SWA000226_Design Calculations_20230911

DAYLIGHT 4fr
E N G I N F F R I N r I
Stormwater Calculations
For
Mount Pleasant Propel Church
7801 NC Hwy 73
Mount Pleasant, NC 28124
Project No: 23039
Client: Propel Church
Client Representitive: Nick Newman # oc :ssk
HCARO /''7801 NC Hwy 73 �''-
Mount Pleasant, NC 28124
P: 704.467.9942 = SEAL
997
[e-mail] NGI� •
( 44S D. g\5.
Preparer's Name: Nick Buysse, PE 08/31/2023
Daylight Engineering PLLC
NCBELS Corporate License Number P-2772
57 Union Street South
Concord, NC 28025
704.902.6169
[e-mail]

- Narrative and Summary of Results
- Impervious Area Summary
- Pre-Development Calculations
- Pre Development Nodal Diagram
- Pre-Development Drainage Areas
- Post-Development Calculations
- Post-Development Nodal Diagram
- Post-Development Drainage Areas
- Sand Filter Calculations
- Hydraflow Results
- Riprap Calculations
- Appendix
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08/31/2023

57 Union Street South
DAY L I G H T�41,' Conc980.234.7 500
ENGINEERING
daylighteng.com
Mount Pleasant Propel Church
Project No: 23039
Stormwater Narrative
Existing Conditions:
The project site is located at 7801 NC HWY E, Mt. Pleasant, NC in Cabarrus County.The site is predominately wooded with 25%
of the site being open space.A web soil survey found soils on the site to be made up of Cullen clay loam—Hydrologic Soil Group
B,and Enon sandy loam—Hydrologic Soil Group C. There is no existing on-site impervious area. There is offsite drainage flowing
onto the site from the East, which will be bypassed around the site using a storm network.
Proposed Improvements:
The proposed project consists of the construction of a church with ample parking, storm network, and sewer and water
connections.There is an existing dirt drive that will be upgraded with asphalt, curb,and gutter.This drive will include a driveway
stub for the site to the East. A sand filter will be installed North of the site and will treat all the BUA that is being developed for
this site.
Stormwater Treatment:
To provide treatment and attenuation for the site, a sand filter stormwater control measure (SCM) is proposed. Stormwater will
be collected by storm drainage systems and will drain into the sand filter to be treated.All other runoff will sheet flow or naturally
flow into the sand filter.The sand filter will then drain into the existing stream on site.
Required treatment volume was calculated using the discrete NRCS Curve Number Method for Runoff Depth.
August 24, 2023 I

SUMMARY OF RESULTS
PRE-DEVELOPMENT DRAINAGE AREA SUMMARY
DRAINAGE AREA AREA(ACRES) TC CN
Pre DA-A 4.804 20.80 60.4
Pre DA-B 11.054 16.20 67.4
Pre DA-C 0.168 10.90 59.6
Total 16.026
POST DEVELOPMENT DRAINAGE AREA SUMMARY
DRAINAGE AREA AREA(ACRES) TC CN
Post DA-1 4.717 10.00 89.0
Post DA-2 10.940 16.20 67.5
Post DA-3 0.270 10.00 74.7
Post DA-4 0.098 10.00 72.1
Total 16.026
PRE-DEVELOPMENT RUNOFF RESULTS
DRAINAGE AREA 1 YR/24 HR 10 YR/24 HR 100 YR/24 HR
Pre DA-A 0.83 6.45 15.45
Pre DA-B 6.36 25.88 53.49
Pre DA-C 0.04 0.30 0.72
Outfall 98-N 6.94 31.74 67.35
Outfall 98-S 0.04 0.30 0.72
POST-DEVELOPMENT RUNOFF RESULTS
DRAINAGE AREA 1 YR/24 HR 10 YR/24 HR 100 YR/24 HR
Post DA-1 12.26 25.42 40.27
Post DA-2 6.36 25.74 53.09
Post DA-3 0.33 0.98 1.80
Post DA-4 0.10 0.32 0.62
Sand Filter 1 0.47 9.12 16.42
Outfall 99-N 6.67 30.95 66.36
Outfall 99-S 0.10 0.32 0.62
POST DEVELOPMENT PEAK-STAGE RESULTS
1 YR/24 HR 10 YR/24 HR 100 YR/24 HR
SF1 (T.O.B. = 655) 652.27 653.29 654.46

3. Impervious Area Summary
Pre-Development
Total Existing On-Site inpervious area 0 SQ FT
Post-Development
Total on-site impervious area 111,348 SQ FT
On-site area required to be treated by SCM 111,348 SQ FT1
Total area treated by SCM 111,348 SQ FT
Equal to the post-development impervious area minus the Pre-devlopment Impervious

Pre Development Nodal Diagram
PRE DA-A PRE DA-B
PRE DA-C
OUTFALL /ALL
98-N S

Pre-Development Drainage Area A
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Woods fair C 31,625 0.726 73 11.0
Woods fair B 91,168 2.093 60 26.1
Brush(50 to 75%Cover) fair B 85,353 1.959 56 22.8
Woods fair D 1,123 0.026 79 0.4
209,270 4.804 60.4
tc Calculation L up down slope n pipe size(in) area(sf) perimeter
(ft)
Sheet Flow 100 677.00 674.25 2.75% 0.40 Woods:Light Underbrush
Shallow Concentrated 507 674.25 656.00 3.60% Un-Paved
CALCULATED TC= 20.80 MIN SEE HYDRAFLOW TR-55 TC CALCULATION SHEET
TC USED IN CALCULATION= 20.80 MIN MINIMUM TC OF 10 MINUTES
Roughness Coefficients(Manning's N)for Sheet Flow
Smooth Surfaces(Concrete,asphalt,gravel,or bare soil) 0.011
Fallow(no residue) 0.05
Cultivated Soils,Residue<=20% 0.06
Cultivated Soils,Residue>20% 0.17
Grass:Short Praire 0.15
Grass:Dense Grass _ 0.24
Grass:Bermuda Grass 0.41
Range:Natural _ 0.13
Woods:Light Underbrush 0.4 1-
Woods:Dense Underbrush 0.8
Roughness Coefficients(Manning's N)for Channel Flow
Excavated Channels:Short Grass 0.027

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 1
Pre DA-A
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) = 3.50 3.50 3.50
Land slope (%) = 2.75 0.00 0.00
Travel Time (min) = 18.08 + 0.00 + 0.00 = 18.08
Shallow Concentrated Flow
Flow length (ft) = 507.00 0.00 0.00
Watercourse slope (%) = 3.60 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.06 0.00 0.00
Travel Time (min) = 2.76 + 0.00 + 0.00 = 2.76
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 20.80 min

Pre-Development Drainage Area B
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Brush(50 to 75%cover) fair B 280,925 6.449 56 32.7
Open Space good C 154,039 3.536 79 25.3
Impervious N/A C 46,557 1.069 98 9.5
481,521 11.054 67.4
tc Calculation L up down slope n pipe size(in) area(sf) perimeter
(ft)
Sheet Flow 100 726.58 722.93 3.65% 0.24 Grass:Dense Grass
Shallow Concentrated 1148 722.93 668.00 4.78% Un-Paved
CALCULATED TC= 16.20 MIN SEE HYDRAFLOW TR-55 TC CALCULATION SHEET
TC USED IN CALCULATION= 16.20 MIN MINIMUM TC OF 10 MINUTES
Roughness Coefficients(Manning's N)for Sheet Flow
Smooth Surfaces(Concrete,asphalt,gravel,or bare soil) 0.011
Fallow(no residue) 0.05
Cultivated Soils,Residue<=20% 0.06
Cultivated Soils,Residue>20% 0.17
Grass:Short Praire 0.15
Grass:Dense Grass 0.24 1
Grass:Bermuda Grass 0.41
Range:Natural 0.13
Woods:Light Underbrush 0.4
Woods:Dense Underbrush 0.8
Roughness Coefficients(Manning's N)for Channel Flow
Excavated Channels:Short Grass 0.027

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 2
Pre DA-B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 3.65 0.00 0.00
Travel Time (min) = 10.73 + 0.00 + 0.00 = 10.73
Shallow Concentrated Flow
Flow length (ft) = 1148.00 0.00 0.00
Watercourse slope (%) = 4.78 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.53 0.00 0.00
Travel Time (min) = 5.42 + 0.00 + 0.00 = 5.42
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 16.20 min

Pre-Development Drainage Area C
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Brush(50 to 75%Cover) fair B 6,680 0.153 56 51.3
Impervious N/A B 618 0.014 98 8.3
7,298 0.168 59.6
tc Calculation L up down slope n pipe size(in) area(sf) perimeter
(ft)
Sheet Flow 100 677.84 674.00 3.84% 0.24 Grass:Dense Grass
CALCULATED TC= 10.90 MIN SEE HYDRAFLOW TR-55 TC CALCULATION SHEET
TC USED IN CALCULATION= 10.90 MIN MINIMUM TC OF 10 MINUTES
Roughness Coefficients(Manning's N)for Sheet Flow
Smooth Surfaces(Concrete,asphalt,gravel,or bare soil) 0.011
Fallow(no residue) 0.05
Cultivated Soils,Residue<=20% 0.06
Cultivated Soils,Residue>20% 0.17
Grass:Short Praire 0.15
Grass:Dense Grass 0.24 4
Grass:Bermuda Grass 0.41
Range:Natural 0.13
Woods:Light Underbrush 0.4
Woods:Dense Underbrush 0.8
Roughness Coefficients(Manning's N)for Channel Flow
Excavated Channels:Short Grass 0.027

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 3
Pre DA-C (Outfall 98-S)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 3.48 0.00 0.00
Travel Time (min) = 10.93 + 0.00 + 0.00 = 10.93
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
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 10.90 min

Post Development Nodal Diagram
Post DA-1
SF1 Post DA-3
OUTFALL
99-N
•
BYPASS Post DA-4
lk
Post DA-2
OUTFALL
99-W

Post-Development Drainage Area 1
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Open Space good C 26,626 0.611 74 9.6
Open Space good B 67,509 1.550 80 26.3
Impervious N/A B 111,348 2.556 98 53.1
205,483 4.717 89.0
TC USED IN CALCULATION= 10.00 MIN MINIMUM TC OF 10 MINUTES

Sand Filter 1 Calculations
Discrete NRCS Curve Number Method for Runoff Depth
S = 1000 _ 10
CN
Where: S = Maximum retention after rainfall begins(in)
CN = Curve number(unitless)
Q* _ (P+0.2S)2
(P 0.8S)
Where: Q* = Runoff depth(in)
P = Rainfall depth(in)
For DCIA:
P 1 Inch Non-coastal county
CN 98.0 DCIA- Impervious
A 111,348 sf Impervious Drainage Area in SF
S 0.20 Inches Maximum retention after rainfall begins
Q* 0.79 Inches Runoff Depth
Q* 7,339 cfs Runoff Volume
For Remainder:
P 1 Inch Non-coastal county
CN 78.3 CN for Remainder of the Drainage Area
A 94,135 sf Remainder of Drainage Area in SF
S 2.77 Inches Maximum retention after rainfall begins
Q* 0.06 Inches Runoff Depth
Q* 484 cfs Runoff Volume
Total Design Volume 7,823 cf
Discounted Design Volume 5,867 cf For Sand Filters apply 0.75 design volume
discount
Design Ponding Depth 1 2 3 4 5 6
Surface Area Required 5,867 2,934 1,956 1,467 1,173 978
Bottom of Sand Filter 650
Design Treatment Volume Elevation 651 minimum -0.03926 591.9607
Design Ponding Depth (1) (= Design Treatment Volume Elevation - Bottom of
Sand Filter)
Design Treatment Volume 8,240 Total Volume Provided at 651
Total Surface Area at Bottom 6,146 Surface Area Provided at 650
Minimum Surface Area Required (5,867) (= Discounted Design Volume divided by Design
Ponding Depth)
Minimum Design Draw Down 2 in/hr
Design Ponding Depth 12.00 in
Draw Down Time 6 hours
Minimum Drawdown Discharge 0.272 cfs (= Dicounted Design Volume divided by Draw
Down Time in seconds)
Capacity of 6" underdrain at 1% 0.56 cfs

is greater than minimum drawdown discharge and
50% assuming clogging sand filter media capacity, therefore design is
0.28 cfs acceptable
For calculations, length of pipes with
perforations was reduced by 1' per 1008 holes [= (3 pipes)(3 rows/ft)((30-2)ft/pipe)(4 holes/row)]
cleanout to account for fittings holes
50% of perforations 504 holes holes
Capacity of one hole 0.0083 cfs [= CA(2gh)°5]
Total Capacity 4.162 cfs [_ (0.0083* 50%of perforations)]
4.162 cfs is greater than sand filter media capcaity and minimum
drawdown time, therefore design is acceptable
Sand fitler media capacity 0.24 cfs [_ (Af*k*(hf+df)/(df))/(24*60*60)]
Af = minimum surface area of filter bed (ft2)
df =filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = average height of water above filter bed (ft)

Forebay Chamber
Elevation Pond Area Depth Total Incremental Total Cumulative
Volume Volume
650.00 1,536.44 N/A N/A N/A
651.00 4,881.34 1.0 3,208.89 3,208.89
Sand Filter Chamber
Elevation Pond Area Depth Total Incremental Total Cumulative
Volume Volume
650.00 4,609.37 N/A N/A N/A
651.00 5,452.55 1.0 5,030.96 5,030.96
Total Combined Treatment Storage
Elevation Pond Area Depth Total Incremental Total Cumulative
Volume Volume
650.00 6,145.81 N/A N/A N/A
651.00 10,333.89 1.0 8,239.85 8,239.85
652.00 12,363.87 1.0 11,348.88 19,588.73
653.00 13,682.02 1.0 13,022.94 32,611.68
654.00 15,071.88 1.0 14,376.95 46,988.63
655.00 16,479.97 1.0 15,775.92 62,764.55

Post-Development Drainage Area 2
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Brush(50 to 75%Cover) fair B 275,966 6.335 56 32.4
Open Space fair C 154,039 3.536 79 25.5
Impervious N/A C 46,557 1.069 98 9.6
476,562 10.940 67.5
TC USED IN CALCULATION= 16.20 MIN MINIMUM TC OF 10 MINUTES

Post-Development Drainage Area 3
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Open Space good B 5,637 0.129 69 33.1
Open Space good C 4,999 0.115 79 33.6
Open Space good D 1,123 0.026 84 8.0
11,759 0.270 74.7
TC USED IN CALCULATION= 10.00 MIN MINIMUM TC OF 10 MINUTES

Post-Development Drainage Area 4
Land use Condition Hydrologic Area(SF) Area(Acres) Cn Weighted Cn
Soil Group
Open Space good B 3,831 0.088 69 61.7
Impervious N/A B 454 0.010 98 10.4
4,285 0.098 72.1
TC USED IN CALCULATION= 10.00 MIN MINIMUM TC OF 10 MINUTES

SF DS1 Daylight Engineering
JOB NO.: 23039.000 BY: OAK P.O.Box 1804
DATE: 8/22/2023 P.M: NDB Concord,NC 28026
REVISED: FLOATATION CALCULATIONS
Calculations Given Data Standard Footing Assumptions
Density of Concrete 150 Ibs/ft^3 1.Footing base to be 1 ft.wider than structure
Density of Water 62.4 Ibs/ft^3 on all sides.
Safety Factor(S.F.) 2
-Equations used:
Outlet Structure Weight, W(s)= (w+2t)^2*h-w^2*(h-t)x D(c)
where, w= outlet box inside dimension,ft.
Displaced Water Weight, W(w)= (w+2t)^2 x D(w)x h t= structure wall thickness,ft.
h= height of structure,ft.
Required Base Weight,W(b)= (W(w)x S.F.)-W(s) D(c)= density of concrete,lbs/ft^3
D(w)= density of water,lbs/ft^3
Required Footing Volume, V(t)= W(b)/Dc-Dw S.F.= safety factor
WDP i Outlet Structure
Structure Dimensions Object Weights
Elevation at bottom of structure= 647.82
Elevation at top of structure= 653.00
Height of structure,h= 5.18 ft. Outlet Structure Weight, W(s)= 5131 lbs
Structure wall thickness,t= 6 in. Displaced Water Weight, W(w)= 3960 lbs
Average outlet box inside dimension, w= 2.5 ft. Req'd Base Weight, W(b)= 2788 lbs
Footing Size An
Required Footing Volume, V(fr)= 32 cf Standard Footing Length,L= 6.00 ft.
Provided Footing Volume, V(fp)= 32 cf Standard Footing Width, W= 6.00 ft.
Footing Check okay Minimum Footing Depth, D= 1.00 ft.
[1=
Footing Size to be used: Length= 4.00 ft.P
Width= 4.00 ft.
Depth= 2.00 ft.

Hydraflow Results

Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2024
1 2 3 5 6 7 8
• 4
V
9111111
•
10
Legend
Hyd. Origin Description
1 SCS Runoff Pre DA-A
2 SCS Runoff Pre DA-B
3 SCS Runoff Pre DA-C(Outfall 98-S)
4 Combine Outfall 98-N
5 SCS Runoff Post DA-1
6 SCS Runoff Post DA-2
7 SCS Runoff Post DA-3
8 SCS Runoff Post DA-4(Outfall 99-S)
9 Reservoir Post DA-1 >SF 1
10 Combine Outfall 99-N
Project: Z:\23039 Mount Pleasant Propel Church\5. Engineering Calculations\4. StormwaterlQa iditESR2a0138C32Etrmwater Calcs.gr

Hydrograph Return Period Recap
rrydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 0.826 6.454 15.45 Pre DA-A
2 SCS Runoff 6.357 25.88 53.49 Pre DA-B
3 SCS Runoff 0.037 0.302 0.717 Pre DA-C(Outfall 98-S)
4 Combine 1,2, 6.940 31.74 67.35 Outfall 98-N
5 SCS Runoff 12.26 25.42 40.27 Post DA-1
6 SCS Runoff 6.358 25.74 53.09 Post DA-2
7 SCS Runoff 0.330 0.975 1.804 Post DA-3
8 SCS Runoff 0.100 0.321 0.616 Post DA-4(Outfall 99-S)
9 Reservoir 5 0.465 9.116 16.42 Post DA-1 >SF 1
10 Combine 6,7,9 6.665 30.95 66.36 Outfall 99-N
Proj. file: 23039 Stormwater Calcs.gpw Wednesday, 08/30/2023

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 0.826 2 730 5,494 Pre DA-A
2 SCS Runoff 6.357 2 724 21,586 Pre DA-B
3 SCS Runoff 0.037 2 724 180 Pre DA-C(Outfall 98-S)
4 Combine 6.940 2 724 27,080 1,2, Outfall 98-N
5 SCS Runoff 12.26 2 720 31,955 Post DA-1
6 SCS Runoff 6.358 2 724 21,516 Post DA-2
7 SCS Runoff 0.330 2 722 890 Post DA-3
8 SCS Runoff 0.100 2 722 277 Post DA-4(Outfall 99-S)
9 Reservoir 0.465 2 848 13,784 5 652.27 21,638 Post DA-1 >SF 1
10 Combine 6.665 2 724 36,190 6,7,9 Outfall 99-N
23039 Stormwater Calcs.gpw Return Period: 1 Year Wednesday, 08/30/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 1
Pre DA-A
Hydrograph type = SCS Runoff Peak discharge = 0.826 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 5,494 cuft
Drainage area = 4.804 ac Curve number = 60.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-A
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 I 0.80
0.70 0.70
0.60 i — 0.60
0.50 — 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 2
Pre DA-B
Hydrograph type = SCS Runoff Peak discharge = 6.357 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 21,586 cuft
Drainage area = 11.054 ac Curve number = 67.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-B
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — I ‘ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 3
Pre DA-C (Outfall 98-S)
Hydrograph type = SCS Runoff Peak discharge = 0.037 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 180 cuft
Drainage area = 0.168 ac Curve number = 59.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.90 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-C (Outfall 98-S)
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
— I
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 4
Outfall 98-N
Hydrograph type = Combine Peak discharge = 6.940 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 27,080 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 15.858 ac
Outfall 98-N
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
Na.."""1
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 5
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 12.26 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 31,955 cuft
Drainage area = 4.717 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1
Q (cfs) Q (cfs)
Hyd. No. 5 -- 1 Year
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 6
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 6.358 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 21,516 cuft
Drainage area = 10.940 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.20 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 7
Post DA-3
Hydrograph type = SCS Runoff Peak discharge = 0.330 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 890 cuft
Drainage area = 0.270 ac Curve number = 74.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-3
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 - 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 8
Post DA-4 (Outfall 99-S)
Hydrograph type = SCS Runoff Peak discharge = 0.100 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 277 cuft
Drainage area = 0.098 ac Curve number = 72.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-4 (Outfall 99-S)
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 9
Post DA-1 > SF 1
Hydrograph type = Reservoir Peak discharge = 0.465 cfs
Storm frequency = 1 yrs Time to peak = 848 min
Time interval = 2 min Hyd. volume = 13,784 cuft
Inflow hyd. No. = 5 - Post DA-1 Max. Elevation = 652.27 ft
Reservoir name = SF1 Max. Storage = 21,638 cuft
Storage Indication method used.
Post DA-1 > SF 1
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 - 8.00
6.00 - 6.00
4.00 - 4.00
2.00 - 2.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 9 Hyd No. 5 111111111 Total storage used = 21,638 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Pond No. 1 - SF1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=650.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 650.00 4,578 0 0
1.00 651.00 9,688 7,133 7,133
2.00 652.00 12,364 11,026 18,159
3.00 653.00 13,682 13,023 31,182
4.00 654.00 15,072 14,377 45,559
5.00 655.00 16,480 15,776 61,335
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 9.00 1.00 5.00 0.00
Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 653.00 652.00 654.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 647.71 0.00 0.00 0.00 Weir Type = 1 Rect Ciplti ---
Length(ft) = 141.23 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a No No No 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 0 650.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000
1.00 7,133 651.00 5.97 oc --- --- --- 0.00 0.00 0.00 --- 0.000
2.00 18,159 652.00 5.97 oc --- --- --- 0.00 0.00 0.00 --- --- --- 0.000
3.00 31,182 653.00 5.97 oc --- --- --- 0.00 3.33 0.00 --- --- --- 3.330
4.00 45,559 654.00 10.80 oc --- --- --- 8.70 s 2.10 s 0.00 --- 10.80
5.00 61,335 655.00 11.73 oc --- --- --- 9.95 s 1.74 s 16.65 --- 28.34

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 10
Outfall 99-N
Hydrograph type = Combine Peak discharge = 6.665 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 36,190 cuft
Inflow hyds. = 6, 7, 9 Contrib. drain. area = 11.210 ac
Outfall 99-N
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 I 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 10 Hyd No. 6 Hyd No. 7 Hyd No. 9

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 6.454 2 728 24,629 Pre DA-A
2 SCS Runoff 25.88 2 722 74,494 Pre DA-B
3 SCS Runoff 0.302 2 722 838 Pre DA-C(Outfall 98-S)
4 Combine 31.74 2 724 99,123 1,2, Outfall 98-N
5 SCS Runoff 25.42 2 720 68,296 Post DA-1
6 SCS Runoff 25.74 2 722 74,028 Post DA-2
7 SCS Runoff 0.975 2 720 2,531 Post DA-3
8 SCS Runoff 0.321 2 720 838 Post DA-4(Outfall 99-S)
9 Reservoir 9.116 2 732 50,124 5 653.29 35,359 Post DA-1 >SF 1
10 Combine 30.95 2 726 126,684 6,7,9 Outfall 99-N
23039 Stormwater Calcs.gpw Return Period: 10 Year Wednesday, 08/30/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 1
Pre DA-A
Hydrograph type = SCS Runoff Peak discharge = 6.454 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 24,629 cuft
Drainage area = 4.804 ac Curve number = 60.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-A
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
7.00 7.00
6.00 1 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 I \- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 2
Pre DA-B
Hydrograph type = SCS Runoff Peak discharge = 25.88 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 74,494 cuft
Drainage area = 11.054 ac Curve number = 67.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-B
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 3
Pre DA-C (Outfall 98-S)
Hydrograph type = SCS Runoff Peak discharge = 0.302 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 838 cuft
Drainage area = 0.168 ac Curve number = 59.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.90 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-C (Outfall 98-S)
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 - 0.15
0.10 0.10
0.05 0.05
0.00 ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 4
Outfall 98-N
Hydrograph type = Combine Peak discharge = 31.74 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 99,123 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 15.858 ac
Outfall 98-N
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 I 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - � kh-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 5
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 25.42 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 68,296 cuft
Drainage area = 4.717 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
28.00 28.00
•
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
_ — —
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 6
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 25.74 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 74,028 cuft
Drainage area = 10.940 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.20 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 7
Post DA-3
Hydrograph type = SCS Runoff Peak discharge = 0.975 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 2,531 cuft
Drainage area = 0.270 ac Curve number = 74.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-3
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
1.00 — 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 — 0.40
0.30 — 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 8
Post DA-4 (Outfall 99-S)
Hydrograph type = SCS Runoff Peak discharge = 0.321 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 838 cuft
Drainage area = 0.098 ac Curve number = 72.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-4 (Outfall 99-S)
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 — 0.15
0.10 0.10
0.05 0.05
0.00 - ` — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 9
Post DA-1 > SF 1
Hydrograph type = Reservoir Peak discharge = 9.116 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 50,124 cuft
Inflow hyd. No. = 5 - Post DA-1 Max. Elevation = 653.29 ft
Reservoir name = SF1 Max. Storage = 35,359 cuft
Storage Indication method used.
Post DA-1 > SF 1
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 I- I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 9 Hyd No. 5 1111111 I Total storage used = 35,359 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 10
Outfall 99-N
Hydrograph type = Combine Peak discharge = 30.95 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 126,684 cuft
Inflow hyds. = 6, 7, 9 Contrib. drain. area = 11.210 ac
Outfall 99-N
Q (cfs) Hyd. No. 10-- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 6 Hyd No. 7 Hyd No. 9

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
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 15.45 2 728 54,650 Pre DA-A
2 SCS Runoff 53.49 2 722 150,059 Pre DA-B
3 SCS Runoff 0.717 2 722 1,883 Pre DA-C(Outfall 98-S)
4 Combine 67.35 2 724 204,709 1,2, Outfall 98-N
5 SCS Runoff 40.27 2 720 111,151 Post DA-1
6 SCS Runoff 53.09 2 722 148,937 Post DA-2
7 SCS Runoff 1.804 2 720 4,698 Post DA-3
8 SCS Runoff 0.616 2 720 1,598 Post DA-4(Outfall 99-S)
9 Reservoir 16.42 2 730 92,980 5 654.46 52,804 Post DA-1 >SF 1
10 Combine 66.36 2 724 246,614 6,7,9 Outfall 99-N
23039 Stormwater Calcs.gpw Return Period: 100 Year Wednesday, 08/30/2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 1
Pre DA-A
Hydrograph type = SCS Runoff Peak discharge = 15.45 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 54,650 cuft
Drainage area = 4.804 ac Curve number = 60.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.80 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-A
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
18.00 - 18.00
15.00 I 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
— — J _
, _ _
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 2
Pre DA-B
Hydrograph type = SCS Runoff Peak discharge = 53.49 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 150,059 cuft
Drainage area = 11.054 ac Curve number = 67.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-B
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
1
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 3
Pre DA-C (Outfall 98-S)
Hydrograph type = SCS Runoff Peak discharge = 0.717 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,883 cuft
Drainage area = 0.168 ac Curve number = 59.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.90 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-C (Outfall 98-S)
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 — 1
0.10
0.00 - ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 4
Outfall 98-N
Hydrograph type = Combine Peak discharge = 67.35 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 204,709 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 15.858 ac
Outfall 98-N
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
1
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 5
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 40.27 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 111,151 cuft
Drainage area = 4.717 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 6
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 53.09 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 148,937 cuft
Drainage area = 10.940 ac Curve number = 67.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.20 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 '. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 7
Post DA-3
Hydrograph type = SCS Runoff Peak discharge = 1.804 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 4,698 cuft
Drainage area = 0.270 ac Curve number = 74.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-3
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 8
Post DA-4 (Outfall 99-S)
Hydrograph type = SCS Runoff Peak discharge = 0.616 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 1,598 cuft
Drainage area = 0.098 ac Curve number = 72.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-4 (Outfall 99-S)
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 9
Post DA-1 > SF 1
Hydrograph type = Reservoir Peak discharge = 16.42 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 92,980 cuft
Inflow hyd. No. = 5 - Post DA-1 Max. Elevation = 654.46 ft
Reservoir name = SF1 Max. Storage = 52,804 cuft
Storage Indication method used.
Post DA-1 > SF 1
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 5 111111111 Total storage used = 52,804 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,08/30/2023
Hyd. No. 10
Outfall 99-N
Hydrograph type = Combine Peak discharge = 66.36 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 246,614 cuft
Inflow hyds. = 6, 7, 9 Contrib. drain. area = 11.210 ac
Outfall 99-N
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 _ 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 6 Hyd No. 7 Hyd No. 9

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Tuesday,08/29/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 64.6880 13.0000 0.9002
2 66.7847 12.4000 0.8642
3 0.0000 0.0000 0.0000
5 75.2703 13.0000 0.8421
10 71.9699 12.4000 0.8031
25 61.9247 11.0000 0.7384
50 56.4944 10.1000 0.6971
100 50.2401 9.0000 0.6526
File name:Concord IDF.IDF
Intensity= B/(Tc + D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.80 3.85 3.22 2.78 2.45 2.19 1.98 1.81 1.67 1.55 1.45 1.36
2 5.66 4.55 3.82 3.31 2.92 2.62 2.38 2.18 2.02 1.88 1.76 1.65
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 5.37 4.55 3.96 3.52 3.17 2.89 2.66 2.46 2.30 2.15 2.03
10 7.26 5.93 5.04 4.41 3.93 3.55 3.25 2.99 2.78 2.60 2.45 2.31
25 7.99 6.54 5.59 4.90 4.39 3.99 3.66 3.40 3.17 2.98 2.81 2.66
50 8.51 6.98 5.97 5.26 4.73 4.31 3.97 3.69 3.45 3.25 3.07 2.92
100 8.98 7.35 6.31 5.58 5.03 4.60 4.25 3.96 3.72 3.51 3.33 3.17
Tc=time in minutes.Values may exceed 60.
le name:Z:\23039 Mount Pleasant Propel Church\5.Engineering Calculations\4.Stormwater Calculations\Concord.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.90 3.50 0.00 4.40 5.10 6.00 6.80 7.60
SCS 6-Hr 2.06 0.00 0.00 3.09 0.00 4.21 4.72 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

Riprap

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: GAK Date: 8/24/2023
Checked By: NDB
Company: Daylight Engineering
Project Name: Mt. Pleasant Propel Church
Project No.: 23039.000
Site Location (City/Town) Mt. Pleasant
Culvert Id. FES-5B
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter. it is classified maxirmuum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 30
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 23.63 See 10 year Hydraulic Gradeline Calculation
results
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b.and determine dso riprap size and minimum apron length
(La). The d;. size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.

Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 16
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape Trapezoidal
Apron width at outlet end (ft.) 19 3
Step 4. Determine the maximum stone diameter:
d�.,x = 1.5 x d50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness_
Apron thickness = I.5 x d Use class B riprap
�"�3Y,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
RIP RAP CLASS MINIMUM MIDRANGE MAXIMUM
A 2 IN (0.17 FT) 4 IN (0.33 FT) 6 IN (0.5 FT)
B 5 IN (0.42 FT) 8 IN (0.67 FT) 12 IN (1 FT)
1 5 IN (0.42 FT) 10 IN (0.83 FT) 17 IN (1.42 FT)
2 9 IN (0.75 FT) 14 IN (1.17 FT) 23 IN (1.92 FT)
Step 6. Fit the riprap apron to the site by making it level for the minimum
length. La. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

3 0
• i
Outlet W • Do + La 90 I .
pipe
v I III - AO
diameter (Do) La _ 4 . .... ./ p
r
/ab ater , 0.5D. : . .: . .::: : .4
20 . , •
it-,
`r0,Ppo6l . . .. .. ... �. rill! lIlaII •, I I�I a
• ru.. a '.NnIIN
�03(° : ' eFri. •..D •Il it l� e , - ouN
, • ti . , , .
�O� 50
t i,
la=16 ll I �%. �.__ lu In
3, nor r : : :_:_1/1111
' I,:'.:.::.. ,� :r�,r' : : : •
I 1 Il i i11t 44,
it,
Ofill /l
I III I IIIII
N� - : : ::: : l `�. ,... 1 III :
...:.:�I�N I�:IIiIll1 i1I11� - .I.. .. ..� ,,. : ..; ,
AAII... i
20 IN I nN - ,1. •
,5..- d..�iili•,I NI dill i' J ' ® 3
111q"s .. :..: ....'•.: - •1�1•_ 'e'Ntl1dll 011i111N11111s ' : .. . . . cor'' '
OP
10 . ...: iIlil1! . ;,p- t , • •4-
_.t I = �- -.a �
0" 1 4IIIIIIII * 'II
NI Illllln • ill
fill O rea ',IN 2 "
1 R • II:11 li Ii I I I. ' MIIIIM rn
UI1IIIiIU
,: Ilil{�� '-11011
'' 11 : ::I ii711;��'- '. 111 �i " aiprriAlf ii'. y i'I 2
_75 i A I nunur a
N III -��� .. .... � ., �.;�_,�i [III
a dllfd II IIII000inp . CC
1�•- I IIIIIII IIIIIIN: v .. 20 Y .s � r!! � I�unulll �(nnnnnnIe • �� %il�,if��iNiilnuuiini IIIau11111 1 D
i v _ is • . . ... :.1 d50=0.5
v = 10 6," �'"
v _ s
I LI 23.63 cfs _ 0
3 5 10 20 53 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter)
Rev.12'93 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: GAK Date: 8/24/2023
Checked By: NDB
Company: Daylight Engineering
Project Name: Mt. Pleasant Propel Church
Project No.: 23039.000
Site Location (City/Town) Mt. Pleasant
Culvert Id. FES-1
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailw-ater condition.
If it is greater than half the pipe diameter. it is classified maxinnun condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a nurunnun tailw-ater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 15
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 9.12 See 10 year Stormwater Calculations
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b.and determine cis,;riprap size and minuuum apron length
(La). The d;c size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.

Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.4
Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 3.75 3.75
Apron shape Trapezoidal
Apron width at outlet end (ft.) 13 1
Step 4. Determine the maximum stone diameter:
dmax 1.5 x d50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.6 0
Step 5. Determine the apron thickness:
Apron thickness = 1.5 x d Use class B riprap
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
RIP RAP CLASS MINIMUM MIDRANGE MAXIMUM
A 2 IN (0.17 FT) 4 IN (0.33 FT) 6 IN (0.5 FT)
B 5 IN (0.42 FT) 8 IN (0.67 FT) 12 IN (1 FT)
1 5 IN (0.42 FT) 10 IN (0.83 FT) 17 IN (1.42 FT)
2 9 IN (0.75 FT) 14 IN (1.17 FT) 23 IN (1.92 FT)
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, La. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix S.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

3v.e
Outlet . W • D La
diae �1 . ... ... h
diameter (Do) ::: r
L. —� 80 .. �ir� 'r
i water 0.5Do ::: : 'e-l.r 4
iriiiii!Rllillliiii : , / •
lea``\\l 70.-.... i MIT lfll . . '`/!" .
o\P ,, _ .t_. . iulllllhifhll11 , ...el.4 '.Ad!
°\9‘r f _, , . . r 4 D e Iiniiil
44
." IIIII I
Si ' : :.. ., l ... I,1'nllll
IN
»...._....-.._ •• 1 0.•NUII
1a=12 . 44
,,_Xi
C i rrrWi Pul iIl I I• _ d • /"' ... 0.
'
i - : - .: ■ _.1 is �. .e 2 ' i : .:. dor
11119 -- - o , a ' 11!" .. ��� 3
rl
20 — 1`� mi. ■ 1' 1 11111 r
,, I lurl 1 11 1 all r0:�t
10-• pinmlr1��47:.I
i.. L,:;n • 011 M i f 1 ; v•�•'�==lrl /,1 ST
-'•!ljillilllt . lrJ ll • III '" . . I •,•
eAsa r' 11:Ill,; . m
0 I■ HMI Mfl I ■ --•_ p '' = •j .� ,�,� }I 2 N
i ! l i _
«r�''wum , 1
M p M INII'1Fi 1 III■
'1 OHM
11 I .. - .. .. i -. ....... y /ram :!rr d1l INIM'.ii ,��.i�r rl r n
ilH llil 1110111�� . ': 1 I r•I. .I . ,. • fi7 •10!` �lrl l.,, `/ 1.1'.•7111Nn1n
1 MI 11111 I I I�.. _ Il r., � i �� q! (13
.��,Iiii�rr�:.N1.1=,1 unu nuuu a.
IIM NI H
■illiPAhlil
_ .�� ,•.'IV -'�� P 1. Pair•illcil 1 Inlllllr -
1 ■�111NN�I'p„II t' .. , ._ , �Ji f'!i! 1i! IIIIII1= II{ilOIIIM .„,
•• t: . 20: It �� �P �1� ,( .I Illfihl1i1llifiillii,5 V d a/�� /� d /
II w�- nun 1 �
. t' 1 v 1 15 ii �� �r/r d50=0.4 11
. v= 10 ��r-
.. .witl/rr
1
3 5 10 20 50 100 200 500 1000
9.12 cfs 1 Discharge(tt3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(T.<0.5 diameter)
Rev.1293 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: GAK Date: 8/24/2023
Checked By: NDB
Company: Daylight Engineering
Project Name: Mt. Pleasant Propel Church
Project No.: 23039.000
Site Location (City/Town) Mt. Pleasant
Culvert Id. FES-11
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter. it is classified maximum m condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum um tailwater condition unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 15
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 8.85 See 10 year Hydraulic Gradeline Calculation
results
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b.and determine dso riprap size and minimum apron length
(La). The d;. size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.

Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.4
Minimum apron length, La (ft.) 11
Apron width at pipe outlet (ft.) 3.75 3.75
Apron shape Trapezoidal
Apron width at outlet end (ft.) 12 1
Step 4. Determine the maximum stone diameter:
d ,x = 1.5xd50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.6 0
Step 5. Determine the apron thickness:
Apron thickness = 1.5 x dI'13Y. Use class B riprap
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
RIP RAP CLASS MINIMUM MIDRANGE MAXIMUM
A 2 IN (0.17 FT) 4 IN (0.33 FT) 6 IN (0.5 FT)
B 5 IN (0.42 FT) 8 IN (0.67 FT) 12 IN (1 FT)
1 5 IN (0.42 FT) 10 IN (0.83 FT) 17 IN (1.42 FT)
2 9 IN (0.75 FT) 14 IN (1.17 FT) 23 IN (1.92 FT)
Step 6. Fit the riprap apron to the site by making it level for the minimum
length. La. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonic locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfills exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

370
4
Outlet W • Do + La 0 ,...........�_ . .
pipe
�i i: . + ti�
diameter (Do) ' ' `
80 � I
iiiiiti iwater < 0.5D0 !flJ! , r//
r ,I•.I,II,► •r
g(9 i. , ::: : :::._ . . , . .. ... ,. • l�. rrl P.
• .
I+I "1
• ,
1:Mir
13111
• . I argilI o I I1d.4
' ' * 011 0
I'P ! !!
1E11 El : .
r rm • 1 lu � 3
1n�r I= III � N.�r 1 '401( .��.�.1I
,.. .-. Inn Ilnll,�. .11y!` ov
•
i0-.. ,,. - nniG n
r11 hr, JAlr I �' r-
Inll
t IC�III
0 um 1111 IIIM ` .. .. � � � ,1 � i•• �:.2 (A
..l=IIIIi11111111111E1.1111311111 l Is d /.A ,._1rr1�r1�1iiI�1 1 1 r11111 ji� �i :i ,;Ill I f- I h, •1 I,,, •,• .�pror or.".).. , : :::1 7
111 1 �ILIIY . ` .1 _z5 -• •- --.- n
a 111l ,: .. 1 1 I I .:: :. .. Imo . : :::::.
v: is ; N�_�i/ -` ,,. .f d50=0.40
v - 104 - i '
. I.
, • 0
3 5 10 20 50 100 200 500 1000
8.83cfs Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(T.<0.5 dameter)
Rev.12 93 8.06.3

Appendix

Table 4: HSGs for North Carolina Soil Types *
Urban areas runoff curve numbers fro SCS method (SCS 1986)
Cover Description Curve Number by HSG
A B f C D
Fully developed urban areas
Open Space (lawns, parks,golf courses, etc.)
Poor Condition (<50%Grass Cover) 68 79 86 89
Fair Condition (50%to 75%Grass Cover) 49 69 79 84
Good Condition (>75%Grass Cover) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.) 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers 98 98 98 98
Paved; open ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Developing Urban Areas
Newly graded areas 77 86 91 94
_ Pasture (<50%ground cover or heavily grazed) 68 79 86 89
_ Pasture (50%to 75%ground cover or not heavily grazed) 49 69 79 84
_ Pasture (>75%ground cover or lightly) 39 61 74 80
Meadow-continuous grass, protected from grazing and
generally mowed for hay 30 58 71 78
_ Brush (<50%ground cover) 48 67 77 83
Brush (50%to 75% ground cover) 35 56 70 77
Brush (>75%ground cover) 30 48 65 73
Woods (forest liter,small trees, and brush destroyed by heavy
grazing or regular burning 45 66 77 83
Woods (Woods are grazed but not burned, and some forrest
litter covers the soil) 36 60 73 79
Woods (Woods are protected from grazing, and litter and brush
adequately cover the soil) 30 55 70 77
*Table taken from NCDEQ Sormwater Design Manual Part B: Calculations Guidance, revised 3/5/2017

Hydrologic Soil Group—Cabarrus County, North Carolina 3
N
a
8
m
548900 549200 549500 549800 550100 550400 550700 551000 551300 551600 35°24'54"N 1 Q M 35°24'54"N
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35°23'53"N 1:2 °§ 35°23'53"N
548900 549200 549500 549800 550100 550400 550700 551000 551300 551600
3 3
N Map Scale:1:13,200 if printed on A landscape(11"x 8.5")sheet iq
Meters
8 N 0 150 300 600 900 8
A
0 500 1000 2000 3000
Map projection:Web Mercator Corner coordinates:WG584 Feet
Edge tics:UTM Zone 17N WGS84
UuNatural Resources Web Soil Survey 8/21/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cabarrus County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Cabarrus County, North Carolina
Survey Area Data: Version 22,Sep 7,2022
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Mar 13,2022—May
Soil Rating Points 9,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 8/21/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group-Cabarrus County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaD Badin channery silt C 0.4 0.1%
loam,8 to 15 percent
slopes
CcD2 Cecil sandy clay loam,8 B 7.2 1.1%
to 15 percent slopes,
moderately eroded
CeB Cecil-Urban land B 17.7 2.6%
complex,2 to 10
percent slopes
ChA Chewacla sandy loam,0 B/D 54.5 8.1%
to 2 percent slopes,
frequently flooded
CuB2 Cullen clay loam,2 to 8 B 111.6 16.6%
percent slopes,
moderately eroded
CuD2 Cullen clay loam,8 to 15 B 30.9 4.6%
percent slopes,
moderately eroded
EnB Enon sandy loam,2 to 8 C 111.9 16.6%
percent slopes
EnD Enon sandy loam,8 to C 218.8 32.5%
15 percent slopes
EoB Enon-Urban land C 10.5 1.6%
complex,2 to 10
percent slopes
MeD Mecklenburg loam,8 to C 4.9 0.7%
15 percent slopes
MkB Mecklenburg-Urban land C 41.1 6.1%
complex,2 to 10
percent slopes
PoF Poindexter loam, 15 to C 54.1 8.0%
45 percent slopes
SfB Sedgefield sandy loam, CID 5.5 0.8%
2 to 8 percent slopes
VaB Vance sandy loam,2 to C 1.6 0.2%
8 percent slopes
VaD Vance sandy loam,8 to C 2.3 0.3%
15 percent slopes
W Water 0.3 0.0%
Totals for Area of Interest 673.3 100.0%
USDA Natural Resources Web Soil Survey 8/21/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 8/21/2023
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