storms using the Rational Method. The following is the summary table for the 2-year, 10-year, 25-year, 50-year, and 100-year design storms showing first the existing conditions and proposed conditions: 2 Year 10 Year 25 Year 50 Year 100 Year Existing Drainage Area 1 0.49 cfs 0.74 cfs 0.89 cfs 1.00 cfs 1.12 cfs Proposed Drainage Area 1 0.57 cfs 0.85 cfs 1.03 cfs 1.16 cfs 1.30 cfs Existing Drainage Area 2 1.03 cfs 1.54 cfs 1.86 cfs 2.09 cfs 2.35 cfs Proposed Drainage Area 2 1.07 cfs 1.60 cfs 1.93 cfs 2.17 cfs 2.45 cfs Similar to the previously approved drainage calculations for 2 Enterprise Lane, the drainage calculations show an insignificant increase in peak stormwater leaving the site after the development is completed. The drainage system in Lakewood Drive was designed as part of the subdivision, which created the industrial zoned lots along Lakewood Drove and Enterprise Lane. The drainage system was designed to handle the flows from industrial uses on the lots, and can handle the insignificant increases in stormwater flows from this development. As the site is less than an acre and will not H-5 disturb more then an acre of land, a sedimentation trap/ Erosion and Sedimentation Plan is not required as per Section 4.10.5 of the Zoning Regulations and the CT Guidelines for Soil Erosion and Sediment Control. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 1 2 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 1.361 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 408 cuft Drainage area = 0.940 ac Runoff coeff.= 0.3 Intensity = 4.828 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 1 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Existing Area 1 Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 2 2 Ent: Building 1 Hydrograph type = Rational Peak discharge = 0.739 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 222 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 4.828 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 2 0 1 2 3 4 5 6 7 8 9 10 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) 2 Ent: Building 1 Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 3 2 Ent: Infiltration Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - 2 Ent: Building 1 Max. Elevation = 251.17 ft Reservoir name = Infiltration Max. Storage = 222 cuft Storage Indication method used. 3 0 1 2 3 4 5 6 7 8 9 10 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) 2 Ent: Infiltration Hyd. No. 3 -- 2 Year Hyd No. 3 Hyd No. 2 Total storage used = 222 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 4 2 Ent: Proposed Area 1 Hydrograph type = Rational Peak discharge = 1.859 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 558 cuft Drainage area = 0.770 ac Runoff coeff. = 0.5* Intensity = 4.828 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.440 x 0.90) + (0.330 x 0.20)] / 0.770 4 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Proposed Area 1 Hyd. No. 4 -- 2 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 5 8 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 0.493 cfs Storm frequency = 2 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 444 cuft Drainage area = 0.510 ac Runoff coeff. = 0.34* Intensity = 2.845 in/hr Tc by TR55 = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.90) + (0.410 x 0.20)] / 0.510 5 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 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) 8 Ent: Existing Area 1 Hyd. No. 5 -- 2 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 6 8 Ent: Existing Area 2 Hydrograph type = Rational Peak discharge = 1.034 cfs Storm frequency = 2 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 372 cuft Drainage area = 0.420 ac Runoff coeff. = 0.55* Intensity = 4.476 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.210 x 0.90) + (0.210 x 0.20)] / 0.420 6 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Existing Area 2 Hyd. No. 6 -- 2 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 7 8 Ent: Poposed Area 1 Hydrograph type = Rational Peak discharge = 0.573 cfs Storm frequency = 2 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 516 cuft Drainage area = 0.530 ac Runoff coeff. = 0.38* Intensity = 2.845 in/hr Tc by User = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.140 x 0.90) + (0.390 x 0.20)] / 0.530 7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 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) 8 Ent: Poposed Area 1 Hyd. No. 7 -- 2 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 8 8 Ent: Proposed Area 2 Hydrograph type = Rational Peak discharge = 1.074 cfs Storm frequency = 2 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 387 cuft Drainage area = 0.400 ac Runoff coeff. = 0.6* Intensity = 4.476 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.230 x 0.90) + (0.170 x 0.20)] / 0.400 8 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Proposed Area 2 Hyd. No. 8 -- 2 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 1 2 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 2.033 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 610 cuft Drainage area = 0.940 ac Runoff coeff. = 0.3 Intensity = 7.208 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 9 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 2 Ent: Existing Area 1 Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 2 2 Ent: Building 1 Hydrograph type = Rational Peak discharge = 1.103 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 331 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 7.208 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 10 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Building 1 Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 3 2 Ent: Infiltration Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - 2 Ent: Building 1 Max. Elevation = 252.31 ft Reservoir name = Infiltration Max. Storage = 331 cuft Storage Indication method used. 11 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Infiltration Hyd. No. 3 -- 10 Year Hyd No. 3 Hyd No. 2 Total storage used = 331 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 4 2 Ent: Proposed Area 1 Hydrograph type = Rational Peak discharge = 2.775 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 833 cuft Drainage area = 0.770 ac Runoff coeff. = 0.5* Intensity = 7.208 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.440 x 0.90) + (0.330 x 0.20)] / 0.770 12 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 2 Ent: Proposed Area 1 Hyd. No. 4 -- 10 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 5 8 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 0.736 cfs Storm frequency = 10 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 662 cuft Drainage area = 0.510 ac Runoff coeff. = 0.34* Intensity = 4.242 in/hr Tc by TR55 = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.90) + (0.410 x 0.20)] / 0.510 13 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 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) 8 Ent: Existing Area 1 Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 6 8 Ent: Existing Area 2 Hydrograph type = Rational Peak discharge = 1.544 cfs Storm frequency = 10 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 556 cuft Drainage area = 0.420 ac Runoff coeff. = 0.55* Intensity = 6.682 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.210 x 0.90) + (0.210 x 0.20)] / 0.420 14 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Existing Area 2 Hyd. No. 6 -- 10 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 7 8 Ent: Poposed Area 1 Hydrograph type = Rational Peak discharge = 0.854 cfs Storm frequency = 10 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 769 cuft Drainage area = 0.530 ac Runoff coeff. = 0.38* Intensity = 4.242 in/hr Tc by User = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.140 x 0.90) + (0.390 x 0.20)] / 0.530 15 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 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) 8 Ent: Poposed Area 1 Hyd. No. 7 -- 10 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 8 8 Ent: Proposed Area 2 Hydrograph type = Rational Peak discharge = 1.604 cfs Storm frequency = 10 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 577 cuft Drainage area = 0.400 ac Runoff coeff. = 0.6* Intensity = 6.682 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.230 x 0.90) + (0.170 x 0.20)] / 0.400 16 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Proposed Area 2 Hyd. No. 8 -- 10 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 1 2 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 2.447 cfs Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 734 cuft Drainage area = 0.940 ac Runoff coeff. = 0.3 Intensity = 8.678 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 17 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 2 Ent: Existing Area 1 Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 2 2 Ent: Building 1 Hydrograph type = Rational Peak discharge = 1.328 cfs Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 398 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 8.678 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 18 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Building 1 Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 3 2 Ent: Infiltration Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - 2 Ent: Building 1 Max. Elevation = 252.98 ft Reservoir name = Infiltration Max. Storage = 398 cuft Storage Indication method used. 19 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Infiltration Hyd. No. 3 -- 25 Year Hyd No. 3 Hyd No. 2 Total storage used = 398 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 4 2 Ent: Proposed Area 1 Hydrograph type = Rational Peak discharge = 3.341 cfs Storm frequency = 25 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,002 cuft Drainage area = 0.770 ac Runoff coeff. = 0.5* Intensity = 8.678 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.440 x 0.90) + (0.330 x 0.20)] / 0.770 20 0 1 2 3 4 5 6 7 8 9 10 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) 2 Ent: Proposed Area 1 Hyd. No. 4 -- 25 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 5 8 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 0.885 cfs Storm frequency = 25 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 797 cuft Drainage area = 0.510 ac Runoff coeff. = 0.34* Intensity = 5.105 in/hr Tc by TR55 = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.90) + (0.410 x 0.20)] / 0.510 21 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 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) 8 Ent: Existing Area 1 Hyd. No. 5 -- 25 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 6 8 Ent: Existing Area 2 Hydrograph type = Rational Peak discharge = 1.858 cfs Storm frequency = 25 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 669 cuft Drainage area = 0.420 ac Runoff coeff. = 0.55* Intensity = 8.042 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.210 x 0.90) + (0.210 x 0.20)] / 0.420 22 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Existing Area 2 Hyd. No. 6 -- 25 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 7 8 Ent: Poposed Area 1 Hydrograph type = Rational Peak discharge = 1.028 cfs Storm frequency = 25 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 925 cuft Drainage area = 0.530 ac Runoff coeff. = 0.38* Intensity = 5.105 in/hr Tc by User = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.140 x 0.90) + (0.390 x 0.20)] / 0.530 23 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Poposed Area 1 Hyd. No. 7 -- 25 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 8 8 Ent: Proposed Area 2 Hydrograph type = Rational Peak discharge = 1.930 cfs Storm frequency = 25 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 695 cuft Drainage area = 0.400 ac Runoff coeff. = 0.6* Intensity = 8.042 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.230 x 0.90) + (0.170 x 0.20)] / 0.400 24 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Proposed Area 2 Hyd. No. 8 -- 25 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 1 2 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 2.754 cfs Storm frequency = 50 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 826 cuft Drainage area = 0.940 ac Runoff coeff. = 0.3 Intensity = 9.765 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 25 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 2 Ent: Existing Area 1 Hyd. No. 1 -- 50 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 2 2 Ent: Building 1 Hydrograph type = Rational Peak discharge = 1.494 cfs Storm frequency = 50 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 448 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 9.765 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 26 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Building 1 Hyd. No. 2 -- 50 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 3 2 Ent: Infiltration Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 50 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - 2 Ent: Building 1 Max. Elevation = 253.48 ft Reservoir name = Infiltration Max. Storage = 448 cuft Storage Indication method used. 27 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Infiltration Hyd. No. 3 -- 50 Year Hyd No. 3 Hyd No. 2 Total storage used = 448 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 4 2 Ent: Proposed Area 1 Hydrograph type = Rational Peak discharge = 3.759 cfs Storm frequency = 50 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,128 cuft Drainage area = 0.770 ac Runoff coeff. = 0.5* Intensity = 9.765 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.440 x 0.90) + (0.330 x 0.20)] / 0.770 28 0 1 2 3 4 5 6 7 8 9 10 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) 2 Ent: Proposed Area 1 Hyd. No. 4 -- 50 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 5 8 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 1.000 cfs Storm frequency = 50 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 900 cuft Drainage area = 0.510 ac Runoff coeff. = 0.34* Intensity = 5.766 in/hr Tc by TR55 = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.90) + (0.410 x 0.20)] / 0.510 29 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 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) 8 Ent: Existing Area 1 Hyd. No. 5 -- 50 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 6 8 Ent: Existing Area 2 Hydrograph type = Rational Peak discharge = 2.092 cfs Storm frequency = 50 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 753 cuft Drainage area = 0.420 ac Runoff coeff. = 0.55* Intensity = 9.058 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.210 x 0.90) + (0.210 x 0.20)] / 0.420 30 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 8 Ent: Existing Area 2 Hyd. No. 6 -- 50 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 7 8 Ent: Poposed Area 1 Hydrograph type = Rational Peak discharge = 1.161 cfs Storm frequency = 50 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 1,045 cuft Drainage area = 0.530 ac Runoff coeff. = 0.38* Intensity = 5.766 in/hr Tc by User = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.140 x 0.90) + (0.390 x 0.20)] / 0.530 31 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Poposed Area 1 Hyd. No. 7 -- 50 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 8 8 Ent: Proposed Area 2 Hydrograph type = Rational Peak discharge = 2.174 cfs Storm frequency = 50 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 783 cuft Drainage area = 0.400 ac Runoff coeff. = 0.6* Intensity = 9.058 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.230 x 0.90) + (0.170 x 0.20)] / 0.400 32 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 8 Ent: Proposed Area 2 Hyd. No. 8 -- 50 Year Hyd No. 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 1 2 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 3.101 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 930 cuft Drainage area = 0.940 ac Runoff coeff. = 0.3 Intensity = 10.995 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 33 0 1 2 3 4 5 6 7 8 9 10 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) 2 Ent: Existing Area 1 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 2 2 Ent: Building 1 Hydrograph type = Rational Peak discharge = 1.682 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 505 cuft Drainage area = 0.170 ac Runoff coeff. = 0.9 Intensity = 10.995 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 34 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Building 1 Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 3 2 Ent: Infiltration Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - 2 Ent: Building 1 Max. Elevation = 254.05 ft Reservoir name = Infiltration Max. Storage = 505 cuft Storage Indication method used. 35 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 2 Ent: Infiltration Hyd. No. 3 -- 100 Year Hyd No. 3 Hyd No. 2 Total storage used = 505 cuft Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 4 2 Ent: Proposed Area 1 Hydrograph type = Rational Peak discharge = 4.233 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,270 cuft Drainage area = 0.770 ac Runoff coeff. = 0.5* Intensity = 10.995 in/hr Tc by User = 5.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.440 x 0.90) + (0.330 x 0.20)] / 0.770 36 0 1 2 3 4 5 6 7 8 9 10 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) 2 Ent: Proposed Area 1 Hyd. No. 4 -- 100 Year Hyd No. 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 5 8 Ent: Existing Area 1 Hydrograph type = Rational Peak discharge = 1.122 cfs Storm frequency = 100 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 1,010 cuft Drainage area = 0.510 ac Runoff coeff. = 0.34* Intensity = 6.471 in/hr Tc by TR55 = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.90) + (0.410 x 0.20)] / 0.510 37 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Existing Area 1 Hyd. No. 5 -- 100 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 6 8 Ent: Existing Area 2 Hydrograph type = Rational Peak discharge = 2.355 cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 848 cuft Drainage area = 0.420 ac Runoff coeff. = 0.55* Intensity = 10.194 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.210 x 0.90) + (0.210 x 0.20)] / 0.420 38 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 8 Ent: Existing Area 2 Hyd. No. 6 -- 100 Year Hyd No. 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 7 8 Ent: Poposed Area 1 Hydrograph type = Rational Peak discharge = 1.303 cfs Storm frequency = 100 yrs Time to peak = 15 min Time interval = 1 min Hyd. volume = 1,173 cuft Drainage area = 0.530 ac Runoff coeff. = 0.38* Intensity = 6.471 in/hr Tc by User = 15.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.140 x 0.90) + (0.390 x 0.20)] / 0.530 39 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) 8 Ent: Poposed Area 1 Hyd. No. 7 -- 100 Year Hyd No. 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Feb 5, 2025 Hyd. No. 8 8 Ent: Proposed Area 2 Hydrograph type = Rational Peak discharge = 2.447 cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 881 cuft Drainage area = 0.400 ac Runoff coeff. = 0.6* Intensity = 10.194 in/hr Tc by User = 6.00 min IDF Curve = GSD-60 NOAA.IDF Asc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.230 x 0.90) + (0.170 x 0.20)] / 0.400 40 0 1 2 3 4 5 6 7 8 9 10 11 12 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) 8 Ent: Proposed Area 2 Hyd. No. 8 -- 100 Year Hyd No. 8 Structure ReportPage 1 Struct Structure ID Junction Rim Line Out Line InStructureNo. Type Elev.Size Shape Invert Size Shape InvertShape Length Width(ft) (in) (ft) (in) (ft)(ft) (ft)1 CB Type C #1 Combination 254.65 Rect 4.00 3.00 12 Cir 243.65 12 Cir 243.652 CB Type CL #2 Grate 255.80 Rect 4.00 3.00 12 Cir 245.00 12 Cir 245.0012 Cir 245.003 CB Type C #4 Combination 253.55 Rect 4.00 3.00 12 Cir 246.704 CB Type CL #3 Grate 253.45 Rect 4.00 3.00 12 Cir 245.55Project File: GSD 66 Catch Basins v2.stmNumber of Structures: 4 Run Date: 02-05-2025Hydraflow Storm Sewers Extension v6.066 Storm Sewer Summary ReportPage 1 Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns JunctionNo. rate size shape length EL Dn EL Up slope down up loss Junct line Type(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.1 12 HDPE 2.22 12 Cir 46.702 243.20 243.65 0.964 243.83 244.28 0.33 244.28 End Combination2 12 HDPE 1.75 12 Cir 123.000 243.65 245.00 1.098 244.28 245.56 n/a 245.56 j 1 Grate3 12 HDPE 1.77 12 Cir 167.000 245.00 246.70 1.018 245.56 247.26 0.23 247.26 2 Combination4 12 HDPE 0.16 12 Cir 52.000 245.00 245.55 1.058 245.56 245.72 n/a 245.72 j 2 GrateProject File: GSD 66 Catch Basins v2.stmNumber of lines: 4 Run Date: 02-05-2025NOTES: Return period = 25 Yrs. ; j - Line contains hyd. jump.Hydraflow Storm Sewers Extension v6.066 Storm Sewer TabulationPage 1 Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line IDcoeff (I) flow fullLine To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn UpLine(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)1 End 46.702 0.10 0.41 0.85 0.09 0.35 5.0 10.1 6.3 2.22 3.50 4.25 12 0.96 243.20 243.65 243.83 244.28 246.76 254.65 12 HDPE2 1 123.000 0.05 0.31 0.90 0.05 0.27 5.0 9.3 6.6 1.75 3.73 3.60 12 1.10 243.65 245.00 244.28 245.56 254.65 255.80 12 HDPE3 2 167.000 0.24 0.24 0.85 0.20 0.20 5.0 5.0 8.7 1.77 3.59 3.89 12 1.02 245.00 246.70 245.56 247.26 255.80 253.55 12 HDPE4 2 52.000 0.02 0.02 0.90 0.02 0.02 5.0 5.0 8.7 0.16 3.66 1.07 12 1.06 245.00 245.55 245.56 245.72 255.80 253.45 12 HDPEProject File: GSD 66 Catch Basins v2.stmNumber of lines: 4 Run Date: 02-05-2025NOTES: Intensity = 38.11 / (Inlet time + 3.60) ^ 0.69; Return period = 25 Yrs. ; c = cir e = ellip b = boxHydraflow Storm Sewers Extension v6.066 NOAA Atlas 14, Volume 10, Version 3 Location name: Oakdale, Connecticut, USA* Latitude: 41.4202°, Longitude: -72.2009° Elevation: 257 ft** * source: ESRI Maps** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite 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 4.06 (3.16‑5.05) 4.85 (3.77‑6.05) 6.14 (4.76‑7.69) 7.22 (5.57‑9.08) 8.71 (6.52‑11.4) 9.83 (7.20‑13.1) 11.0 (7.84‑15.1) 12.3 (8.30‑17.2) 14.3 (9.26‑20.6) 15.9 (10.1‑23.3) 10-min 2.87 (2.24‑3.58) 3.43 (2.67‑4.28) 4.36 (3.38‑5.45) 5.12 (3.95‑6.44) 6.17 (4.61‑8.06) 6.96 (5.09‑9.26) 7.79 (5.55‑10.7) 8.74 (5.89‑12.2) 10.1 (6.56‑14.6) 11.3 (7.13‑16.5) 15-min 2.25 (1.75‑2.80) 2.69 (2.10‑3.36) 3.41 (2.65‑4.27) 4.02 (3.10‑5.04) 4.84 (3.62‑6.32) 5.46 (4.00‑7.26) 6.11 (4.35‑8.41) 6.86 (4.62‑9.58) 7.94 (5.14‑11.4) 8.83 (5.59‑12.9) 30-min 1.59 (1.23‑1.98) 1.90 (1.48‑2.37) 2.40 (1.86‑3.01) 2.83 (2.18‑3.55) 3.41 (2.55‑4.45) 3.84 (2.81‑5.11) 4.30 (3.06‑5.91) 4.83 (3.25‑6.74) 5.58 (3.62‑8.03) 6.20 (3.92‑9.07) 60-min 1.02 (0.796‑1.27) 1.22 (0.951‑1.53) 1.55 (1.20‑1.94) 1.82 (1.40‑2.29) 2.20 (1.64‑2.87) 2.48 (1.82‑3.30) 2.78 (1.97‑3.81) 3.11 (2.09‑4.34) 3.59 (2.33‑5.17) 3.99 (2.53‑5.84) 2-hr 0.672 (0.528‑0.832) 0.803 (0.629‑0.995) 1.02 (0.794‑1.26) 1.19 (0.927‑1.49) 1.44 (1.08‑1.86) 1.62 (1.19‑2.14) 1.81 (1.30‑2.48) 2.04 (1.38‑2.82) 2.37 (1.54‑3.37) 2.65 (1.68‑3.83) 3-hr 0.520 (0.410‑0.642) 0.620 (0.488‑0.766) 0.784 (0.615‑0.971) 0.920 (0.718‑1.14) 1.11 (0.837‑1.43) 1.25 (0.924‑1.64) 1.40 (1.01‑1.90) 1.57 (1.06‑2.16) 1.83 (1.19‑2.59) 2.05 (1.30‑2.95) 6-hr 0.332 (0.264‑0.407) 0.395 (0.313‑0.484) 0.498 (0.394‑0.612) 0.583 (0.458‑0.720) 0.700 (0.533‑0.898) 0.788 (0.588‑1.03) 0.881 (0.639‑1.19) 0.991 (0.675‑1.35) 1.15 (0.755‑1.62) 1.29 (0.825‑1.84) 12-hr 0.204 (0.163‑0.249) 0.242 (0.194‑0.295) 0.305 (0.243‑0.373) 0.357 (0.283‑0.438) 0.429 (0.329‑0.545) 0.482 (0.362‑0.624) 0.539 (0.393‑0.721) 0.605 (0.415‑0.818) 0.702 (0.462‑0.975) 0.784 (0.503‑1.10) 24-hr 0.120 (0.097‑0.145) 0.143 (0.116‑0.174) 0.182 (0.146‑0.220) 0.213 (0.170‑0.260) 0.257 (0.199‑0.325) 0.290 (0.219‑0.372) 0.325 (0.238‑0.431) 0.365 (0.251‑0.489) 0.426 (0.281‑0.585) 0.476 (0.307‑0.665) 2-day 0.067 (0.054‑0.080) 0.081 (0.066‑0.097) 0.104 (0.084‑0.125) 0.123 (0.099‑0.148) 0.149 (0.116‑0.187) 0.168 (0.128‑0.215) 0.189 (0.140‑0.250) 0.214 (0.148‑0.284) 0.252 (0.167‑0.343) 0.285 (0.184‑0.393) 3-day 0.048 (0.039‑0.058) 0.058 (0.048‑0.070) 0.075 (0.061‑0.090) 0.089 (0.072‑0.107) 0.107 (0.084‑0.134) 0.121 (0.093‑0.155) 0.137 (0.101‑0.180) 0.155 (0.107‑0.204) 0.182 (0.121‑0.247) 0.206 (0.133‑0.283) 4-day 0.039 (0.032‑0.046) 0.047 (0.038‑0.056) 0.060 (0.049‑0.071) 0.071 (0.057‑0.085) 0.085 (0.067‑0.106) 0.096 (0.074‑0.122) 0.108 (0.081‑0.142) 0.123 (0.085‑0.161) 0.144 (0.096‑0.194) 0.163 (0.106‑0.223) 7-day 0.026 (0.022‑0.031) 0.031 (0.026‑0.037) 0.039 (0.032‑0.047) 0.046 (0.038‑0.055) 0.055 (0.044‑0.068) 0.062 (0.048‑0.078) 0.070 (0.052‑0.090) 0.078 (0.055‑0.102) 0.092 (0.061‑0.122) 0.103 (0.067‑0.139) 10-day 0.021 (0.018‑0.025) 0.025 (0.021‑0.029) 0.031 (0.025‑0.037) 0.036 (0.029‑0.043) 0.043 (0.034‑0.052) 0.048 (0.037‑0.060) 0.053 (0.040‑0.068) 0.059 (0.041‑0.077) 0.068 (0.046‑0.091) 0.076 (0.050‑0.103) 20-day 0.015 (0.012‑0.018) 0.017 (0.014‑0.020) 0.020 (0.017‑0.024) 0.023 (0.019‑0.027) 0.026 (0.021‑0.032) 0.029 (0.022‑0.036) 0.032 (0.024‑0.040) 0.035 (0.025‑0.045) 0.039 (0.026‑0.051) 0.042 (0.028‑0.056) 30-day 0.012 (0.010‑0.014) 0.014 (0.011‑0.016) 0.016 (0.013‑0.019) 0.018 (0.015‑0.021) 0.020 (0.016‑0.024) 0.022 (0.017‑0.027) 0.024 (0.018‑0.030) 0.026 (0.018‑0.033) 0.028 (0.019‑0.037) 0.030 (0.020‑0.040) 45-day 0.010 (0.009‑0.012) 0.011 (0.009‑0.013) 0.013 (0.011‑0.015) 0.014 (0.012‑0.016) 0.016 (0.012‑0.019) 0.017 (0.013‑0.021) 0.018 (0.014‑0.023) 0.020 (0.014‑0.025) 0.021 (0.014‑0.027) 0.022 (0.014‑0.029) 60-day 0.009 (0.007‑0.010) 0.010 (0.008‑0.011) 0.011 (0.009‑0.013) 0.012 (0.010‑0.014) 0.013 (0.010‑0.016) 0.014 (0.011‑0.017) 0.015 (0.011‑0.019) 0.016 (0.011‑0.020) 0.017 (0.012‑0.022) 0.018 (0.012‑0.023) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 2/5/25, 11:40 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.4202&lon=-72.2009&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 2/5/25, 11:40 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.4202&lon=-72.2009&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 2/5/25, 11:40 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.4202&lon=-72.2009&data=intensity&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 2/5/25, 11:40 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.4202&lon=-72.2009&data=intensity&units=english&series=pds 4/4