SW3241001_Design Calculations_20241022

Storm Water and Erosion Control Calculations
Marshville Lake Park
E Highway 74
Marshville, NC 28103 0•' (N CAR,,,,,iti,,
�oFEs
Prepared For: - AL
Town of Marshville = 053444
August 1, 2024 cqN R.—• s •
Project No. 17000417.01
Corporate Certifications:
NC: F-1320
Alfred Benesch &Company
2359 Perimeter Pointe Pkwy, Suite 350
Charlotte, NC 28208
www.benesch.com
benesch
Copyright 2022,of Alfred Benesch&Company.All rights reserved.This plan and design content is the
property of Alfred Benesch&Company.Use,reuse,reproduction or modification of this plan or design
information.or any part thereof.is strictly prohibited.except by written permission of this firm.

TABLE OF CONTENTS
SECTION 1: NARRATIVE
1.1 - Project Description
1.2 -Topography& Drainage
1.3 - Erosion and Sedimentation Control Plan
1.4 - Post-Construction Stormwater Management
1.5 - Soils
1.6 - Model Parameters/Analysis
SECTION 2: EROSION AND SEDIMENTATION CONTROL CALCULATIONS
2.1 -Temporary Skimmer Basin Calculations
2.2 - Emergency Spillway Modeling
2.3 -Temporary Diversion Ditch Modeling— Pre and Post
2.4 - North American Green Channel Analysis
2.5 - Riprap Calculations
SECTION 3: STORM DRAINAGE CALCULATIONS
3.1 - Marshville IDF Table
3.2 - Closed Conduit Calculations—Conduit Table
3.3 - Curb Outlet Modeling
3.4 - Swale Capacity Modeling
3.5 - North American Green Channel Analysis
SECTION 4: APPENDIX
4.1 - USGS Topographic Map
4.2 - Web Soil Survey Hydrologic Soils Map
4.3 - Precipitation Intensity
4.4 - Drainage Area Maps (SEE PLAN SET)
h benesch
Marshville Lake Park I 1

SECTION 1
NARRATIVE

1.1 - PROJECT DESCRIPTION
This project consists of the construction of a public park east of Marshville Lake. The Lake is currently
named Stegall Lake, though the owner is in the process of changing the name to Marshville Lake. The
park will include a new playground, asphalt trail, gravel parking lot with access road, restroom &
shelter building, dock improvements, septic system, and public roadway improvements to provide site
access. The project is in Marshville, North Carolina, and will be constructed on tax parcel 02086005D.
The Town of Marshville owns the property. The site currently contains an existing gravel drive which
will be replaced, a small shed with a deck which is to be demolished, and an existing larger shed on the
south side of the site which will remain. The total denuded area will be approximately 4.32 acres.
1.2-TOPOGRAPHY AND DRAINAGE
The site has two high points, each with its own existing shed constructed on top. Both high points are
located on the west side of the site, one closer to the north side of the parcel and the other closer to
the south.To the west of these high points, the topography slopes down to Marshville Lake. To the
east, the topography slopes down to a ditch, which conveys drainage south and is located
approximately at the property line of tax parcel 02086006, owned by Mary Donna Bakery Williams.
This project will not affect the neighboring parcel. Drainage ultimately ends up in Lick Branch.
1.3 - EROSION AND SEDIMENTATION CONTROL PLAN
Proposed erosion and sedimentation control on this project will be primarily handled by a skimmer
basin, diversion ditches, and silt fence with stone opening in the initial stages of construction. Inlet
protection and temporary filter berm basins will be added once the site is constructed to final grade.
Smaller areas that cannot be diverted to the basin will be captured by silt fence with stone openings.
Matting will be installed on all slopes 3:1 or greater. Peak flows were calculated using Rational Method
(Marshville IDF curve for 10-year frequency). Design of erosion control measures was completed using
Benesch's spreadsheets based on methods outlined in the NCDEQ Erosion and Sedimentation Control
Design Manual.
1.4 - POST-CONSTRUCTION STORMWATER MANAGEMENT
Proposed stormwater management for this project will be accomplished by utilizing drainage ditches,
curb outlets, drop inlets, storm sewer, culverts, and riprap outlet aprons. Drainage will be conveyed to
the ditch along the eastern edge of the property. This project is using low density design principles, and
therefore on-site stormwater detention and treatment will not be utilized.
1.5-SOILS
The NRCS Web Soil Survey indicates that soils on the site are as follows:
• Badin channery silt loam • Cid channery silt loam, 1 to 5
(BaB), 2 to 8% slopes percent slopes
4 benesch
Marshville Lake Park 12

1.6- MODEL PARAMETERS/ANALYSIS
Capacity analysis for proposed on-site stormwater conveyance system design was done using the
Rational Method (10-year frequency). Model analysis and results for the closed conduit storm
conveyance system were generated by Autodesk's Storm Sewers software. The time of concentration
values were determined by user input. Ditch capacity and curb outlet capacity were evaluated using
Express Tools in Civil 3D. Soil stability was verified with NA Green's online analysis tools.
benesch
Marshville Lake Park 13

SECTION 2
EROSION AND SEDIMENTATION CONTROL CALCULATIONS

TEMPORARY SKIMMER BASIN 1
PROJECT NAME: MARSHVILLE LAKE PARK BY: Benesch
PROJECT NUMBER: 17000417 DATE: 8.15.24
REV
THE SKIMMER SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL,SECTION 6.64
Pre Post
DISTURBED AREA= 2.15 ac. 2.32 ac.
DRAINAGE AREA= 2.24 ac. 2.41 ac.
USED:2.41 ac.
REQ'D BASIN VOL.= DISTURBED AREA X 1800 cf/ac
=4,176 cf
BASIN STAGE/STORAGE: (NOTE:MAX.FILL HEIGHT=5')
ELEV. CONTOUR AREA AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
486 1553 1553 0 0 0
487 2334 2334 1944 1944 1944
488 3155 3155 2745 2745 4688
489 4111 4111 3633 3633 8321
490 5108 5108 4610 4610 12931
0 0 0 0
DETERMINE ELEV.OF SEDIMENT STORAGE: ELEV. VOLUME(cf)
487 1944
X 4176 X=487.81
488 4688 H=1.81 ft
PEAK FLOW: Qp=CcI2A WHERE:Ito= 7.81 in/hr(10 YEAR STORM) 5 min TC
Qp=9.41 cfs A= 0.00 ac.GRASS C=0.30
A= 2.41 ac.BARE SOIL C=0.50
A= 0.00 ac.WOODS C=0.25
A= 0.00 ac.BLDG/PVM'T C=0.95
A= 2.41 ac.TOTAL Cc=0.50
DETERMINE REQ'D SURFACE AREA:
Qio=CclioA= 9.41 cfs
AR=325 sf/cfs x Q10
AR=3,059 sf
DETERMINE SURFACE AREA ELEV.OF THE 10 YR RAINFALL AREA(sf)
486 1553
X 3059 X= 487.93
487 2334 H=1.93 ft
DEPTH OF SEDIMENT STORAGE(H)BASED ON VOL.REQUIREMENT= 1.81 ft
DEPTH OF SEDIMENT STORAGE(H)BASED ON AREA REQUIREMENT= 1.93 ft
USE H=2.00
SKIMMER SIZING:
Required Volume= 4,176 cf
Min.Dewatering Time(days)= 2.0 days
Optimal Skimmer Size= 2"
Orifice Area Required(sq.in.)= 1.9 sq.in.
Skimmer Orifice Size(RADIUS)= 0.8"
Skimmer Orifice Size(DIAMETER)= 1.5,.
Provided Volume= 4,688 cf
Dewatering Time(days)= 2 days (5 days max.,3 days optimal)
From Faircloth Skimmer Design
Manual 11/07 Skimmer Orifice Size(in)
Skimmer Size 1.5 960 cf
(inches) :ap./Day(cf) Head(ft) 2.0 1,123 cf
1.5 1,728 0.125 2.5 1,270 cf
2.0 3,283 0.167 3.0 1,382 cf
2.5 6,234 0.208 4.0 1,601 cf
3.0 9,774 0.25 5.0 1,642 cf
4.0 20,109 0.333 6.0 1,814 cf
5.0 32,832 4"head 0.333 8.0 1,987 cf
6.0 51,840 5"head 0.417
8.0 97,978 6"head 0.5
Page 1 of 2

EMERGENCY SPILLWAY:
DESIGN FLOW:Qe=Qia WHERE Q10=9.41 cfs
Qe=9.41 cfs
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He[Qe/(C x L)]213 WHERE:C= 2.7
LENGTH HEAD(He)
10 ft 0.49 ft
15 ft 0.38 ft
20 ft 0.31 ft
25 ft 0.27 ft
30 ft 0.24 ft
USE 10 ft SPILLWAY, He 0.49 ft
TEMPORARY SKIMMER BASIN 1 SUMMARY
Plan View
Info I
frM saze 5
O •nr` tu
E—
MIN. �.
�f I.
- OW
--
J
Emergemy
sP111way
wldthW a dcLra' ' L ��
•Area of lain water ewfrce a Baffles
fop of prvKryN spillway elevation W=5'MIN.
structure
Refnez f•Fr'°mod Emba�me�f
\ — Z 5 -, ♦ _- M FT_1.5'
c•Ri
li I IN
•
Oewaferin. Ir
SCID -
- -P
f5edimenl Cr.,5...0n ANTI-SEEP
z oruge zone View COLLAR
Detail Information:
6"min Freeboard
Spill.Eev
(ft.) (ft.)
0.50 1.01
DATA BLOCK(for plans)
BASIN DRAINAGE DENUDED Q10 BASIN VOLUME BASIN SURFACE AREA
AREA AREA REQ'D PROV. REQ'D PROV.
(AC) (AC) (CFS) (CF) (CF) (SF) (SF)
1 2.41 ac. 2.32 ac. 9.41 cfs 4176 4688 3059 3155
CLEANOUT H Z L T W SKIMMER SKIMMER
DEPTH(H/2) PIPE DIAM ORIFICE DIA.
(FT) (FT) (FT) (FT) (FT) (FT) (IN) (IN)
1.00 2.00 4.00 10 1.50 5 2.0 1.5
Page 2 of 2

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 16 2024
Skimmer Emergency Spillway
Trapezoidal Highlighted
Bottom Width (ft) = 10.00 Depth (ft) = 0.33
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 9.590
Total Depth (ft) = 1.50 Area (sqft) = 3.63
Invert Elev (ft) = 486.50 Velocity (ft/s) = 2.64
Slope (%) = 1.00 Wetted Perim (ft) = 12.09
N-Value = 0.025 Crit Depth, Yc (ft) = 0.30
Top Width (ft) = 11.98
Calculations EGL (ft) = 0.44
Compute by: Known Q
Known Q (cfs) = 9.59
Elev (ft) Section Depth (ft)
489.00 2.50
488.50 2.00
488.00 1.50
487.50 I - - 1.00
487.00 - 0.50
V
486.50 0.00
486.00 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

TEMPORARY DIVERSION DITCH CALCULATIONS - PRE
PROJECT NAME: Marshville Lake BY: Benesch
PROJECT NUMBER: 17000417.01 DATE: 2024.07.16
REV
THE FOLLOWING TABLE IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.20
Simplicity value for C assumed
10 Year Intensity Value (i): 7.81 actively graded bare soil: 0.50
(cfs) Q: = C x i x A No product necessary means seeding only
Temporary Ditch Area Elevation Min. Slope Q- Flow V-Velocity
Number Acers Length (LF) High/Low / Product
( ) (cfs) (ft/s)
Ditch #1 1.94 448 497.00/486.36 0.50 7.59 3.25 No Product Necessary

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 16 2024
Diversion Ditch #1 Pre
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.89
Total Depth (ft) = 1.00 Q (cfs) = 7.590
Area (sqft) = 2.38
Invert Elev (ft) = 486.30 Velocity (ft/s) = 3.19
Slope (%) = 0.50 Wetted Perim (ft) = 5.63
N-Value = 0.018 Crit Depth, Yc (ft) = 0.84
Top Width (ft) = 5.34
Calculations EGL (ft) = 1.05
Compute by: Known Q
Known Q (cfs) = 7.59
Elev (ft) Section Depth (ft)
488.00 I 1.70
•
487.50 1.20
'
•
::::
•
•
•
•
•
•
0.20
•
•
•
•
•
•
•
•
486.00 -0.30
•
•
•
485.50 -0.80
0 1 2 3 4 5 6 7 8
Reach (ft)

TEMPORARY DIVERSION DITCH CALCULATIONS - POST
PROJECT NAME: Marshville Lake BY: Benesch
PROJECT NUMBER: 17000417.01 DATE: 2024.07.16
REV
THE FOLLOWING TABLE IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.20
Simplicity value for C assumed
10 Year Intensity Value (i): 7.81 actively graded bare soil: 0.50
(cfs) Q: = C x i x A No product necessary means seeding only
Temporary Ditch Area Elevation Min. Slope Q- Flow V-Velocity
Length (LF) Product
Number (Acers) High/Low Low % (cfs) (ft/s)Ditch #1 0.64 448 497.00/486.36 0.50 2.50 2.39 No Product Necessary
Ditch #2 0.31 176 497.60/492.49 1.80 1.21 2.56 No Product Necessary
Ditch #3 0.14 147 500.00/495.70 2.93 0.55 3.18 No Product Necessary
Ditch #4 0.13 77 496.78/495.72 1.37 0.51 2.33 No Product Necessary
Ditch #5 0.13 77 496.78/495.72 1.37 0.51 2.33 No Product Necessary
Ditch #6 0.07 17 496.00/495.67 1.99 0.27 2.25 No Product Necessary
Ditch #7 0.25 54 493.00/491.85 2.05 0.98 3.19 No Product Necessary

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Diversion Ditch #1 Post
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.59
Total Depth (ft) = 1.00 Q (cfs) = 2.500
Area (sqft) = 1.04
Invert Elev (ft) = 486.30 Velocity (ft/s) = 2.39
Slope (%) = 0.50 Wetted Perim (ft) = 3.73
N-Value = 0.018 Crit Depth, Yc (ft) = 0.54
Top Width (ft) = 3.54
Calculations EGL (ft) = 0.68
Compute by: Known Q
Known Q (cfs) = 2.50
Elev (ft) Section Depth (ft)
488.00 1.70
487.50 1.20
487.00 0.70
486.50 0.20
486.00 -0.30
485.50 -0.80
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Diversion Ditch #2 Post
Triangular Highlighted
Side Slopes (z:1) = 7.00, 7.00 Depth (ft) = 0.26
Total Depth (ft) = 1.00 Q (cfs) = 1.210
Area (sqft) = 0.47
Invert Elev (ft) = 492.00 Velocity (ft/s) = 2.56
Slope (%) = 1.80 Wetted Perim (ft) = 3.68
N-Value = 0.018 Crit Depth, Yc (ft) = 0.29
Top Width (ft) = 3.64
Calculations EGL (ft) = 0.36
Compute by: Known Q
Known Q (cfs) = 1.21
Elev (ft) Section Depth (ft)
494.00 2.00
•
493.50 - 1.50
•
•
493.00 •
1.00
•
492.50 • •
0.50
•
•
492.00 • •
0.00
•
491.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Diversion Ditch #3 Post
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.550
Area (sqft) = 0.17
Invert Elev (ft) = 496.00 Velocity (ft/s) = 3.18
Slope (%) = 2.93 Wetted Perim (ft) = 1.52
N-Value = 0.018 Crit Depth, Yc (ft) = 0.30
Top Width (ft) = 1.44
Calculations EGL (ft) = 0.40
Compute by: Known Q
Known Q (cfs) = 0.55
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Diversion Ditch #4 Post
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.27
Total Depth (ft) = 1.00 Q (cfs) = 0.510
Area (sqft) = 0.22
Invert Elev (ft) = 496.00 Velocity (ft/s) = 2.33
Slope (%) = 1.37 Wetted Perim (ft) = 1.71
N-Value = 0.018 Crit Depth, Yc (ft) = 0.29
Top Width (ft) = 1.62
Calculations EGL (ft) = 0.35
Compute by: Known Q
Known Q (cfs) = 0.51
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Diversion Ditch #5 Post
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.27
Total Depth (ft) = 1.00 Q (cfs) = 0.510
Area (sqft) = 0.22
Invert Elev (ft) = 496.00 Velocity (ft/s) = 2.33
Slope (%) = 1.37 Wetted Perim (ft) = 1.71
N-Value = 0.018 Crit Depth, Yc (ft) = 0.29
Top Width (ft) = 1.62
Calculations EGL (ft) = 0.35
Compute by: Known Q
Known Q (cfs) = 0.51
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
0
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Diversion Ditch #6 Post
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.270
Area (sqft) = 0.12
Invert Elev (ft) = 496.00 Velocity (ft/s) = 2.25
Slope (%) = 1.99 Wetted Perim (ft) = 1.26
N-Value = 0.018 Crit Depth, Yc (ft) = 0.22
Top Width (ft) = 1.20
Calculations EGL (ft) = 0.28
Compute by: Known Q
Known Q (cfs) = 0.27
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 16 2024
Diversion Ditch #7 Post
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.32
Total Depth (ft) = 1.00 Q (cfs) = 0.980
Area (sqft) = 0.31
Invert Elev (ft) = 493.00 Velocity (ft/s) = 3.19
Slope (%) = 2.07 Wetted Perim (ft) = 2.02
N-Value = 0.018 Crit Depth, Yc (ft) = 0.37
Top Width (ft) = 1.92
Calculations EGL (ft) = 0.48
Compute by: Known Q
Known Q (cfs) = 0.98
Elev (ft) Section Depth (ft)
495.00 2.00
494.50 - 1.50
494.00 1.00
493.50 0.50
493.00 0.00
492.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#1 Pre
Name Diversion Ditch#1 Pre
Discharge 7.59
Channel Slope 0.0374
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 54
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C125BN Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 2.8 lbs/ft2 1.41 lbs/ft2 1.99 STABLE D
Unvegetated
Underlying Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 2.05 lbs/ft2 0.67 lbs/ft2 3.07 STABLE D
Substrate
C125BN Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 2.8 lbs/ft2 1.48 lbs/ft2 1.9 STABLE D
Unvegetated
Underlying Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 2.05 lbs/ft2 0.7 Ibs/ft2 2.93 STABLE D
Substrate
S150BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.9 lbs/ft2 1.41 lbs/ft2 1.35 STABLE D
Unvegetated
Underlying Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.39 lbs/ft2 0.67 Ibs/ft2 2.09 STABLE D
Substrate
S150BN Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.9 lbs/ft2 1.48 Ibs/ft2 1.29 STABLE D
Unvegetated
Underlying Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.39 lbs/ft2 0.7 Ibs/ft2 1.99 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 2 lbs/ft2 1.41 lbs/ft2 1.42 STABLE D
Unvegetated
Underlying Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.47 lbs/ft2 0.67 lbs/ft2 2.2 STABLE D
Substrate
SC150BN Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 2 lbs/ft2 1.48 lbs/ft2 1.35 STABLE D
Unvegetated
Underlying Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.47 lbs/ft2 0.7 lbs/ft2 2.09 STABLE D
Substrate
S75BN

Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.6 Ibs/ft2 1.41 lbs/ft2 1.14 STABLE D
Unvegetated
Underlying Straight 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.17 lbs/ft2 0.67 Ibs/ft2 1.76 STABLE D
Substrate
S75BN Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.6 lbs/ft2 1.48 Ibs/ft2 1.08 STABLE D
Unvegetated
Underlying Bend 7.59 cfs 6.93 ft/s 0.6 ft 0.018 1.17 lbs/ft2 0.7 Ibs/ft2 1.67 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#1 Post
Name Diversion Ditch#1 Post
Discharge 2.5
Channel Slope 0.0374
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 54
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 2.8 Ibs/ft2 0.93 Ibs/ft2 3.01 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 2.05 Ibs/ft2 0.44 lbs/ft2 4.65 STABLE D
Substrate
C125BN Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 2.8 Ibs/ft2 0.98 Ibs/ft2 2.87 STABLE D
Unvegetated
Underlying Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 2.05 Ibs/ft2 0.46 Ibs/ft2 4.43 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.9 Ibs/ft2 0.93 Ibs/ft2 2.05 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.39 Ibs/ft2 0.44 lbs/ft2 3.16 STABLE D
Substrate
S150BN Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.9 Ibs/ft2 0.98 Ibs/ft2 1.95 STABLE D
Unvegetated
Underlying Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.39 Ibs/ft2 0.46 Ibs/ft2 3.01 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 2 Ibs/ft2 0.93 Ibs/ft2 2.15 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.47 Ibs/ft2 0.44 lbs/ft2 3.32 STABLE D
Substrate
SC150BN Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 2 Ibs/ft2 0.98 Ibs/ft2 2.05 STABLE D
Unvegetated
Underlying Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.47 Ibs/ft2 0.46 Ibs/ft2 3.17 STABLE D
Substrate
S75BN

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.6 lbs/ft2 0.93 Ibs/ft2 1.72 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.17 lbs/ft2 0.44 lbs/ft2 2.66 STABLE D
Substrate
S75BN Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.6 lbs/ft2 0.98 lbs/ft2 1.64 STABLE D
Unvegetated
Underlying Bend 2.5 cfs 5.25 ft/s 0.4 ft 0.018 1.17 lbs/ft2 0.46 lbs/ft2 2.53 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#2 Post
Name Diversion Ditch#2 Post
Discharge 1.21
Channel Slope 0.0394
Channel Bottom Width 0
Left Side Slope 7
Right Side Slope 7
Existing Bend Radius 122.6
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 2.8 Ibs/ft2 0.53 lbs/ft2 5.27 STABLE D
Unvegetated
Underlying Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 2.05 Ibs/ft2 0.26 Ibs/ft2 7.79 STABLE D
Substrate
C125BN Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 2.8 lbs/ft2 0.56 Ibs/ft2 5.02 STABLE D
Unvegetated
Underlying Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 2.05 Ibs/ft2 0.28 Ibs/ft2 7.42 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.9 lbs/ft2 0.53 lbs/ft2 3.57 STABLE D
Unvegetated
Underlying Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.39 Ibs/ft2 0.26 lbs/ft2 5.29 STABLE D
Substrate
S150BN Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.9 Ibs/ft2 0.56 Ibs/ft2 3.4 STABLE D
Unvegetated
Underlying Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.39 Ibs/ft2 0.28 Ibs/ft2 5.04 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 2 Ibs/ft2 0.53 Ibs/ft2 3.76 STABLE D
Unvegetated
Underlying Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.47 Ibs/ft2 0.26 lbs/ft2 5.57 STABLE D
Substrate
SC150BN Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 2 Ibs/ft2 0.56 Ibs/ft2 3.58 STABLE D
Unvegetated
Underlying Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.47 Ibs/ft2 0.28 Ibs/ft2 5.3 STABLE D
Substrate
S75BN

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.6 lbs/ft2 0.53 lbs/ft2 3.01 STABLE D
Unvegetated
Underlying Straight 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.17 lbs/ft2 0.26 lbs/ft2 4.45 STABLE D
Substrate
S75BN Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.6 lbs/ft2 0.56 lbs/ft2 2.87 STABLE D
Unvegetated
Underlying Bend 1.21 cfs 3.69 ft/s 0.22 ft 0.018 1.17 lbs/ft2 0.28 lbs/ft2 4.24 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#3 Post
Name Diversion Ditch#3 Post
Discharge 0.55
Channel Slope 0.0293
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 32
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 2.8 Ibs/ft2 0.43 lbs/ft2 6.49 STABLE D
Unvegetated
Underlying Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 2.05 Ibs/ft2 0.2 Ibs/ft2 10.03 STABLE D
Substrate
C125BN Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 2.8 lbs/ft2 0.45 Ibs/ft2 6.18 STABLE D
Unvegetated
Underlying Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 2.05 Ibs/ft2 0.21 Ibs/ft2 9.55 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.9 lbs/ft2 0.43 lbs/ft2 4.41 STABLE D
Unvegetated
Underlying Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.39 Ibs/ft2 0.2 lbs/ft2 6.8 STABLE D
Substrate
S150BN Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.9 Ibs/ft2 0.45 Ibs/ft2 4.2 STABLE D
Unvegetated
Underlying Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.39 Ibs/ft2 0.21 Ibs/ft2 6.48 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 2 Ibs/ft2 0.43 Ibs/ft2 4.64 STABLE D
Unvegetated
Underlying Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.47 Ibs/ft2 0.2 lbs/ft2 7.16 STABLE D
Substrate
SC150BN Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 2 Ibs/ft2 0.45 Ibs/ft2 4.42 STABLE D
Unvegetated
Underlying Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.47 Ibs/ft2 0.21 Ibs/ft2 6.82 STABLE D
Substrate
S75BN

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.6 lbs/ft2 0.43 lbs/ft2 3.71 STABLE D
Unvegetated
Underlying Straight 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.17 lbs/ft2 0.2 lbs/ft2 5.73 STABLE D
Substrate
S75BN Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.6 lbs/ft2 0.45 lbs/ft2 3.53 STABLE D
Unvegetated
Underlying Bend 0.55 cfs 3.28 ft/s 0.24 ft 0.018 1.17 lbs/ft2 0.21 lbs/ft2 5.46 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#4 Post
Name Diversion Ditch#4 Post
Discharge 0.51
Channel Slope 0.0137
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 184
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.8 Ibs/ft2 0.23 lbs/ft2 12.39 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.05 Ibs/ft2 0.11 Ibs/ft2 19.13 STABLE D
Substrate
C125BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.8 lbs/ft2 0.24 Ibs/ft2 11.8 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.05 Ibs/ft2 0.11 Ibs/ft2 18.22 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.9 lbs/ft2 0.23 lbs/ft2 8.41 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.39 Ibs/ft2 0.11 lbs/ft2 12.98 STABLE D
Substrate
S150BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.9 Ibs/ft2 0.24 Ibs/ft2 8.01 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.39 Ibs/ft2 0.11 Ibs/ft2 12.36 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2 Ibs/ft2 0.23 Ibs/ft2 8.85 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.47 Ibs/ft2 0.11 lbs/ft2 13.67 STABLE D
Substrate
SC150BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2 Ibs/ft2 0.24 Ibs/ft2 8.43 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.47 Ibs/ft2 0.11 Ibs/ft2 13.01 STABLE D
Substrate
S75BN

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.6 lbs/ft2 0.23 lbs/ft2 7.08 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.17 lbs/ft2 0.11 lbs/ft2 10.93 STABLE D
Substrate
S75BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.6 lbs/ft2 0.24 lbs/ft2 6.74 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.17 lbs/ft2 0.11 lbs/ft2 10.41 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#5 Post
Name Diversion Ditch#5 Post
Discharge 0.51
Channel Slope 0.0137
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 184
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.8 Ibs/ft2 0.23 lbs/ft2 12.39 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.05 Ibs/ft2 0.11 Ibs/ft2 19.13 STABLE D
Substrate
C125BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.8 lbs/ft2 0.24 Ibs/ft2 11.8 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2.05 Ibs/ft2 0.11 Ibs/ft2 18.22 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.9 lbs/ft2 0.23 lbs/ft2 8.41 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.39 Ibs/ft2 0.11 lbs/ft2 12.98 STABLE D
Substrate
S150BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.9 Ibs/ft2 0.24 Ibs/ft2 8.01 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.39 Ibs/ft2 0.11 Ibs/ft2 12.36 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2 Ibs/ft2 0.23 Ibs/ft2 8.85 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.47 Ibs/ft2 0.11 lbs/ft2 13.67 STABLE D
Substrate
SC150BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 2 Ibs/ft2 0.24 Ibs/ft2 8.43 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.47 Ibs/ft2 0.11 Ibs/ft2 13.01 STABLE D
Substrate
S75BN

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.6 lbs/ft2 0.23 lbs/ft2 7.08 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.17 lbs/ft2 0.11 lbs/ft2 10.93 STABLE D
Substrate
S75BN Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.6 lbs/ft2 0.24 lbs/ft2 6.74 STABLE D
Unvegetated
Underlying Bend 0.51 cfs 2.42 ft/s 0.26 ft 0.018 1.17 lbs/ft2 0.11 lbs/ft2 10.41 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#6 Post
Name Diversion Ditch#6 Post
Discharge 0.27
Channel Slope 0.0199
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 2.8 lbs/ft2 0.24 Ibs/ft2 11.67 STABLE D
Unvegetated
Underlying Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 2.05 Ibs/ft2 0.11 Ibs/ft2 18.03 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 1.9 Ibs/ft2 0.24 Ibs/ft2 7.92 STABLE D
Unvegetated
Underlying Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 1.39 Ibs/ft2 0.11 Ibs/ft2 12.23 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 2 lbs/ft2 0.24 Ibs/ft2 8.34 STABLE D
Unvegetated
Underlying Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 1.47 Ibs/ft2 0.11 lbs/ft2 12.88 STABLE D
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 1.6 Ibs/ft2 0.24 Ibs/ft2 6.67 STABLE D
Unvegetated
Underlying Straight 0.27 cfs 2.37 ft/s 0.19 ft 0.018 1.17 Ibs/ft2 0.11 lbs/ft2 10.3 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Diversion Ditch#7 Post
Name Diversion Ditch#7 Post
Discharge 0.98
Channel Slope 0.0328
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 2.8 lbs/ft2 0.59 lbs/ft2 4.77 STABLE D
Unvegetated
Underlying Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 2.05 lbs/ft2 0.28 lbs/ft2 7.36 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 1.9 lbs/ft2 0.59 lbs/ft2 3.23 STABLE D
Unvegetated
Underlying Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 1.39 lbs/ft2 0.28 lbs/ft2 4.99 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 2 lbs/ft2 0.59 lbs/ft2 3.4 STABLE D
Unvegetated
Underlying Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 1.47 lbs/ft2 0.28 lbs/ft2 5.26 STABLE D
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 1.6 lbs/ft2 0.59 lbs/ft2 2.72 STABLE D
Unvegetated
Underlying Straight 0.98 cfs 3.96 ft/s 0.29 ft 0.018 1.17 lbs/ft2 0.28 lbs/ft2 4.21 STABLE D
Substrate

SECTION 3
STORM DRAINAGE CALCULATIONS

RIP RAP OUTLET PROTECTION
PROJECT NAME: Stegall Lake BY: McCabe Barrett
PROJECT NUMBER: 17000417.01 DATE: 6/22/24
REV:
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE S.C. STORMWATER
MANAGEMENT AND SEDIMENT CONTROL HANDBOOK FOR LAND DISTURBANCE ACTIVITIES.
ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMUM
CLASS (IN) (IN) (IN)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
FES # 1 And Curb Outlet #1 USE CLASS A RIP RAP
DISCHARGE (Q)= 1.09 cfs d50= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. (min.) APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
d5o= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
FES # 3 And Curb Outlet #2 USE CLASS A RIP RAP
DISCHARGE (Q)= 2.25 cfs d5o= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. (min.) APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
d5o= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
FES # 100 USE CLASS A RIP RAP
DISCHARGE (Q)= 0.64 cfs d50= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.00 ft. (min.) APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
d5o= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
1

RIP RAP OUTLET PROTECTION
PROJECT NAME: Stegall Lake BY: McCabe Barrett
PROJECT NUMBER: 17000417.01 DATE: 6/22/24
REV:
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE S.C. STORMWATER
MANAGEMENT AND SEDIMENT CONTROL HANDBOOK FOR LAND DISTURBANCE ACTIVITIES.
ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMUM
CLASS (IN) (IN) (IN)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
FES # 200 USE CLASS A RIP RAP
DISCHARGE (Q)= 0.43 cfs d5o= 4 in.
PIPE DIA. (Do)= 1.25 ft. dMAx= 6 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.00 ft. (min.) APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 9.0 in.
d5o= 0.25 ft. = 3.00 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
1

SUMMARY OF RESULTS
RIP RAP APRON SCHEDULE
FES/ EW Q D RIP RAP W L H M
(CFS) (IN) _CLASS (FT) (FT) (IN)
1 1.09 9.0 A 11.25 10.00 10.00 3
3 0
Outlet W = De + La 90 .-. r:�:ii:.s
pipe P
diameter (Do) -4i1
ilwater � 0.5Do i!i F��jIJ
1 1111
ok Po� I•l /_. !! rI f ?Ili
( a
s,.-;Ill./10ir i_i
•�� II - _ Vet Pip, 1' Ir uut
I __ 4' /� f'1: 1: i . Iiifw•
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I
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).
riprapoutlet.xls Page 1

SUMMARY OF RESULTS
RIP RAP APRON SCHEDULE
FES/ EW Q D RIP RAP W L H M
(CFS) (IN) CLASS (FT) (FT) (IN)
3 2.25 9.0 A 11.25 10.00 10.00 3
3 0
Outlet W = Do -1- La 90 l"-
pipe
I I -
diameter(Do) }-- . t'
La —� 30 — .....
Tailwater < 0.500 `mil 7 • • I �� ,I�'' ��
. •
ti.,9, µtI#� 'I, __ _ - ... 1 k rilt;i'.4,-.-
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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(Tv.,<0.5 diameter).
riprapoutlet.xls Page 1

SUMMARY OF RESULTS
RIP RAP APRON SCHEDULE
FES/ EW Q D RIP RAP W L H M
(CFS) (IN) CLASS (FT) (FT) (IN)
100 0.64 9.0 A 11.25 10.00 10.00 3
3 0 ..1 11::: :r-
Outlet W = Do + La 90 ai ;:}'.1 �I.
pipe
diameter(Do) j 1 I I i, ��...►
La ---.180 uuuu
IIIIII
T 1 4ater < 0.5D Ilulnl
�a��l. 7c i - _ Ir'.
a rel,l !
t P 60 .•n:un:1,
9t 1 - 1'Ifn1114P,1.. IIIII
\-en I 'A�i(!'ii isl i l rn: l'i=i°`I
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: 1II��Il 1_ ^P s��'4 r_ i e(, 1111111111 I 1 IIII1111�.
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v 10 • 1 ''•I
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0
S 5 10 20 50 100 200 500 1000
I 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 diameter).
riprapoutlet.xls Page 1

Storm Sewer IDF Curves IDF file: Marshville.IDF
Int. (in/hr)
14.00 14.00 100-Yr
12.00 12.00 50-Yr
10.00 10.00 25-Yr
8.00 8.00 10-Yr
6.00 6.00 5-Yr
4.00 4.00 2-Yr
2.00 — , 2.00
0.00 - 0.00
0 5 10 15 20 25 30 35 40 45 50 55 60
Time (min)
Storm Sewers

Pipe Page 1
Line Line Total Runoff Tc HGL HGL HGL Invert Invert Line Line n-val Vel Vel Flow Capac
No. ID Area Coeff Up Dn Jnct Up Dn Size Slope Pipe Ave Dn Rate Full
(ac) (C) (min) (ft) (ft) (ft) (ft) (ft) (in) (%) (ft/s) (ft/s) (cfs) (cfs)
1 201-200 0.20 0.30 5.0 495.83 495.70 495.92 495.57 495.44 15 0.52 0.013 2.36 2.35 0.43 4.65
2 101-100 0.27 0.33 5.0 495.84 495.69 495.84 495.53 495.38 15 0.54 0.013 2.69 2.70 0.64 4.73
3 4-3 0.80 0.43 8.0 489.54 488.59 489.54 488.94 488.00 15 0.72 0.013 3.92 3.96 2.25 5.48
4 5-4 0.49 0.32 6.8 490.78 j 489.54 490.78 490.31 489.04 15 1.45 0.013 3.26 3.14 1.44 7.78
5 6-5 0.16 0.33 5.0 491.40 j 490.78 491.40 491.06 490.41 15 0.97 0.013 2.62 2.44 0.75 6.35
6 2-1 0.35 0.43 5.0 488.74 j 487.79 488.74 488.33 487.37 15 1.21 0.013 3.06 3.01 1.09 7.10
Project File: storm 6.24.24.stm Number of lines:6 Date: 7/16/2024
NOTES: **Critical depth
Storm Sewers

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Saturday,Jun 22 2024
Curb Outlet 1
Rectangular Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.08
Total Depth (ft) = 0.50 Q (cfs) = 2.110
Area (sqft) = 0.24
Invert Elev (ft) = 491.00 Velocity (ft/s) = 8.79
Slope (%) = 20.00 Wetted Perim (ft) = 3.16
N-Value = 0.013 Crit Depth, Yc (ft) = 0.25
Top Width (ft) = 3.00
Calculations EGL (ft) = 1.28
Compute by: Known Q
Known Q (cfs) = 2.11
Elev (ft) Section Depth (ft)
492.00 1.00
491.75 0.75
491.50 0.50
491.25 0.25
491.00 0.00
490.75 -0.25
0 .5 1 1.5 2 2.5 3 3.5 4
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Saturday,Jun 22 2024
Curb Outlet 2
Rectangular Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.08
Total Depth (ft) = 0.50 Q (cfs) = 1.830
Area (sqft) = 0.24
Invert Elev (ft) = 491.10 Velocity (ft/s) = 7.63
Slope (%) = 15.20 Wetted Perim (ft) = 3.16
N-Value = 0.013 Crit Depth, Yc (ft) = 0.23
Top Width (ft) = 3.00
Calculations EGL (ft) = 0.98
Compute by: Known Q
Known Q (cfs) = 1.83
Elev (ft) Section Depth (ft)
492.00 0.90
491.75 0.65
491.50 0.40
491.25 0.15
491.00 -0.10
490.75 -0.35
0 .5 1 1.5 2 2.5 3 3.5 4
Reach (ft)

PERMANENT DIVERSION DITCH CALCULATIONS - POST
PROJECT NAME: Stegall Lake BY: Benesch
PROJECT NUMBER: 17000417.01 DATE: 06.20.2024
REV
THE FOLLOWING TABLE IS DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA
SEDIMENT AND EROSION CONTROL MANUAL, SECTION 6.20
10 Year Intensity Value (i): 7.81
(cfs) Q: = C x i x A No product necessary means seeding only
Temporary Ditch Area Elevation Min. Slope Q- Flow V-Velocity
Number (Acers) Length (LF) High/Low C-Value Product
g /Low (cfs) (ft/s)
Ditch #2 0.31 176 497.60/492.49 1.80 0.43 1.04 1.55 No Product Necessary
Ditch #3 0.14 147 500.00/495.70 2.93 0.30 0.33 1.63 No Product Necessary
Ditch #4 0.13 77 496.78/495.72 1.37 0.30 0.30 1.28 No Product Necessary
Ditch #5 0.13 77 496.78/495.72 1.37 0.30 0.30 1.28 No Product Necessary
Ditch #6 0.07 17 496.00/495.67 1.99 0.29 0.16 1.21 No Product Necessary
Ditch #7 0.25 54 493.00/491.85 2.05 0.40 0.78 2.03 No Product Necessary

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Permanent Ditch #2
Triangular Highlighted
Side Slopes (z:1) = 7.00, 7.00 Depth (ft) = 0.38
Total Depth (ft) = 1.00 Q (cfs) = 1.820
Area (sqft) = 1.01
Invert Elev (ft) = 492.00 Velocity (ft/s) = 1.80
Slope (%) = 1.80 Wetted Perim (ft) = 5.37
N-Value = 0.035 Crit Depth, Yc (ft) = 0.34
Top Width (ft) = 5.32
Calculations EGL (ft) = 0.43
Compute by: Known Q
Known Q (cfs) = 1.82
Elev (ft) Section Depth (ft)
494.00 2.00
493.50 - 1.50
493.00 1.00
492.50 0.50
492.00 0.00
491.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Permanent Ditch #3
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.26
Total Depth (ft) = 1.00 Q (cfs) = 0.330
Area (sqft) = 0.20
Invert Elev (ft) = 496.00 Velocity (ft/s) = 1.63
Slope (%) = 2.93 Wetted Perim (ft) = 1.64
N-Value = 0.035 Crit Depth, Yc (ft) = 0.24
Top Width (ft) = 1.56
Calculations EGL (ft) = 0.30
Compute by: Known Q
Known Q (cfs) = 0.33
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Permanent Ditch #4
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.28
Total Depth (ft) = 1.00 Q (cfs) = 0.300
Area (sqft) = 0.24
Invert Elev (ft) = 496.00 Velocity (ft/s) = 1.28
Slope (%) = 1.37 Wetted Perim (ft) = 1.77
N-Value = 0.035 Crit Depth, Yc (ft) = 0.23
Top Width (ft) = 1.68
Calculations EGL (ft) = 0.31
Compute by: Known Q
Known Q (cfs) = 0.30
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Permanent Ditch #5
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.28
Total Depth (ft) = 1.00 Q (cfs) = 0.300
Area (sqft) = 0.24
Invert Elev (ft) = 496.00 Velocity (ft/s) = 1.28
Slope (%) = 1.37 Wetted Perim (ft) = 1.77
N-Value = 0.035 Crit Depth, Yc (ft) = 0.23
Top Width (ft) = 1.68
Calculations EGL (ft) = 0.31
Compute by: Known Q
Known Q (cfs) = 0.30
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jun 24 2024
Permanent Ditch #6
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.21
Total Depth (ft) = 1.00 Q (cfs) = 0.160
Area (sqft) = 0.13
Invert Elev (ft) = 496.00 Velocity (ft/s) = 1.21
Slope (%) = 1.99 Wetted Perim (ft) = 1.33
N-Value = 0.035 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 1.26
Calculations EGL (ft) = 0.23
Compute by: Known Q
Known Q (cfs) = 0.16
Elev (ft) Section Depth (ft)
498.00 2.00
497.50 - 1.50
497.00 1.00
496.50 0.50
0
496.00 0.00
495.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Jul 16 2024
Permanent Ditch #7
Triangular Highlighted
Side Slopes (z:1) = 6.00, 6.00 Depth (ft) = 0.41
Total Depth (ft) = 1.00 Q (cfs) = 2.050
Area (sqft) = 1.01
Invert Elev (ft) = 493.00 Velocity (ft/s) = 2.03
Slope (%) = 2.05 Wetted Perim (ft) = 4.99
N-Value = 0.035 Crit Depth, Yc (ft) = 0.38
Top Width (ft) = 4.92
Calculations EGL (ft) = 0.47
Compute by: Known Q
Known Q (cfs) = 2.05
Elev (ft) Section Depth (ft)
495.00 2.00
494.50 - 1.50
494.00 1.00
493.50 0.50
493.00 0.00
492.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch#2
Name Permanent Ditch#2
Discharge 1.82
Channel Slope 0.0374
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 54.1
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 2.8 Ibs/ft2 1.06 lbs/ft2 2.65 STABLE D
Unvegetated
Underlying Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 2.05 Ibs/ft2 0.5 Ibs/ft2 4.09 STABLE D
Substrate
C125BN Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 2.8 lbs/ft2 1.11 Ibs/ft2 2.52 STABLE D
Unvegetated
Underlying Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 2.05 Ibs/ft2 0.53 Ibs/ft2 3.89 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.9 lbs/ft2 1.06 lbs/ft2 1.8 STABLE D
Unvegetated
Underlying Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.39 Ibs/ft2 0.5 lbs/ft2 2.77 STABLE D
Substrate
S150BN Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.9 Ibs/ft2 1.11 Ibs/ft2 1.71 STABLE D
Unvegetated
Underlying Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.39 Ibs/ft2 0.53 Ibs/ft2 2.64 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 2 Ibs/ft2 1.06 Ibs/ft2 1.89 STABLE D
Unvegetated
Underlying Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.47 Ibs/ft2 0.5 lbs/ft2 2.92 STABLE D
Substrate
SC150BN Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 2 Ibs/ft2 1.11 Ibs/ft2 1.8 STABLE D
Unvegetated
Underlying Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.47 Ibs/ft2 0.53 Ibs/ft2 2.78 STABLE D
Substrate
Unreinforced Vegetation

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 4 lbs/ft2 1.06 lbs/ft2 3.78 STABLE --
Vegetation
Underlying Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 0.67 lbs/ft2 0.5 lbs/ft2 1.33 STABLE --
Substrate
Unreinforced Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 4 lbs/ft2 1.11 lbs/ft2 3.6 STABLE --
Vegetation
Underlying Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 0.67 Ibs/ft2 0.53 Ibs/ft2 1.27 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Unvegetated
Underlying Straight 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.17 lbs/ft2 0.5 lbs/ft2 2.33 STABLE D
Substrate
S75BN Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.6 Ibs/ft2 1.11 Ibs/ft2 1.44 STABLE D
Unvegetated
Underlying Bend 1.82 cfs 2.95 ft/s 0.45 ft 0.035 1.17 Ibs/ft2 0.53 Ibs/ft2 2.22 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch#3
Name Permanent Ditch#3
Discharge 0.33
Channel Slope 0.0394
Channel Bottom Width 0
Left Side Slope 7
Right Side Slope 7
Existing Bend Radius 122.6
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 2.8 Ibs/ft2 0.42 lbs/ft2 6.68 STABLE D
Unvegetated
Underlying Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 2.05 Ibs/ft2 0.21 Ibs/ft2 9.89 STABLE D
Substrate
C125BN Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 2.8 lbs/ft2 0.44 Ibs/ft2 6.37 STABLE D
Unvegetated
Underlying Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 2.05 Ibs/ft2 0.22 Ibs/ft2 9.42 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.9 lbs/ft2 0.42 lbs/ft2 4.54 STABLE D
Unvegetated
Underlying Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.39 Ibs/ft2 0.21 lbs/ft2 6.71 STABLE D
Substrate
S150BN Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.9 Ibs/ft2 0.44 Ibs/ft2 4.32 STABLE D
Unvegetated
Underlying Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.39 Ibs/ft2 0.22 Ibs/ft2 6.39 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 2 Ibs/ft2 0.42 Ibs/ft2 4.77 STABLE D
Unvegetated
Underlying Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.47 Ibs/ft2 0.21 lbs/ft2 7.07 STABLE D
Substrate
SC150BN Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 2 Ibs/ft2 0.44 Ibs/ft2 4.55 STABLE D
Unvegetated
Underlying Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.47 Ibs/ft2 0.22 Ibs/ft2 6.73 STABLE D
Substrate
Unreinforced Vegetation

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 4 lbs/ft2 0.42 lbs/ft2 9.55 STABLE --
Vegetation
Underlying Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 0.67 lbs/ft2 0.21 lbs/ft2 3.23 STABLE --
Substrate
Unreinforced Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 4 lbs/ft2 0.44 lbs/ft2 9.09 STABLE --
Vegetation
Underlying Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 0.67 Ibs/ft2 0.22 Ibs/ft2 3.08 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.6 Ibs/ft2 0.42 lbs/ft2 3.82 STABLE D
Unvegetated
Underlying Straight 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.17 lbs/ft2 0.21 lbs/ft2 5.65 STABLE D
Substrate
S75BN Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.6 Ibs/ft2 0.44 Ibs/ft2 3.64 STABLE D
Unvegetated
Underlying Bend 0.33 cfs 1.62 ft/s 0.17 ft 0.035 1.17 Ibs/ft2 0.22 Ibs/ft2 5.38 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch#4
Name Permanent Ditch#4
Discharge 0.3
Channel Slope 0.0137
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 184
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.8 Ibs/ft2 0.24 lbs/ft2 11.76 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.05 Ibs/ft2 0.11 Ibs/ft2 18.17 STABLE D
Substrate
C125BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.8 lbs/ft2 0.25 Ibs/ft2 11.2 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.05 Ibs/ft2 0.12 Ibs/ft2 17.3 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.9 lbs/ft2 0.24 lbs/ft2 7.98 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.39 Ibs/ft2 0.11 lbs/ft2 12.33 STABLE D
Substrate
S150BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.9 Ibs/ft2 0.25 Ibs/ft2 7.6 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.39 Ibs/ft2 0.12 Ibs/ft2 11.74 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2 Ibs/ft2 0.24 Ibs/ft2 8.4 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.47 Ibs/ft2 0.11 lbs/ft2 12.98 STABLE D
Substrate
SC150BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2 Ibs/ft2 0.25 Ibs/ft2 8 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.47 lbs/ft2 0.12 Ibs/ft2 12.36 STABLE D
Substrate
Unreinforced Vegetation

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 4 lbs/ft2 0.24 Ibs/ft2 16.81 STABLE --
Vegetation
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 0.67 lbs/ft2 0.11 lbs/ft2 5.93 STABLE --
Substrate
Unreinforced Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 4 lbs/ft2 0.25 lbs/ft2 16.01 STABLE --
Vegetation
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 0.67 Ibs/ft2 0.12 Ibs/ft2 5.65 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.6 Ibs/ft2 0.24 lbs/ft2 6.72 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.17 lbs/ft2 0.11 lbs/ft2 10.38 STABLE D
Substrate
S75BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.6 Ibs/ft2 0.25 Ibs/ft2 6.4 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.17 Ibs/ft2 0.12 Ibs/ft2 9.89 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch#5
Name Permanent Ditch#5
Discharge 0.3
Channel Slope 0.0137
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Existing Bend Radius 184
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.8 Ibs/ft2 0.24 lbs/ft2 11.76 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.05 Ibs/ft2 0.11 Ibs/ft2 18.17 STABLE D
Substrate
C125BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.8 lbs/ft2 0.25 Ibs/ft2 11.2 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2.05 Ibs/ft2 0.12 Ibs/ft2 17.3 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.9 lbs/ft2 0.24 lbs/ft2 7.98 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.39 Ibs/ft2 0.11 lbs/ft2 12.33 STABLE D
Substrate
S150BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.9 Ibs/ft2 0.25 Ibs/ft2 7.6 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.39 Ibs/ft2 0.12 Ibs/ft2 11.74 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2 Ibs/ft2 0.24 Ibs/ft2 8.4 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.47 Ibs/ft2 0.11 lbs/ft2 12.98 STABLE D
Substrate
SC150BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 2 Ibs/ft2 0.25 Ibs/ft2 8 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.47 lbs/ft2 0.12 Ibs/ft2 12.36 STABLE D
Substrate
Unreinforced Vegetation

Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 4 lbs/ft2 0.24 Ibs/ft2 16.81 STABLE --
Vegetation
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 0.67 lbs/ft2 0.11 lbs/ft2 5.93 STABLE --
Substrate
Unreinforced Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 4 lbs/ft2 0.25 lbs/ft2 16.01 STABLE --
Vegetation
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 0.67 Ibs/ft2 0.12 Ibs/ft2 5.65 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.6 Ibs/ft2 0.24 lbs/ft2 6.72 STABLE D
Unvegetated
Underlying Straight 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.17 lbs/ft2 0.11 lbs/ft2 10.38 STABLE D
Substrate
S75BN Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.6 Ibs/ft2 0.25 Ibs/ft2 6.4 STABLE D
Unvegetated
Underlying Bend 0.3 cfs 1.29 ft/s 0.28 ft 0.035 1.17 Ibs/ft2 0.12 Ibs/ft2 9.89 STABLE D
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch#6
Name Permanent Ditch#6
Discharge 0.16
Channel Slope 0.0199
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 2.05 Ibs/ft2 0.12 Ibs/ft2 17.01 STABLE D
Substrate
C125BN Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 2.8 Ibs/ft2 0.25 Ibs/ft2 11.01 STABLE D
Unvegetated
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 1.9 Ibs/ft2 0.25 Ibs/ft2 7.47 STABLE D
Unvegetated
Underlying Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 1.39 Ibs/ft2 0.12 Ibs/ft2 11.54 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 2 Ibs/ft2 0.25 Ibs/ft2 7.87 STABLE D
Unvegetated
Underlying Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 1.47 Ibs/ft2 0.12 lbs/ft2 12.15 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 4 Ibs/ft2 0.25 Ibs/ft2 15.73 STABLE --
Vegetation
Underlying Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 0.67 Ibs/ft2 0.12 lbs/ft2 5.56 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 1.6 Ibs/ft2 0.25 lbs/ft2 6.29 STABLE D
Unvegetated

Underlying Straight 0.16 cfs 1.27 ft/s 0.2 ft 0.035 1.17 lbs/ft2 0.12 lbs/ft2 9.72 STABLE D
Substrate

NORTH North American Green
ihill41 AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Permanent Ditch#7
Name Permanent Ditch#7
Discharge 0.78
Channel Slope 0.0328
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Silt Loam(SM)
C125BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
C125BN Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 2.8 lbs/ft2 0.69 lbs/ft2 4.05 STABLE D
Unvegetated
Underlying Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 2.05 lbs/ft2 0.33 lbs/ft2 6.26 STABLE D
Substrate
S150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150BN Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 1.9 lbs/ft2 0.69 lbs/ft2 2.75 STABLE D
Unvegetated
Underlying Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 1.39 lbs/ft2 0.33 lbs/ft2 4.25 STABLE D
Substrate
SC150BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
SC150BN Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 2 lbs/ft2 0.69 lbs/ft2 2.89 STABLE D
Unvegetated
Underlying Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 1.47 lbs/ft2 0.33 lbs/ft2 4.47 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
Unreinforced Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 4 lbs/ft2 0.69 lbs/ft2 5.79 STABLE --
Vegetation
Underlying Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 0.67 lbs/ft2 0.33 lbs/ft2 2.04 STABLE --
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 1.6 lbs/ft2 0.69 lbs/ft2 2.31 STABLE D
Unvegetated

Underlying Straight 0.78 cfs 2.27 ft/s 0.34 ft 0.035 1.17 Ibs/ft2 0.33 Ibs/ft2 3.57 STABLE D
Substrate

SECTION 4
APPENDIX

USGSU.S.DEPARTMENT OF THE INTERIOR t The National Map 7.5-MINUTE TOPO QUADRANGLE
Ju U.S.GEOLOGICAL SURVEY ���OnDemand TOpo Custom Extent
science for a changing world 7.5-MINUTE TOPO
-80.4043' -80.2793°
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34.9243' 55 56 57 58 59 60 61 62 63 64 '650°D"E
-80.4043" -80.2793°34.9243°
ROAD CLASSIFICATION
Expressway Local Connector
Produced by the United States Geological Survey SCALE 1:24 000 Secondary Hwy Local Road
North Amerman Datum of 83(NAD83)
World Geodetic System of 1984(WG584).Projection and 1 0.5 0 KILOMETERS 1 2 Ramp 4WD
1 000 ergnd:Unwersal Transverse Mercator,Zone 17S
Data is pmNded by The National Map(TNM),is the best available at the time of map 1000 500 0 M TERS 1000 2000 •Interstate Route 0 US Route O State Route
generation,and includes data content from supporting themes of Elevation, NM MILS 1 0.5 QUADMNGLE LOCATION
Hydrography,Geographic Names,Boundaries,Transportation,Structures,land Cover, T PEAS MILES
and Orthoimagery.Refer to associated Federal Geographic Data Committee(FG0C) 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Maeda.for additional source data information. �——
FEET ....
This map Is not a legal document.Boundaries may be generalized far this map scale. a""`a
Private lands within government reservations may not be shown.Obtain permission DECLINATION AT CENTER OF SHEET
before entering private lands.Temporal changes may have occurred since these data CONTOUR INTERVAL 10 FEET
were collected and some data may no longer represent actual surface conditions. u.s National oria NORTH AMERICAN VERTICAL DATUM OF 1988
CONTOUR SMOOTHNESS=Medium
Learn About The National Map:laps://nationalmap.gov ,ao,000. ID CONTOUR TOPO, NC
NU aflame Maw'"II' 2024
God Ess.
5 ADJOINING QUADRANGLES

a Hydrologic Soil Group—Union County, North Carolina a
(Stegall Denuded Area) o
N
$N $
W W
560360 .560400 560440 .560480 560520 560560 560600
34°59'17'N 0 Q 34°59'17'N
§ ' IL.,, §
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34°59'6"N § § 34°59'6"N
560360 560400 560440 560480 560520 560560 560600
3 3
N Map Scale:1:1,610 if prii(led on A portrait(8.5"x 11")sheet. o
Meters
m N 0 20 40 80 120
Feet
0 50 100 200 300
Map projection:Web Mercator Comer coordinates:WGSR4 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 6/24/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County, North Carolina
(Stegall Denuded Area)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) a C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
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
0 B scale.
Transportation
B/D
+-+-+ Rails Please rely on the bar scale on each map sheet for map
n C measurements.
0%0 Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
FI Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines projection,which preserves direction and shape but distorts
Background
• r A distance and area.A projection that preserves area,such as the
III Aerial Photography Albers equal-area conic projection,should be used if more
• x AiD accurate calculations of distance or area are required.
�*/ B This product is generated from the USDA-NRCS certified data as
�r B/D of the version date(s)listed below.
C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• X C/D
Soil map units are labeled(as space allows)for map scales
. r D 1:50,000 or larger.
• r Not rated or not available Date(s)aerial images were photographed: Apr 17,2022—May
Soil Rating Points 20,2022
O A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p 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 6/24/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina Stegall Denuded Area
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Badin channery silt C 2.1 47.9%
loam,2 to 8 percent
slopes
CmB Cid channery silt loam, 1 D 2.3 52.1%
to 5 percent slopes
Totals for Area of Interest 4.3 100.0%
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 (ND, 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.
USDA Natural Resources Web Soil Survey 6/24/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina Stegall Denuded Area
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 6/24/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

NOAA Atlas 14,Volume 2,Version 3
o-N Location name: Marshville,North Carolina,USA* r ..'"''
V � ,
Latitude:34.9869°,Longitude: -80.3421° none •
Elevation: 522 ft**
em s . source:ESRI Maps '*
**source:USGS ""
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 200 500 1000
5.18 6.12 7.10 7.81 8.62 9.18 9.68 10.1 10.7 11.0
5-min (4.76-5.64) (5.62-6.67) (6.50-7.74) (7.15-8.50) (7.85-9.36) (8.33-9.96) (8.75-10.5) (9.11-11.0) (9.48-11.6) (9.73-12.0)
4.14 4.90 5.69 6.25 6.87 7.31 7.70 8.03 8.43 8.68
10-min (3.80-4.50) (4.49-5.34) (5.21-6.20) (5.71-6.79) (6.26-7.45) (6.63-7.93) (6.95-8.35) (7.22-8.74) (7.50-9.18) (7.67-9.48)
3.45 4.10 4.80 5.27 5.80 6.17 6.48 6.76 7.07 7.26
15-min
(3.17-3.75) (3.77-4.48) (4.39-5.23) (4.82-5.73) (5.29-6.30) (5.60-6.69) (5.85-7.04) (6.07-7.35) (6.29-7.70) (6.42-7.93)
2.36 2.83 3.41 3.82 4.30 4.64 4.97 5.26 5.63 5.88
30-min (2.17-2.57) (2.60-3.09) (3.12-3.71) (3.49-4.15) (3.92-4.67) (4.21-5.04) (4.48-5.39) (4.73-5.72) (5.01-6.13) (5.20-6.42)
60-min 1.47 1.78 2.18 2.48 2.86 3.15 3.42 3.69 4.04 4.29
(1.36-1.60) (1.63-1.94) (2.00-2.38) (2.27-2.70) (2.61-3.11) (2.86-3.42) (3.09-3.71) I (3.32-4.01) (3.59-4.40) (3.79-4.69)
2-hr 0.850 1.03 1.28 1.46 1.70 1.88 2.07 2.25 2.48 2.67
(0.779-0.929) (0.942-1.13) (1.17-1.39) (1.33-1.60) (1.55-1.86) (1.70-2.05) (1.86-2.25) (2.00-2.44) (2.19-2.71) (2.33-2.91)
3-hr 0.600 0.726 0.906 1.04 1.23 1.38 1.53 1.68 1.89 2.05
(0.548-0.661) (0.663-0.800) (0.826-0.998) (0.950-1.15) (1.11-1.35) (1.24-1.51) (1.36-1.67) (1.49-1.83) (1.65-2.06) (1.78-2.25)
6-hr 0.360 0.435 0.543 0.628 0.742 0.834 0.928 1.02 1.16 I 1.26
(0.328-0.396) (0.397-0.478) (0.495-0.597) (0.571-0.689) (0.671-0.811) (0.748-0.909) (0.827-1.01) (0.903-1.12) (1.01-1.26) (1.09-1.37)
12-hr 0.210 0.254 0.319 0.371 0.442 0.500 0.559 ' 0.622 0.709 0.780
(0.193-0.231) (0.233-0.280) (0.291-0.350) (0.337-0.407) (0.400-0.484) (0.448-0.545) (0.497-0.609) (0.546-0.677) (0.613-0.772) (0.665-0.849)
24-hr 0.124 0.150 0.189 0.220 0.264 0.300 0.338 0.378 0.435 0.481
(0.114-0.135) (0.138-0.164) (0.174-0.206) (0.202-0.240) (0.241-0.288)1(0.273-0.327) (0.306-0.368)](0.340-0.412) (0.388-0.475) (0.426-0.527)
2-day 0.073 0.088 0.110 0.128 0.152 0.173 0.194 0.216 0.248 0.274
(0.067-0.079) (0.081-0.096) (0.101-0.119) (0.117-0.139) (0.140-0.166) (0.157-0.188) (0.176-0.211) (0.195-0.236) (0.222-0.272) (0.243-0.301)
0.051 0.062 0.077 0.089 0.106 0.120 1 0.134 0.150 0.172 0.190
3-day
(0.048-0.056) (0.057-0.067) (0.071-0.083) (0.082-0.097) (0.097-0.115) (0.110-0.130)1(0.122-0.146) (0.136-0.163) (0.154-0.187) (0.169-0.207)
4-day 0.041 0.049 0.060 0.070 0.083 0.094 0.105 0.116 0.133 0.147
(0.038-0.044) (0.045-0.053) (0.056-0.065) (0.065-0.075) (0.076-0.090) (0.086-0.101) (0.096-0.113) (0.106-0.126) (0.120-0.145) (0.132-0.160)
0.027 0.032 0.039 0.045 0.053 0.059 0.066 0.073 0.083 0.091
7-day (0.025-0.029) (0.030-0.034) (0.036-0.042) (0.042-0.048) (0.049-0.057) (0.055-0.064) (0.061-0.071) (0.067-0.078) (0.075-0.089) (0.082-0.099)
10-day 0.021 0.025 0.031 0.035 0.041 0.045 0.050 0.055 0.061 0.067
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.050-0.059) (0.056-0.066) (0.061-0.072)
20-day 0.014 0.017 0.020 0.022 0.026 1 0.029 0.031 0.034 0.038 0.041
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.028)1(0.027-0.030) (0.029-0.033) (0.032-0.036) (0.035-0.041) (0.038-0.044)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.012) (0.013-0.014) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
45-day 0.010 0.011 0.013 0.014 0.016 0.017 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.011 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.

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PF graphical
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 34.9869°, Longitude: -80.3421°
101 Average recurrence
interval
` __ (years)
r
— 1
.Z' 10° - \ --'� .
1 — 5
y \ — 10
C
\\ — 25
50
10-1 — 100
a.
\ — 200
V
a \` - 500
— 1000
10-2 -
1 r 1 1 1 [ 1 1 1 - 1 1-
C c c C C - - '- L h T T>. >. >. T , T>,
E E E LN .c L •cN .C- -o -o-o vCD v vCD v0 -o v0
—1N
O_ ._i ran to Duration `� o N m v 0.0
101 _, -
L
C
Duration
.Z' 10°
c — 5-min — 2-day
a
c — 10-min — 3-day
c 15-min — 4-day
(° 10-1
— 30-min — 7-day
a — 60-min — 10-day
u — 2-hr — 20-day
a` — 3-hr — 30-day
— 6-hr — 45-day
10-2 — 12-hr — 50-day
I T I U I ' ' 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Jun 19 14:16:45 2024
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Maps & aerials
Small scale terrain
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Marshville _,_ _�--a - -. • ___---__-
r-- C s arhvl v

1111,_3km
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100km
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Charlotte
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In.i

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