SWA000072_YPUB-STORM DRAIN MANUAL-06302020_20200713

30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

Table of Contents

Stormwater and Erosion Control
Calculations Package

 Narrative
 Bioretention Pond Sizing
 Pre-Post Hydrograph Model
 Culvert Design
 Pipe Sizing
 Erosion Control Calculations
o Sediment Basin
o Outlet Protection
o Diversion Ditches
 Soil & USGS Maps
 Drainage Area Maps

30 June 2020
JOB: YPUB
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 1/3 919-839-2255 (f)

Youngsville Public Utility Building
South College Street
Youngsville, North Carolina

Executive Summary

General

The project site is a 3.04 acre parcel located on the east side of South College Street in Youngsville. The parcel is
located in the Neuse River Basin and a 50’ Neuse River Riparian Buffer covers a significant portion of the lot. A utility
building with associated parking and a gravel utility yard will be constructed on the northern half of the property. It will
be accessed by a driveway that enters the site along the southern property line and crosses the stream. An
application has been submitted to North Carolina Division of Water Resources for permits for the stream crossing and
buffer impacts.

Stormwater runoff from the building rooftop, parking lot, and gravel utility yard will be conveyed to a bioretention pond
through a combination of piping and overland flow. Outflow from the bioretention pond will be directed to a non-
jurisdictional ditch that outfalls into the riparian buffer.

Stormwater Summary

Computer simulated reservoir routing using Hydraflow™ modeling software was completed for the 1 year, 2 year and
10 year 24 hour storm events utilizing stage-storage and stage-discharge functions. Stage-storage was determined
using the contours of the bioretention pond, and stage-discharge functions were developed using the proposed outlet
structure. The outlet structure was designed to attenuate the post-development discharge rates for the 1 and 2 year
24-hour storm events equal to or less than pre-development levels.

Hydraflow Storm Sewers modeling software, as incorporated into the AutoCAD Civil 3D computer program, was used
to conduct hydrologic analysis of the stormwater pipe network. The rational method was used to compute flow to each
storm inlet and routed through the system to calculate flow rates, velocities and hydraulic grade line. This information
was used to size the outlet protection where stormwater leaves the site. Hydraflow Express Extention was used to
model flow through the temporary diversion ditches so appropriate channel lining could be selected.

30 June 2020
JOB: YPUB
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 2/3 919-839-2255 (f)

PEAK STORMWATER RUNOFF SUMMARY

PEAK RUNOFF

PRE POST
DEVELOPMENT DEVELOPMENT
1 YR 24 HR Project Site Peak Flow 0.007 CFS 0.004 CFS ( - 42.9%)
2 YR 24 HR Project Site Peak Flow 0.026 CFS 0.022 CFS ( - 15.4%)
10 YR 24 HR Project Site Peak Flow 1.448 CFS 3.345 CFS (+131.0%)
25 YR 24 HR Project Site Peak Flow 3.459 CFS 5.948 CFS (+ 72.0%)
100 YR 24 HR Project Site Peak Flow 7.599 CFS 10.390 CFS (+ 26.9%)

EROSION CONTROL SUMMARY

The site drains from northern portion of the property southward into the riparian buffers. Clean water diversion ditches
will be constructed along the northern property line to divert offsite water around the site and through silt fence outlets.
A skimmer sediment basin will be constructed just to the north of the riparian buffer to treat stormwater runoff resulting
from construction. Silt fence will be placed around the construction limits to contain any sedimentation that is not
captured in the skimmer basin.

The following standard practices will be used on the site.

6.05 Tree Protection
Tree protection and combination tree protection / silt fence will be installed around the perimeter of the site to protect
trees on adjacent properties from damage due to construction activities. Silt fence outlets will be installed at low points
in the fence to allow water to leave the site.

6.06 Gravel Construction Entrance
A temporary gravel construction entrance will be installed to reduce removal of sediment from the site by construction
equipment.

6.10 Temporary Seeding
Temporary seeding will be used to stabilize any disturbed areas that will not be brought to final grade for a period of
more than 21 calendar in accordance with NPDES Construction Stormwater General Permit NCG010000.

6.11 Permanent Seeding
Permanent seeding will be used to stabilize disturbed areas once the site is brought to final grade.

6.20 Temporary Diversions
Temporary diversion ditches will be used around the perimeter of the property to divert clean water around the
construction site. Diversion ditches will also be used within the site to direct runoff into the sediment basin.

30 June 2020
JOB: YPUB
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 3/3 919-839-2255 (f)

6.32 Temporary Slope Drains
Temporary slope drains will be installed at the end of the diversion ditches to protect the side slopes of the sediment
basin from erosion.

6.41 Outlet Stabilization
Outlet stabilization will be provided with a rip-rap apron installed at each stormwater outfall point.

6.52 Block and Gravel Inlet Protection
Block and gravel inlet protection will be installed around new storm structures to provide detention and sedimentation
prior to water entering the storm system.

30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

BIORETENTION POND SIZING
Project: Children's Lighthouse Childcare Holly Springs Project No.: YPUB
Calculated By: Sam Nye, P.E.
Bioretention Surface Area Design
Description Acres
Total Drainage Area 0.58
Impervious Area 0.44
Percent Impervious Area 75.9%
1-Inch Runoff Volume Calculation
1) Volume calculations using the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.9(I) Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious
I= 75.9%
Rv = 0.733
V = 3630 x Rainfall Depth x Rv x Drainage Area
Design Rainfall =1.0 inch
Drainage Area = 0.58 acres
V Required= 1,543 cu. ft.
2) Surface Area Required For Bioretention Area
V = 1,543 cu. ft.
Pond Depth =12.0 inches
SA Required =1,543 sq. ft.
REQUIRED S.A. =1,543 sq. ft.
PROVIDED S.A. = 2,025 sq. ft.
Elevation of S.A. =400.5
REQUIRED Volume =1,543 cu. ft.
PROVIDED Volume = 1,792 cu. ft.
Runoff Volume From Schueler Simple Method
Required Surface Area of Bioretention Area
Developed Drainage Areas
THE SITE GROUP
Project: Children's Lighthouse Childcare Holly Springs Project No.: YPUB
Calculated By: Sam Nye, P.E.
Bioretention Underdrain Design
(per Chapter 12 NCDENR Design Manual)
Surface Area = 1,425.00 s.f.
Depth of Ponding = 12 inches
Infiltration rate (Assumed)1 in/hr
Fines 9.00%8%-12%
Organic Matter (Peat Moss)7.00%3%-5%
Sand 84.00% 85%-88%
Media Depth 30.00 inches
Use 8% fines for 2 in/hr infiltration rate (NCDENR Manual)
Phosperus Index of media must be between (10 - 30)
Area = 1,425.00 s.f.
Infiltration Rate (Assumed) = 1 in/hr
Ponding Depth 12 in
Time to Drain 12" Ponded Area 12 hrs
Time to Drain 24 in Below Surface 18 hrs
Max. Allowed Time to Drain Ponded Area = 12 hrs
Max. Allowed Time to Drain 24" Below Surface = 48 hrs
Area of Bioretention 1,425.00 s.f.
Min. Required No. of Clean Outs 2
* Clean Out Pipe Required for every 1,000 S.F.
Infiltration Rate (Assumed) 1 in/hr
Infiltration Rate (Assumed) 2.315E-05 ft/sec
Area of Bioretention 1,425.00 sf
Q (Flow Rate Through Soil) 0.033 cfs
Factor of Safety (5X) 0.2 cfs
Pipe Diameter (D) = 4.05 inches
Pipe Diameter Equation
D=16(Qn/S^0.5)^0.375
n=.011 (roughness factor)
s=.005 (pipe slope)
THE SITE GROUP
Underdrain Pipe Design
Use (1) 6 inch pipe
Underdrain Clean Out Design
Bioretention Design Criteria
Time To Drain Bioretention Area
Media Design (By Volume)
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

PRE-POST HYDROGRAPH MODEL
Project: Public Utility Building Project No.: YPUB
Calculated By: Sam Nye, P.E.
Drainage Area Breakdowns
PRE DEVELOPMENT DRAINAGE AREA BREAKDOWN
Area (SF)CN CN*A
Woods 132417 45 5958765
Roof/Conc./Asph.0 98 0
Lawn 0 56 0
Total 132417 5958765
Total (Ac.)3.04 Comp CN:45.0
POST DEVELOPMENT DRAINAGE AREA BREAKDOWN
TO POND Area (SF)CN CN*A
Building 5613 98 550074
Asphalt 8766 98 859068
Gravel 4783 76 363508
Lawn 6077 39 237003
Total 25239 2009653
Total (Ac.)0.58 Comp CN:79.6
POST DEVELOPMENT DRAINAGE AREA BREAKDOWN
POND BYPASS Area (SF)CN CN*A
Asphalt 9066 98 888468
Lawn 22269 39 868491
Woods 75842 40 3033680
Total 107177 4790639
Total (Ac.)2.46 Comp CN:44.7
THE SITE GROUP
Hydraflow Table of Contents YPUB-Bioretention-2.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 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.................................................................. 4
Hydrograph No. 3, SCS Runoff, Post Bypass.......................................................................... 5
Hydrograph No. 4, SCS Runoff, Post to Pond......................................................................... 6
Hydrograph No. 5, Reservoir, Pond Routing............................................................................ 7
Pond Report - Bioretention Area.......................................................................................... 8
Hydrograph No. 6, Combine, Post Combined.......................................................................... 9
2 - Year
Summary Report.......................................................................................................................10
Hydrograph Reports.................................................................................................................11
Hydrograph No. 1, SCS Runoff, Pre Development................................................................11
Hydrograph No. 3, SCS Runoff, Post Bypass........................................................................12
Hydrograph No. 4, SCS Runoff, Post to Pond.......................................................................13
Hydrograph No. 5, Reservoir, Pond Routing..........................................................................14
Hydrograph No. 6, Combine, Post Combined........................................................................15
10 - Year
Summary Report.......................................................................................................................16
Hydrograph Reports.................................................................................................................17
Hydrograph No. 1, SCS Runoff, Pre Development................................................................17
Hydrograph No. 3, SCS Runoff, Post Bypass........................................................................18
Hydrograph No. 4, SCS Runoff, Post to Pond.......................................................................19
Hydrograph No. 5, Reservoir, Pond Routing..........................................................................20
Hydrograph No. 6, Combine, Post Combined........................................................................21
25 - Year
Summary Report.......................................................................................................................22
Hydrograph Reports.................................................................................................................23
Hydrograph No. 1, SCS Runoff, Pre Development................................................................23
Hydrograph No. 3, SCS Runoff, Post Bypass........................................................................24
Hydrograph No. 4, SCS Runoff, Post to Pond.......................................................................25
Hydrograph No. 5, Reservoir, Pond Routing..........................................................................26
Hydrograph No. 6, Combine, Post Combined........................................................................27
100 - Year
Summary Report.......................................................................................................................28
Hydrograph Reports.................................................................................................................29
Hydrograph No. 1, SCS Runoff, Pre Development................................................................29
Hydrograph No. 3, SCS Runoff, Post Bypass........................................................................30
Hydrograph No. 4, SCS Runoff, Post to Pond.......................................................................31
Hydrograph No. 5, Reservoir, Pond Routing..........................................................................32
Contents continued...YPUB-Bioretention-2.gpw
Hydrograph No. 6, Combine, Post Combined........................................................................33
IDF Report..................................................................................................................34
1 3 4
5
6
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Project: YPUB-Bioretention-2.gpw Tuesday, 06 / 30 / 2020
Hyd.Origin Description
Legend
1 SCS Runoff Pre Development
3 SCS Runoff Post Bypass
4 SCS Runoff Post to Pond
5 Reservoir Pond Routing
6 Combine Post Combined
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 ------ 0.007 0.026 ------- ------- 1.448 3.459 ------- 7.599 Pre Development
3 SCS Runoff ------ 0.004 0.018 ------- ------- 1.050 2.557 ------- 5.663 Post Bypass
4 SCS Runoff ------ 1.114 1.546 ------- ------- 2.807 3.585 ------- 4.856 Post to Pond
5 Reservoir 4 0.000 0.005 ------- ------- 2.295 3.392 ------- 4.723 Pond Routing
6 Combine 3, 5 0.004 0.022 ------- ------- 3.345 5.948 ------- 10.39 Post Combined
Proj. file: YPUB-Bioretention-2.gpw Tuesday, 06 / 30 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 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 0.007 1 1440 163 ------ ------ ------ Pre Development
3 SCS Runoff 0.004 2 1440 103 ------ ------ ------ Post Bypass
4 SCS Runoff 1.114 2 718 2,229 ------ ------ ------ Post to Pond
5 Reservoir 0.000 2 1336 0 4 400.20 1,183 Pond Routing
6 Combine 0.004 2 1440 103 3, 5 ------ ------ Post Combined
YPUB-Bioretention-2.gpw Return Period: 1 Year Tuesday, 06 / 30 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 0.007 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 1 min Hyd. volume = 163 cuft
Drainage area = 3.040 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 3
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.004 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 103 cuft
Drainage area = 2.460 ac Curve number = 44.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
Post Bypass
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 4
Post to Pond
Hydrograph type = SCS Runoff Peak discharge = 1.114 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,229 cuft
Drainage area = 0.580 ac Curve number = 79.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Post to Pond
Hyd. No. 4 -- 1 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 1336 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 4 - Post to Pond Max. Elevation = 400.20 ft
Reservoir name = Bioretention Area Max. Storage = 1,183 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
7
0 240 480 720 960 1200 1440 1680 1920
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Pond Routing
Hyd. No. 5 -- 1 Year
Hyd No. 5 Hyd No. 4 Total storage used = 1,183 cuft
Pond Report 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Pond No. 1 - Bioretention Area
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 399.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 399.50 1,425 0 0
0.50 400.00 1,715 784 784
1.50 401.00 2,335 2,017 2,801
2.00 401.50 2,668 1,250 4,050
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 15.00 0.00 0.00 0.00
Span (in)= 15.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 397.50 399.50 0.00 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 0.83 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 No No
Crest Len (ft)= 12.00 Inactive 0.00 0.00
Crest El. (ft)= 400.50 400.50 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Rect --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 1.000 (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).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 399.50 0.00 --- --- --- 0.00 0.00 --- --- 0.000 --- 0.000
0.05 78 399.55 6.48 oc --- --- --- 0.00 0.00 --- --- 0.004 --- 0.004
0.10 157 399.60 6.48 oc --- --- --- 0.00 0.00 --- --- 0.008 --- 0.008
0.15 235 399.65 6.48 oc --- --- --- 0.00 0.00 --- --- 0.012 --- 0.012
0.20 314 399.70 6.48 oc --- --- --- 0.00 0.00 --- --- 0.016 --- 0.016
0.25 392 399.75 6.48 oc --- --- --- 0.00 0.00 --- --- 0.020 --- 0.020
0.30 470 399.80 6.48 oc --- --- --- 0.00 0.00 --- --- 0.024 --- 0.024
0.35 549 399.85 6.48 oc --- --- --- 0.00 0.00 --- --- 0.028 --- 0.028
0.40 627 399.90 6.48 oc --- --- --- 0.00 0.00 --- --- 0.032 --- 0.032
0.45 705 399.95 6.48 oc --- --- --- 0.00 0.00 --- --- 0.036 --- 0.036
0.50 784 400.00 6.48 oc --- --- --- 0.00 0.00 --- --- 0.040 --- 0.040
0.60 985 400.10 6.48 oc --- --- --- 0.00 0.00 --- --- 0.041 --- 0.041
0.70 1,187 400.20 6.48 oc --- --- --- 0.00 0.00 --- --- 0.043 --- 0.043
0.80 1,389 400.30 6.48 oc --- --- --- 0.00 0.00 --- --- 0.044 --- 0.044
0.90 1,591 400.40 6.48 oc --- --- --- 0.00 0.00 --- --- 0.045 --- 0.045
1.00 1,792 400.50 6.48 oc --- --- --- 0.00 0.00 --- --- 0.047 --- 0.047
1.10 1,994 400.60 6.48 oc --- --- --- 1.26 0.00 --- --- 0.048 --- 1.312
1.20 2,196 400.70 6.48 oc --- --- --- 3.57 0.00 --- --- 0.050 --- 3.624
1.30 2,397 400.80 6.48 oc --- --- --- 6.57 0.00 --- --- 0.051 --- 6.617
1.40 2,599 400.90 6.48 oc --- --- --- 10.11 0.00 --- --- 0.053 --- 10.17
1.50 2,801 401.00 6.48 oc --- --- --- 14.13 0.00 --- --- 0.054 --- 14.18
1.55 2,926 401.05 6.48 oc --- --- --- 16.30 0.00 --- --- 0.055 --- 16.35
1.60 3,051 401.10 6.48 oc --- --- --- 18.57 0.00 --- --- 0.056 --- 18.63
1.65 3,176 401.15 6.48 oc --- --- --- 20.94 0.00 --- --- 0.056 --- 21.00
1.70 3,301 401.20 6.48 oc --- --- --- 23.40 0.00 --- --- 0.057 --- 23.46
1.75 3,425 401.25 6.48 oc --- --- --- 25.95 0.00 --- --- 0.058 --- 26.01
1.80 3,550 401.30 6.48 oc --- --- --- 28.59 0.00 --- --- 0.059 --- 28.65
1.85 3,675 401.35 6.48 oc --- --- --- 31.31 0.00 --- --- 0.059 --- 31.37
1.90 3,800 401.40 6.48 oc --- --- --- 34.11 0.00 --- --- 0.060 --- 34.17
1.95 3,925 401.45 6.48 oc --- --- --- 36.99 0.00 --- --- 0.061 --- 37.06
2.00 4,050 401.50 6.48 oc --- --- --- 39.96 0.00 --- --- 0.062 --- 40.02
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 6
Post Combined
Hydrograph type = Combine Peak discharge = 0.004 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 103 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 2.460 ac
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
Post Combined
Hyd. No. 6 -- 1 Year
Hyd No. 6 Hyd No. 3 Hyd No. 5
Hydrograph Summary Report
10
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 0.026 1 808 887 ------ ------ ------ Pre Development
3 SCS Runoff 0.018 2 892 609 ------ ------ ------ Post Bypass
4 SCS Runoff 1.546 2 718 3,112 ------ ------ ------ Post to Pond
5 Reservoir 0.005 2 840 6 4 400.50 1,793 Pond Routing
6 Combine 0.022 2 840 615 3, 5 ------ ------ Post Combined
YPUB-Bioretention-2.gpw Return Period: 2 Year Tuesday, 06 / 30 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs
Storm frequency = 2 yrs Time to peak = 808 min
Time interval = 1 min Hyd. volume = 887 cuft
Drainage area = 3.040 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 3
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.018 cfs
Storm frequency = 2 yrs Time to peak = 892 min
Time interval = 2 min Hyd. volume = 609 cuft
Drainage area = 2.460 ac Curve number = 44.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
12
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
Post Bypass
Hyd. No. 3 -- 2 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 4
Post to Pond
Hydrograph type = SCS Runoff Peak discharge = 1.546 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,112 cuft
Drainage area = 0.580 ac Curve number = 79.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
13
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Post to Pond
Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.005 cfs
Storm frequency = 2 yrs Time to peak = 840 min
Time interval = 2 min Hyd. volume = 6 cuft
Inflow hyd. No. = 4 - Post to Pond Max. Elevation = 400.50 ft
Reservoir name = Bioretention Area Max. Storage = 1,793 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
14
0 120 240 360 480 600 720 840 960
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Pond Routing
Hyd. No. 5 -- 2 Year
Hyd No. 5 Hyd No. 4 Total storage used = 1,793 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 6
Post Combined
Hydrograph type = Combine Peak discharge = 0.022 cfs
Storm frequency = 2 yrs Time to peak = 840 min
Time interval = 2 min Hyd. volume = 615 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 2.460 ac
15
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
Post Combined
Hyd. No. 6 -- 2 Year
Hyd No. 6 Hyd No. 3 Hyd No. 5
Hydrograph Summary Report
16
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 1.448 1 720 5,173 ------ ------ ------ Pre Development
3 SCS Runoff 1.050 2 720 3,681 ------ ------ ------ Post Bypass
4 SCS Runoff 2.807 2 716 5,706 ------ ------ ------ Post to Pond
5 Reservoir 2.295 2 720 2,092 4 400.65 2,084 Pond Routing
6 Combine 3.345 2 720 5,773 3, 5 ------ ------ Post Combined
YPUB-Bioretention-2.gpw Return Period: 10 Year Tuesday, 06 / 30 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 1.448 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 5,173 cuft
Drainage area = 3.040 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 3
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 1.050 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 3,681 cuft
Drainage area = 2.460 ac Curve number = 44.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
18
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Post Bypass
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 4
Post to Pond
Hydrograph type = SCS Runoff Peak discharge = 2.807 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 5,706 cuft
Drainage area = 0.580 ac Curve number = 79.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
19
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Post to Pond
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 2.295 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 2,092 cuft
Inflow hyd. No. = 4 - Post to Pond Max. Elevation = 400.65 ft
Reservoir name = Bioretention Area Max. Storage = 2,084 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
20
0 120 240 360 480 600 720 840 960
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Pond Routing
Hyd. No. 5 -- 10 Year
Hyd No. 5 Hyd No. 4 Total storage used = 2,084 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 6
Post Combined
Hydrograph type = Combine Peak discharge = 3.345 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 5,773 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 2.460 ac
21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Post Combined
Hyd. No. 6 -- 10 Year
Hyd No. 6 Hyd No. 3 Hyd No. 5
Hydrograph Summary Report
22
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 3.459 1 719 9,026 ------ ------ ------ Pre Development
3 SCS Runoff 2.557 2 718 6,476 ------ ------ ------ Post Bypass
4 SCS Runoff 3.585 2 716 7,348 ------ ------ ------ Post to Pond
5 Reservoir 3.392 2 718 3,515 4 400.69 2,180 Pond Routing
6 Combine 5.948 2 718 9,990 3, 5 ------ ------ Post Combined
YPUB-Bioretention-2.gpw Return Period: 25 Year Tuesday, 06 / 30 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 3.459 cfs
Storm frequency = 25 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 9,026 cuft
Drainage area = 3.040 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 3
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 2.557 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,476 cuft
Drainage area = 2.460 ac Curve number = 44.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Post Bypass
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 4
Post to Pond
Hydrograph type = SCS Runoff Peak discharge = 3.585 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 7,348 cuft
Drainage area = 0.580 ac Curve number = 79.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
25
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Post to Pond
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 3.392 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,515 cuft
Inflow hyd. No. = 4 - Post to Pond Max. Elevation = 400.69 ft
Reservoir name = Bioretention Area Max. Storage = 2,180 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
26
0 120 240 360 480 600 720 840 960
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Pond Routing
Hyd. No. 5 -- 25 Year
Hyd No. 5 Hyd No. 4 Total storage used = 2,180 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 6
Post Combined
Hydrograph type = Combine Peak discharge = 5.948 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 9,990 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 2.460 ac
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Post Combined
Hyd. No. 6 -- 25 Year
Hyd No. 6 Hyd No. 3 Hyd No. 5
Hydrograph Summary Report
28
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 7.599 1 718 16,834 ------ ------ ------ Pre Development
3 SCS Runoff 5.663 2 718 12,153 ------ ------ ------ Post Bypass
4 SCS Runoff 4.856 2 716 10,091 ------ ------ ------ Post to Pond
5 Reservoir 4.723 2 718 5,974 4 400.74 2,273 Pond Routing
6 Combine 10.39 2 718 18,127 3, 5 ------ ------ Post Combined
YPUB-Bioretention-2.gpw Return Period: 100 Year Tuesday, 06 / 30 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 7.599 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 16,834 cuft
Drainage area = 3.040 ac Curve number = 45
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 3
Post Bypass
Hydrograph type = SCS Runoff Peak discharge = 5.663 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 12,153 cuft
Drainage area = 2.460 ac Curve number = 44.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Post Bypass
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 4
Post to Pond
Hydrograph type = SCS Runoff Peak discharge = 4.856 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 10,091 cuft
Drainage area = 0.580 ac Curve number = 79.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
31
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Post to Pond
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 5
Pond Routing
Hydrograph type = Reservoir Peak discharge = 4.723 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,974 cuft
Inflow hyd. No. = 4 - Post to Pond Max. Elevation = 400.74 ft
Reservoir name = Bioretention Area Max. Storage = 2,273 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
32
0 120 240 360 480 600 720 840 960
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Pond Routing
Hyd. No. 5 -- 100 Year
Hyd No. 5 Hyd No. 4 Total storage used = 2,273 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Hyd. No. 6
Post Combined
Hydrograph type = Combine Peak discharge = 10.39 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 18,127 cuft
Inflow hyds. = 3, 5 Contrib. drain. area = 2.460 ac
33
0 120 240 360 480 600 720 840 960 1080 1200 1320
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 (min)
Post Combined
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 3 Hyd No. 5
Hydraflow Rainfall Report 34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 06 / 30 / 2020
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)B D E (N/A)
1 67.1307 18.6000 0.8710 --------
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 --------
5 83.5115 14.8000 0.8514 --------
10 105.7041 16.8000 0.8710 --------
25 118.9249 17.6000 0.8582 --------
50 137.0265 18.6000 0.8630 --------
100 157.1766 19.6000 0.8692 --------
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 4.28 3.62 3.14 2.79 2.51 2.28 2.09 1.94 1.80 1.69 1.59 1.50
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
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 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: H:\The SITE Group\Projects\RGDCAP\Hydro\APEX.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.87 3.46 0.00 4.34 5.04 5.98 6.73 7.50
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
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

CULVERT DESIGN

Hydrograph Return Period Recap
1
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 ------ 25.85 63.95 ------- ------- 216.91 335.35 435.75 542.16 Creek Flow
Proj. file: Box Culvert Flow.gpw Friday, 06 / 26 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 06 / 26 / 2020
Hyd. No. 1
Creek Flow
Hydrograph type = SCS Runoff Peak discharge = 25.85 cfs
Storm frequency = 1 yrs Time to peak = 12.52 hrs
Time interval = 1 min Hyd. volume = 287,774 cuft
Drainage area = 294.160 ac Curve number = 57.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.00 min
Total precip. = 3.00 in Distribution = Type II
Storm 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
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)
Creek Flow
Hyd. No. 1 -- 1 Year
Hyd No. 1
TR55 Tc Worksheet 3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Creek Flow
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 3.60 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min)=20.25 +0.00 +0.00 =20.25
Shallow Concentrated Flow
Flow length (ft) = 2397.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=2.28 0.00 0.00
Travel Time (min)=17.51 +0.00 +0.00 =17.51
Channel Flow
X sectional flow area (sqft) = 32.00 0.00 0.00
Wetted perimeter (ft) = 20.00 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s)=9.62
0.00
0.00
Flow length (ft) ({0})1900.0 0.0 0.0
Travel Time (min)=3.29 +0.00 +0.00 =3.29
Total Travel Time, Tc .............................................................................. 41.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 06 / 26 / 2020
Hyd. No. 1
Creek Flow
Hydrograph type = SCS Runoff Peak discharge = 63.95 cfs
Storm frequency = 2 yrs Time to peak = 12.38 hrs
Time interval = 1 min Hyd. volume = 520,395 cuft
Drainage area = 294.160 ac Curve number = 57.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.00 min
Total precip. = 3.60 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
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Creek Flow
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 06 / 26 / 2020
Hyd. No. 1
Creek Flow
Hydrograph type = SCS Runoff Peak discharge = 216.91 cfs
Storm frequency = 10 yrs Time to peak = 12.35 hrs
Time interval = 1 min Hyd. volume = 1,299,445 cuft
Drainage area = 294.160 ac Curve number = 57.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.00 min
Total precip. = 5.10 in Distribution = Type II
Storm 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
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
Creek Flow
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 06 / 26 / 2020
Hyd. No. 1
Creek Flow
Hydrograph type = SCS Runoff Peak discharge = 335.35 cfs
Storm frequency = 25 yrs Time to peak = 12.33 hrs
Time interval = 1 min Hyd. volume = 1,867,865 cuft
Drainage area = 294.160 ac Curve number = 57.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.00 min
Total precip. = 6.00 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
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
Creek Flow
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 06 / 26 / 2020
Hyd. No. 1
Creek Flow
Hydrograph type = SCS Runoff Peak discharge = 435.75 cfs
Storm frequency = 50 yrs Time to peak = 12.33 hrs
Time interval = 1 min Hyd. volume = 2,349,407 cuft
Drainage area = 294.160 ac Curve number = 57.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.00 min
Total precip. = 6.70 in Distribution = Type II
Storm 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
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
480.00 480.00
Q (cfs)
Time (hrs)
Creek Flow
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 06 / 26 / 2020
Hyd. No. 1
Creek Flow
Hydrograph type = SCS Runoff Peak discharge = 542.16 cfs
Storm frequency = 100 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 2,859,459 cuft
Drainage area = 294.160 ac Curve number = 57.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.00 min
Total precip. = 7.40 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
80.00 80.00
160.00 160.00
240.00 240.00
320.00 320.00
400.00 400.00
480.00 480.00
560.00 560.00
Q (cfs)
Time (hrs)
Creek Flow
Hyd. No. 1 -- 100 Year
Hyd No. 1
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jun 26 2020
Box Culvert
Invert Elev Dn (ft) = 393.20
Pipe Length (ft) = 41.00
Slope (%) = 0.61
Invert Elev Up (ft) = 393.45
Rise (in) = 42.0
Shape = Box
Span (in) = 120.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Flared Wingwalls
Culvert Entrance = 30D to 75D wingwall flares
Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4
Embankment
Top Elevation (ft) = 399.55
Top Width (ft) = 20.00
Crest Width (ft) = 100.00
Calculations
Qmin (cfs) = 335.00
Qmax (cfs) = 550.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 335.00
Qpipe (cfs) = 335.00
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 9.91
Veloc Up (ft/s) = 10.26
HGL Dn (ft) = 396.58
HGL Up (ft) = 396.71
Hw Elev (ft) = 399.45
Hw/D (ft) = 1.72
Flow Regime = Inlet Control
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

PIPE SIZING
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

SKIMMER SEDIMENT BASIN SIZING
By:SRN
Basin 1
Land Use "c" Value Area (acres)% Area Weighted C
Graded 0.45 0.63 1.00 0.45
0.00 0.00
0.00 0.00
0.00 0.00
Total Area = 0.63 Composite c = 0.45
C 0.45 L=---feet
I-25 8.19 H=--feet
A (acres)0.63 Tc=5.00 minutes
Q-25(cfs)2.32 I-25=8.19 *interpolate
Minimum Surface Area Required(acre)
A = 435 sf per cfs of Q25
Min. Area 0.02 acres
1,010.01 sf
Minimum Storage Volume Required (cf)
V = 1800 ft3 / acre drainage
Min. Volume 1,134.00 cf
Surface Area Provided(acre)
0.05 acres
2,017.00 sf
Storage Volume Provided (cf)
3,610.00 cf
Calculated Dimensions
Provided Dimensions
Skimmer Sediment Basin Design Calculations
YPUB
April 24, 2020
Composite C Calculation
Peak Flow Q=CIA Time of Concentration Tc=((L^3/H)^0.385)/128
Calculate Skimmer Size for Faircloth Skimmer®
Basin Volume in Cubic Feet 3,610 Cu.Ft Skimmer Size 1.5 Inch
Days to Drain*3 Days Orifice Radius 0.6 Inch[es]
Orifice Diameter 1.3 Inch[es]
*In NC assume 3 days to drain If no results maximum flow rate for a single skimmer is exceeded. More than one skimmer may be required.
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet
Updated 5/1/19
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

OUTLET PROTECTION

OUTLET PROTECTION DATE DESIGN PHASE
DESIGN 28-Apr-20 PRELIM / /
PROJECT NAME PROJECT NO CONSTR / X /
Public Utility Building YPUB REVISION
LOCATION BY RECORD
Youngsville, NC SRN OTHER
CHECKED BY (SPECIFY)
SRN
FES #1
Pipe Dia=15 in
Q10 =1.43 cfs
Qfull =5.85 cfs
V =4.77 fps
From Fig. 8.06.b.1:Zone =1
From Fig. 8.06.b.2:D50 =4 in
DMAX =6 in
Riprap Class =A
Apron Thickness =9 in
Apron Length =5.0 ft
Apron Width = 3xDia =3.75 ft
FES #3
Pipe Dia=15 in
Q10 =2.71 cfs
Qfull =5.37 cfs
V =4.37 fps
From Fig. 8.06.b.1:Zone =1
From Fig. 8.06.b.2:D50 =4 in
DMAX =6 in
Riprap Class =A
Apron Thickness =9 in
Apron Length =5 ft
Apron Width = 3xDia =3.75 ft
YPUB-OutletDesign.xls LATEST REVISION: 6/30/2020 11:08 AM PAGE 1 OF 5
FES #7 & HW #8
Pipe Dia=15 in
Q10 =1.65 cfs
Qfull =13.64 cfs
V =11.12 fps
From Fig. 8.06.b.1:Zone =2
From Fig. 8.06.b.2:D50 =8 in
DMAX =12 in
Riprap Class =B
Apron Thickness =18 in
Apron Length =8 ft
Apron Width = 3xDia =3.75 ft
FES #9 & FES #10
Pipe Dia= 15 in
Q10 =1.44 cfs
Qfull =5.05 cfs
V =4.11 fps
From Fig. 8.06.b.1:Zone =1
From Fig. 8.06.b.2:D50 =4 in
DMAX =6 in
Riprap Class =A
Apron Thickness =9 in
Apron Length =5 ft
Apron Width = 3xDia =3.75 ft
YPUB-OutletDesign.xls LATEST REVISION: 6/30/2020 11:08 AM PAGE 2 OF 5
D50 (in)DMAX (in)Riprap
Class
Apron
Thickness (in)
Apron
Length (ft)
Apron
Width (ft)
FES #1 4 6 A 9 5 5
FES #3 4 6 A 9 5 5
FES #7 8 12 B 18 8 5
HW #8 8 12 B 18 8 5
FES #9 4 6 A 9 5 5
FES #10 4 6 A 9 20 10
HW#11*14 21 2 32 20 20
HW#12*14 21 2 32 20 20
* Box culvert to be installed in creek bed. Invert designed 1' below stream bed bottom.
RIP RAP OUTLET PROTECTION
YPUB-OutletDesign.xls LATEST REVISION: 6/30/2020 11:08 AM PAGE 3 OF 5
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

DIVERSION DITCH LINING

Channel Liner Analysis
Project:YPUB
Date: 6/30/2020 Outlet Ditch at FES #1
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width (ft)Slope Length (ft)Depth (ft)Area (sf)Perim., Pw (ft)Radius (ft)Slope (ft/ft)
2 2 4.5 2 12.0 10.94 1.10 0.005
Rational Equation for 2 year storm Bare Soil calculations (Q2)
Drainage Q2*Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.01 0.00 0.00 0.00 0.01 0.020 67.22 0.1 0.10 0.00
Rational Equation for 10 year storm Temporary liner calculations (Q2)
Drainage Q10*Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
2.30 0.00 0.00 0.00 2.30 0.028 48.01 0.7 0.04 0.02
*Flow rate from pond routing in Hydrograph model
Permanent liner calculations (Q10)
Mannings Q AutoCad AutoCad Shear
Permissible "n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0-0.5 ft 0.5-2.0 ft > 2.0 ft velocitiy (fps)0.044 30.55 18.0 0.30 0.47
0.023 0.02 0.02 2.00
Allowable Allowable
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
0.022 0.014 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
0.040 0.025 0.02 2.25
0.034 0.024 0.02 2.00
Permissible
velocitiy (fps)
Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.044 0.033 0.03 1.65
0.066 0.041 0.034 3.00
0.104 0.069 0.035 4.50
- 0.078 0.04 6.00
Shear Stress, T= y*(d/12)*s Selected Temporary Liner:S75
Notes:Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft.
Side slope = horiz./vert. y = unit weight of water, 62.4 lb/cu. ft.Selected Permanent Liner:C350
Needs input d = flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft.
Recommended n Values
Addition flow from upstream Swales
Total Flow (cfs)
Addition flow from upstream Swales
Total Flow (cfs)
Material
Recommended n Values for Flow Depth*Material
Permanent Liners
Vegetated
Permanent Liners
C350
Material
Class A
S150
SC150
*Material
Unvegetated
S75
C125
Bare Soil
Material Recommended n Values for Flow Depth
Bare Soil
Temporary Liners
Recommended n Values for Flow Depth
* The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
P300
Recommended n Values for Flow Depth
Class B
Rip Rap Liners
Class I
Class II
YPUB-swale liner calcs.xls
Channel Liner Analysis
Project:YPUB
Date: 6/30/2020 Temporary Clean Water Diversion Ditch #1
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width (ft)Slope Length (ft)Depth (ft)Area (sf)Perim., Pw (ft)Radius (ft)Slope (ft/ft)
1 2 4.5 2 10.0 9.94 1.01 0.02
Rational Equation for 2 year storm Bare Soil calculations (Q2)
Drainage Q2 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 5.76 0.25 0.65 0.00 0.00 0.00 0.65 0.020 105.75 3.0 2.29 0.31
Rational Equation for 10 year storm Temporary liner calculations (Q2)
Drainage Q10 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 7.22 0.25 0.81 0.00 0.00 0.00 0.81 0.028 75.54 8.2 0.41 0.85
Permanent liner calculations (Q10)
Mannings Q AutoCad AutoCad Shear
Permissible "n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0-0.5 ft 0.5-2.0 ft > 2.0 ft velocitiy (fps)0.030 70.50 N/A N/A #VALUE!
0.023 0.02 0.02 2.00
Allowable Allowable
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
0.022 0.014 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
0.040 0.025 0.02 2.25
0.034 0.024 0.02 2.00
Permissible
velocitiy (fps)
Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.044 0.033 0.03 1.65
0.066 0.041 0.034 3.00
0.104 0.069 0.035 4.50
- 0.078 0.04 6.00
Shear Stress, T= y*(d/12)*s Selected Temporary Liner:S75
Notes:Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft.
Side slope = horiz./vert. y = unit weight of water, 62.4 lb/cu. ft.Selected Permanent Liner:N/A
Needs input d = flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft.
* The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
Material Recommended n Values for Flow Depth
Class A
Class B
Class I
Class II
C350
P300 Permanent Liners
Material Recommended n Values
Rip Rap Liners
Unvegetated Vegetated
S75
S150
SC150
C125
Bare Soil
Temporary Liners Permanent Liners
*Material Recommended n Values for Flow Depth *Material Recommended n Values for Flow Depth
Addition flow from upstream Swales
Total Flow (cfs)
Addition flow from upstream Swales
Total Flow (cfs)
Bare Soil
Material Recommended n Values for Flow Depth
YPUB-swale liner calcs.xls
Channel Liner Analysis
Project:YPUB
Date: 6/30/2020 Temporary Clean Water Diversion Ditch #2
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width (ft)Slope Length (ft)Depth (ft)Area (sf)Perim., Pw (ft)Radius (ft)Slope (ft/ft)
1 2 3.4 1.5 6.0 7.71 0.78 0.0185
Rational Equation for 2 year storm Bare Soil calculations (Q2)
Drainage Q2 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 5.76 0.04 0.11 0.00 0.00 0.00 0.11 0.020 51.45 3.0 2.29 0.29
Rational Equation for 10 year storm Temporary liner calculations (Q2)
Drainage Q10 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 7.22 0.044 0.14 0.00 0.00 0.00 0.14 0.055 18.71 4.8 0.15 0.46
Permanent liner calculations (Q10)
Mannings Q AutoCad AutoCad Shear
Permissible "n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0-0.5 ft 0.5-2.0 ft > 2.0 ft velocitiy (fps)0.030 34.30 N/A N/A #VALUE!
0.023 0.02 0.02 2.00
Allowable Allowable
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
0.022 0.014 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
0.040 0.025 0.02 2.25
0.034 0.024 0.02 2.00
Permissible
velocitiy (fps)
Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.044 0.033 0.03 1.65
0.066 0.041 0.034 3.00
0.104 0.069 0.035 4.50
- 0.078 0.04 6.00
Shear Stress, T= y*(d/12)*s Selected Temporary Liner:S75
Notes:Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft.
Side slope = horiz./vert. y = unit weight of water, 62.4 lb/cu. ft.Selected Permanent Liner:N/A
Needs input d = flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft.
* The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
Material Recommended n Values for Flow Depth
Class A
Class B
Class I
Class II
C350
P300 Permanent Liners
Material Recommended n Values
Rip Rap Liners
Unvegetated Vegetated
S75
S150
SC150
C125
Bare Soil
Temporary Liners Permanent Liners
*Material Recommended n Values for Flow Depth *Material Recommended n Values for Flow Depth
Addition flow from upstream Swales
Total Flow (cfs)
Addition flow from upstream Swales
Total Flow (cfs)
Bare Soil
Material Recommended n Values for Flow Depth
YPUB-swale liner calcs.xls
Channel Liner Analysis
Project:YPUB
Date: 6/30/2020 Temporary Diversion Ditch #3
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width (ft)Slope Length (ft)Depth (ft)Area (sf)Perim., Pw (ft)Radius (ft)Slope (ft/ft)
1 2 3.4 1.5 6.0 7.71 0.78 0.008
Rational Equation for 2 year storm Bare Soil calculations (Q2)
Drainage Q2 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 5.76 0.26 0.67 0.00 0.00 0.00 0.67 0.020 33.83 2.0 1.80 0.08
Rational Equation for 10 year storm Temporary liner calculations (Q2)
Drainage Q10 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 7.22 0.26 0.84 0.00 0.00 0.00 0.84 0.028 24.17 9.7 0.32 0.40
Permanent liner calculations (Q10)
Mannings Q AutoCad AutoCad Shear
Permissible "n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0-0.5 ft 0.5-2.0 ft > 2.0 ft velocitiy (fps)0.030 22.55 N/A N/A #VALUE!
0.023 0.02 0.02 2.00
Allowable Allowable
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
0.022 0.014 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
0.040 0.025 0.02 2.25
0.034 0.024 0.02 2.00
Permissible
velocitiy (fps)
Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.044 0.033 0.03 1.65
0.066 0.041 0.034 3.00
0.104 0.069 0.035 4.50
- 0.078 0.04 6.00
Shear Stress, T= y*(d/12)*s Selected Temporary Liner:S75
Notes:Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft.
Side slope = horiz./vert. y = unit weight of water, 62.4 lb/cu. ft.Selected Permanent Liner:N/A
Needs input d = flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft.
* The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
Material Recommended n Values for Flow Depth
Class A
Class B
Class I
Class II
C350
P300 Permanent Liners
Material Recommended n Values
Rip Rap Liners
Unvegetated Vegetated
S75
S150
SC150
C125
Bare Soil
Temporary Liners Permanent Liners
*Material Recommended n Values for Flow Depth *Material Recommended n Values for Flow Depth
Addition flow from upstream Swales
Total Flow (cfs)
Addition flow from upstream Swales
Total Flow (cfs)
Bare Soil
Material Recommended n Values for Flow Depth
YPUB-swale liner calcs.xls
Channel Liner Analysis
Project:YPUB
Date: 6/30/2020 Temporary Diversion Ditch #4
Physical Characteristics of Drainage Swale
Chan Bot Side Side Slope Design Channel Wetted Hydraulic Channel
Width (ft)Slope Length (ft)Depth (ft)Area (sf)Perim., Pw (ft)Radius (ft)Slope (ft/ft)
1 2 3.4 1.5 6.0 7.71 0.78 0.014
Rational Equation for 2 year storm Bare Soil calculations (Q2)
Drainage Q2 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 5.76 0.14 0.36 0.00 0.00 0.00 0.36 0.020 44.75 3.6 2.48 0.26
Rational Equation for 10 year storm Temporary liner calculations (Q2)
Drainage Q10 Upstream swale#Upstream swale#Upstream swale#
Intensity Area Discharge - - - Mannings Q AutoCad AutoCad Shear
C Factor Inch/hr (Acres)(Cfs)Flow (cfs)Flow (cfs)Flow (cfs)"n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0.45 7.22 0.14 0.45 0.00 0.00 0.00 0.45 0.028 31.97 7.3 0.27 0.53
Permanent liner calculations (Q10)
Mannings Q AutoCad AutoCad Shear
Permissible "n"Allow.Depth (in)Velocity (fps)Stress (lb/sf)
0-0.5 ft 0.5-2.0 ft > 2.0 ft velocitiy (fps)0.030 29.84 N/A N/A #VALUE!
0.023 0.02 0.02 2.00
Allowable Allowable
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.055 0.028 0.021 1.55 C350 Phase 2 0.044 0.044 0.044 4.50
0.055 0.028 0.021 1.65 C300 Phase 2 0.044 0.044 0.044 4.00
0.050 0.025 0.018 1.80 C350 Phase 3 0.049 0.049 0.049 8.00
0.022 0.014 0.014 2.25 P300 Phase 3 0.049 0.049 0.049 8.00
0.040 0.025 0.02 2.25
0.034 0.024 0.02 2.00
Permissible
velocitiy (fps)
Allowable Grass Mixture 0.030 5.00
0-0.5 ft 0.5-2.0 ft > 2.0 ft Shear Stress ( lb/sf)
0.044 0.033 0.03 1.65
0.066 0.041 0.034 3.00
0.104 0.069 0.035 4.50
- 0.078 0.04 6.00
Shear Stress, T= y*(d/12)*s Selected Temporary Liner:S75
Notes:Spreadsheet works for trapezoidal channel only T = shear stress in lb/sq. ft.
Side slope = horiz./vert. y = unit weight of water, 62.4 lb/cu. ft.Selected Permanent Liner:N/A
Needs input d = flow depth in in.
Output taken from AutoCad's Trapezoidial Ditch Calculater s = channel slope in ft./ft.
* The Material lists refers to North American Green products. Contractor
to use referenced material or approved equal.
Material Recommended n Values for Flow Depth
Class A
Class B
Class I
Class II
C350
P300 Permanent Liners
Material Recommended n Values
Rip Rap Liners
Unvegetated Vegetated
S75
S150
SC150
C125
Bare Soil
Temporary Liners Permanent Liners
*Material Recommended n Values for Flow Depth *Material Recommended n Values for Flow Depth
Addition flow from upstream Swales
Total Flow (cfs)
Addition flow from upstream Swales
Total Flow (cfs)
Bare Soil
Material Recommended n Values for Flow Depth
YPUB-swale liner calcs.xls
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jun 30 2020
Outlet Ditch at FES #1 - 10-Yr Storm
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 20.00
Slope (%) = 0.01
N-Value = 0.044
Calculations
Compute by: Known Q
Known Q (cfs) = 2.30
Highlighted
Depth (ft) = 1.51
Q (cfs) = 2.300
Area (sqft) = 7.58
Velocity (ft/s) = 0.30
Wetted Perim (ft) = 8.75
Crit Depth, Yc (ft) = 0.31
Top Width (ft) = 8.04
EGL (ft) = 1.51
0 1 2 3 4 5 6 7 8 9 10 11 12
Elev (ft) Depth (ft)Section
19.50 -0.50
20.00 0.00
20.50 0.50
21.00 1.00
21.50 1.50
22.00 2.00
22.50 2.50
23.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jun 30 2020
Clean Water Diversion Ditch #1
Trapezoidal
Bottom Width (ft) = 1.00
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 20.00
Slope (%) = 0.02
N-Value = 0.028
Calculations
Compute by: Known Q
Known Q (cfs) = 0.65
Highlighted
Depth (ft) = 0.68
Q (cfs) = 0.650
Area (sqft) = 1.60
Velocity (ft/s) = 0.41
Wetted Perim (ft) = 4.04
Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 3.72
EGL (ft) = 0.68
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft) Depth (ft)Section
19.50 -0.50
20.00 0.00
20.50 0.50
21.00 1.00
21.50 1.50
22.00 2.00
22.50 2.50
23.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jun 30 2020
Clean Water Diversion Ditch #2
Trapezoidal
Bottom Width (ft) = 1.00
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 20.00
Slope (%) = 0.02
N-Value = 0.055
Calculations
Compute by: Known Q
Known Q (cfs) = 0.11
Highlighted
Depth (ft) = 0.40
Q (cfs) = 0.110
Area (sqft) = 0.72
Velocity (ft/s) = 0.15
Wetted Perim (ft) = 2.79
Crit Depth, Yc (ft) = 0.07
Top Width (ft) = 2.60
EGL (ft) = 0.40
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft) Depth (ft)Section
19.50 -0.50
20.00 0.00
20.50 0.50
21.00 1.00
21.50 1.50
22.00 2.00
22.50 2.50
23.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jun 30 2020
Temporary Diversion Ditch #3
Trapezoidal
Bottom Width (ft) = 1.00
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 20.00
Slope (%) = 0.01
N-Value = 0.028
Calculations
Compute by: Known Q
Known Q (cfs) = 0.67
Highlighted
Depth (ft) = 0.81
Q (cfs) = 0.670
Area (sqft) = 2.12
Velocity (ft/s) = 0.32
Wetted Perim (ft) = 4.62
Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 4.24
EGL (ft) = 0.81
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft) Depth (ft)Section
19.50 -0.50
20.00 0.00
20.50 0.50
21.00 1.00
21.50 1.50
22.00 2.00
22.50 2.50
23.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jun 30 2020
Temporary Diversion Ditch #4
Trapezoidal
Bottom Width (ft) = 1.00
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 20.00
Slope (%) = 0.01
N-Value = 0.028
Calculations
Compute by: Known Q
Known Q (cfs) = 0.36
Highlighted
Depth (ft) = 0.61
Q (cfs) = 0.360
Area (sqft) = 1.35
Velocity (ft/s) = 0.27
Wetted Perim (ft) = 3.73
Crit Depth, Yc (ft) = 0.15
Top Width (ft) = 3.44
EGL (ft) = 0.61
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft) Depth (ft)Section
19.50 -0.50
20.00 0.00
20.50 0.50
21.00 1.00
21.50 1.50
22.00 2.00
22.50 2.50
23.00 3.00
Reach (ft)
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

SOIL AND USGS MAPS

Project Number:
SBProject Manager:
1" = 1000'Scale:
02/25/2020Date:
Map Title:
Source:
Figure 2 - Soil Survey Map
Youngsville Public WorksFranklin County, NC
Frankllin County Soil Survey Sheet 9
¯0 1,000 2,000
Feet
14158.W1

Project Number:
SBProject Manager:
1" = 1000'Scale:
02/25/2020Date:
Map Title:
Source:
Figure 1 - USGS Map
Youngsville Public WorksFranklin County, NC
NC One Map AerialFranklin County
¯0 1,000 2,000
Feet
14158.W1
30 June 2020
The SITE Group
1111 Oberlin Road 919-832-6658 (o)
Raleigh NC 27605 919-839-2255 (f)

DRAINAGE AREA MAPS

SOUTH COLLEGE STREET60' PUBLIC R/WSR-1182PUBLIC UTILITY BUILDINGDA1.0
SOUTH COLLEGE STREET60' PUBLIC R/WSR-1182PUBLIC UTILITY BUILDINGDA2.0
SOUTH COLLEGE STREET60' PUBLIC R/WSR-1182PUBLIC UTILITY BUILDINGDA3.0
SOUTH COLLEGE STREET60' PUBLIC R/WSR-1182PUBLIC UTILITY BUILDINGDA2.0
PUBLIC UTILITY BUILDINGDA5.0