for mount carmel grove city mob 3...south-west of mount carmel grove city, of which approximately...
TRANSCRIPT
Stormwater Management Report for
Mount Carmel Grove City MOB 3
North Meadows Drive Grove City, Ohio 43123
April 19, 2017
Stormwater Management Plan
Korda File: 2017-0001
Korda/Nemeth Engineering 1650 Watermark Drive Columbus, Ohio 43215
April 2017
2015-4002 Stormwater Management Plan.doc
TABLE OF CONTENTS
I. COVER LETTER
II. TABLE OF CONTENTS
III. STORMWATER MANAGEMENT NARRATIVE
IV. APPENDIX
A. CRITICAL STORM CALCULATIONS
B. STORMWATER MANAGEMENT AND WATER QUALITY SUMMARY
C. PRE-DEVELOPED SITE RUNOFF CHARACTERISTICS
D. POST-DEVELOPED SITE RUNOFF CHARATERISTICS
E. STORMWATER ROUTING CALCULATIONS
2017-0001 Stormwater Management Plan.doc
Mount Carmel Grove City MOB 3
Project Stormwater Management Narrative April 2017 I. Project Information
HPLEX is constructing a 50,230 square foot Medical Office Building, located on North Meadows Drive in Grove City, Ohio. The demolition of existing trees and brush are planned with this development. The project will include the construction of the office building and associated parking lots, and a commercial drive located off North Meadows Drive. Storm water drainage improvements are also proposed with the new development. Utility services will be provided to the building, including water, fire protection, sanitary, and electric/lighting. The 10.8 acre property is situated on the east side of North Meadows Drive just to the south-west of Mount Carmel Grove City, of which approximately 6.6 acres will be disturbed by construction. The project site is bounded by North Meadows Drive to the north and west, Grant Run and associated protection easement to the north and east, and Mount Carmel Lane to the south, which is planned for future construction.
II. Pre-Developed Drainage Conditions
The existing project area consists of undeveloped grassy area that is currently being used for soil stockpiling from adjacent construction projects. The site topography has elevations ranging from 813 to 822 feet. The site predominately drains to Grant run to the north and an existing wet detention pond located on the site. The eventual outfall of stormwater drainage from this site is the Scioto River.
III. Post-Developed Drainage Conditions
General Stormwater Control Narrative The project site will be graded to drain to a proposed stormwater drainage system consisting of swales, catch basins, and sewers underneath the proposed parking lot. A swale will be graded to capture the offsite runoff from the adjacent area to the south west, which is to remain undisturbed. This area adjacent to the site is included the stormwater calculations. New catch basins will be constructed to capture runoff from the proposed parking lot pavement. The new storm sewer system will be routed to an extended wet detention basin in the southeast corner of the site.
Stormwater Quantity Control The critical storm for the project was calculated in accordance with the City of Grove City Stormwater Design Manual (May 2016). The resultant critical storm is a 2-year critical storm (See Appendix A). Therefore, the combined post-developed peak discharge from the site during the 2-year storm event will be reduced to that of the 1-year pre-developed site peak runoff. Additionally, the system will ensure that the combined post-developed peak discharge from the 100-year storm even is reduced to that of the 10-year pre-developed site peak runoff. Refer to Appendix C and D for pre-developed and post-developed site runoff characteristics. The time of concentration was assumed to be 10.0 minutes for pre-developed and post-developed conditions for the preliminary stormwater calculations included with this report.
2017-0001 Stormwater Management Plan.doc
Stormwater quantity control will be provided using a wet extended detention basin. The existing wet pond on site will be expanded to accommodate the post-developed runoff from the site. The existing outlet structure will be modified using a 15” x 6” orifice at an elevation of 816.00 to control the sites release rates. The existing outlet pipes route the flow underneath the future Mount Carmel Lane southeast of the pond and discharge into Grant Run. A summary of the site’s stormwater management calculations can be found in Appendix B. Preliminary stormwater routing calculations are included in Appendix E.
Major Flood Routing In the event that the 100 year elevation is exceeded, the water will overflow over the northeast bank of the pond and will be routed over the proposed asphalt path and down into Grant Run.
Stormwater Quality Control The area disturbed by the construction is greater than 1 acre, therefore post construction stormwater quality treatment is required in accordance with the requirements of Ohio Environmental Protection Agency (OEPA) Permit No. OHC000004. Stormwater quality will be provided from the above ground wet extended detention basin used for quantity control. A 1 inch diameter orifice will be utilized to route water into the controlling structure. The invert elevation of this orifice is 815.50. This orifice was sized based on a 0.75” rainfall event released over 24 hours, as required by General Permit No. OHC000004. A summary of the stormwater quality calculation can be found in Appendix B.
2015-4002 Stormwater Management Plan.doc
APPENDIX A CRITICAL STORM CALCULATIONS
I. Existing Conditions
1 year, 24 hour storm
Project Area 10.80 acres
Rainfall, P 2.20 inches
Curver Number, CN 79Runoff, Q 0.64 inches
Total Runoff Volume 25221 cubic feet
II. Developed Conditions
1 year, 24 hour storm
Project Area 10.80 acres
Rainfall, P 2.20 inches
Curve Number, CN 80Runoff, Q 0.71 inches
Total Runoff Volume 27782 cubic feet
III. Runoff Increase Due to Development
Existing Runoff 25221 cubic feet
Development Runoff 27782 cubic feet
Percent Increase in Runoff 10 %
IV. Critical Storm
10 % Increase in Runoff; Requires a 2-yr critical storm.
A. Storm water runoff peak for the 2-yr developed storm will not exceed thestorm water runoff peak for the 1 year, existing storm.
B. For storms greater than the 2-yr storm, the developed storm water runoff willnot exceed the existing storm water runoff peak for each storm. Refer to the storm water runoff summary sheet for allowable and design peaks.
DETERMINATION OF CRITICAL STORM
2015-4002 Stormwater Management Plan.doc
APPENDIX B STORMWATER MANAGEMENT AND WATER QUALITY
SUMMARY
Existing Total Developed Developed Detention TotalOn-Site Allowable On-Site Runoff Basin Peak Site Percent
Return Peak Runoff Peak Runoff Peak Runoff Mt. Carmel Ln. Discharge Discharge Peak Storage AllowablePeriod Hyd. No. 1 Hyd. No. 1 Hyd. No. 2 Hyd. No. 4 Hyd. No. 3 Hyd. No. 5 Elevation Volume Peak(Yr.) (CFS) (CFS) (CFS) (CFS) (CFS) (CFS) (FT) (CF) Discharge
1 9.6 9.6 10.4 2.5 0.3 2.5 816.17 18,239 26%2 14.1 9.6 15.0 3.2 0.8 3.2 816.31 22,121 34%5 21.1 9.6 22.2 4.2 1.8 4.4 816.59 29,681 45%
10 27.3 9.6 28.5 5.0 2.4 5.9 816.87 38,164 61%25 36.3 9.6 37.6 6.2 3.1 8.1 817.32 51,571 84%50 43.9 9.6 45.3 7.1 3.7 9.5 817.70 63,578 99%100 82.1 27.3 53.6 8.1 4.1 11.0 818.11 76,863 40%
Note: Total Site Discharge is calculated by combining Hydrograph No. 3 and Hydrograph No. 4 within Hydraflow.
Grove City, Ohio
Storm Water Detention CalculationSummary Sheet
Mount Carmel Grove City MOB 3
Ohio EPA Water Quality Summary Sheet
Water Quality Volume = C * P * (A/12) where: C = composite runoff coefficient = 0.20P = 0.75" precipitation depth (in) = 0.75A = tributary area (Ac.) = 10.8
WQv = 0.135 Acre-feet
WQv = 5881 Ft3
EDv = 4410 Ft3 (75% of WQv)Total WQv Required = 4410
WQv Provided = 5219 Ft3 to Elev. 918.70Target Drain Time = 24 hrs.
Impervious Area = 2.8 AcresTotal Area = 10.8 Acres
i = 0.26 (Fraction of post-construction impervious surface)C = 0.20 (Using equation from OHC000004)
Composite Runoff Coefficient Calculation
2015-4002 Stormwater Management Plan.doc
APPENDIX C PRE-DEVELOPED SITE RUNOFF CHARACTERISTICS
Project By Date
Location Checked Date
Check one: X Present Developed NOTES:
1. Runoff Curve NumberSoil Name CN 1
and
hydrologic (cover type, treatment, and hydrologic condition; percent
group impervious; unconnected/connected impervious area ratio)
1 Use only one CN Source per line
CN (weighted) = = = ;
2. Runoff
Frequency ………………………… yr
Rainfall, P (24-hour)…..………...…. in
Runoff, Q………………..………… in
Volume ……………………………… cu. ft. (Use P and CN with Table 2-1, figure 2-1, or
equations 2-3 and 2-4)
2.20 2.63 5.63
Totals 10.8 853.2
79
0.64 0.93 3.35
Storm #1 Storm #2 Storm #3
1 2 100
total product 853.2 79.00
Use CNtotal area 10.8
Type C Grass - Fair 79 10.8 853.2
Worksheet 2: Runoff curve number and runoff
Cover descriptionArea Product
Ta
ble
2-2
Fig
ure
2-3
Fig
ure
2-4 acres of
CN x Area
25221
Mar. 22, 2017
-
0
Mount Carmel Grove City MOB 3
Grove City, Ohio
JDB
-
Hydrologic Soil Group—Franklin County, Ohio(Mount Carmel Grove City MOB 3 Project Site)
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
3/22/2017Page 1 of 4
4413
110
4413
160
4413
210
4413
260
4413
310
4413
360
4413
410
4413
110
4413
160
4413
210
4413
260
4413
310
4413
360
4413
410
321880 321930 321980 322030 322080 322130 322180 322230 322280 322330 322380
321880 321930 321980 322030 322080 322130 322180 322230 322280 322330 322380
39° 51' 8'' N83
° 4
' 55'
' W39° 51' 8'' N
83° 4
' 34'
' W
39° 50' 57'' N
83° 4
' 55'
' W
39° 50' 57'' N
83° 4
' 34'
' 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: 1:2,350 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating LinesA
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating PointsA
A/D
B
B/D
C
C/D
D
Not rated or not available
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial Photography
The soil surveys that comprise your AOI were mapped at1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.
Please rely on the bar scale on each map sheet for mapmeasurements.
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 Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.
Soil Survey Area: Franklin County, OhioSurvey Area Data: Version 14, Sep 22, 2016
Soil map units are labeled (as space allows) for map scales1:50,000 or larger.
Date(s) aerial images were photographed: Feb 27, 2012—Mar10, 2012
The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.
Hydrologic Soil Group—Franklin County, Ohio(Mount Carmel Grove City MOB 3 Project Site)
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
3/22/2017Page 2 of 4
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Franklin County, Ohio (OH049)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CrB Crosby silt loam,Southern Ohio TillPlain, 2 to 6 percentslopes
C/D 7.6 74.3%
Ko Kokomo silty clay loam,0 to 2 percent slopes
C/D 2.6 25.7%
Totals for Area of Interest 10.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils areassigned to one of four groups according to the rate of water infiltration when thesoils are not protected by vegetation, are thoroughly wet, and receiveprecipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) andthree 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) whenthoroughly wet. These consist mainly of deep, well drained to excessivelydrained sands or gravelly sands. These soils have a high rate of watertransmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. Theseconsist chiefly of moderately deep or deep, moderately well drained or welldrained 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 consistchiefly of soils having a layer that impedes the downward movement of water orsoils of moderately fine texture or fine texture. These soils have a slow rate ofwater transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) whenthoroughly wet. These consist chiefly of clays that have a high shrink-swellpotential, soils that have a high water table, soils that have a claypan or claylayer at or near the surface, and soils that are shallow over nearly imperviousmaterial. 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 isfor drained areas and the second is for undrained areas. Only the soils that intheir natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Franklin County, Ohio Mount Carmel Grove City MOB 3Project Site
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
3/22/2017Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Franklin County, Ohio Mount Carmel Grove City MOB 3Project Site
Natural ResourcesConservation Service
Web Soil SurveyNational Cooperative Soil Survey
3/22/2017Page 4 of 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 9.585 cfsStorm frequency = 1 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 26,009 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.20 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 14.13 cfsStorm frequency = 2 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 37,425 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.63 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 21.11 cfsStorm frequency = 5 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 55,260 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.24 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 5 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 27.27 cfsStorm frequency = 10 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 70,937 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.74 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 36.28 cfsStorm frequency = 25 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 94,047 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.44 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 43.94 cfsStorm frequency = 50 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 113,965 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.02 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 1
Pre-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 52.12 cfsStorm frequency = 100 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 135,483 cuftDrainage area = 10.800 ac Curve number = 79Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.63 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Pre-Developed Conditions
Hyd. No. 1 -- 100 Year
Hyd No. 1
2015-4002 Stormwater Management Plan.doc
APPENDIX D POST-DEVELOPED SITE RUNOFF CHARACTERISTICS
Project By Date
Location Checked Date
Check one: Present X Developed NOTES:
1. Runoff Curve Number
Soil Name CN 1
and
hydrologic (cover type, treatment, and hydrologic condition; percent
group impervious; unconnected/connected impervious area ratio)
1 Use only one CN Source per line
CN (weighted) = = = ;
2. Runoff
Frequency ………………………… yr
Rainfall, P (24-hour)…..………...…. in
Runoff, Q………………..………… in
Volume ……………………………… cu. ft. (Use P and CN with Table 2-1, figure 2-1, or
equations 2-3 and 2-4)
0
Worksheet 2: Runoff curve number and runoff
Totals
584.6Type C
--
Area
74 7.9
Storm #3
98 2.9 284.2
868.8
Storm #2
10.8
80.44
acres
80Use CN
Productof
CN x Area
Ta
ble
2-2
Fig
ure
2-3
Fig
ure
2-4
2.20
0.71
2 100
5.632.63
total area
Cover description
Grass - Good
Impervious
868.8
10.8
27782
Mar. 22, 2017
-
1.00 3.49
Storm #1
1
Mount Carmel Grove City MOB 3
Grove City, Ohio
JDB
-
total product
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 10.36 cfsStorm frequency = 1 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 27,819 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.20 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 15.03 cfsStorm frequency = 2 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 39,616 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.63 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 22.19 cfsStorm frequency = 5 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 57,925 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.24 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 5 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 28.48 cfsStorm frequency = 10 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 73,939 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.74 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 37.59 cfsStorm frequency = 25 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 97,454 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.44 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 45.32 cfsStorm frequency = 50 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 117,661 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.02 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 50 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 2
Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 53.55 cfsStorm frequency = 100 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 139,445 cuftDrainage area = 10.800 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.63 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post-Developed Conditions
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 2.506 cfsStorm frequency = 1 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 6,522 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.20 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 3.211 cfsStorm frequency = 2 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 8,415 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.63 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 4.218 cfsStorm frequency = 5 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 11,173 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.24 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 5 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 5.044 cfsStorm frequency = 10 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 13,476 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.74 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 6.197 cfsStorm frequency = 25 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 16,741 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 4.44 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
7.00 7.00
Q (cfs)
Time (hrs)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 7.149 cfsStorm frequency = 50 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 19,473 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.02 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 50 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 4
Mount Carmel Lane - Post-Developed Conditions
Hydrograph type = SCS Runoff Peak discharge = 8.145 cfsStorm frequency = 100 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 22,364 cuftDrainage area = 1.300 ac Curve number = 91Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 5.63 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
Q (cfs)
Time (hrs)
Mount Carmel Lane - Post-Developed Conditions
Hyd. No. 4 -- 100 Year
Hyd No. 4
2015-4002 Stormwater Management Plan.doc
APPENDIX E STORMWATER ROUTING CALCULATIONS
1 2
3
4
5
Watershed Model SchematicHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Project: H:\Projects\2017\2017-0001_00 Mount Carmel Grove City Medical Center - MOB 3\Civil\Calculations\Hydraflow.gpwWednesday, 03 / 22 / 2017
Hyd. Origin Description
Legend
1 SCS Runoff Pre-Developed Conditions
2 SCS Runoff Post-Developed Conditions
3 Reservoir Detention Pond
4 SCS Runoff Mount Carmel Lane - Post-Developed Conditions
5 Combine Total Site Discharge
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 0.328 cfsStorm frequency = 1 yrs Time to peak = 16.50 hrsTime interval = 2 min Hyd. volume = 16,725 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 816.17 ftReservoir name = Detention Basin Max. Storage = 18,239 cuft
Storage Indication method used.
1
0 10 20 30 40 50 60 70 80 90 100
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
Q (cfs)
Time (hrs)
Detention Pond
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 18,239 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 0.775 cfsStorm frequency = 2 yrs Time to peak = 13.93 hrsTime interval = 2 min Hyd. volume = 28,487 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 816.31 ftReservoir name = Detention Basin Max. Storage = 22,121 cuft
Storage Indication method used.
2
0 10 20 30 40 50 60 70 80 90 100
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
Q (cfs)
Time (hrs)
Detention Pond
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 2 Total storage used = 22,121 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 1.763 cfsStorm frequency = 5 yrs Time to peak = 12.97 hrsTime interval = 2 min Hyd. volume = 46,763 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 816.59 ftReservoir name = Detention Basin Max. Storage = 29,681 cuft
Storage Indication method used.
3
0 4 8 12 16 20 24 28 32 36 40
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
Q (cfs)
Time (hrs)
Detention Pond
Hyd. No. 3 -- 5 Year
Hyd No. 3 Hyd No. 2 Total storage used = 29,681 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 2.394 cfsStorm frequency = 10 yrs Time to peak = 12.83 hrsTime interval = 2 min Hyd. volume = 62,758 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 816.87 ftReservoir name = Detention Basin Max. Storage = 38,164 cuft
Storage Indication method used.
4
0 4 8 12 16 20 24 28 32 36 40
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 (hrs)
Detention Pond
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 38,164 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 3.143 cfsStorm frequency = 25 yrs Time to peak = 12.77 hrsTime interval = 2 min Hyd. volume = 86,251 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 817.32 ftReservoir name = Detention Basin Max. Storage = 51,572 cuft
Storage Indication method used.
5
0 4 8 12 16 20 24 28 32 36 40
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 (hrs)
Detention Pond
Hyd. No. 3 -- 25 Year
Hyd No. 3 Hyd No. 2 Total storage used = 51,572 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 3.663 cfsStorm frequency = 50 yrs Time to peak = 12.80 hrsTime interval = 2 min Hyd. volume = 106,441 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 817.70 ftReservoir name = Detention Basin Max. Storage = 63,578 cuft
Storage Indication method used.
6
0 4 8 12 16 20 24 28 32 36 40
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 (hrs)
Detention Pond
Hyd. No. 3 -- 50 Year
Hyd No. 3 Hyd No. 2 Total storage used = 63,578 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 3
Detention Pond
Hydrograph type = Reservoir Peak discharge = 4.143 cfsStorm frequency = 100 yrs Time to peak = 12.83 hrsTime interval = 2 min Hyd. volume = 128,208 cuftInflow hyd. No. = 2 - Post-Developed ConditionsMax. Elevation = 818.11 ftReservoir name = Detention Basin Max. Storage = 76,863 cuft
Storage Indication method used.
7
0 4 8 12 16 20 24 28 32 36
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 (hrs)
Detention Pond
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 76,863 cuft
Pond ReportHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Pond No. 1 - Detention Basin
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 815.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 815.50 25,833 0 01.00 816.50 28,481 27,144 27,1442.00 817.50 31,232 29,843 56,9863.00 818.50 34,083 32,644 89,630
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 6.00 1.00 0.00
Span (in) = 18.00 15.00 1.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft) = 814.00 816.00 815.70 0.00
Length (ft) = 50.00 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) = 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 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 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Stage (ft)
0.00 815.50
1.00 816.50
2.00 817.50
3.00 818.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond ReportHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Pond No. 1 - Detention Basin
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 815.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 815.50 25,833 0 01.00 816.50 28,481 27,144 27,1442.00 817.50 31,232 29,843 56,9863.00 818.50 34,083 32,644 89,630
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 6.00 1.00 0.00
Span (in) = 18.00 15.00 1.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft) = 814.00 816.00 815.70 0.00
Length (ft) = 50.00 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) = 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 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 9,000 18,000 27,000 36,000 45,000 54,000 63,000 72,000 81,000 90,000
Stage (ft)
0.00 815.50
1.00 816.50
2.00 817.50
3.00 818.50
Elev (ft)
Storage (cuft)
Stage / Storage
Storage
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 2.506 cfsStorm frequency = 1 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 23,247 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
1
0 4 8 12 16 20 24 28 32 36
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Total Site Discharge
Hyd. No. 5 -- 1 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 3.218 cfsStorm frequency = 2 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 36,901 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
2
0 4 8 12 16 20 24 28 32 36
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)
Total Site Discharge
Hyd. No. 5 -- 2 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 4.356 cfsStorm frequency = 5 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 57,936 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
3
0 4 8 12 16 20 24 28 32 36
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 (hrs)
Total Site Discharge
Hyd. No. 5 -- 5 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 5.891 cfsStorm frequency = 10 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 76,234 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
4
0 4 8 12 16 20 24 28 32 36
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)
Total Site Discharge
Hyd. No. 5 -- 10 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 8.064 cfsStorm frequency = 25 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 102,993 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
5
0 4 8 12 16 20 24 28 32
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
Q (cfs)
Time (hrs)
Total Site Discharge
Hyd. No. 5 -- 25 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 9.537 cfsStorm frequency = 50 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 125,915 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
6
0 4 8 12 16 20 24 28 32
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
Q (cfs)
Time (hrs)
Total Site Discharge
Hyd. No. 5 -- 50 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 03 / 22 / 2017
Hyd. No. 5
Total Site Discharge
Hydrograph type = Combine Peak discharge = 11.00 cfsStorm frequency = 100 yrs Time to peak = 12.03 hrsTime interval = 2 min Hyd. volume = 150,572 cuftInflow hyds. = 3, 4 Contrib. drain. area = 1.300 ac
7
0 4 8 12 16 20 24 28 32
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
Q (cfs)
Time (hrs)
Total Site Discharge
Hyd. No. 5 -- 100 Year
Hyd No. 5 Hyd No. 3 Hyd No. 4