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Harris Road Subdivision Harris Road
Broadview Heights, Ohio
Prepared for
B.R. Knez Construction Inc. 8023 Crile Road, Suite 250
Concord, Ohio 44077
Storm Water Management Report 9/24/2020
3800 Lakeside Avenue – Suite 100 Cleveland, Ohio 44114
Phone: (216)491-2000 Fax: (216)491-9640 www.riverstonesurvey.com
Introduction & Background Data This storm water management report is prepared for B.R. Knez Construction Inc. for the proposed Harris Road Subdivision on Harris Road in the City of Broadview Heights. The site is located on the south side of Harris Road, approximately 1,100 feet west of Cranberry Ridge Drive. The site approximately 24.1 acres and was previously developed with a single-family home. The site is a mix of woods, open lawn and a small man-made pond. Storm water from the site flows generally from Harris Road to the south. The southern end of the site is heavily wooded and falls into a ravine with the Chippewa Creek at the bottom of the ravine. All storm water from the site falls towards this ravine as there are no storm sewers along Harris Road. Soils Conditions The soils survey of Cuyahoga County from the Cuyahoga County GIS Website has identified multiple types of soil on site and are classified as hydrological Group D soils. Proposed Development and Storm Water The proposed development is a new subdivision of 14 sublots with a dedicated Right-of-Way. The subdivision will include water, sanitary, storm sewers and a detention basin to detain storm water before discharging over the hillside to Chippewa Creek. Approximately 14.67 acres will be disturbed. Detention Requirements - Critical Storm
The City of Seven Hills uses the critical storm to determine the post construction detention requirements. A critical storm analysis for the 14.67-acre site determined that this project falls under a 5-year critical storm. This requires the post construction peak discharge from the 5-year storm event shall not exceed the pre construction 1-year storm event. Larger storm such as the 10, 25, 50, and 100-year storm event shall not exceed the corresponding pre construction storm event. Volumes used for determining the critical storm were calculated using the SCS Method and computed by the hydroflow hydrographs computer program. Storm Water Explanation and Post Construction Water Quality
The proposed development will increase the overall impervious area which in turn increases the runoff generated by storms. Therefore, detention will be required on site. Detention will be provided by utilizing a large stormwater basin. Stormwater from the developed site will be directed to the stormwater basin through a combination of storm sewers and overland flow. The basin will provide both detention and water quality treatment. The basin will include an outlet structure with an orifice designed to treat the water quality volume with a 48-hour drawdown. Stormwater that exceeds the water quality volume will be released at a reduced rate in accordance with critical storm requirements. Both critical storm and water quality calculations have planned for future development of the subdivision. The calculations include new impervious area from the new roadways and sidewalks, as well as conservatively planning for an additional 7,000 square feet of impervious area for each of the 14 lots. Adequate access is provided at multiple locations throughout the system to allow for maintenance and inspection. A calculated water quality volume of 10,640 cubic feet of stormwater will need to be treated. The calculations are shown on the next page.
TOTAL POST CONSTRUCTION STORM WATER QUALITY VOLUME (REDEVELOPMENT) WQv = P * A * [(Rv1*0.2) + (Rv2-Rv1)] / 12 WHERE Rv1 = 0.05 + 0.9i (Pre-Development) Rv2 = 0.05 + 0.9i (Post Development) i = fraction of post construction impervious surface P = 0.90 inches A = 14.67 ACRES PRE-DEVELOPMENT i = Impervious area / Total area = 0.10/14.67 = 0.01 Rv1 = 0.05 + (0.9 * 0.01) = 0.06 POST DEVELOPMENT i = Impervious area / Total area = 3.65/14.67 = 0.25 Rv2 = 0.05 + (0.9 * 0.25) = 0.27 WQv = P * A * [(Rv1*0.2) + (Rv2-Rv1)] / 12 WQv = 0.9 * 14.67 * [(0.06*0.2) + (0.27-0.06)] / 12 WQv = 0.24 ACRE*FT = 10,640 CF REQUIRED 48 HR DRAW DOWN 10,640 CF Qavg.= (48hr)*(60min/hr)*(60sec/min) = 0.062 cfs ORIFICE SIZED FOR WQv A = Qavg/C*(2gH)^0.5 .062/ 0.60*(2*32.2*0.50)^0.5 = .0182 ft^2 D = (4A/Pi)^0.5 (4*0.0182/3.14)^0.5 = 0.15' ~ 1.82" USE 1.75" ORIFICE ADDITIONAL 20% FOR SEDIMENT STORAGE: 10,640 x 0.20 = 2,128 CF THE 2,128 CUBIC FEET OF ADDITIONAL SEDIMENT STORAGE WILL BE PROVIDED BY USING A FOREBAY AND A MICROPOOL IN THE DETENTION BASIN. BOTH ARE SIZED TO HOLD 10% OF THE WATER QUALITY VOLUME, OR 1,064 CUBIC FEET EACH.
Conclusion The use of the large detention basin will provide enough detention to discharge runoff at reduced rates to meet the 5-year critical storm requirements. The table on the following page summarizes the results of the stormwater analysis for the site. Calculations were computed by using the SCS Method and the Hydraflow Hydrographs computer program. Modeling was done for the 1, 2, 5, 10, 25, 50, and 100-year frequency storm events. Hydrographs were generated for each storm event. Discharge rates are shown in cubic feet per second (cfs), volumes are shown in cubic feet, and elevation is shown in feet and decimal parts thereof. Summary Table
1-year 2-year 5-year 10-year 25-year 50-year 100-year
Pre-Developed Site Discharge (a)
13.33 19.32 28.91 37.04 49.55 60.13 71.38
Maximum Post Development Discharge Allowed (b)
13.33 13.33 13.33 37.04 49.55 60.13 71.38
Post Development Discharge to Basin (c)
19.08 26.00 36.60 45.23 58.21 69.02 80.40
Maximum Volume (d) 19,863 26,418 37,919 47,640 62,389 74,426 87,111
Maximum Elevation (e) 1044.72 1045.22 1046.05 1046.69 1047.59 1048.29 1048.98
Post Development Discharge from Basin (f)
6.734 9.107 11.87 13.52 15.33 16.75 18.13
Maximum Post Development Discharge Allowed (b)
13.33 13.33 13.33 37.07 49.55 60.13 71.38
Explanation of Summary Table Rows
(a) Pre developed site discharge, hydrograph 1. (b) Allowable discharge allowed determined by the critical storm, 5-yr critical Storm. (c) Post developed flow to the detention basin, hydrograph 2. (d) Maximum Volume in Detention Basin in Cubic Feet. (e) Maximum Elevation of Storm Water in the Detention Basin. (f) Post developed discharge from Detention Basin, hydrograph 4.
Appendix
Soils Map Broadview Heights Rainfall Data Critical Storm Calculations Hydraflow Hydrograph Data Sheets Pond Reports Outlet Structure Detail
Soil Map—Cuyahoga County, Ohio
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
11/15/2019Page 1 of 3
4574
810
4574
870
4574
930
4574
990
4575
050
4575
110
4575
170
4575
230
4574
810
4574
870
4574
930
4574
990
4575
050
4575
110
4575
170
4575
230
444850 444910 444970 445030 445090 445150
444850 444910 444970 445030 445090 445150
41° 19' 36'' N81
° 3
9' 3
3'' W
41° 19' 36'' N
81° 3
9' 1
7'' W
41° 19' 21'' N
81° 3
9' 3
3'' W
41° 19' 21'' N
81° 3
9' 1
7'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS840 100 200 400 600
Feet0 30 60 120 180
MetersMap Scale: 1:2,340 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point FeaturesBlowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial 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 ServiceWeb 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: Cuyahoga County, OhioSurvey Area Data: Version 18, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Aug 16, 2014—Oct 12, 2014
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.
Soil Map—Cuyahoga County, Ohio
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
11/15/2019Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BrF Brecksville silt loam, 25 to 70 percent slopes
6.0 22.8%
MgA Mahoning silt loam, 0 to 2 percent slopes
11.2 42.7%
MgB Mahoning silt loam, 2 to 6 percent slopes
4.8 18.2%
MmB Mahoning-Urban land complex, 2 to 6 percent slopes
4.3 16.3%
Totals for Area of Interest 26.2 100.0%
Soil Map—Cuyahoga County, Ohio
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
11/15/2019Page 3 of 3
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D
D
D
Total 14.6700 1199.2300
Weighted CN 81.75 Use 82
P = 2 Runoff Depth for a 1 Year Storm = 0.649
D
D
Total 14.6700 1283.3800
Weighted CN 87.48 Use 87
P = 2 0.906
Critical Storm: 0.3960
50% - 100% - 10 Year Critical Storm
100% - 250% - 25 Year Critical Storm
250% - 500% - 50 Year Critical Storm
Open Space, Fair Condition
10% - 20% - 2 Year Critical Storm
20% - 50% - 5 Year Critical Storm
Runoff Depth for a 1 Year Storm =
Existing Conditions
Pavement & Building9.8000
544.3100Woods, Fair Condition
98
79
General Type "D" Soil
General Type "D" Soil
0.10000
CN x A
357.7000
Open Space, Fair Condition645.1200
Pavement & Building98
General Type "D" Soil
11.02000 84 925.6800
CN x A
Critical Storm Analysis
Harris Road Subdivision
Surface Description Hydrological GroupSoil Type
CNAcres
6.89000
7.68000 General Type "D" Soil
Soil Type
Developed Conditions
84
Acres CN
500% & up - 100 Year Critical Storm
0 - 10% - 1 Year Critical Storm
5 Year Critical Storm
Surface Description
General Type "D" Soil
Hydrological Group
3.65000
Hydraflow Hydrograph Data Sheets
Hydrograph Return Period Recap1
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 ------ 13.33 19.32 ------- 28.91 37.04 49.55 60.13 71.38 Pre-Development
2 SCS Runoff ------ 19.08 26.00 ------- 36.60 45.23 58.21 69.02 80.40 Post-Development
4 Reservoir 2 6.734 9.107 ------- 11.87 13.52 15.33 16.75 18.13 Basin
Proj. file: 19-330.gpw Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Summary Report2
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 13.33 2 722 35,625 ------ ------ ------ Pre-Development
2 SCS Runoff 19.08 2 720 49,735 ------ ------ ------ Post-Development
4 Reservoir 6.734 2 732 38,705 2 1044.72 19,863 Basin
19-330.gpw Return Period: 1 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 13.33 cfsStorm frequency = 1 yrs Time to peak = 722 minTime interval = 2 min Hyd. volume = 35,625 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.00 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
3
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 19.08 cfsStorm frequency = 1 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 49,735 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.00 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 6.734 cfsStorm frequency = 1 yrs Time to peak = 732 minTime interval = 2 min Hyd. volume = 38,705 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1044.72 ftReservoir name = Basin Max. Storage = 19,863 cuft
Storage Indication method used.
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 1 Year
Hyd No. 4 Hyd No. 2 Total storage used = 19,863 cuft
Hydrograph Summary Report7
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 19.32 2 722 50,811 ------ ------ ------ Pre-Development
2 SCS Runoff 26.00 2 720 67,432 ------ ------ ------ Post-Development
4 Reservoir 9.107 2 732 56,402 2 1045.22 26,418 Basin
19-330.gpw Return Period: 2 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 19.32 cfsStorm frequency = 2 yrs Time to peak = 722 minTime interval = 2 min Hyd. volume = 50,811 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.40 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 26.00 cfsStorm frequency = 2 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 67,432 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.40 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 9.107 cfsStorm frequency = 2 yrs Time to peak = 732 minTime interval = 2 min Hyd. volume = 56,402 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1045.22 ftReservoir name = Basin Max. Storage = 26,418 cuft
Storage Indication method used.
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 2 Year
Hyd No. 4 Hyd No. 2 Total storage used = 26,418 cuft
Hydrograph Summary Report11
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 28.91 2 720 75,297 ------ ------ ------ Pre-Development
2 SCS Runoff 36.60 2 720 95,025 ------ ------ ------ Post-Development
4 Reservoir 11.87 2 732 83,996 2 1046.05 37,919 Basin
19-330.gpw Return Period: 5 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 28.91 cfsStorm frequency = 5 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 75,297 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.99 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
12
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 5 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 36.60 cfsStorm frequency = 5 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 95,025 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.99 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
13
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 5 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 11.87 cfsStorm frequency = 5 yrs Time to peak = 732 minTime interval = 2 min Hyd. volume = 83,996 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1046.05 ftReservoir name = Basin Max. Storage = 37,919 cuft
Storage Indication method used.
14
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 5 Year
Hyd No. 4 Hyd No. 2 Total storage used = 37,919 cuft
Hydrograph Summary Report15
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 37.04 2 720 96,084 ------ ------ ------ Pre-Development
2 SCS Runoff 45.23 2 720 117,878 ------ ------ ------ Post-Development
4 Reservoir 13.52 2 734 106,848 2 1046.69 47,640 Basin
19-330.gpw Return Period: 10 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 37.04 cfsStorm frequency = 10 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 96,084 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.46 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
16
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 45.23 cfsStorm frequency = 10 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 117,878 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.46 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
17
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 13.52 cfsStorm frequency = 10 yrs Time to peak = 734 minTime interval = 2 min Hyd. volume = 106,848 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1046.69 ftReservoir name = Basin Max. Storage = 47,640 cuft
Storage Indication method used.
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 2 Total storage used = 47,640 cuft
Hydrograph Summary Report19
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 49.55 2 720 128,522 ------ ------ ------ Pre-Development
2 SCS Runoff 58.21 2 720 152,877 ------ ------ ------ Post-Development
4 Reservoir 15.33 2 734 141,847 2 1047.59 62,389 Basin
19-330.gpw Return Period: 25 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 49.55 cfsStorm frequency = 25 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 128,522 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.16 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 58.21 cfsStorm frequency = 25 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 152,877 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.16 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 15.33 cfsStorm frequency = 25 yrs Time to peak = 734 minTime interval = 2 min Hyd. volume = 141,847 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1047.59 ftReservoir name = Basin Max. Storage = 62,389 cuft
Storage Indication method used.
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 25 Year
Hyd No. 4 Hyd No. 2 Total storage used = 62,389 cuft
Hydrograph Summary Report23
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 60.13 2 720 156,380 ------ ------ ------ Pre-Development
2 SCS Runoff 69.02 2 720 182,491 ------ ------ ------ Post-Development
4 Reservoir 16.75 2 734 171,461 2 1048.29 74,426 Basin
19-330.gpw Return Period: 50 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 60.13 cfsStorm frequency = 50 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 156,380 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.74 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 69.02 cfsStorm frequency = 50 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 182,491 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.74 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 50 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 16.75 cfsStorm frequency = 50 yrs Time to peak = 734 minTime interval = 2 min Hyd. volume = 171,461 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1048.29 ftReservoir name = Basin Max. Storage = 74,426 cuft
Storage Indication method used.
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 50 Year
Hyd No. 4 Hyd No. 2 Total storage used = 74,426 cuft
Hydrograph Summary Report27
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 71.38 2 720 186,383 ------ ------ ------ Pre-Development
2 SCS Runoff 80.40 2 720 214,064 ------ ------ ------ Post-Development
4 Reservoir 18.13 2 734 203,035 2 1048.98 87,111 Basin
19-330.gpw Return Period: 100 Year Thursday, 09 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 71.38 cfsStorm frequency = 100 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 186,383 cuftDrainage area = 14.670 ac Curve number = 82*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.35 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.100 x 98) + (6.890 x 79) + (7.680 x 84)] / 14.670
28
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Pre-DevelopmentHyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 80.40 cfsStorm frequency = 100 yrs Time to peak = 720 minTime interval = 2 min Hyd. volume = 214,064 cuftDrainage area = 14.670 ac Curve number = 87*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.35 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.650 x 98) + (11.020 x 84)] / 14.670
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post-DevelopmentHyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Hyd. No. 4
Basin
Hydrograph type = Reservoir Peak discharge = 18.13 cfsStorm frequency = 100 yrs Time to peak = 734 minTime interval = 2 min Hyd. volume = 203,035 cuftInflow hyd. No. = 2 - Post-Development Max. Elevation = 1048.98 ftReservoir name = Basin Max. Storage = 87,111 cuft
Storage Indication method used.
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
BasinHyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 2 Total storage used = 87,111 cuft
Pond Report
Pond Report 6
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 09 / 24 / 2020
Pond No. 1 - Basin
Pond DataContours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 1043.00 ft
Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 1043.00 10,372 0 01.00 1044.00 11,696 11,026 11,0262.00 1045.00 13,076 12,378 23,4053.00 1046.00 14,513 13,787 37,1924.00 1047.00 16,006 15,252 52,4435.00 1048.00 17,556 16,773 69,2176.00 1049.00 19,163 18,352 87,5697.00 1050.00 20,826 19,987 107,555
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 12.00 12.00 0.00
Span (in) = 18.00 20.00 20.00 0.00
No. Barrels = 1 2 2 0
Invert El. (ft) = 1043.00 1044.00 1045.50 0.00
Length (ft) = 100.00 0.00 0.00 0.00
Slope (%) = 1.00 0.00 0.00 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) = 8.00 0.00 0.00 0.00
Crest El. (ft) = 1048.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = 1 --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Contour)
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 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
Stage (ft)
0.00 1043.00
2.00 1045.00
4.00 1047.00
6.00 1049.00
8.00 1051.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
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Harris
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MeadowGateway
S/L 1S/L 2S/L 3
S/L 4S/L 5
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Call (614) 715-2984 or 811
stone
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Harris
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ubdiv
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arris
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Broadvie
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Prelim
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Not for C
onstructio
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Road 1 (60')
Road 2
(60')
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:25 PM
Harris
Road 6
0'
(A P
ublic R
ight-of-
Way)
MeadowGateway
S/L 1S/L 2S/L 3
S/L 4S/L 5
S/L 6
S/L 7
S/L 8
S/L 9
S/L 11
S/L 10
S/L 12
S/L 13 S/L 14
Sit
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C3.02
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Call (614) 715-2984 or 811
stone
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Harris
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ubdiv
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arris
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Road 1 (60')
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(60')
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:29 PM
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1063.0
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stone
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19-330
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ubdiv
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arris
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Sta.
06
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0
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:34 PM
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Call (614) 715-2984 or 811
stone
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N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:40 PM
1058.4
1059.7
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ubdiv
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arris
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Road 1
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Road 2 (60')
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:45 PM
Harris
Road 6
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MeadowGateway U
til
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C4.01
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CLEVELAN
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ubdiv
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arris
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N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:50 PM
Harris
Road 6
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MeadowGateway
Util
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C4.01
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CLEVELAN
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4114
PH
ON
E: (2
16) 491-2
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16) 491-9
640
WW
W.R
IVER
STO
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VEY.C
OM
OGPUPSOhio Oil & Gas Producers Underground Protection Service
Call (614) 715-2984 or 811
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19-330
Harris
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ubdiv
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arris
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onstructio
nStormwater Summary Table
Storm EventPre-Development
Peak Discharge(CFS)
Post-DevelopmentPeak Dischargefrom Basin (CFS)
Depth of Water in Basin(Feet)
WQ Elevation --- --- 1.001-Year 13.330 6.734 1.722-Year 19.320 9.107 2.225-Year 28.910 11.870 3.05
10-Year 37.040 13.520 3.6925-Year 49.550 15.330 4.5950-Year 60.130 16.750 5.29
100-Year 71.38 18.130 5.98
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:54 PM
Harris
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MeadowGateway G
radin
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C5.01
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D S
UR
VEYIN
G - E
NG
INEER
ING
- D
ES
IGN
3800 L
AKES
IDE A
VEN
UE - S
UIT
E 1
00
CLEVELAN
D - O
HIO
- 4
4114
PH
ON
E: (2
16) 491-2
000 FAX: (2
16) 491-9
640
WW
W.R
IVER
STO
NES
UR
VEY.C
OM
OGPUPSOhio Oil & Gas Producers Underground Protection Service
Call (614) 715-2984 or 811
stone
riv
er
19-330
Harris
Road S
ubdiv
isio
nH
arris
Road
Broadvie
w H
eig
hts,
Ohio
Safety and Service8/17/2020
NOT FOR CONSTRUCTION
10/1/2020Safety & Service
before you
Ohio Utilities Protection Service
Prelim
inary
Not for C
onstructio
n
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:54:59 PM
Harris
Road 6
0'
(A P
ublic R
ight-of-
Way)
MeadowGateway
SW
PPP
C7.01
Plan Revisions:
Page Revisions:
Issued For:
LAN
D S
UR
VEYIN
G - E
NG
INEER
ING
- D
ES
IGN
3800 L
AKES
IDE A
VEN
UE - S
UIT
E 1
00
CLEVELAN
D - O
HIO
- 4
4114
PH
ON
E: (2
16) 491-2
000 FAX: (2
16) 491-9
640
WW
W.R
IVER
STO
NES
UR
VEY.C
OM
OGPUPSOhio Oil & Gas Producers Underground Protection Service
Call (614) 715-2984 or 811
stone
riv
er
19-330
Harris
Road S
ubdiv
isio
nH
arris
Road
Broadvie
w H
eig
hts,
Ohio
Safety and Service8/17/2020
NOT FOR CONSTRUCTION
10/1/2020Safety & Service
before you
Ohio Utilities Protection Service
Prelim
inary
Not for C
onstructio
n
N:\2019 JOBS\19-330\DWG\19-330.dwg, 10/1/2020 4:55:02 PM