SW6200501_2020-07-17 SW & EC Narrative REV - Medlin SS_20200717

TABLE OF CONTENTS
NARRATIVES
Site Location and Description
Project Development
Erosion Control
Stormwater Management
SUPPORT DOCUMENTS
USGS Topography Map
FEMA Floodplain Map
NRCS Soils Information
Stream Classification
CALCULATIONS & ANALYSIS
Stormwater Management Calculations
Ditch Calculations Calculations
Outlet Protection Calculations
Sediment Basin Calculations
SHWT Analysis
3
NARRATIVES
Site Location & Description
DSM Investment Properties, LLC, plans to develop a new outdoor self-storage lot located on NC 210
(PIN 0673-15-9630.000) in Angier, NC, on a 6.25 acre parcel that is cleared and unoccupied. The
adjacent parcel is also included in this analysis to accommodate future development (3.34 ac for a
total of 9.59 ac). The site is immediately south of the intersection of NC 210 and Matthews Mill Pond
Road. Surrounding properties are residential and agricultural.
The property is not in a flood hazard area as per FEMA map 3720068900J, dated May 2, 2006. The site
is in the Cape Fear River basin.
Figure 1 -Vicinity Map –Courtesy of Google Maps 2020
4
Project Development
The Owner plans to construct a new outdoor self-storage facility totaling 158 spaces on the property in
question. The property is zoned to GC (General Commercial) which is an acceptable zoning for the
proposed use. The property recently received Town of Angier Board of Adjustment approval for the
intended use. The property will be graded as need for the outdoor storage area with associated storm
drainage and stormwater management. Utilities are not necessary for the intended use and none are
proposed. There is an existing fire hydrant across the street from the property.
Erosion Control
The project will consist of clearing and grubbing and grading within the limits of disturbance on the
erosion control plan. The property is privately owned. See owner information on cover sheet C-00. The
site is currently undeveloped and cleared.
Approximately 6.9 acres will be disturbed during construction. The maximum fill will be approx. 2 feet
and maximum cut will be approximately 10 feet (pond excavation). This project will involve removal of
topsoil and associated fill to construct the outdoor storage lot. A ditch system will be installed to
convey stormwater to a permanent stormwater management area.
The project is scheduled to begin construction in Summer 2020 with project completion and final
stabilization by Fall 2020. The erosion and sediment control program for this project will include the
installation of a suitable construction entrance, temporary silt fencing, silt fence outlets, and a
sediment basin.
The soils at this site are predominately Fuquay sandy loams (FaB) according to the NRCS and Harnett
County soils information, which is a type B soil with Ksat ranges from moderately high to high.
Soils information has been obtained through the USDA & NRCS website as well as Harnett County
published soils information:http://websoilsurvey.nrcs.usda.gov/app/ for Web Soil Survey and Harnett
County soil mapping for additional information.
5
Stormwater Management
The site drains to the northwest corner and off-site to a pond on the adjacent parcel, also owned and
managed by DSM Investment Properties. There is a requirement for detention of the 1-yr, 2-yr and 10-
yr storm events per the Town of Angier Stormwater ordinance and NCDEQ standards. Additional
future development was assumed to also drain to the pond in question as documented in the plans
and calculations. The project area was analyzed with multiple points of analysis as shown on the
enclosed plans (SEE SW-01 and SW-02) and as documented in the enclosed calculations.
The proposed system incorporates a wet-pond facility which was modeled using Hydraflow
Hydrographs by AutoDesk. The SCS method was utilized for determining pre/post flow rates. The wet
pond provides the required reduction in post-development runoff rates as summarized in the excerpt
below. It is the engineer’s opinion that this reduction meets the intent of the stormwater requirements
and offers satisfactory performance.
Water Quantity Summary Tables
POA #1 (HYD #1, 9)
Storm Event
Pre-Development Peak
Flow
(cfs)
Post-Development Peak
Flow w/SCM
(cfs)
Net Change
(cfs)Net Change (%)
1 yr 3.48 1.45 -2.03 -58%
2 yr 6.04 3.84 -2.21 -37%
10 yr 14.93 10.86 -4.07 -27%
POA #2 (HYD #2, 10)
Storm Event
Pre-Development Peak
Flow
(cfs)
Post-Development Peak
Flow w/SCM
(cfs)
Net Change
(cfs)Net Change (%)
1 yr 0.57 0.50 -0.07 -13%
2 yr 0.99 0.73 -0.26 -27%
10 yr 2.45 1.46 -0.99 -40%
POA #3 (HYD #3, 11)
Storm Event
Pre-Development Peak
Flow
(cfs)
Post-Development Peak
Flow w/SCM
(cfs)
Net Change
(cfs)Net Change (%)
1 yr 2.30 0.60 -1.70 -74%
2 yr 3.89 1.10 -2.80 -72%
10 yr 9.39 2.85 -6.53 -70%
6
TOTAL SITE (HYD# 4, 12)
Storm Event
Pre-Development Peak
Flow
(cfs)
Post-Development Peak
Flow w/SCM
(cfs)
Net Change
(cfs)Net Change (%)
1 yr 6.35 1.55 -4.80 -76%
2 yr 10.89 4.10 -6.79 -62%
10 yr 26.76 14.84 -11.92 -45%
Wet Detention Basin
Water Quality Summary
Required Provided
Surface Area (ft2)8,238 9,953
Treatment Volume (ft3)19,122 19,343
Average Depth 3.0 3.84
Storm Drainage
The project will require the use of ditch drainage to convey stormwater to the proposed stormwater
wet pond. The ditches were sized for the 10-year storm and checked to ensure non-erosive flow.
Refer to the calculations section for permanent ditch calculations.
SUPPORT DOCUMENTS
USGS Topo Map
E N G I N E E R I N G
Curry 205 S. Fuquay Avenue
Fuquay-Varina, NC 27526
[phone]
[phone]
N C L I C . N O . P -0 7 9 9
T
F MEDLIN SELF-STORAGE
USGS 7.5 MINUTE MAP
PROPERTY
BOUNDARY
SUPPORT DOCUMENTS
FEMA Floodplain Map
E N G I N E E R I N G
Curry 205 S. Fuquay Avenue
Fuquay-Varina, NC 27526
[phone]
[phone]
N C L I C . N O . P -0 7 9 9
T
F MEDLIN SELF-STORAGE
FEMA MAP
PROPERTY
BOUNDARY
EFFECTIVE DATE: OCTOBER 3, 2006
MAP NUMBER: 3720066200J
SUPPORT DOCUMENTS
NRCS Soils Information
E N G I N E E R I N G
Curry 205 S. Fuquay Avenue
Fuquay-Varina, NC 27526
[phone]
[phone]
N C L I C . N O . P -0 7 9 9
T
F MEDLIN SELF-STORAGE
NRCS SOILS MAP - 1970
PROPERTY
BOUNDARY
SUPPORT DOCUMENTS
Stream Classification
CALCULATIONS
Stormwater Management
Project #No Date
Project Name 1 7/17/2020
Date
1)Calculate percent impervious draining to pond.
Drainage Area =8.18 acres Road/Parking 3.97 ac
Impervious Area =5.38 acres Future 1.41 ac
% Imperv. =65.75 %
2)Find the volume of the 1.0" storm using the "Simple Method" (Schueler 1987):
Rv = 0.05 + 0.009 (I)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
I = percent impervious
Rv =0.642 in/in
Volume of 1.0" storm (must exceed 3630 cf):
WQv = 3630 x RD x Rv X A
WQv = volume of runoof gnerated from design storm
RD =Design storm =1 inch
Rv = Runoff Coef =0.642 inch/inch
A= Drainage Area = 8.18 acre
WQv =19,055 ft 3
3)Determine Surface Area to Drainage Area Ratio & Surface of Permanent Pool (Water Quality)
Desired Depth =3 ft
Imp. %Ratio
Lower Limit =60.00 2.09
Upper Limit =70.00 2.51 8,307 ft 2
Acutal =65.75 2.33
The volume of the 1" storm must be detained in the pond above the permanent pool and must be drawn down over a
period of two to five days.
Minimum SA Required =
Project Data Revisions
Description
State Stormwater Comments
WATER QUALITY & SURFACE AREA CALCUALTION
Wet Detention Pond #1
2020-010
Medlin Shelf Storage
7/17/2020
Impervious
Project #No Date
Project Name 1 7/17/2020
Date
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)
0 303 4156 0 0 Main Pool Vol = 32658 cf
1 304 5060 4608 4608 Main Pool SA = 9953 sf
2 305 5976 5518 10126
3 306 6923 6450 16576
4 307 7903 7413 23989
4.5 307.5 8411 4079 28067
5 308 9953 4591 32658
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)Main Pool Vol = 32658 cf
0 305 1093 0 0 Total Forebay Vol = 5854 cf
1 306 1629 1361 1361 Is Forebay ~ 15-20%YES 18%
2 307 2232 1931 3292
3 308 2892 2562 5854
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)WQ Volume = 19055 cf
0 308 13678 0 0 Temp. Pool Vol = 19343 cf
0.5 308.5 15562 7310 7310 Volume Enough YES
1.25 309.25 16526 12033 19343
Average Depth Calculation:
Vshelf = 378 cf
Dmax over shelf =0.5 ft
Peimeter =504 ft
Width =3 ft
VPP = 32658 cf
Abottom of shelf =8411 sf
Davg =3.84 ft
Project Data Revisions
2020-010 Description
Medlin Shelf Storage State Stormwater Comments
7/17/2020
POND VOLUMES
Wet Detention Pond #1
Total Main Pool
Permanent Pool Volume Check
Total Forebay Volume Forebay Volume Check
Temporary Pool Volume Temporary Pool Volume Check
Project #No Date
Project Name 1 7/17/2020
Date
1)Input Orifice and Spillway Information
2.00 in
0.60
Volume Provided =19,343 cf
Number Orifices =1.00
Inv Orfice =308.00
Inv Primary Spillway =309.25
2)Calculate Area, Head and Discharge Flow
g=32.2 ft/s2
h= use h/3 to simulate decreasing head
A= cross section area of orifice
Q= discharge cfs
Q=discharge cfs
0.022 sf
0.417 feet
0.068 cfs
3)Calculate Drawn Down Time
Time =Volume/Flowrate
3.30 days
Check =OK
Drawdown Time =
Orifice Diameter =
Orfice Coefficent =
Orfice Cross Section Area =
Average head =
Discharge =
7/17/2020
WATER QUALITY VOLUME DRAW DOWN CALCULATION
Wet Detention Pond #1
Project Data Revisions
2020-010 Description
Medlin Shelf Storage State Stormwater Comments
ghACQ20
Project #No Date
Project Name 1 7/17/2020
Date
Step 1.DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =310 ft
Bottom of Riser Elev. =307.50 ft
Riser Wall Thickness =6.00 in
Diameter of Manhole =5.00 ft
Area = pi * diameter^2 / 4
Area (@ outside diam)=28.27 sf
Volume =70.69 cf
times wt of water 62.4 lbs/cf
Bouyant Force =4,411 lbs
Step 2.DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =310
Thickness =0 inches
Outside Diam =6.00 ft
Volume =0.00 cf
Riser Walls
Inside Diam =5.00 ft
Wall Thickness =6.00 in
Height =2.50 ft
Volume =21.60 cf
Riser Bottom - Extended Base
Bottom Elevation =307.50
Diameter =0.00 ft
Thickness=6.00 in
Volume =0.00 cf
21.60 cf
150 lbs/cf
3,240 lbs
0.73
Y
2,494 lbs
Step 3.ADD CONCRETE BELOW INVERT IN RISER
19.63 sf
Volume Required =28.47 cf
1.45 ft
18 in
29.45 cf
2580 lb
1.32
Y
Summary
Amount of Concrete Required =
Area of Riser (@inside diam) =
Factor of Safety > 1.30 (Y/N) =
Calculated Depth of Concrete =
Actual Depth Used =
Backcheck Volume =
Backcheck Weight of Added Conc
(150-62.4) =
Factor of Safety =
Total Volume =
x unit weight of reinforced conc.
CounterweIght =
Factor of Safety Provided (FSP) =
Additional Concrete Required (Y/N) =
Add minimum 18 inches below invert of
pond
7/17/2020
RISER ANTI-FLOATATION
Wet Detention Pond #1
Project Data Revisions
2020-010 Description
Medlin Shelf Storage State Stormwater Comments
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =5.31 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 5.31 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
4.50 ac
0.00 ac
0.81 ac
Poor Fair Good
77 67 60
Fair - Agricultural Land
Open Space
Impervious
Wooded
Weighted CN Value
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Pre-Developed DA#1
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =0.87 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 0.87 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
0.75 ac
0.00 ac
0.12 ac
Poor Fair Good
77 67 60
Open Space
Impervious
Wooded
Fair - Agricultural Land
Weighted CN Value
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Pre-Developed DA#2
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =3.41 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 3.41 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
3.18 ac
0.00 ac
0.23 ac
Poor Fair Good
78 68 61
Open Space
Impervious
Wooded
Fair - Agricultural Land
Weighted CN Value
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Pre-Developed DA#3
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =8.18 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 8.18 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
2.80 ac
5.38 ac
0.00 ac
Poor Fair Good
91 88 85
Open Space
Impervious
Wooded
Weighted CN Value
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Post-Developed DA#1 to SCM
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =0.37 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 0.37 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
0.37 ac
0.00 ac
0.00 ac
Poor Fair Good
79 69 61
Open Space
Impervious
Wooded
Weighted CN Value
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Post-Developed DA#2 By-Pass SCM
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =0.27 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 0.27 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
0.17 ac
0.10 ac Future
0.00 ac
Poor Fair Good
86 80 75
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Post-Developed DA#3
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Open Space
Impervious
Wooded
Weighted CN Value
Project #No Date
Project Name 1 7/17/2020
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =0.78 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 0.78 ac
Total Area in "C" Soils 0.00 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
79 69 61
98 98 98
66 60 55
85 85 85
0.72 ac
0.06 ac Driveway
0.00 ac
Poor Fair Good
80 71 64
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2020-010 Description
Medlin Self Storage State Stormwater Comments
7/17/2020
SOIL WEIGHTED CN VALUES
Post-Developed DA#4
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group
Fuquay B
Land Uses in Sub-Basin
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Open Space
Impervious
Wooded
Weighted CN Value
1 2 3
4
6
7
8
9
10 11
12
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Project: Medlin Self Storage Routing.gpw Friday, 04 / 24 / 2020
Hyd.Origin Description
Legend
1 SCS Runoff Pre-Development => DA#1
2 SCS Runoff Pre-Development => DA#2
3 SCS Runoff Pre-Development => DA#3
4 Combine Pre-Development Total
6 SCS Runoff Post Development => DA#1 To SCM
7 Reservoir SCM Routing
8 SCS Runoff Post Development => DA#1 By-Pass SCM
9 Combine Post Development => DA#1 Total
10 SCS Runoff Post Development => DA#2
11 SCS Runoff Post Development => DA#3
12 Combine Post Development Total
Hydrograph Return Period Recap
2
Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph
No.type hyd(s)Description
(origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------3.481 6.044 --------------14.93 21.19 -------32.41 Pre-Development => DA#1
2 SCS Runoff ------0.570 0.990 --------------2.446 3.472 -------5.310 Pre-Development => DA#2
3 SCS Runoff ------2.295 3.894 --------------9.386 13.22 -------20.06 Pre-Development => DA#3
4 Combine 1, 2, 3 6.347 10.89 --------------26.76 37.80 -------57.65 Pre-Development Total
6 SCS Runoff ------24.59 32.67 --------------56.74 71.75 -------97.02 Post Development => DA#1 To SCM
7 Reservoir 6 1.430 3.769 --------------10.27 34.90 -------79.31 SCM Routing
8 SCS Runoff ------0.198 0.403 --------------1.178 1.738 -------2.761 Post Development => DA#1 By-Pass
9 Combine 7, 8 1.451 3.836 --------------10.86 35.79 -------81.71 Post Development => DA#1 Total
10 SCS Runoff ------0.496 0.727 --------------1.460 1.938 -------2.770 Post Development => DA#2
11 SCS Runoff ------0.602 1.097 --------------2.852 4.090 -------6.318 Post Development => DA#3
12 Combine 9, 10, 11 1.545 4.099 --------------14.84 38.78 -------89.55 Post Development Total
Proj. file: Medlin Self Storage Routing.gpw Friday, 04 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No.type flow interval Peak volume hyd(s)elevation strge used Description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 3.481 1 725 11,904 ------------------Pre-Development => DA#1
2 SCS Runoff 0.570 1 725 1,950 ------------------Pre-Development => DA#2
3 SCS Runoff 2.295 1 725 7,986 ------------------Pre-Development => DA#3
4 Combine 6.347 1 725 21,840 1, 2, 3 ------------Pre-Development Total
6 SCS Runoff 24.59 1 718 49,923 ------------------Post Development => DA#1 To SCM
7 Reservoir 1.430 1 773 37,658 6 309.71 27,691 SCM Routing
8 SCS Runoff 0.198 1 719 532 ------------------Post Development => DA#1 By-Pass
9 Combine 1.451 1 772 38,190 7, 8 ------------Post Development => DA#1 Total
10 SCS Runoff 0.496 1 718 1,004 ------------------Post Development => DA#2
11 SCS Runoff 0.602 1 719 1,433 ------------------Post Development => DA#3
12 Combine 1.545 1 766 40,627 9, 10, 11 ------------Post Development Total
Medlin Self Storage Routing.gpw Return Period: 1 Year Friday, 04 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 1
Pre-Development => DA#1
Hydrograph type = SCS Runoff Peak discharge = 3.481 cfs
Storm frequency = 1 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 11,904 cuft
Drainage area = 5.310 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.50 min
Total precip.= 3.05 in Distribution = Type II
Storm 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
Q (cfs)
Time (hrs)
Pre-Development => DA#1
Hyd. No. 1 -- 1 Year
Hyd No. 1
TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 1
Pre-Development => DA#1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in)= 3.70 0.00 0.00
Land slope (%)= 1.00 0.00 0.00
Travel Time (min)=13.29 +0.00 +0.00 =13.29
Shallow Concentrated Flow
Flow length (ft)= 403.67 0.00 0.00
Watercourse slope (%)= 3.45 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=3.00 0.00 0.00
Travel Time (min)=2.24 +0.00 +0.00 =2.24
Channel Flow
X sectional flow area (sqft)= 0.00 0.00 0.00
Wetted perimeter (ft)= 0.00 0.00 0.00
Channel slope (%)= 0.00 0.00 0.00
Manning's n-value = 0.000 0.015 0.015
Velocity (ft/s)=0.00
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)=0.00 +0.00 +0.00 =0.00
Total Travel Time, Tc ..............................................................................15.50 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 2
Pre-Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 0.570 cfs
Storm frequency = 1 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 1,950 cuft
Drainage area = 0.870 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.90 min
Total precip.= 3.05 in Distribution = Type II
Storm 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
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 (hrs)
Pre-Development => DA#2
Hyd. No. 2 -- 1 Year
Hyd No. 2
TR55 Tc Worksheet 7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 2
Pre-Development => DA#2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in)= 3.70 0.00 0.00
Land slope (%)= 1.00 0.00 0.00
Travel Time (min)=13.29 +0.00 +0.00 =13.29
Shallow Concentrated Flow
Flow length (ft)= 320.00 0.00 0.00
Watercourse slope (%)= 1.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s)=2.03 0.00 0.00
Travel Time (min)=2.62 +0.00 +0.00 =2.62
Channel Flow
X sectional flow area (sqft)= 0.00 0.00 0.00
Wetted perimeter (ft)= 0.00 0.00 0.00
Channel slope (%)= 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s)=0.00
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)=0.00 +0.00 +0.00 =0.00
Total Travel Time, Tc ..............................................................................15.90 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 3
Pre-Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 2.295 cfs
Storm frequency = 1 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 7,986 cuft
Drainage area = 3.410 ac Curve number = 68
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 17.70 min
Total precip.= 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
8
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)
Pre-Development => DA#3
Hyd. No. 3 -- 1 Year
Hyd No. 3
TR55 Tc Worksheet 9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hyd. No. 3
Pre-Development => DA#3
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.170 0.011
Flow length (ft)= 10.0 90.0 0.0
Two-year 24-hr precip. (in)= 3.70 3.70 0.00
Land slope (%)= 1.00 1.50 0.00
Travel Time (min)=4.18 +10.39 +0.00 =14.56
Shallow Concentrated Flow
Flow length (ft)= 302.00 0.00 0.00
Watercourse slope (%)= 1.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=1.61 0.00 0.00
Travel Time (min)=3.12 +0.00 +0.00 =3.12
Channel Flow
X sectional flow area (sqft)= 0.00 0.00 0.00
Wetted perimeter (ft)= 0.00 0.00 0.00
Channel slope (%)= 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s)=0.00
0.00
0.00
Flow length (ft)({0})0.0 0.0 0.0
Travel Time (min)=0.00 +0.00 +0.00 =0.00
Total Travel Time, Tc ..............................................................................17.70 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 6.347 cfs
Storm frequency = 1 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 21,840 cuft
Inflow hyds.= 1, 2, 3 Contrib. drain. area = 9.590 ac
10
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)
Pre-Development Total
Hyd. No. 4 -- 1 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 6
Post Development => DA#1 To SCM
Hydrograph type = SCS Runoff Peak discharge = 24.59 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 49,923 cuft
Drainage area = 8.180 ac Curve number = 85
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
11
0 2 4 6 8 10 12 14 16 18 20 22 24
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)
Post Development => DA#1 To SCM
Hyd. No. 6 -- 1 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 1.430 cfs
Storm frequency = 1 yrs Time to peak = 12.88 hrs
Time interval = 1 min Hyd. volume = 37,658 cuft
Inflow hyd. No.= 6 - Post Development => DA#1 To SCMMax. Elevation = 309.71 ft
Reservoir name = Wet Pond #1 Max. Storage = 27,691 cuft
Storage Indication method used.
12
0 5 10 15 20 25 30 35 40 45 50
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)
SCM Routing
Hyd. No. 7 -- 1 Year
Hyd No. 7 Hyd No. 6 Total storage used = 27,691 cuft
Pond Report 13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Pond No. 1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 308.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft)
0.00 308.00 13,678 0 0
0.50 308.50 15,562 7,310 7,310
1.00 309.00 16,526 8,022 15,332
2.00 310.00 18,495 17,511 32,843
3.00 311.00 20,521 19,508 52,351
4.00 312.00 22,604 21,563 73,913
5.00 313.00 24,744 23,674 97,587
Culvert / Orifice Structures Weir Structures
[A][B][C] [PrfRsr][A][B][C][D]
Rise (in)= 15.00 2.00 6.00 0.00
Span (in)= 15.00 2.00 6.00 0.00
No. Barrels = 1 1 3 0
Invert El. (ft)= 307.50 308.00 309.25 0.00
Length (ft)= 60.00 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)= 15.71 40.00 0.00 0.00
Crest El. (ft)= 310.00 311.50 0.00 0.00
Weir Coeff.= 3.33 3.00 3.33 3.33
Weir Type = 1 Rect ------
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).
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0
Stage (ft)
0.00 308.00
1.00 309.00
2.00 310.00
3.00 311.00
4.00 312.00
5.00 313.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 8
Post Development => DA#1 By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.198 cfs
Storm frequency = 1 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 532 cuft
Drainage area = 0.370 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
14
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post Development => DA#1 By-Pass SCM
Hyd. No. 8 -- 1 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 9
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 1.451 cfs
Storm frequency = 1 yrs Time to peak = 12.87 hrs
Time interval = 1 min Hyd. volume = 38,190 cuft
Inflow hyds.= 7, 8 Contrib. drain. area = 0.370 ac
15
0 5 10 15 20 25 30 35 40 45 50
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Post Development => DA#1 Total
Hyd. No. 9 -- 1 Year
Hyd No. 9 Hyd No. 7 Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 10
Post Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 0.496 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 1,004 cuft
Drainage area = 0.270 ac Curve number = 75
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
16
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post Development => DA#2
Hyd. No. 10 -- 1 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 11
Post Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 0.602 cfs
Storm frequency = 1 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 1,433 cuft
Drainage area = 0.780 ac Curve number = 64
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post Development => DA#3
Hyd. No. 11 -- 1 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 12
Post Development Total
Hydrograph type = Combine Peak discharge = 1.545 cfs
Storm frequency = 1 yrs Time to peak = 12.77 hrs
Time interval = 1 min Hyd. volume = 40,627 cuft
Inflow hyds.= 9, 10, 11 Contrib. drain. area = 1.050 ac
18
0 5 10 15 20 25 30 35 40 45 50
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Post Development Total
Hyd. No. 12 -- 1 Year
Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11
Hydrograph Summary Report
19
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 6.044 1 724 18,828 ------------------Pre-Development => DA#1
2 SCS Runoff 0.990 1 724 3,085 ------------------Pre-Development => DA#2
3 SCS Runoff 3.894 1 725 12,478 ------------------Pre-Development => DA#3
4 Combine 10.89 1 724 34,390 1, 2, 3 ------------Pre-Development Total
6 SCS Runoff 32.67 1 718 67,109 ------------------Post Development => DA#1 To SCM
7 Reservoir 3.769 1 738 54,698 6 310.09 34,568 SCM Routing
8 SCS Runoff 0.403 1 718 921 ------------------Post Development => DA#1 By-Pass
9 Combine 3.836 1 738 55,619 7, 8 ------------Post Development => DA#1 Total
10 SCS Runoff 0.727 1 718 1,461 ------------------Post Development => DA#2
11 SCS Runoff 1.097 1 718 2,361 ------------------Post Development => DA#3
12 Combine 4.099 1 737 59,441 9, 10, 11 ------------Post Development Total
Medlin Self Storage Routing.gpw Return Period: 2 Year Friday, 04 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 1
Pre-Development => DA#1
Hydrograph type = SCS Runoff Peak discharge = 6.044 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 18,828 cuft
Drainage area = 5.310 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.50 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
20
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)
Pre-Development => DA#1
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 2
Pre-Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 0.990 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 3,085 cuft
Drainage area = 0.870 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.90 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
21
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Pre-Development => DA#2
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 3
Pre-Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 3.894 cfs
Storm frequency = 2 yrs Time to peak = 12.08 hrs
Time interval = 1 min Hyd. volume = 12,478 cuft
Drainage area = 3.410 ac Curve number = 68
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 17.70 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
22
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)
Pre-Development => DA#3
Hyd. No. 3 -- 2 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 10.89 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 34,390 cuft
Inflow hyds.= 1, 2, 3 Contrib. drain. area = 9.590 ac
23
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)
Pre-Development Total
Hyd. No. 4 -- 2 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 6
Post Development => DA#1 To SCM
Hydrograph type = SCS Runoff Peak discharge = 32.67 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 67,109 cuft
Drainage area = 8.180 ac Curve number = 85
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 2 4 6 8 10 12 14 16 18 20 22 24
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
35.00 35.00
Q (cfs)
Time (hrs)
Post Development => DA#1 To SCM
Hyd. No. 6 -- 2 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 3.769 cfs
Storm frequency = 2 yrs Time to peak = 12.30 hrs
Time interval = 1 min Hyd. volume = 54,698 cuft
Inflow hyd. No.= 6 - Post Development => DA#1 To SCMMax. Elevation = 310.09 ft
Reservoir name = Wet Pond #1 Max. Storage = 34,568 cuft
Storage Indication method used.
25
0 5 10 15 20 25 30 35 40 45 50
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
35.00 35.00
Q (cfs)
Time (hrs)
SCM Routing
Hyd. No. 7 -- 2 Year
Hyd No. 7 Hyd No. 6 Total storage used = 34,568 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 8
Post Development => DA#1 By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 0.403 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 921 cuft
Drainage area = 0.370 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
26
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post Development => DA#1 By-Pass SCM
Hyd. No. 8 -- 2 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 9
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 3.836 cfs
Storm frequency = 2 yrs Time to peak = 12.30 hrs
Time interval = 1 min Hyd. volume = 55,619 cuft
Inflow hyds.= 7, 8 Contrib. drain. area = 0.370 ac
27
0 5 10 15 20 25 30 35 40 45 50
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)
Post Development => DA#1 Total
Hyd. No. 9 -- 2 Year
Hyd No. 9 Hyd No. 7 Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 10
Post Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 0.727 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 1,461 cuft
Drainage area = 0.270 ac Curve number = 75
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
28
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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 (hrs)
Post Development => DA#2
Hyd. No. 10 -- 2 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 11
Post Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 1.097 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 2,361 cuft
Drainage area = 0.780 ac Curve number = 64
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
29
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
Q (cfs)
Time (hrs)
Post Development => DA#3
Hyd. No. 11 -- 2 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 12
Post Development Total
Hydrograph type = Combine Peak discharge = 4.099 cfs
Storm frequency = 2 yrs Time to peak = 12.28 hrs
Time interval = 1 min Hyd. volume = 59,441 cuft
Inflow hyds.= 9, 10, 11 Contrib. drain. area = 1.050 ac
30
0 5 10 15 20 25 30 35 40 45 50
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)
Post Development Total
Hyd. No. 12 -- 2 Year
Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11
Hydrograph Summary Report
31
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 14.93 1 724 43,282 ------------------Pre-Development => DA#1
2 SCS Runoff 2.446 1 724 7,091 ------------------Pre-Development => DA#2
3 SCS Runoff 9.386 1 724 28,180 ------------------Pre-Development => DA#3
4 Combine 26.76 1 724 78,553 1, 2, 3 ------------Pre-Development Total
6 SCS Runoff 56.74 1 717 119,661 ------------------Post Development => DA#1 To SCM
7 Reservoir 10.27 1 727 107,018 6 311.31 59,062 SCM Routing
8 SCS Runoff 1.178 1 718 2,396 ------------------Post Development => DA#1 By-Pass
9 Combine 10.86 1 722 109,414 7, 8 ------------Post Development => DA#1 Total
10 SCS Runoff 1.460 1 718 2,959 ------------------Post Development => DA#2
11 SCS Runoff 2.852 1 718 5,749 ------------------Post Development => DA#3
12 Combine 14.84 1 719 118,122 9, 10, 11 ------------Post Development Total
Medlin Self Storage Routing.gpw Return Period: 10 Year Friday, 04 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 1
Pre-Development => DA#1
Hydrograph type = SCS Runoff Peak discharge = 14.93 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 43,282 cuft
Drainage area = 5.310 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.50 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
32
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-Development => DA#1
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 2
Pre-Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 2.446 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 7,091 cuft
Drainage area = 0.870 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.90 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
33
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)
Pre-Development => DA#2
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 3
Pre-Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 9.386 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 28,180 cuft
Drainage area = 3.410 ac Curve number = 68
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 17.70 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
34
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-Development => DA#3
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 26.76 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 78,553 cuft
Inflow hyds.= 1, 2, 3 Contrib. drain. area = 9.590 ac
35
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-Development Total
Hyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 6
Post Development => DA#1 To SCM
Hydrograph type = SCS Runoff Peak discharge = 56.74 cfs
Storm frequency = 10 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 119,661 cuft
Drainage area = 8.180 ac Curve number = 85
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
36
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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 Development => DA#1 To SCM
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 10.27 cfs
Storm frequency = 10 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 107,018 cuft
Inflow hyd. No.= 6 - Post Development => DA#1 To SCMMax. Elevation = 311.31 ft
Reservoir name = Wet Pond #1 Max. Storage = 59,062 cuft
Storage Indication method used.
37
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
60.00 60.00
Q (cfs)
Time (hrs)
SCM Routing
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 6 Total storage used = 59,062 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 8
Post Development => DA#1 By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 1.178 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 2,396 cuft
Drainage area = 0.370 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
38
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
Q (cfs)
Time (hrs)
Post Development => DA#1 By-Pass SCM
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 9
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 10.86 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 109,414 cuft
Inflow hyds.= 7, 8 Contrib. drain. area = 0.370 ac
39
0 3 6 9 12 15 18 21 24 27 30 33 36
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 Development => DA#1 Total
Hyd. No. 9 -- 10 Year
Hyd No. 9 Hyd No. 7 Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 10
Post Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 1.460 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 2,959 cuft
Drainage area = 0.270 ac Curve number = 75
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
40
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Post Development => DA#2
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 11
Post Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 2.852 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 5,749 cuft
Drainage area = 0.780 ac Curve number = 64
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
41
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)
Post Development => DA#3
Hyd. No. 11 -- 10 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 12
Post Development Total
Hydrograph type = Combine Peak discharge = 14.84 cfs
Storm frequency = 10 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 118,122 cuft
Inflow hyds.= 9, 10, 11 Contrib. drain. area = 1.050 ac
42
0 3 6 9 12 15 18 21 24 27
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)
Post Development Total
Hyd. No. 12 -- 10 Year
Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11
Hydrograph Summary Report
43
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 21.19 1 723 60,673 ------------------Pre-Development => DA#1
2 SCS Runoff 3.472 1 723 9,941 ------------------Pre-Development => DA#2
3 SCS Runoff 13.22 1 724 39,271 ------------------Pre-Development => DA#3
4 Combine 37.80 1 724 109,885 1, 2, 3 ------------Pre-Development Total
6 SCS Runoff 71.75 1 717 153,532 ------------------Post Development => DA#1 To SCM
7 Reservoir 34.90 1 723 140,794 6 311.84 70,453 SCM Routing
8 SCS Runoff 1.738 1 718 3,495 ------------------Post Development => DA#1 By-Pass
9 Combine 35.79 1 723 144,288 7, 8 ------------Post Development => DA#1 Total
10 SCS Runoff 1.938 1 718 3,972 ------------------Post Development => DA#2
11 SCS Runoff 4.090 1 718 8,212 ------------------Post Development => DA#3
12 Combine 38.78 1 723 156,472 9, 10, 11 ------------Post Development Total
Medlin Self Storage Routing.gpw Return Period: 25 Year Friday, 04 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 1
Pre-Development => DA#1
Hydrograph type = SCS Runoff Peak discharge = 21.19 cfs
Storm frequency = 25 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 60,673 cuft
Drainage area = 5.310 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.50 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
44
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-Development => DA#1
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 2
Pre-Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 3.472 cfs
Storm frequency = 25 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 9,941 cuft
Drainage area = 0.870 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.90 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
45
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)
Pre-Development => DA#2
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 3
Pre-Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 13.22 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 39,271 cuft
Drainage area = 3.410 ac Curve number = 68
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 17.70 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
46
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
14.00 14.00
Q (cfs)
Time (hrs)
Pre-Development => DA#3
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 37.80 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 109,885 cuft
Inflow hyds.= 1, 2, 3 Contrib. drain. area = 9.590 ac
47
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-Development Total
Hyd. No. 4 -- 25 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 6
Post Development => DA#1 To SCM
Hydrograph type = SCS Runoff Peak discharge = 71.75 cfs
Storm frequency = 25 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 153,532 cuft
Drainage area = 8.180 ac Curve number = 85
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
48
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
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 (hrs)
Post Development => DA#1 To SCM
Hyd. No. 6 -- 25 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 34.90 cfs
Storm frequency = 25 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 140,794 cuft
Inflow hyd. No.= 6 - Post Development => DA#1 To SCMMax. Elevation = 311.84 ft
Reservoir name = Wet Pond #1 Max. Storage = 70,453 cuft
Storage Indication method used.
49
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
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
SCM Routing
Hyd. No. 7 -- 25 Year
Hyd No. 7 Hyd No. 6 Total storage used = 70,453 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 8
Post Development => DA#1 By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 1.738 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 3,495 cuft
Drainage area = 0.370 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
50
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
Q (cfs)
Time (hrs)
Post Development => DA#1 By-Pass SCM
Hyd. No. 8 -- 25 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 9
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 35.79 cfs
Storm frequency = 25 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 144,288 cuft
Inflow hyds.= 7, 8 Contrib. drain. area = 0.370 ac
51
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 Development => DA#1 Total
Hyd. No. 9 -- 25 Year
Hyd No. 9 Hyd No. 7 Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 10
Post Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 1.938 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 3,972 cuft
Drainage area = 0.270 ac Curve number = 75
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
52
0 2 4 6 8 10 12 14 16 18 20 22 24
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
Post Development => DA#2
Hyd. No. 10 -- 25 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 11
Post Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 4.090 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 8,212 cuft
Drainage area = 0.780 ac Curve number = 64
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
53
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)
Post Development => DA#3
Hyd. No. 11 -- 25 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 12
Post Development Total
Hydrograph type = Combine Peak discharge = 38.78 cfs
Storm frequency = 25 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 156,472 cuft
Inflow hyds.= 9, 10, 11 Contrib. drain. area = 1.050 ac
54
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 Development Total
Hyd. No. 12 -- 25 Year
Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11
Hydrograph Summary Report
55
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 32.41 1 723 92,394 ------------------Pre-Development => DA#1
2 SCS Runoff 5.310 1 723 15,138 ------------------Pre-Development => DA#2
3 SCS Runoff 20.06 1 724 59,418 ------------------Pre-Development => DA#3
4 Combine 57.65 1 723 166,950 1, 2, 3 ------------Pre-Development Total
6 SCS Runoff 97.02 1 717 211,882 ------------------Post Development => DA#1 To SCM
7 Reservoir 79.31 1 720 199,029 6 312.18 78,233 SCM Routing
8 SCS Runoff 2.761 1 718 5,555 ------------------Post Development => DA#1 By-Pass
9 Combine 81.71 1 720 204,583 7, 8 ------------Post Development => DA#1 Total
10 SCS Runoff 2.770 1 717 5,766 ------------------Post Development => DA#2
11 SCS Runoff 6.318 1 718 12,764 ------------------Post Development => DA#3
12 Combine 89.55 1 720 223,114 9, 10, 11 ------------Post Development Total
Medlin Self Storage Routing.gpw Return Period: 100 Year Friday, 04 / 24 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 1
Pre-Development => DA#1
Hydrograph type = SCS Runoff Peak discharge = 32.41 cfs
Storm frequency = 100 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 92,394 cuft
Drainage area = 5.310 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.50 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
56
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
35.00 35.00
Q (cfs)
Time (hrs)
Pre-Development => DA#1
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 2
Pre-Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 5.310 cfs
Storm frequency = 100 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 15,138 cuft
Drainage area = 0.870 ac Curve number = 67
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 15.90 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
57
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)
Pre-Development => DA#2
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 3
Pre-Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 20.06 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 59,418 cuft
Drainage area = 3.410 ac Curve number = 68
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 17.70 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
58
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
21.00 21.00
Q (cfs)
Time (hrs)
Pre-Development => DA#3
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 4
Pre-Development Total
Hydrograph type = Combine Peak discharge = 57.65 cfs
Storm frequency = 100 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 166,950 cuft
Inflow hyds.= 1, 2, 3 Contrib. drain. area = 9.590 ac
59
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-Development Total
Hyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 6
Post Development => DA#1 To SCM
Hydrograph type = SCS Runoff Peak discharge = 97.02 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 211,882 cuft
Drainage area = 8.180 ac Curve number = 85
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
60
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Q (cfs)
0.00 0.00
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
100.00 100.00
Q (cfs)
Time (hrs)
Post Development => DA#1 To SCM
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 7
SCM Routing
Hydrograph type = Reservoir Peak discharge = 79.31 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 199,029 cuft
Inflow hyd. No.= 6 - Post Development => DA#1 To SCMMax. Elevation = 312.18 ft
Reservoir name = Wet Pond #1 Max. Storage = 78,233 cuft
Storage Indication method used.
61
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
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
SCM Routing
Hyd. No. 7 -- 100 Year
Hyd No. 7 Hyd No. 6 Total storage used = 78,233 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 8
Post Development => DA#1 By-Pass SCM
Hydrograph type = SCS Runoff Peak discharge = 2.761 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 5,555 cuft
Drainage area = 0.370 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
62
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)
Post Development => DA#1 By-Pass SCM
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 9
Post Development => DA#1 Total
Hydrograph type = Combine Peak discharge = 81.71 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 204,583 cuft
Inflow hyds.= 7, 8 Contrib. drain. area = 0.370 ac
63
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
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Post Development => DA#1 Total
Hyd. No. 9 -- 100 Year
Hyd No. 9 Hyd No. 7 Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 10
Post Development => DA#2
Hydrograph type = SCS Runoff Peak discharge = 2.770 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 5,766 cuft
Drainage area = 0.270 ac Curve number = 75
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
64
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Post Development => DA#2
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 11
Post Development => DA#3
Hydrograph type = SCS Runoff Peak discharge = 6.318 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 12,764 cuft
Drainage area = 0.780 ac Curve number = 64
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
65
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)
Post Development => DA#3
Hyd. No. 11 -- 100 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Hyd. No. 12
Post Development Total
Hydrograph type = Combine Peak discharge = 89.55 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 223,114 cuft
Inflow hyds.= 9, 10, 11 Contrib. drain. area = 1.050 ac
66
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
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Post Development Total
Hyd. No. 12 -- 100 Year
Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11
Hydraflow Rainfall Report 67
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)B D E (N/A)
1 57.0356 11.9000 0.8655 --------
2 69.0307 12.5000 0.8674 --------
3 0.0000 0.0000 0.0000 --------
5 69.4522 12.4000 0.8238 --------
10 68.8066 11.9000 0.7899 --------
25 64.1391 11.1000 0.7420 --------
50 58.2337 10.1000 0.6979 --------
100 53.8523 9.3000 0.6602 --------
File name: Raleigh.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.94 3.94 3.30 2.85 2.51 2.25 2.04 1.87 1.73 1.61 1.50 1.41
2 5.76 4.64 3.89 3.37 2.98 2.67 2.42 2.22 2.05 1.91 1.79 1.68
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.60 5.36 4.54 3.96 3.52 3.17 2.89 2.66 2.47 2.31 2.16 2.04
10 7.38 6.01 5.11 4.47 3.98 3.60 3.29 3.04 2.83 2.65 2.49 2.35
25 8.16 6.68 5.70 5.01 4.48 4.07 3.74 3.46 3.23 3.03 2.86 2.71
50 8.76 7.17 6.14 5.41 4.86 4.43 4.08 3.79 3.55 3.34 3.16 3.00
100 9.30 7.63 6.55 5.79 5.22 4.77 4.41 4.11 3.85 3.64 3.45 3.28
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: Z:\AutoCAD\Hydraflow\PCP\Angier.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.05 3.70 1.00 4.80 5.58 6.75 7.30 8.73
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydraflow Table of Contents Medlin Self Storage Routing.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 04 / 24 / 2020
Watershed Model Schematic ...................................................................................... 1
Hydrograph Return Period Recap ............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre-Development => DA#1................................................... 4
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, Pre-Development => DA#2................................................... 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 3, SCS Runoff, Pre-Development => DA#3................................................... 8
TR-55 Tc Worksheet............................................................................................................ 9
Hydrograph No. 4, Combine, Pre-Development Total............................................................10
Hydrograph No. 6, SCS Runoff, Post Development => DA#1 To SCM..................................11
Hydrograph No. 7, Reservoir, SCM Routing..........................................................................12
Pond Report - Wet Pond #1...............................................................................................13
Hydrograph No. 8, SCS Runoff, Post Development => DA#1 By-Pass SCM........................14
Hydrograph No. 9, Combine, Post Development => DA#1 Total...........................................15
Hydrograph No. 10, SCS Runoff, Post Development => DA#2.............................................16
Hydrograph No. 11, SCS Runoff, Post Development => DA#3..............................................17
Hydrograph No. 12, Combine, Post Development Total.........................................................18
2 - Year
Summary Report.......................................................................................................................19
Hydrograph Reports.................................................................................................................20
Hydrograph No. 1, SCS Runoff, Pre-Development => DA#1.................................................20
Hydrograph No. 2, SCS Runoff, Pre-Development => DA#2.................................................21
Hydrograph No. 3, SCS Runoff, Pre-Development => DA#3.................................................22
Hydrograph No. 4, Combine, Pre-Development Total............................................................23
Hydrograph No. 6, SCS Runoff, Post Development => DA#1 To SCM..................................24
Hydrograph No. 7, Reservoir, SCM Routing..........................................................................25
Hydrograph No. 8, SCS Runoff, Post Development => DA#1 By-Pass SCM........................26
Hydrograph No. 9, Combine, Post Development => DA#1 Total...........................................27
Hydrograph No. 10, SCS Runoff, Post Development => DA#2.............................................28
Hydrograph No. 11, SCS Runoff, Post Development => DA#3..............................................29
Hydrograph No. 12, Combine, Post Development Total.........................................................30
10 - Year
Summary Report .......................................................................................................................31
Hydrograph Reports.................................................................................................................32
Hydrograph No. 1, SCS Runoff, Pre-Development => DA#1.................................................32
Hydrograph No. 2, SCS Runoff, Pre-Development => DA#2.................................................33
Hydrograph No. 3, SCS Runoff, Pre-Development => DA#3.................................................34
Hydrograph No. 4, Combine, Pre-Development Total............................................................35
Hydrograph No. 6, SCS Runoff, Post Development => DA#1 To SCM..................................36
Hydrograph No. 7, Reservoir, SCM Routing..........................................................................37
Hydrograph No. 8, SCS Runoff, Post Development => DA#1 By-Pass SCM........................38
Contents continued...Medlin Self Storage Routing.gpw
Hydrograph No. 9, Combine, Post Development => DA#1 Total...........................................39
Hydrograph No. 10, SCS Runoff, Post Development => DA#2.............................................40
Hydrograph No. 11, SCS Runoff, Post Development => DA#3..............................................41
Hydrograph No. 12, Combine, Post Development Total.........................................................42
25 - Year
Summary Report.......................................................................................................................43
Hydrograph Reports.................................................................................................................44
Hydrograph No. 1, SCS Runoff, Pre-Development => DA#1.................................................44
Hydrograph No. 2, SCS Runoff, Pre-Development => DA#2.................................................45
Hydrograph No. 3, SCS Runoff, Pre-Development => DA#3.................................................46
Hydrograph No. 4, Combine, Pre-Development Total............................................................47
Hydrograph No. 6, SCS Runoff, Post Development => DA#1 To SCM..................................48
Hydrograph No. 7, Reservoir, SCM Routing..........................................................................49
Hydrograph No. 8, SCS Runoff, Post Development => DA#1 By-Pass SCM........................50
Hydrograph No. 9, Combine, Post Development => DA#1 Total...........................................51
Hydrograph No. 10, SCS Runoff, Post Development => DA#2.............................................52
Hydrograph No. 11, SCS Runoff, Post Development => DA#3..............................................53
Hydrograph No. 12, Combine, Post Development Total.........................................................54
100 - Year
Summary Report .......................................................................................................................55
Hydrograph Reports.................................................................................................................56
Hydrograph No. 1, SCS Runoff, Pre-Development => DA#1.................................................56
Hydrograph No. 2, SCS Runoff, Pre-Development => DA#2.................................................57
Hydrograph No. 3, SCS Runoff, Pre-Development => DA#3.................................................58
Hydrograph No. 4, Combine, Pre-Development Total............................................................59
Hydrograph No. 6, SCS Runoff, Post Development => DA#1 To SCM..................................60
Hydrograph No. 7, Reservoir, SCM Routing..........................................................................61
Hydrograph No. 8, SCS Runoff, Post Development => DA#1 By-Pass SCM........................62
Hydrograph No. 9, Combine, Post Development => DA#1 Total...........................................63
Hydrograph No. 10, SCS Runoff, Post Development => DA#2.............................................64
Hydrograph No. 11, SCS Runoff, Post Development => DA#3..............................................65
Hydrograph No. 12, Combine, Post Development Total.........................................................66
IDF Report ..................................................................................................................67
CALCULATIONS
Ditch Calculations
Project #No Date
Project Name
Date
Peak Discharge Calculation (10 Year Design)
Drainage Area =1.26 ac
C =0.50 Bare Earth
I10 =7.22 in/hr Assume Tc =5 min
A =1.26 ac
Q10 =4.56 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
0.02 Bare Earth
2.00 ft
2
1.00%
2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.45 ft
Area (A) =B*d + M*d2 =1.30
Perimeter (P) =b + 2d*(M2+1).5 =4.01
R =A/P =0.32
VpR =V Permiss * R =0.65
V =Flow Velocity =3.51 fps
Q =design flow =4.56 cfs check Q:OK
Check Ditch Velocity for Lining:
2.00 fps
3.51 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material =Tshear stress =Shear stress =g*d*s
n =0.033 Table 8.05e NCESCPDM g =density of water =62.4 lb/ft3
Base Width (B) =2.00 ft d =flow depth =0.59 ft
M =2 S =channel slope =1.00%
Ditch Slope (S) =1.00%Tshear stress = Shear Stress =0.37
T allow (Td) =1.45 psf
Apply the Following Analysis to Determine Actual "d" and "V"T allow (Td)1.45
d =flow depth =0.59 ft Tshear stress =0.37
Area (A) =B*d + M*d2 =1.86
Perimeter (P) =b + 2d*(M2+1).5 =4.62
R =A/P =0.40
V = Flow Velocity = 2.45 fps
Q =design flow =4.56 cfs check Q:OK
Project Data Revisions
Description
TEMPORARY DIVERSION DITCH CALCULATION
TDD A
2020-010
Medlin Self-Storage
4/24/2020
Vp =
Vactual =
Vactual>Vallow, Find Temp Lining
n =
Base Width (B) =
M =
Ditch Slope (S) =
Permissible Max Velocity (Vp) =
Straw with Net
Compare Tshear stress to Td:
Tshear stress < Td => OK
Summary
Straw with NetTemporary Ditch Liner =
dM:1
B
Project #No Date
Project Name
Date
Peak Discharge Calculation (10 Year Design)
Drainage Area =3.54 ac
C =0.50 Bare Earth
I10 =7.22 in/hr Assume Tc =5 min
A =3.54 ac
Q10 =12.77 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
0.02 Bare Earth
2.00 ft
2
2.50%
2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.61 ft
Area (A) =B*d + M*d2 =1.96
Perimeter (P) =b + 2d*(M2+1).5 =4.72
R =A/P =0.41
VpR =V Permiss * R =0.83
V =Flow Velocity =6.53 fps
Q =design flow =12.77 cfs check Q:OK
Check Ditch Velocity for Lining:
2.00 fps
6.53 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material =Tshear stress =Shear stress =g*d*s
n =0.033 Table 8.05e NCESCPDM g =density of water =62.4 lb/ft3
Base Width (B) =2.00 ft d =flow depth =0.79 ft
M =2 S =channel slope =2.50%
Ditch Slope (S) =2.50%Tshear stress = Shear Stress =1.23
T allow (Td) =1.45 psf
Apply the Following Analysis to Determine Actual "d" and "V"T allow (Td)1.45
d =flow depth =0.79 ft Tshear stress =1.23
Area (A) =B*d + M*d2 =2.81
Perimeter (P) =b + 2d*(M2+1).5 =5.52
R =A/P =0.51
V = Flow Velocity = 4.54 fps
Q =design flow =12.77 cfs check Q:OK
Project Data Revisions
2020-010 Description
Medlin Self-Storage
Vactual =
4/24/2020
TEMPORARY DIVERSION DITCH CALCULATION
TDD B
n =
Base Width (B) =
M =
Ditch Slope (S) =
Permissible Max Velocity (Vp) =
Vp =Vactual>Vallow, Find Temp Lining
Straw with Net
Compare Tshear stress to Td:
Tshear stress < Td => OK
Summary
Temporary Ditch Liner =Straw with Net
dM:1
B
Project Name:Medlin Self-Storage
Ditch # :1
Station Range:N/A
Peak Discharge Calculation:
Drainage Area =47131 sf
1.08 acres
Q10 = C x I x A
C =0.90
I10 =7.22 in/hr
A =1.08 acres
Q10 =7.03 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
n =0.03 grass
Base Width (B) =2 ft
M =5
Ditch Slope (S) =1.00%
Permissible Max Velocity (Vp)4.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.58 ft
Area (A) =B*d + M*d2 =2.82
Perimeter (P) =b + 2d*(M2+1).5 =7.89
R =A/P =0.36
VpR =V Permiss * R =1.43
V =Flow Velocity =2.49 fps
Q =design flow =7.03 cfs check Q:OK
Check Ditch Velocity for Lining:
Vp =4.00 fps
Vactual =2.49 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = C x I x A
C =0.25
I2 =4.52 in/hr
A =1.08 acres
Q2 =1.22 cfs
Ditch "Q" and "V" Calculation Worksheet
dM:1
DITCH 1
Ditch Characteristics:
n =0.02 bare earth
Base Width (B) =2 ft
M =5
Ditch Slope (S) =1.00%
Permissible Max Velocity (Vp)2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.20
Area (A) =B*d + M*d2 =0.59
Perimeter (P) =b + 2d*(M2+1).5 =4.02
R =A/P =0.15
VpR =V Permiss * R =0.29
V =Flow Velocity =2.06 fps
Q =design flow =1.22 cfs check Q:OK
Check Ditch Velocity for Lining:
Vp =2.00 fps
Vactual =2.06 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material =Straw with Net
n =0.065 Straw with Net
Base Width (B) =2 ft
M =5
Ditch Slope (S) =1.00%
T allow (Tp)1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.36
Area (A) =B*d + M*d2 =1.38
Perimeter (P) =b + 2d*(M2+1).5 =5.69
R =A/P =0.24
V =Flow Velocity =0.89 fps
Q =design flow =1.22 cfs
Tshear stress =g*d*s
g= 62.4 lb/ft3
d =0.36 ft
S =1.00%
Tshear stress =0.23
Compare Tshear stress to Td:
T allow (Td)1.45
Tshear stress =0.23
Tshear stress < Td => OK
DITCH 1
Project Name:Medlin Self-Storage
Ditch # :2
Station Range:N/A
Peak Discharge Calculation:
Drainage Area =146000 sf
3.35 acres
Q10 = C x I x A
C =0.90
I10 =7.22 in/hr
A =3.35 acres
Q10 =21.78 cfs
Determine Ditch Flow Depth (d) and Velocity (v) Check for Permanent Condition:
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
n =0.03 grass
Base Width (B) =3 ft
M =5
Ditch Slope (S) =0.75%
Permissible Max Velocity (Vp)4.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.95 ft
Area (A) =B*d + M*d2 =7.31
Perimeter (P) =b + 2d*(M2+1).5 =12.65
R =A/P =0.58
VpR =V Permiss * R =2.31
V =Flow Velocity =2.98 fps
Q =design flow =21.78 cfs check Q:OK
Check Ditch Velocity for Lining:
Vp =4.00 fps
Vactual =2.98 fps
Vactual<Vallow, No Perm. Lining Needed
Determine Ditch Flow Depth (d) and Velocity (v) Check for Temporary Condition:
Q2 = C x I x A
C =0.25
I2 =4.52 in/hr
A =3.35 acres
Q2 =3.79 cfs
Ditch "Q" and "V" Calculation Worksheet
dM:1
DITCH 2
Ditch Characteristics:
n =0.02 bare earth
Base Width (B) =3 ft
M =5
Ditch Slope (S) =0.75%
Permissible Max Velocity (Vp)2.00 fps (bare earth)
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.33
Area (A) =B*d + M*d2 =1.53
Perimeter (P) =b + 2d*(M2+1).5 =6.35
R =A/P =0.24
VpR =V Permiss * R =0.48
V =Flow Velocity =2.48 fps
Q =design flow =3.79 cfs check Q:OK
Check Ditch Velocity for Lining:
Vp =2.00 fps
Vactual =2.48 fps
Vactual>Vallow, Find Temp. Lining
Recalculate with Temp Liner:
Liner Material =Straw with Net
n =0.065 Straw with Net
Base Width (B) =3 ft
M =5
Ditch Slope (S) =0.75%
T allow (Tp)1.45 Straw with Net
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.60
Area (A) =B*d + M*d2 =3.57
Perimeter (P) =b + 2d*(M2+1).5 =9.08
R =A/P =0.39
V =Flow Velocity =1.06 fps
Q =design flow =3.79 cfs
Tshear stress =g*d*s
g= 62.4 lb/ft3
d =0.60 ft
S =0.75%
Tshear stress =0.28
Compare Tshear stress to Td:
T allow (Td)1.45
Tshear stress =0.28
Tshear stress < Td => OK
DITCH 2
CALCULATIONS
Outlet Protection
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)N
Diameter (in)24
Flow Rate (cfs)28.81
Slope (%)7.93
Manning Coef.0.013
Iteration Variable 1
Angle of Sump,a 3.025
Calculated Data
Normal Depth (ft)0.94
Outlet Velocity (fps)19.81
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =6 Medium 13 1 24
Heavy 23 2 36
20 ft
6 ft
N/A ft
8 ft
HEAVY
2
36 inMin. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
Diagram of Outlet Appron
Project Data Revisions
2020-010 Description
Medlin Self-Storage
4/24/2020
Outlet Protection - NYDOT Dissipator Methodology
FES#101
CALCULATIONS
Sediment Basin Calculations
Project #No Date
Project Name
Date
Sediment Basin #1
Area Disturbed =246322 sf
5.65 acres
Peak Discharge Calculation:
Drainage Area =246322 sf
5.65 acres
Q10 = C x I x A
C =0.50
I10 =7.22 in/hr
A =5.65 acres
Q10 =20.41 cfs
Minimum Surface Area Calculation:
Surface Area (SF)= Q10 x 435 sf/ac
= 20.41 cfs x 435 sf/ac
Surface Area Req =8880 sf
Basin Volume Calculation:
Volume of Sediment = (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 5.65 ac x 1800 x 1 yr
Min Vol =10179 cf
Assumed basin depth =2 ft min D = 2' for "Temp Sediment Trap"
Resultant Basin Area Req =5089 sf
Check Surface Area Criteria
Surface Area Requirement =8880 sf
Basin Volume Calc Area =5089 sf
Therefore: Surface Area Governs
Min Volume Req =10179 cf
Min Area Req =8880 sf
L:W Ratio =2.0
Use L =2xW, calculate basin dimensions
Actual W =67 ft Min W =67 ft
L =134 ft
D =2 ft
Actual Vol =17956 cf Vol Check:OK
Actual Area =8978 sf Area Check:OK
Actual Basin Dimensions =67 ft W x 134 ft L x 2 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H = [Q/CL]2/3
Q10 =20.41 cfs
C =2.68 constant
L =25 ft min L = 10'
H =0.45 ft max H = 0.5'
Calculate Velocity Over Weir V = Q/A
V =20.41 cfs / 25 ft x 0.45 ft
V =1.80 ft/sec OK
Skimmer Sizing:
2.5 Skimmer Size (inches)Skimmer Size
0.208 Head on Skimmer (feet)(Inches)
2 Orifice Size (1/4 inch increments)1.5
4.26 Dewatering Time (days)2
2.5
3
4
5
6
8
Project Data Revisions
2010-010 Description
Medlin Self-Storage
4/24/2020
SEDIMENT SKIMMER BASIN
Skimmer Basin #1
CALCULATIONS
SHWT