SW3240302_Design Calculations_20240307

ENGINEERING CALCULATIONS
FOR
THE PRESERVE AT FOREST CREEK - PHASE 2
WAXHAW, UNION COUNTY, NORTH CAROLINA
Waxhaw Ventures, LLC.
1101 South Blvd. #106
Charlotte, NC 28203
February 16, 2024
LandDesign Project #: 1021143
Calculated By: FJM
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02/16/2024
LandDesign

TABLE OF CONTENTS
. PROJECT NARRATIVE.........................................................................................4
• SOILS MAP............................................................................................................8
• FEMA FIRM MAP ................................................................................................13
USGSMAPS........................................................................................................15
• SEDIMENT BASIN CALCULATIONS..................................................................18
• SB-1 CALCULATIONS.................................................................................................................20
• SB-2 CALCULATIONS.................................................................................................................25
• SB-3 CALCULATIONS.................................................................................................................30
• SB-4 CALCULATIONS.................................................................................................................38
• SB-5 CALCULATIONS.................................................................................................................43
• S13-6 CALCULATIONS.................................................................................................................51
• S13-7 CALCULATIONS.................................................................................................................60
• S13-8 CALCULATIONS.................................................................................................................65
• SB-9 CALCULATIONS.................................................................................................................71
• SB-10 CALCULATIONS...............................................................................................................78
• SB-11 CALCULATIONS...............................................................................................................82
• SB-12 CALCULATIONS...............................................................................................................89
• SB-13 CALCULATIONS...............................................................................................................93
• SB-14 CALCULATIONS.............................................................................................................101
SB-15 CALCULATIONS.............................................................................................................106
• SB-16 CALCULATIONS.............................................................................................................110
• SB-17 CALCULATIONS.............................................................................................................117
• SB-18 CALCULATIONS.............................................................................................................121
. SB-19 CALCULATIONS.............................................................................................................127
• SB-20 CALCULATIONS.............................................................................................................133
• SB-21 CALCULATIONS.............................................................................................................137
• SB-22 CALCULATIONS.............................................................................................................143
• SB-23 CALCULATIONS.............................................................................................................150
• SB-24 CALCULATIONS.............................................................................................................156
• SB-25 CALCULATIONS.............................................................................................................163

• SB-26 CALCULATIONS.............................................................................................................170
• SB-27 CALCULATIONS.............................................................................................................175
• TEMPORARY DITCH MATTING-SPEC SHEET.....................................................................180
• PRE DEVELOPED CALCULATIONS................................................................181
• POST DEVELOPED CALCULATIONS..............................................................212
• BMP-7 WATER QUALITY CALCULATIONS.............................................................................215
• BMP-7 CALCULATIONS............................................................................................................234
• BMP-8 WATER QUALITY CALCULATIONS.............................................................................258
• BMP-8 CALCULATIONS............................................................................................................277
• BMP-9 WATER QUALITY CALCULATIONS.............................................................................301
• BMP-9 CALCULATIONS............................................................................................................323
• BMP-10 WATER QUALITY CALCULATIONS...........................................................................350
• BMP-10 CALCULATIONS..........................................................................................................372
• BMP-11 WATER QUALITY CALCULATIONS...........................................................................399
• BMP-11 CALCULATIONS..........................................................................................................421
• BMP-12 WATER QUALITY CALCULATIONS...........................................................................448
• BMP-12 CALCULATIONS..........................................................................................................467
• BUOYANCY CALCULATIONS ..........................................................................491
• RIP RAP CALCULATIONS................................................................................504
• ON SITE STORM DRAINAGE...........................................................................518
• SPREAD CALCULATIONS........................................................................................................519
• 10 YEAR CALCULATIONS........................................................................................................525
• 25 YEAR CALCULATIONS........................................................................................................539
• PLAN VIEWS.............................................................................................................................553
• CULVERT/DITCH CALCULATIONS..................................................................560
• CULVERT#1 CALCULATIONS.................................................................................................561
• CULVERT#2 CALCULATIONS.................................................................................................572
• CULVERT#3 CALCULATIONS .................................................................................582
• DIVERSION DITCH CALCULATIONS .........................................................................584

Project Narrative:

The Preserve at Forest Creek- Phase 2
LDI Project No. 1021143
Developer:
Waxhaw Ventures, LLC.
1101 South Blvd. #106
Charlotte, NC 28203
Project Description:
The following calculations have been performed in support of the construction of The Preserve at
Forest Creek- Phase 2 Single-Family Residential Development. The project is zoned CD-R4-PRD
(CD) (Conditional District Single-Family Planned Residential) in Waxhaw, NC. The construction will
include installation of new buildings, associated utilities, storm drainage, wet pond, and offsite
roadway improvements.
Soils Information:
The predominant soils for this site are CeB2 CeC2, and AeB. The site soils map showing detailed
locations is included. For design purposes, "B"was chosen as the hydrologic soil group.
Erosion Control:
Silt fence will be used around the site to prevent sediment from entering adjacent properties and the
existing creeks. A temporary diversion ditches and skimmer sediment basins will be installed within
the site to prevent sediment from entering the storm drainage system until the areas around them
have been stabilized. A total of 69.30 ac will be cleared.
Temporary Ditch Summary:
All temporary ditches to be lines with American Green SC250 or equal.
TEMPORARY TEMPORARY TEMPORARY TEMPORARY
DITCH Velocity(ft/s) DITCH Velocity(ft/s) DITCH Velocity(ft/s) DITCH Velocity(ft/s)
TD-1A Ditch 5.96 TD-61)Ditch 4.92 TD-13D Ditch 3.9 TD-22A Ditch 6.5
TD-113 Ditch 5.4 TD-7A Ditch 7.14 TD-14A Ditch 4.58 TD-22B Ditch 6.37
TD-2A Ditch 3.31 TD-76 Ditch 6.57 TD-14B Ditch 4.74 TD-22C Ditch 4.26
TD-213 Ditch 11.65 TD-8A Ditch 4.84 TD-15A Ditch 6.08 TD-23A Ditch 3.96
TD-3A Ditch 5.87 TD-86 Ditch 3.13 TD-16A Ditch 3.15 TD-23B Ditch 6.87
TD-313 Ditch 7.76 TD-9A Ditch 5.75 TD-16B Ditch 11.58 TD-23C Ditch 6.03
TD-3C Ditch 5.66 TD-96 Ditch 4.13 TD-16C Ditch 6.23 TD-24A Ditch 4.01
TD-4A Ditch 5.72 TD-9C Ditch 3.75 TD-17A Ditch 6.34 TD-24B Ditch 3.88
TD-413 Ditch 9.78 TD-10A Ditch 11.32 TD-18A Ditch 3.36 TD-24C Ditch 6.27
TD-5A Ditch 9.21 TD-11A Ditch 5.38 TD-18B Ditch 10.7 TD-25A Ditch 7.88
TD-513 Ditch 5.78 TD-116 Ditch 2.91 TD-19A Ditch 5.24 TD-25B Ditch 10.43
TD-5C Ditch 4.76 TD-11C Ditch 5.14 TD-19B Ditch 8.92 TD-25C Ditch 3.76
TD-51)Ditch 4.76 TD-12A Ditch 4.89 TD-19C Ditch 3.97 TD-26A Ditch 4.85
TD-6A Ditch 5.09 TD-13A Ditch 3.47 TD-20A Ditch 3.4 TD-26B Ditch 3.4
TD-613 Ditch 2.93 TD-13B Ditch 1.97 TD-21A Ditch 3.28 TD-27A Ditch 4.68
TD-6C Ditch 4.92 TD-13C Ditch 1.7 TD-21B Ditch 2.81 TD-27B Ditch 3.4
Pre-Developed Drainage:
The existing storm water collection system consists of sheet flow, shallow concentrated, and open
channel flow across the entire site.

Pre-Development TOC and CN Values:
• BMP 7 0 BMP 10
o TOC: 17.9 Minutes o TOC: 22.0 Minutes
o CN: 50 o CN: 55
• BMP 8 • BMP 11
o TOC: 14.6 Minutes o TOC: 18.5 Minutes
o CN: 55 o CN: 55
• BMP 9 • BMP 12
o TOC: 18.6 Minutes o TOC: 18.5 Minutes
o CN: 51 o CN: 55
Post-Developed Drainage:
The proposed storm water collection system will consist of drainage swales and multiple wet ponds
within the project boundaries. The storm system was designed to detain the 10 and 25 year storm
events and to have a minimum of 85% average annual removal for Total Suspended Solids and 40%
average annual removal for Total Phosphorus. Proposed water quality/channel protection/detention
requirements are being met according to the NCDEQ Requirements.
Post-Development TOC and CN Values:
• BMP 7 0 BMP 10
o TOC: 5.0 Minutes o TOC: 5.0 Minutes
o CN: 87 o CN: 87
• BMP 8 0 BMP 11
o TOC: 5.0 Minutes o TOC: 5.0 Minutes
o CN: 87 o CN: 87
• BMP 9 0 BMP 12
o TOC: 5.0 Minutes o TOC: 5.0 Minutes
o CN: 87 o CN: 82
Stormwater Detention Summary:
Wet Pond 7 Wet Pond 8 Wet Pond 9 Wet Pond 10 Wet Pond 11 Wet Pond 12 Combined
Drainage Area Total 14.23 ac 16.37 ac 18.63 ac 12.04 ac 7.49 ac 8.29 ac 77.05 ac
Q2(Pre-Developed) 1.06 cfs 4.39 cfs 1.64 cfs 2.50 cfs 1.74 cfs 1.93 cfs 13.26 cfs
Q1 o(Pre-Developed) 9.48 cfs 18.62 cfs 11.94 cfs 10.96 cfs 7.55 cfs 8.37 cfs 66.92 cfs
Q25(Pre-Developed) 17.46 cfs 30.26 cfs 21.58 cfs 17.90 cfs 12.29 cfs 13.63 cfs 113.12 cfs
Q2(Post-Developed) 0.92 cfs 3.75 cfs 1.24 cfs 1.71 cfs 1.45 cfs 1.82 cfs 10.89 cfs
Detained Detention Release
Quo(Post-Developed) 8.32 cfs 15.94 cfs 7.78 cfs 8.18 cfs 6.55 cfs 7.98 cfs 54.75 cfs
Detained Detention Release
Q25(Post-Developed)
16.00 cfs 27.49 cfs 14.75 cfs 11.78 cfs 11.13 cfs 13.61 cfs 94.76 cfs
Detained Detention Release

Wet Pond 7 Wet Pond 8 Wet Pond 9 Wet Pond 10 Wet Pond 11 Wet Pond 12
Q2 (Post-Developed vs. Pre- 0.92< 1.06 3.75< 4.39 1.24< 1.64 1.71 < 2.50 1.45< 1.74 1.82 < 1.93
Developed)
Q,o (Post-Developed vs. Pre- 8.32< 9.48 15.94< 18.62 7.78< 11.94 8.18< 10.96 6.55< 7.55 7.98< 8.37
Developed)
Q25 (Post-Developed vs. Pre-
16.00< 17.46 27.49< 30.26 14.75< 21.58 11.78< 17.90 11.13< 12.29 13.61< 13.63
Developed)
Conclusion:
The engineering analysis presented herein this document demonstrates the ability of the
Wet Ponds to meet the design requirements. The calculations show the Wet Pond has
sufficient volume to meet the NCDEQ's requirements for BMPs. Moreover, the routing
calculations show the Wet Ponds ability to detain flows to pre-developed rates.

Soils Map:

Hydrologic Soil Group—Union County, North Carolina 3
N
� (Forest Creek) a
M
oo
g 520600 521000 521400 521800 522200 522500 523000 523400 523800 524200 524600 525000 5Q�
34°55 29"N ^� ®i q_ ri _ 34°55'29"N
cAN�SSS2 F + -
,
Ali-
a
0
Ec� e o
34°53'53"N 34°53 S3"N
520600 521000 521400 521800 522Z00 522600 523000 523400 523800 524200 524600 525000
3 3
c+
Map Scale:1:20,700 if printed on A landscape(11"x 8.5")sheet
Meters
$ N 0 300 600 1200 1800 $
Feet
0 1000 2000 4000 6000
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 3/10/2021
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(Forest Creek)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(A01) 0 C/D 1:24,000.
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons
■ D measurements.
0 A p Not rated or not available Source of Map: Natural Resources Conservation Service
0 A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System: Web Mercator(EPSG:3857)
0 B Transportation Maps from the Web Soil Survey are based on the Web Mercator
0 B/D projection,which preserves direction and shape but distorts
Rails distance and area.A projection that preserves area,such as the
0 C •.i Interstate Highways Albers equal-area conic projection,should be used if more
0
C/D US Routes accurate calculations of distance or area are required.
0
This product is generated from the USDA-NRCS certified data as D Major Roads of the version date(s)listed below.
Not rated or not available Local Roads
Soil Survey Area: Union County, North Carolina
Soil Rating Lines Background Survey Area Data: Version 20,Jun 3,2020
0 A Aerial Photography Soil map units are labeled(as space allows)for map scales
• A/D 1:50,000 or larger.
.v B Date(s)aerial images were photographed: Jul 18,2011—Nov
25,2017
.y B/D
The orthophoto or other base map on which the soil lines were
. r C compiled and digitized probably differs from the background
. r C/D imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
. r D
w Not rated or not available
Soil Rating Points
O A
0 A/D
■ B
■ B/D
USDA Natural Resources Web Soil Survey 3/10/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group-Union County, North Carolina Forest Creek
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AeB Ailey-Appling complex,2 A 181.1 10.0%
to 8 percent slopes
AgC Ailey-Appling complex,8 A 17.3 1.0%
to 15 percent slopes,
bouldery
CeB2 Cecil gravelly sandy clay B 549.1 30.3%
loam,2 to 8 percent
slopes,moderately
eroded
CeC2 Cecil gravelly sandy clay B 251.7 13.9%
loam,8 to 15 percent
slopes,moderately
eroded
ChA Chewacla silt loam,0 to B/D 67.5 3.7%
2 percent slopes,
frequently flooded
GeB Georgeville silt loam,2 B 7.2 0.4%
to 8 percent slopes
GfB2 Georgeville silty clay B 176.0 9.7%
loam,2 to 8 percent
slopes,moderately
eroded
IrA Iredell loam,0 to 3 C/D 4.6 0.3%
percent slopes
PaE2 Pacolet sandy clay B 68.0 3.7%
loam, 15 to 40 percent
slopes,moderately
eroded
PgC Pacolet-Gullied land B 20.5 1.1%
complex,4 to 15
percent slopes
ScA Secrest-Cid complex,0 C 3.8 0.2%
to 3 percent slopes
TbB2 Tarrus gravelly silty clay B 9.4 0.5%
loam,2 to 8 percent
slopes,moderately
eroded
TbC2 Tarrus gravelly silty clay B 319.0 17.6%
loam,8 to 15 percent
slopes,moderately
eroded
TuB Tarrus-Urban land B 122.8 6.8%
complex,2 to 8
percent slopes
W Water 3.6 0.2%
WyB Wynott gravelly loam,2 D 11.3 0.6%
to 8 percent slopes
t!Sim Natural Resources Web Soil Survey 3/10/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina Forest Creek
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Totals for Area of Interest 1,812.8 100.0%
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 (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 3/10/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

FEMA FIRM MAP:

National Flood Hazard Layer FIRMette FEMA _Legend
80o45'31"W 34°54'33"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation(BFE)
f Zone A,V.A99
/ SPECIAL FLOOD With BFE or Depth Zone AE,AD,AH,ve,AR
I
3 •�_ t HAZARD AREAS Regulatory Floodway
f 0.2%Annual Chance Flood Hazard,Areas
�1 a of 1%annual chance flood with average
1 •' w depth less than one foot or with drainage
j • • areas of less than one square mile Zone
_ Future Conditions 1%Annual
Chance Flood Hazard zone
�I
•a ` • � �" Area with Reduced Flood Risk due to
• r _ �,, OTHER AREAS OF Levee.See Notes.zone
'• 0 FLOOD HAZARD Area with Flood Risk due to Leveezone D
� �r NO SCREEN Area of Minimal Flood Hazard zonex
• . A ti• r r . Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone
s '
t GENERAL ----- Channel,Culvert,or Storm Sewer
Q QF ; //��� ' - • STRUCTURES IIIIIII Levee,Dike,or Floodwall
-
"I e zos Cross Sections with 1%Annual Chance
17•5 Water Surface Elevation
♦ AREA OF MINIMAL FLOOD HAZARD . e— — — Coastal Transect
Z )( ^^^^-5I3^^^^^• Base Flood Elevation Line(BFE)
s
Limit of Study
� Jurisdiction Boundary
4r —--- Coastal Transect Baseline
OTHER _
•� 1 3 , 1 1 � Profile Baseline
`! FEATURES Hydrographic Feature
1 11 '
Digital Data Available N
(It' �- '�
No Digital Data Available
� MAP PANELS Unmapped '
f t ` • • The pin displayed on the map is an approximate
�, ` �• • �• �, 1 S �` point selected by the user and does not represent
t.r an authoritative property location.
• r( $i it
• • • ,
• • • � � �� This map complies with FEMA's standards for the use of
• •
digital flood maps if it is not void as described below.
/ ----- The basemap shown complies with FEMA's basemap
• 4" accuracy standards
•• ---- t The flood hazard information is derived directly from the
• authoritative NFHL web services provided by FEMA.This map
was exported on 5/4/2022 at 2:07 PM and does not
�t UNION CO reflect changes or amendments subsequent to this date and
time.The NFHL and effective information may change or
f (AREA OT Ell I, r `� become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear:basemap imagery,flood zone labels,
legend,scale bar,map creation date,community identifiers,
80°44'S4"W 34°54'3"N FIRM panel number,and FIRM effective date.Map images for
Feet 1:6 000 unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap:USGS National Map:Orthoimagery.Data refreshed October,2020

USGS MAPS:

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END
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Sediment Basin Calculations:

Sediment Basin Design - Phase 1
Project: The Preserve at Forest Creek(Phase 2) Computed By: DMG Date: 2/16/2024
Location: Waxhaw,Union County,North Carolina Checked By: DMG Revised:
Developer:
Design Criteria: Settling Efficiency Criteria:
Design Storm 10 yr Design Storm 2 yr
Rational Runoff Coef£ 0.7 Rational Runoff Coeff. 0.6
Intensity 7.61 in/hr (Tc- 5 min.) Intensity 5.95 in/hr (Tc- 5 min.)
Bottom Top Surface Side- 10-yr
Basin Drainage Denuded Sediment Basin Area Depth Area Area slope Skimmer Orifice Dewatering Flow
Number Area (Acres) Area(Acres) Volume Sq ft ft. Sq ft Required Size Diameter Time cfs
Required Provided Sq ft (inches) (inches) (days)
SB-1 4.65 4.65 8,370 49,368 9,638 4 15,246 10,775 3 4.0 3.10 4.45 24.77
SB-2 7.84 7.84 14,112 61,216 12,358 4 18,403 18,167 3 4.0 3.50 4.33 41.76
SB-3 3.06 3.06 5,508 24,330 3,920 4 8,404 7,091 3 2.5 2.50 3.37 16.30
SB-4 3.66 3.66 6,588 59,934 11,744 4 18,380 8,481 3 4.0 3.50 4.24 19.50
SB-5 3.77 3.77 6,786 29,488 5,396 4 9,504 8,736 31 3.0 2.60 3.78 20.08
SB-6 4.68 3.95 8,424 46,943 9,061 4 14,566 10,845 3 4.0 3.10 4.23 24.93
SB-7 1.72 1.72 3,096 47,035 9,351 4 14,319 3,986 3 4.0 3.10 4.24 9.16
SB-8 1.80 1.80 3,240 26,273 4,716 4 8,574 4,171 3 3.0 2.50 3.64 9.59
SB-9 2.77 2.77 4,986 19,481 3,250 4 6,644 6,419 3 2.5 2.20 3.48 14.76
SB-10 12.58 12.58 22,644 96,786 20,186 4 28,363 29,151 3 5.0 4.30 4.53 67.01
SB-11 1.54 1.54 2,772 12,165 1,600 4 4,641 3,569 3 2.0 1.90 2.92 8.20
SB-12 1.09 1.09 1,962 24,621 4,469 4 7,994 2,526 3 2.5 2.50 3.41 5.81
SB-13 1.22 1.22 2,196 18,081 3,095 4 6,098 2,827 3 2.5 2.10 3.55 6.50
SB-14 1.47 1.47 2,646 14,815 2,159 4 5,405 3,406 3 2.5 1.90 3.55 7.83
SB-15 1.29 1.29 2,322 13,175 2,050 4 4,690 2,989 3 2.5 1.80 3.52 6.87
SB-16 5.14 5.14 9,252 39,639 7,704 4 12,269 11,911 3 4.0 2.80 4.38 27.38
SB-17 1.55 1.55 2,790 10,872 1,602 4 3,987 3,592 3 2.0 1.80 2.91 8.26
SB-18 3.60 3.60 6,480 32,905 6,149 4 10,457 8,342 3 3.0 2.80 3.63 19.18
SB-19 3.19 3.19 5,742 25,674 4,580 4 8,410 7,392 3 3.0 2.40 3.86 16.99
SB-20 1.91 1.91 3,429 91,769 19,387 4 26,651 4,414 3 5.0 4.20 4.50 10.15
SB-21 0.80 0.80 1,440 11,732 1,606 4 4,416 1,854 3 2.0 1.80 3.14 4.26
SB-22 1.50 1.50 2,700 58,016 11,797 4 17,363 3,476 3 4.0 3.40 4.35 7.99
SB-23 2.58 2.58 4,644 23,576 4,194 4 7,747 5,978 3 2.5 2.40 3.54 13.74
SB-24 1.59 1.59 2,862 20,947 3,643 4 6,983 3,684 3 2.5 2.30 3.43 8.47
SB-251 4.921 4.921 8,856 44,244 8,6411 4 13,635 11,401 3 4.0 3.00 4.26 26.21

SB-1 Calculations:

Worksheet for SBA Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 19.92 cfs
Results
Normal Depth 12.1 in
Flow Area 1.1 ft2
Wetted Perimeter 2.8 ft
Hydraulic Radius 4.6 in
Top Width 0.99 ft
Critical Depth 14.9 in
Percent Full 80.8%
Critical Slope 0.309 ft/ft
Velocity 18.76 ft/s
Velocity Head 5.47 ft
Specific Energy 6.48 ft
Froude Number 3.185
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.324 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 80.8%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 12.1 in
Critical Depth 14.9 in
Channel Slope 0.333 ft/ft
Critical Slope 0.309 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-1 A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.058 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 4.10 cfs
Results
Normal Depth 3.0 in
Flow Area 0.7 ftz
Wetted Perimeter 3.6 ft
Hydraulic Radius 2.3 in
Top Width 3.50 ft
Critical Depth 4.9 in
Critical Slope 0.009 ft/ft
Velocity 5.96 ft/s
Velocity Head 0.55 ft
Specific Energy 0.80 ft
Froude Number 2.372
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.0 in
Critical Depth 4.9 in
Channel Slope 0.058 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 2
Watertown,CT 06795 USA [phone]

Worksheet for TO-1 B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.058 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 2.97 cfs
Results
Normal Depth 2.5 in
Flow Area 0.6 ft2
Wetted Perimeter 3.3 ft
Hydraulic Radius 2.0 in
Top Width 3.26 ft
Critical Depth 4.1 in
Critical Slope 0.010 ft/ft
Velocity 5.40 ft/s
Velocity Head 0.45 ft
Specific Energy 0.66 ft
Froude Number 2.313
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.5 in
Critical Depth 4.1 in
Channel Slope 0.058 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-1
Calculate Skimmer Size
Basin Volume in Cubic Feet 49,513 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.6 Inch[es]
Orifice Diameter 3.1 Inch[es]
"In NC assume 3 days to drain

SB-2 Calculations:

Worksheet for S13-2A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 24.0 in
Discharge 36.86 cfs
Results
Normal Depth 12.3 in
Flow Area 1.6 ft2
Wetted Perimeter 3.2 ft
Hydraulic Radius 6.1 in
Top Width 2.00 ft
Critical Depth 23.2 in
Percent Full 51.2 %
Critical Slope 0.079 ft/ft
Velocity 22.74 ft/s
Velocity Head 8.04 ft
Specific Energy 9.06 ft
Froude Number 4.454
Maximum Discharge 76.06 cfs
Discharge Full 70.71 cfs
Slope Full 0.090 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 51.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 12.3 in
Critical Depth 23.2 in
Channel Slope 0.333 ft/ft
Critical Slope 0.079 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-2A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.068 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 0.59 cfs
Results
Normal Depth 1.0 in
Flow Area 0.2 ftz
Wetted Perimeter 2.5 ft
Hydraulic Radius 0.9 in
Top Width 2.48 ft
Critical Depth 1.6 in
Critical Slope 0.012 ft/ft
Velocity 3.31 ft/s
Velocity Head 0.17 ft
Specific Energy 0.25 ft
Froude Number 2.176
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.0 in
Critical Depth 1.6 in
Channel Slope 0.068 ft/ft
Critical Slope 0.012 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-213 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.068 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 2.00 ft
Discharge 36.28 cfs
Results
Normal Depth 8.9 in
Flow Area 3.1 ft2
Wetted Perimeter 6.7 ft
Hydraulic Radius 5.6 in
Top Width 6.43 ft
Critical Depth 15.2 in
Critical Slope 0.007 ft/ft
Velocity 11.65 ft/s
Velocity Head 2.11 ft
Specific Energy 2.85 ft
Froude Number 2.953
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.9 in
Critical Depth 15.2 in
Channel Slope 0.068 ft/ft
Critical Slope 0.007 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-2
Calculate Skimmer Size
Basin Volume in Cubic Feet 61,216 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.7 Inch[es]
Orifice Diameter 3.5 Inch[es]
"In NC assume 3 days to drain

SB-3 Calculations:

Worksheet for S13-3A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.05 cfs
Results
Normal Depth 5.0 in
Flow Area 0.3 ft2
Wetted Perimeter 1.4 ft
Hydraulic Radius 2.6 in
Top Width 0.99 ft
Critical Depth 10.2 in
Percent Full 41.7%
Critical Slope 0.041 ft/ft
Velocity 13.07 ft/s
Velocity Head 2.65 ft
Specific Energy 3.07 ft
Froude Number 4.109
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.044 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 41.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.0 in
Critical Depth 10.2 in
Channel Slope 0.333 ft/ft
Critical Slope 0.041 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-313 Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.69 cfs
Results
Normal Depth 5.4 in
Flow Area 0.3 ft2
Wetted Perimeter 1.5 ft
Hydraulic Radius 2.8 in
Top Width 1.00 ft
Critical Depth 10.8 in
Percent Full 45.3 %
Critical Slope 0.052 ft/ft
Velocity 13.58 ft/s
Velocity Head 2.87 ft
Specific Energy 3.32 ft
Froude Number 4.065
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.059 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 45.3 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.4 in
Critical Depth 10.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.052 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-3C Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.26 cfs
Results
Normal Depth 5.1 in
Flow Area 0.3 ft2
Wetted Perimeter 1.4 ft
Hydraulic Radius 2.7 in
Top Width 0.99 ft
Critical Depth 10.4 in
Percent Full 42.9 %
Critical Slope 0.045 ft/ft
Velocity 13.24 ft/s
Velocity Head 2.72 ft
Specific Energy 3.15 ft
Froude Number 4.093
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.049 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 42.9 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.1 in
Critical Depth 10.4 in
Channel Slope 0.333 ft/ft
Critical Slope 0.045 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-3A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.051 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.05 cfs
Results
Normal Depth 3.5 in
Flow Area 0.7 ftz
Wetted Perimeter 3.3 ft
Hydraulic Radius 2.5 in
Top Width 3.25 ft
Critical Depth 5.4 in
Critical Slope 0.009 ft/ft
Velocity 5.87 ft/s
Velocity Head 0.53 ft
Specific Energy 0.83 ft
Froude Number 2.242
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.5 in
Critical Depth 5.4 in
Channel Slope 0.051 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-313 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.100 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.69 cfs
Results
Normal Depth 3.2 in
Flow Area 0.6 ftz
Wetted Perimeter 3.2 ft
Hydraulic Radius 2.3 in
Top Width 3.08 ft
Critical Depth 5.9 in
Critical Slope 0.009 ft/ft
Velocity 7.76 ft/s
Velocity Head 0.94 ft
Specific Energy 1.20 ft
Froude Number 3.092
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.2 in
Critical Depth 5.9 in
Channel Slope 0.100 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-3C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.044 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.26 cfs
Results
Normal Depth 3.7 in
Flow Area 0.8 ft2
Wetted Perimeter 3.5 ft
Hydraulic Radius 2.6 in
Top Width 3.36 ft
Critical Depth 5.6 in
Critical Slope 0.009 ft/ft
Velocity 5.66 ft/s
Velocity Head 0.50 ft
Specific Energy 0.81 ft
Froude Number 2.110
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.7 in
Critical Depth 5.6 in
Channel Slope 0.044 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-3
Calculate Skimmer Size
Basin Volume in Cubic Feet 24,330 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.5 Inch[es]
"In NC assume 3 days to drain

SB-4 Calculations:

Worksheet for SB-4A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 13.37 cfs
Results
Normal Depth 8.9 in
Flow Area 0.8 ftz
Wetted Perimeter 2.2 ft
Hydraulic Radius 4.1 in
Top Width 1.23 ft
Critical Depth 14.7 in
Percent Full 59.4%
Critical Slope 0.131 ft/ft
Velocity 17.59 ft/s
Velocity Head 4.81 ft
Specific Energy 5.55 ft
Froude Number 3.939
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.146 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 59.4%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.9 in
Critical Depth 14.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.131 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-4A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.094 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.81 cfs
Results
Normal Depth 1.9 in
Flow Area 0.3 ft2
Wetted Perimeter 2.5 ft
Hydraulic Radius 1.5 in
Top Width 2.46 ft
Critical Depth 3.5 in
Critical Slope 0.010 ft/ft
Velocity 5.72 ft/s
Velocity Head 0.51 ft
Specific Energy 0.67 ft
Froude Number 2.810
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.9 in
Critical Depth 3.5 in
Channel Slope 0.094 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-413 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.094 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 11.56 cfs
Results
Normal Depth 5.1 in
Flow Area 1.2 ftz
Wetted Perimeter 4.2 ft
Hydraulic Radius 3.4 in
Top Width 4.05 ft
Critical Depth 9.3 in
Critical Slope 0.008 ft/ft
Velocity 9.78 ft/s
Velocity Head 1.49 ft
Specific Energy 1.91 ft
Froude Number 3.194
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.1 in
Critical Depth 9.3 in
Channel Slope 0.094 ft/ft
Critical Slope 0.008 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-4
Calculate Skimmer Size
Basin Volume in Cubic Feet 59,934 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.7 Inch[es]
Orifice Diameter 3.5 Inch[es]
"In NC assume 3 days to drain

SB-5 Calculations:

Worksheet for S13-5A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 13.80 cfs
Results
Normal Depth 9.1 in
Flow Area 0.8 ftz
Wetted Perimeter 2.2 ft
Hydraulic Radius 4.2 in
Top Width 1.22 ft
Critical Depth 14.8 in
Percent Full 60.7%
Critical Slope 0.141 ft/ft
Velocity 17.71 ft/s
Velocity Head 4.87 ft
Specific Energy 5.63 ft
Froude Number 3.909
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.156 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 60.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 9.1 in
Critical Depth 14.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.141 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-513 Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 3.24 cfs
Results
Normal Depth 4.4 in
Flow Area 0.3 ft2
Wetted Perimeter 1.3 ft
Hydraulic Radius 2.4 in
Top Width 0.97 ft
Critical Depth 9.2 in
Percent Full 36.9 %
Critical Slope 0.032 ft/ft
Velocity 12.30 ft/s
Velocity Head 2.35 ft
Specific Energy 2.72 ft
Froude Number 4.151
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.028 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 36.9 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.4 in
Critical Depth 9.2 in
Channel Slope 0.333 ft/ft
Critical Slope 0.032 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-5A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.084 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 10.71 cfs
Results
Normal Depth 5.0 in
Flow Area 1.2 ftz
Wetted Perimeter 4.2 ft
Hydraulic Radius 3.4 in
Top Width 4.02 ft
Critical Depth 8.9 in
Critical Slope 0.008 ft/ft
Velocity 9.21 ft/s
Velocity Head 1.32 ft
Specific Energy 1.74 ft
Froude Number 3.022
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.0 in
Critical Depth 8.9 in
Channel Slope 0.084 ft/ft
Critical Slope 0.008 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-513 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.061 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.09 cfs
Results
Normal Depth 2.9 in
Flow Area 0.5 ftz
Wetted Perimeter 3.0 ft
Hydraulic Radius 2.1 in
Top Width 2.94 ft
Critical Depth 4.7 in
Critical Slope 0.009 ft/ft
Velocity 5.78 ft/s
Velocity Head 0.52 ft
Specific Energy 0.76 ft
Froude Number 2.389
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.9 in
Critical Depth 4.7 in
Channel Slope 0.061 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-5C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.061 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.62 cfs
Results
Normal Depth 2.0 in
Flow Area 0.3 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 1.6 in
Top Width 2.52 ft
Critical Depth 3.3 in
Critical Slope 0.010 ft/ft
Velocity 4.76 ft/s
Velocity Head 0.35 ft
Specific Energy 0.52 ft
Froude Number 2.281
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.0 in
Critical Depth 3.3 in
Channel Slope 0.061 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-50 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.061 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.62 cfs
Results
Normal Depth 2.0 in
Flow Area 0.3 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 1.6 in
Top Width 2.52 ft
Critical Depth 3.3 in
Critical Slope 0.010 ft/ft
Velocity 4.76 ft/s
Velocity Head 0.35 ft
Specific Energy 0.52 ft
Froude Number 2.281
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.0 in
Critical Depth 3.3 in
Channel Slope 0.061 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-5
Calculate Skimmer Size
Basin Volume in Cubic Feet 29,488 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 4 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter 2.6 Inch[es]
"In NC assume 3 days to drain

SB-6 Calculations:

Worksheet for S13-6A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.95 cfs
Results
Normal Depth 5.6 in
Flow Area 0.4 ftz
Wetted Perimeter 1.5 ft
Hydraulic Radius 2.9 in
Top Width 1.00 ft
Critical Depth 11.0 in
Percent Full 46.7%
Critical Slope 0.057 ft/ft
Velocity 13.76 ft/s
Velocity Head 2.94 ft
Specific Energy 3.41 ft
Froude Number 4.042
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.066 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 46.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.6 in
Critical Depth 11.0 in
Channel Slope 0.333 ft/ft
Critical Slope 0.057 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-613 Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 14.49 cfs
Results
Normal Depth 9.4 in
Flow Area 0.8 ftz
Wetted Perimeter 2.3 ft
Hydraulic Radius 4.3 in
Top Width 1.21 ft
Critical Depth 14.8 in
Percent Full 62.7%
Critical Slope 0.156 ft/ft
Velocity 17.89 ft/s
Velocity Head 4.97 ft
Specific Energy 5.76 ft
Froude Number 3.853
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.172 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 62.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 9.4 in
Critical Depth 14.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.156 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-6C Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 2.88 cfs
Results
Normal Depth 4.2 in
Flow Area 0.2 ftz
Wetted Perimeter 1.3 ft
Hydraulic Radius 2.3 in
Top Width 0.95 ft
Critical Depth 8.7 in
Percent Full 34.7%
Critical Slope 0.029 ft/ft
Velocity 11.90 ft/s
Velocity Head 2.20 ft
Specific Energy 2.55 ft
Froude Number 4.160
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.022 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 34.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.2 in
Critical Depth 8.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.029 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-6A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.029 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.95 cfs
Results
Normal Depth 4.5 in
Flow Area 1.0 ft2
Wetted Perimeter 3.9 ft
Hydraulic Radius 3.0 in
Top Width 3.73 ft
Critical Depth 6.0 in
Critical Slope 0.009 ft/ft
Velocity 5.09 ft/s
Velocity Head 0.40 ft
Specific Energy 0.77 ft
Froude Number 1.757
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.5 in
Critical Depth 6.0 in
Channel Slope 0.029 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-613 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.041 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.54 cfs
Results
Normal Depth 1.2 in
Flow Area 0.2 ftz
Wetted Perimeter 2.1 ft
Hydraulic Radius 1.0 in
Top Width 2.11 ft
Critical Depth 1.7 in
Critical Slope 0.012 ft/ft
Velocity 2.93 ft/s
Velocity Head 0.13 ft
Specific Energy 0.24 ft
Froude Number 1.747
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.2 in
Critical Depth 1.7 in
Channel Slope 0.041 ft/ft
Critical Slope 0.012 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-6C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.041 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.86 cfs
Results
Normal Depth 3.1 in
Flow Area 0.6 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 2.2 in
Top Width 3.04 ft
Critical Depth 4.5 in
Critical Slope 0.009 ft/ft
Velocity 4.92 ft/s
Velocity Head 0.38 ft
Specific Energy 0.63 ft
Froude Number 1.982
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.1 in
Critical Depth 4.5 in
Channel Slope 0.041 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-60 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.041 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.86 cfs
Results
Normal Depth 3.1 in
Flow Area 0.6 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 2.2 in
Top Width 3.04 ft
Critical Depth 4.5 in
Critical Slope 0.009 ft/ft
Velocity 4.92 ft/s
Velocity Head 0.38 ft
Specific Energy 0.63 ft
Froude Number 1.982
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.1 in
Critical Depth 4.5 in
Channel Slope 0.041 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-6
Calculate Skimmer Size
Basin Volume in Cubic Feet 46,943 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.5 Inch[es]
Orifice Diameter 3.1 Inch[es]
"In NC assume 3 days to drain

SB-7 Calculations:

Worksheet for S13-7A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 8.74 cfs
Results
Normal Depth 8.0 in
Flow Area 0.6 ftz
Wetted Perimeter 1.9 ft
Hydraulic Radius 3.5 in
Top Width 0.94 ft
Critical Depth 11.9 in
Percent Full 66.7%
Critical Slope 0.189 ft/ft
Velocity 15.69 ft/s
Velocity Head 3.83 ft
Specific Energy 4.49 ft
Froude Number 3.598
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.205 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 66.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.0 in
Critical Depth 11.9 in
Channel Slope 0.333 ft/ft
Critical Slope 0.189 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-7A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.075 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 5.01 cfs
Results
Normal Depth 3.5 in
Flow Area 0.7 ftz
Wetted Perimeter 3.4 ft
Hydraulic Radius 2.5 in
Top Width 3.27 ft
Critical Depth 6.1 in
Critical Slope 0.009 ft/ft
Velocity 7.14 ft/s
Velocity Head 0.79 ft
Specific Energy 1.09 ft
Froude Number 2.717
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.5 in
Critical Depth 6.1 in
Channel Slope 0.075 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-713 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.075 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.73 cfs
Results
Normal Depth 3.0 in
Flow Area 0.6 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 2.2 in
Top Width 3.01 ft
Critical Depth 5.2 in
Critical Slope 0.009 ft/ft
Velocity 6.57 ft/s
Velocity Head 0.67 ft
Specific Energy 0.92 ft
Froude Number 2.666
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.0 in
Critical Depth 5.2 in
Channel Slope 0.075 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-7
Calculate Skimmer Size
Basin Volume in Cubic Feet 47,035 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.5 Inch[es]
Orifice Diameter 3.1 Inch[es]
"In NC assume 3 days to drain

SB-8 Calculations:

Worksheet for S13-8A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 6.23 cfs
Results
Normal Depth 6.4 in
Flow Area 0.4 ftz
Wetted Perimeter 1.6 ft
Hydraulic Radius 3.1 in
Top Width 1.00 ft
Critical Depth 11.5 in
Percent Full 53.5 %
Critical Slope 0.091 ft/ft
Velocity 14.58 ft/s
Velocity Head 3.30 ft
Specific Energy 3.84 ft
Froude Number 3.926
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.104 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 53.5 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.4 in
Critical Depth 11.5 in
Channel Slope 0.333 ft/ft
Critical Slope 0.091 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-813 Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 1.33 cfs
Results
Normal Depth 2.8 in
Flow Area 0.1 ftz
Wetted Perimeter 1.0 ft
Hydraulic Radius 1.7 in
Top Width 0.85 ft
Critical Depth 5.9 in
Percent Full 23.3 %
Critical Slope 0.021 ft/ft
Velocity 9.55 ft/s
Velocity Head 1.42 ft
Specific Energy 1.65 ft
Froude Number 4.152
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.005 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 23.3 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.8 in
Critical Depth 5.9 in
Channel Slope 0.333 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-8A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.022 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 6.23 cfs
Results
Normal Depth 5.4 in
Flow Area 1.3 ftz
Wetted Perimeter 4.4 ft
Hydraulic Radius 3.5 in
Top Width 4.21 ft
Critical Depth 6.8 in
Critical Slope 0.009 ft/ft
Velocity 4.84 ft/s
Velocity Head 0.36 ft
Specific Energy 0.81 ft
Froude Number 1.542
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.4 in
Critical Depth 6.8 in
Channel Slope 0.022 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-813 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.022 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.33 cfs
Results
Normal Depth 2.4 in
Flow Area 0.4 ftz
Wetted Perimeter 2.8 ft
Hydraulic Radius 1.8 in
Top Width 2.71 ft
Critical Depth 2.9 in
Critical Slope 0.011 ft/ft
Velocity 3.13 ft/s
Velocity Head 0.15 ft
Specific Energy 0.35 ft
Froude Number 1.391
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.4 in
Critical Depth 2.9 in
Channel Slope 0.022 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-8
Calculate Skimmer Size
Basin Volume in Cubic Feet 26,273 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 4 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.5 Inch[es]
"In NC assume 3 days to drain

SB-9 Calculations:

Worksheet for S13-9A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 2.77 cfs
Results
Normal Depth 4.1 in
Flow Area 0.2 ftz
Wetted Perimeter 1.2 ft
Hydraulic Radius 2.3 in
Top Width 0.95 ft
Critical Depth 8.6 in
Percent Full 34.0 %
Critical Slope 0.028 ft/ft
Velocity 11.76 ft/s
Velocity Head 2.15 ft
Specific Energy 2.49 ft
Froude Number 4.161
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.021 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 34.0 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.1 in
Critical Depth 8.6 in
Channel Slope 0.333 ft/ft
Critical Slope 0.028 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-913 Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 9.72 cfs
Results
Normal Depth 8.7 in
Flow Area 0.6 ft2
Wetted Perimeter 2.0 ft
Hydraulic Radius 3.6 in
Top Width 0.89 ft
Critical Depth 11.9 in
Percent Full 72.3 %
Critical Slope 0.237 ft/ft
Velocity 15.98 ft/s
Velocity Head 3.97 ft
Specific Energy 4.69 ft
Froude Number 3.417
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.254 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 72.3 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.7 in
Critical Depth 11.9 in
Channel Slope 0.333 ft/ft
Critical Slope 0.237 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-9A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.066 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.77 cfs
Results
Normal Depth 2.7 in
Flow Area 0.5 ftz
Wetted Perimeter 2.9 ft
Hydraulic Radius 2.0 in
Top Width 2.83 ft
Critical Depth 4.4 in
Critical Slope 0.010 ft/ft
Velocity 5.75 ft/s
Velocity Head 0.51 ft
Specific Energy 0.74 ft
Froude Number 2.461
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.7 in
Critical Depth 4.4 in
Channel Slope 0.066 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-913 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.034 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.00 cfs
Results
Normal Depth 2.7 in
Flow Area 0.5 ftz
Wetted Perimeter 2.9 ft
Hydraulic Radius 2.0 in
Top Width 2.84 ft
Critical Depth 3.7 in
Critical Slope 0.010 ft/ft
Velocity 4.13 ft/s
Velocity Head 0.26 ft
Specific Energy 0.49 ft
Froude Number 1.761
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.7 in
Critical Depth 3.7 in
Channel Slope 0.034 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-9C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.034 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.45 cfs
Results
Normal Depth 2.3 in
Flow Area 0.4 ft2
Wetted Perimeter 2.7 ft
Hydraulic Radius 1.7 in
Top Width 2.63 ft
Critical Depth 3.1 in
Critical Slope 0.010 ft/ft
Velocity 3.75 ft/s
Velocity Head 0.22 ft
Specific Energy 0.41 ft
Froude Number 1.722
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.3 in
Critical Depth 3.1 in
Channel Slope 0.034 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-9
Calculate Skimmer Size
Basin Volume in Cubic Feet 19,481 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.2 Inch[es]
"In NC assume 3 days to drain

SB-10 Calculations:

Worksheet for S13-10A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 24.0 in
Discharge 59.88 cfs
Results
Normal Depth 17.0 in
Flow Area 2.4 ftz
Wetted Perimeter 4.0 ft
Hydraulic Radius 7.1 in
Top Width 1.82 ft
Critical Depth 23.9 in
Percent Full 70.6%
Critical Slope 0.225 ft/ft
Velocity 25.25 ft/s
Velocity Head 9.90 ft
Specific Energy 11.32 ft
Froude Number 3.901
Maximum Discharge 76.06 cfs
Discharge Full 70.71 cfs
Slope Full 0.239 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 70.6%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 17.0 in
Critical Depth 23.9 in
Channel Slope 0.333 ft/ft
Critical Slope 0.225 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-10A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.046 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 3.00 ft
Discharge 59.88 cfs
Results
Normal Depth 11.0 in
Flow Area 5.3 ftz
Wetted Perimeter 8.8 ft
Hydraulic Radius 7.2 in
Top Width 8.51 ft
Critical Depth 17.7 in
Critical Slope 0.006 ft/ft
Velocity 11.32 ft/s
Velocity Head 1.99 ft
Specific Energy 2.91 ft
Froude Number 2.533
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 11.0 in
Critical Depth 17.7 in
Channel Slope 0.046 ft/ft
Critical Slope 0.006 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-10
Calculate Skimmer Size
Basin Volume in Cubic Feet 96,786 Cu.Ft Skimmer Size 5.0 Inch
Days to Drain* 4 Days Orifice Radius 2.2 Inch[es]
Orifice Diameter 4.3 Inch[es]
In NC assume 3 days to drain

SB-11 Calculations:

Worksheet for S13-11A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 2.56 cfs
Results
Normal Depth 3.9 in
Flow Area 0.2 ftz
Wetted Perimeter 1.2 ft
Hydraulic Radius 2.2 in
Top Width 0.94 ft
Critical Depth 8.2 in
Percent Full 32.6%
Critical Slope 0.027 ft/ft
Velocity 11.52 ft/s
Velocity Head 2.06 ft
Specific Energy 2.39 ft
Froude Number 4.171
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.018 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 32.6%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 8.2 in
Channel Slope 0.333 ft/ft
Critical Slope 0.027 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for S13-11 B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.65 cfs
Results
Normal Depth 5.4 in
Flow Area 0.3 ft2
Wetted Perimeter 1.5 ft
Hydraulic Radius 2.8 in
Top Width 1.00 ft
Critical Depth 10.8 in
Percent Full 45.1 %
Critical Slope 0.051 ft/ft
Velocity 13.53 ft/s
Velocity Head 2.85 ft
Specific Energy 3.30 ft
Froude Number 4.059
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.058 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 45.1 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.4 in
Critical Depth 10.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.051 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-11A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.077 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.86 cfs
Results
Normal Depth 2.1 in
Flow Area 0.3 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 1.6 in
Top Width 2.53 ft
Critical Depth 3.6 in
Critical Slope 0.010 ft/ft
Velocity 5.38 ft/s
Velocity Head 0.45 ft
Specific Energy 0.62 ft
Froude Number 2.569
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.1 in
Critical Depth 3.6 in
Channel Slope 0.077 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-11 B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.032 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.69 cfs
Results
Normal Depth 1.5 in
Flow Area 0.2 ftz
Wetted Perimeter 2.3 ft
Hydraulic Radius 1.2 in
Top Width 2.26 ft
Critical Depth 2.0 in
Critical Slope 0.012 ft/ft
Velocity 2.91 ft/s
Velocity Head 0.13 ft
Specific Energy 0.26 ft
Froude Number 1.582
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.5 in
Critical Depth 2.0 in
Channel Slope 0.032 ft/ft
Critical Slope 0.012 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-11 C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.032 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.63 cfs
Results
Normal Depth 4.2 in
Flow Area 0.9 ftz
Wetted Perimeter 3.7 ft
Hydraulic Radius 2.9 in
Top Width 3.61 ft
Critical Depth 5.8 in
Critical Slope 0.009 ft/ft
Velocity 5.14 ft/s
Velocity Head 0.41 ft
Specific Energy 0.76 ft
Froude Number 1.814
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.2 in
Critical Depth 5.8 in
Channel Slope 0.032 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-11
Calculate Skimmer Size
Basin Volume in Cubic Feet 12,165 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 4 Days Orifice Radius 0.9 Inch[es]
Orifice Diameter 1.9 Inch[es]
"In NC assume 3 days to drain

SB-12 Calculations:

Worksheet for SB-12A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 5.75 cfs
Results
Normal Depth 6.1 in
Flow Area 0.4 ftz
Wetted Perimeter 1.6 ft
Hydraulic Radius 3.0 in
Top Width 1.00 ft
Critical Depth 11.4 in
Percent Full 51.0 %
Critical Slope 0.077 ft/ft
Velocity 14.30 ft/s
Velocity Head 3.18 ft
Specific Energy 3.69 ft
Froude Number 3.973
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.089 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 51.0 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.1 in
Critical Depth 11.4 in
Channel Slope 0.333 ft/ft
Critical Slope 0.077 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-12A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.024 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 5.75 cfs
Results
Normal Depth 5.1 in
Flow Area 1.2 ftz
Wetted Perimeter 4.2 ft
Hydraulic Radius 3.4 in
Top Width 4.05 ft
Critical Depth 6.5 in
Critical Slope 0.009 ft/ft
Velocity 4.89 ft/s
Velocity Head 0.37 ft
Specific Energy 0.80 ft
Froude Number 1.598
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.1 in
Critical Depth 6.5 in
Channel Slope 0.024 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-12
Calculate Skimmer Size
Basin Volume in Cubic Feet 24,621 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.5 Inch[es]
"In NC assume 3 days to drain

SB-13 Calculations:

Worksheet for SB-13A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 2.40 cfs
Results
Normal Depth 3.8 in
Flow Area 0.2 ftz
Wetted Perimeter 1.2 ft
Hydraulic Radius 2.1 in
Top Width 0.93 ft
Critical Depth 8.0 in
Percent Full 31.5 %
Critical Slope 0.026 ft/ft
Velocity 11.31 ft/s
Velocity Head 1.99 ft
Specific Energy 2.30 ft
Froude Number 4.171
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.015 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 31.5 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.8 in
Critical Depth 8.0 in
Channel Slope 0.333 ft/ft
Critical Slope 0.026 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-13B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 3.20 cfs
Results
Normal Depth 4.4 in
Flow Area 0.3 ft2
Wetted Perimeter 1.3 ft
Hydraulic Radius 2.4 in
Top Width 0.96 ft
Critical Depth 9.2 in
Percent Full 36.7%
Critical Slope 0.032 ft/ft
Velocity 12.24 ft/s
Velocity Head 2.33 ft
Specific Energy 2.70 ft
Froude Number 4.144
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.027 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 36.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.4 in
Critical Depth 9.2 in
Channel Slope 0.333 ft/ft
Critical Slope 0.032 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-13A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.021 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.97 cfs
Results
Normal Depth 3.0 in
Flow Area 0.6 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 2.2 in
Top Width 3.01 ft
Critical Depth 3.7 in
Critical Slope 0.010 ft/ft
Velocity 3.47 ft/s
Velocity Head 0.19 ft
Specific Energy 0.44 ft
Froude Number 1.407
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.0 in
Critical Depth 3.7 in
Channel Slope 0.021 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-1313 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.016 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.43 cfs
Results
Normal Depth 1.4 in
Flow Area 0.2 ftz
Wetted Perimeter 2.2 ft
Hydraulic Radius 1.2 in
Top Width 2.21 ft
Critical Depth 1.5 in
Critical Slope 0.013 ft/ft
Velocity 1.97 ft/s
Velocity Head 0.06 ft
Specific Energy 0.18 ft
Froude Number 1.103
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.4 in
Critical Depth 1.5 in
Channel Slope 0.016 ft/ft
Critical Slope 0.013 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-13C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.021 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.21 cfs
Results
Normal Depth 0.9 in
Flow Area 0.1 ft2
Wetted Perimeter 2.0 ft
Hydraulic Radius 0.8 in
Top Width 1.93 ft
Critical Depth 1.0 in
Critical Slope 0.014 ft/ft
Velocity 1.70 ft/s
Velocity Head 0.04 ft
Specific Energy 0.12 ft
Froude Number 1.182
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.9 in
Critical Depth 1.0 in
Channel Slope 0.021 ft/ft
Critical Slope 0.014 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-13D Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.021 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.98 cfs
Results
Normal Depth 3.8 in
Flow Area 0.8 ft2
Wetted Perimeter 3.5 ft
Hydraulic Radius 2.6 in
Top Width 3.38 ft
Critical Depth 4.6 in
Critical Slope 0.009 ft/ft
Velocity 3.90 ft/s
Velocity Head 0.24 ft
Specific Energy 0.55 ft
Froude Number 1.446
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.8 in
Critical Depth 4.6 in
Channel Slope 0.021 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-13
Calculate Skimmer Size
Basin Volume in Cubic Feet 18,081 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.1 Inch[es]
"In NC assume 3 days to drain

SB-14 Calculations:

Worksheet for SB-14A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 7.83 cfs
Results
Normal Depth 7.4 in
Flow Area 0.5 ftz
Wetted Perimeter 1.8 ft
Hydraulic Radius 3.4 in
Top Width 0.97 ft
Critical Depth 11.8 in
Percent Full 61.8%
Critical Slope 0.149 ft/ft
Velocity 15.35 ft/s
Velocity Head 3.66 ft
Specific Energy 4.28 ft
Froude Number 3.736
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.165 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 61.8%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.4 in
Critical Depth 11.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.149 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-14A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.028 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.68 cfs
Results
Normal Depth 3.9 in
Flow Area 0.8 ft2
Wetted Perimeter 3.6 ft
Hydraulic Radius 2.7 in
Top Width 3.45 ft
Critical Depth 5.2 in
Critical Slope 0.009 ft/ft
Velocity 4.58 ft/s
Velocity Head 0.33 ft
Specific Energy 0.65 ft
Froude Number 1.673
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 5.2 in
Channel Slope 0.028 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-14B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.028 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.16 cfs
Results
Normal Depth 4.2 in
Flow Area 0.9 ftz
Wetted Perimeter 3.7 ft
Hydraulic Radius 2.9 in
Top Width 3.58 ft
Critical Depth 5.5 in
Critical Slope 0.009 ft/ft
Velocity 4.74 ft/s
Velocity Head 0.35 ft
Specific Energy 0.69 ft
Froude Number 1.685
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.2 in
Critical Depth 5.5 in
Channel Slope 0.028 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-14
Calculate Skimmer Size
Basin Volume in Cubic Feet 14,815 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 1.9 Inch[es]
"In NC assume 3 days to drain

SB-15 Calculations:

Worksheet for SB-15A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.63 cfs
Results
Normal Depth 5.4 in
Flow Area 0.3 ft2
Wetted Perimeter 1.5 ft
Hydraulic Radius 2.8 in
Top Width 0.99 ft
Critical Depth 10.7 in
Percent Full 45.0 %
Critical Slope 0.051 ft/ft
Velocity 13.52 ft/s
Velocity Head 2.84 ft
Specific Energy 3.29 ft
Froude Number 4.061
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.058 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 45.0 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.4 in
Critical Depth 10.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.051 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-15A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.051 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.63 cfs
Results
Normal Depth 3.7 in
Flow Area 0.8 ft2
Wetted Perimeter 3.5 ft
Hydraulic Radius 2.6 in
Top Width 3.37 ft
Critical Depth 5.8 in
Critical Slope 0.009 ft/ft
Velocity 6.08 ft/s
Velocity Head 0.57 ft
Specific Energy 0.89 ft
Froude Number 2.256
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.7 in
Critical Depth 5.8 in
Channel Slope 0.051 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-15
Calculate Skimmer Size
Basin Volume in Cubic Feet 13,175 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 0.9 Inch[es]
Orifice Diameter 1.8 Inch[es]
"In NC assume 3 days to drain

SB-16 Calculations:

Worksheet for SB-16A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 3.04 cfs
Results
Normal Depth 4.3 in
Flow Area 0.3 ft2
Wetted Perimeter 1.3 ft
Hydraulic Radius 2.4 in
Top Width 0.96 ft
Critical Depth 9.0 in
Percent Full 35.7%
Critical Slope 0.030 ft/ft
Velocity 12.08 ft/s
Velocity Head 2.27 ft
Specific Energy 2.62 ft
Froude Number 4.154
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.025 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 35.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.3 in
Critical Depth 9.0 in
Channel Slope 0.333 ft/ft
Critical Slope 0.030 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-16B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 21.57 cfs
Results
Normal Depth 13.6 in
Flow Area 1.2 ft2
Wetted Perimeter 3.1 ft
Hydraulic Radius 4.5 in
Top Width 0.73 ft
Critical Depth 15.0 in
Percent Full 90.5 %
Critical Slope 0.364 ft/ft
Velocity 18.46 ft/s
Velocity Head 5.30 ft
Specific Energy 6.43 ft
Froude Number 2.575
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.380 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 90.5 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 13.6 in
Critical Depth 15.0 in
Channel Slope 0.333 ft/ft
Critical Slope 0.364 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-16A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.049 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.57 cfs
Results
Normal Depth 1.2 in
Flow Area 0.2 ftz
Wetted Perimeter 2.1 ft
Hydraulic Radius 1.0 in
Top Width 2.10 ft
Critical Depth 1.8 in
Critical Slope 0.012 ft/ft
Velocity 3.15 ft/s
Velocity Head 0.15 ft
Specific Energy 0.25 ft
Froude Number 1.892
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.2 in
Critical Depth 1.8 in
Channel Slope 0.049 ft/ft
Critical Slope 0.012 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-1613 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.102 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 19.39 cfs
Results
Normal Depth 6.5 in
Flow Area 1.7 ft2
Wetted Perimeter 4.9 ft
Hydraulic Radius 4.1 in
Top Width 4.73 ft
Critical Depth 11.9 in
Critical Slope 0.007 ft/ft
Velocity 11.58 ft/s
Velocity Head 2.08 ft
Specific Energy 2.62 ft
Froude Number 3.428
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.5 in
Critical Depth 11.9 in
Channel Slope 0.102 ft/ft
Critical Slope 0.007 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-16C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.102 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.18 cfs
Results
Normal Depth 2.1 in
Flow Area 0.4 ft2
Wetted Perimeter 2.6 ft
Hydraulic Radius 1.6 in
Top Width 2.54 ft
Critical Depth 3.9 in
Critical Slope 0.010 ft/ft
Velocity 6.23 ft/s
Velocity Head 0.60 ft
Specific Energy 0.78 ft
Froude Number 2.957
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.1 in
Critical Depth 3.9 in
Channel Slope 0.102 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-16
Calculate Skimmer Size
Basin Volume in Cubic Feet 39,639 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.8 Inch[es]
"In NC assume 3 days to drain

SB-17 Calculations:

Worksheet for SB-17A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 6.98 cfs
Results
Normal Depth 6.9 in
Flow Area 0.5 ftz
Wetted Perimeter 1.7 ft
Hydraulic Radius 3.3 in
Top Width 0.99 ft
Critical Depth 11.7 in
Percent Full 57.4%
Critical Slope 0.116 ft/ft
Velocity 14.97 ft/s
Velocity Head 3.48 ft
Specific Energy 4.06 ft
Froude Number 3.844
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.131 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 57.4%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.9 in
Critical Depth 11.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.116 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-17A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.053 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 5.08 cfs
Results
Normal Depth 3.9 in
Flow Area 0.8 ft2
Wetted Perimeter 3.6 ft
Hydraulic Radius 2.7 in
Top Width 3.45 ft
Critical Depth 6.1 in
Critical Slope 0.009 ft/ft
Velocity 6.34 ft/s
Velocity Head 0.62 ft
Specific Energy 0.95 ft
Froude Number 2.316
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 6.1 in
Channel Slope 0.053 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-17
Calculate Skimmer Size
Basin Volume in Cubic Feet 10,872 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 4 Days Orifice Radius 0.9 Inch[es]
Orifice Diameter 1.8 Inch[es]
"In NC assume 3 days to drain

SB-18 Calculations:

Worksheet for SB-18A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 6.0 in
Discharge 0.37 cfs
Results
Normal Depth 1.9 in
Flow Area 0.1 ft2
Wetted Perimeter 0.6 ft
Hydraulic Radius 1.1 in
Top Width 0.46 ft
Critical Depth 3.7 in
Percent Full 31.2 %
Critical Slope 0.030 ft/ft
Velocity 7.07 ft/s
Velocity Head 0.78 ft
Specific Energy 0.93 ft
Froude Number 3.708
Maximum Discharge 1.89 cfs
Discharge Full 1.75 cfs
Slope Full 0.015 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 31.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.9 in
Critical Depth 3.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.030 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-18B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 15.29 cfs
Results
Normal Depth 9.8 in
Flow Area 0.8 ftz
Wetted Perimeter 2.3 ft
Hydraulic Radius 4.3 in
Top Width 1.19 ft
Critical Depth 14.8 in
Percent Full 65.1 %
Critical Slope 0.176 ft/ft
Velocity 18.09 ft/s
Velocity Head 5.08 ft
Specific Energy 5.90 ft
Froude Number 3.787
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.191 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 65.1 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 9.8 in
Critical Depth 14.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.176 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-18A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.092 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.37 cfs
Results
Normal Depth 0.8 in
Flow Area 0.1 ft2
Wetted Perimeter 1.9 ft
Hydraulic Radius 0.7 in
Top Width 1.89 ft
Critical Depth 1.4 in
Critical Slope 0.013 ft/ft
Velocity 3.36 ft/s
Velocity Head 0.18 ft
Specific Energy 0.24 ft
Froude Number 2.450
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.8 in
Critical Depth 1.4 in
Channel Slope 0.092 ft/ft
Critical Slope 0.013 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-1813 Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.097 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 15.29 cfs
Results
Normal Depth 5.8 in
Flow Area 1.4 ftz
Wetted Perimeter 4.6 ft
Hydraulic Radius 3.8 in
Top Width 4.40 ft
Critical Depth 10.6 in
Critical Slope 0.008 ft/ft
Velocity 10.70 ft/s
Velocity Head 1.78 ft
Specific Energy 2.26 ft
Froude Number 3.311
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.8 in
Critical Depth 10.6 in
Channel Slope 0.097 ft/ft
Critical Slope 0.008 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-18
Calculate Skimmer Size
Basin Volume in Cubic Feet 32,905 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 4 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.8 Inch[es]
"In NC assume 3 days to drain

SB-19 Calculations:

Worksheet for SB-19A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 15.13 cfs
Results
Normal Depth 9.7 in
Flow Area 0.8 ft2
Wetted Perimeter 2.3 ft
Hydraulic Radius 4.3 in
Top Width 1.20 ft
Critical Depth 14.8 in
Percent Full 64.6%
Critical Slope 0.172 ft/ft
Velocity 18.05 ft/s
Velocity Head 5.06 ft
Specific Energy 5.87 ft
Froude Number 3.800
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.187 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 64.6%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 9.7 in
Critical Depth 14.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.172 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-19A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.069 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.92 cfs
Results
Normal Depth 2.2 in
Flow Area 0.4 ftz
Wetted Perimeter 2.6 ft
Hydraulic Radius 1.7 in
Top Width 2.58 ft
Critical Depth 3.6 in
Critical Slope 0.010 ft/ft
Velocity 5.24 ft/s
Velocity Head 0.43 ft
Specific Energy 0.61 ft
Froude Number 2.452
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.2 in
Critical Depth 3.6 in
Channel Slope 0.069 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-19B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.069 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 12.41 cfs
Results
Normal Depth 5.7 in
Flow Area 1.4 ftz
Wetted Perimeter 4.5 ft
Hydraulic Radius 3.7 in
Top Width 4.35 ft
Critical Depth 9.6 in
Critical Slope 0.008 ft/ft
Velocity 8.92 ft/s
Velocity Head 1.24 ft
Specific Energy 1.71 ft
Froude Number 2.782
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.7 in
Critical Depth 9.6 in
Channel Slope 0.069 ft/ft
Critical Slope 0.008 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-19C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.069 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.80 cfs
Results
Normal Depth 1.3 in
Flow Area 0.2 ft2
Wetted Perimeter 2.2 ft
Hydraulic Radius 1.1 in
Top Width 2.16 ft
Critical Depth 2.2 in
Critical Slope 0.011 ft/ft
Velocity 3.97 ft/s
Velocity Head 0.25 ft
Specific Energy 0.36 ft
Froude Number 2.293
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.3 in
Critical Depth 2.2 in
Channel Slope 0.069 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-19
Calculate Skimmer Size
Basin Volume in Cubic Feet 25,674 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 4 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.4 Inch[es]
"In NC assume 3 days to drain

SB-20 Calculations:

Worksheet for SB-20A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 0.57 cfs
Results
Normal Depth 1.8 in
Flow Area 0.1 ftz
Wetted Perimeter 0.8 ft
Hydraulic Radius 1.1 in
Top Width 0.72 ft
Critical Depth 3.8 in
Percent Full 15.4%
Critical Slope 0.019 ft/ft
Velocity 7.44 ft/s
Velocity Head 0.86 ft
Specific Energy 1.01 ft
Froude Number 4.025
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.001 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 15.4%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.8 in
Critical Depth 3.8 in
Channel Slope 0.333 ft/ft
Critical Slope 0.019 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-20A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.014 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.05 cfs
Results
Normal Depth 4.2 in
Flow Area 0.9 ftz
Wetted Perimeter 3.7 ft
Hydraulic Radius 2.9 in
Top Width 3.61 ft
Critical Depth 4.7 in
Critical Slope 0.009 ft/ft
Velocity 3.40 ft/s
Velocity Head 0.18 ft
Specific Energy 0.53 ft
Froude Number 1.204
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.2 in
Critical Depth 4.7 in
Channel Slope 0.014 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-20
Calculate Skimmer Size
Basin Volume in Cubic Feet 91,769 Cu.Ft Skimmer Size 5.0 Inch
Days to Drain* 4 Days Orifice Radius 2.1 Inch[es]
Orifice Diameter 4.2 Inch[es]
"In NC assume 3 days to drain

SB-21 Calculations:

Worksheet for SB-21A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 2.18 cfs
Results
Normal Depth 3.6 in
Flow Area 0.2 ft2
Wetted Perimeter 1.2 ft
Hydraulic Radius 2.1 in
Top Width 0.92 ft
Critical Depth 7.6 in
Percent Full 30.0 %
Critical Slope 0.024 ft/ft
Velocity 11.00 ft/s
Velocity Head 1.88 ft
Specific Energy 2.18 ft
Froude Number 4.172
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.013 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 30.0 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.6 in
Critical Depth 7.6 in
Channel Slope 0.333 ft/ft
Critical Slope 0.024 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-21 B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 1.28 cfs
Results
Normal Depth 2.7 in
Flow Area 0.1 ftz
Wetted Perimeter 1.0 ft
Hydraulic Radius 1.6 in
Top Width 0.84 ft
Critical Depth 5.7 in
Percent Full 22.9 %
Critical Slope 0.021 ft/ft
Velocity 9.44 ft/s
Velocity Head 1.39 ft
Specific Energy 1.61 ft
Froude Number 4.144
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.004 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 22.9 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.7 in
Critical Depth 5.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-21A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.017 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 2.18 cfs
Results
Normal Depth 3.4 in
Flow Area 0.7 ft2
Wetted Perimeter 3.3 ft
Hydraulic Radius 2.4 in
Top Width 3.20 ft
Critical Depth 3.9 in
Critical Slope 0.010 ft/ft
Velocity 3.28 ft/s
Velocity Head 0.17 ft
Specific Energy 0.45 ft
Froude Number 1.271
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.4 in
Critical Depth 3.9 in
Channel Slope 0.017 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-21 B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.017 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.28 cfs
Results
Normal Depth 2.6 in
Flow Area 0.5 ftz
Wetted Perimeter 2.8 ft
Hydraulic Radius 1.9 in
Top Width 2.78 ft
Critical Depth 2.9 in
Critical Slope 0.011 ft/ft
Velocity 2.81 ft/s
Velocity Head 0.12 ft
Specific Energy 0.34 ft
Froude Number 1.224
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.6 in
Critical Depth 2.9 in
Channel Slope 0.017 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-21
Calculate Skimmer Size
Basin Volume in Cubic Feet 11,732 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 4 Days Orifice Radius 0.9 Inch[es]
Orifice Diameter 1.8 Inch[es]
"In NC assume 3 days to drain

SB-22 Calculations:

Worksheet for SB-22A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 6.39 cfs
Results
Normal Depth 6.5 in
Flow Area 0.4 ftz
Wetted Perimeter 1.7 ft
Hydraulic Radius 3.2 in
Top Width 1.00 ft
Critical Depth 11.6 in
Percent Full 54.3 %
Critical Slope 0.096 ft/ft
Velocity 14.67 ft/s
Velocity Head 3.34 ft
Specific Energy 3.89 ft
Froude Number 3.910
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.110 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 54.3 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.5 in
Critical Depth 11.6 in
Channel Slope 0.333 ft/ft
Critical Slope 0.096 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-22B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 0.85 cfs
Results
Normal Depth 2.2 in
Flow Area 0.1 ftz
Wetted Perimeter 0.9 ft
Hydraulic Radius 1.4 in
Top Width 0.78 ft
Critical Depth 4.6 in
Percent Full 18.7%
Critical Slope 0.019 ft/ft
Velocity 8.38 ft/s
Velocity Head 1.09 ft
Specific Energy 1.28 ft
Froude Number 4.097
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.002 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 18.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.2 in
Critical Depth 4.6 in
Channel Slope 0.333 ft/ft
Critical Slope 0.019 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-22A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.080 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.30 cfs
Results
Normal Depth 2.8 in
Flow Area 0.5 ftz
Wetted Perimeter 3.0 ft
Hydraulic Radius 2.1 in
Top Width 2.89 ft
Critical Depth 4.9 in
Critical Slope 0.009 ft/ft
Velocity 6.50 ft/s
Velocity Head 0.66 ft
Specific Energy 0.89 ft
Froude Number 2.734
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.8 in
Critical Depth 4.9 in
Channel Slope 0.080 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-22B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.080 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.09 cfs
Results
Normal Depth 2.7 in
Flow Area 0.5 ftz
Wetted Perimeter 2.9 ft
Hydraulic Radius 2.0 in
Top Width 2.84 ft
Critical Depth 4.7 in
Critical Slope 0.009 ft/ft
Velocity 6.37 ft/s
Velocity Head 0.63 ft
Specific Energy 0.85 ft
Froude Number 2.720
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.7 in
Critical Depth 4.7 in
Channel Slope 0.080 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-22C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.080 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 0.85 cfs
Results
Normal Depth 1.3 in
Flow Area 0.2 ft2
Wetted Perimeter 2.2 ft
Hydraulic Radius 1.1 in
Top Width 2.15 ft
Critical Depth 2.3 in
Critical Slope 0.011 ft/ft
Velocity 4.26 ft/s
Velocity Head 0.28 ft
Specific Energy 0.39 ft
Froude Number 2.470
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.3 in
Critical Depth 2.3 in
Channel Slope 0.080 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-22
Calculate Skimmer Size
Basin Volume in Cubic Feet 58,016 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.7 Inch[es]
Orifice Diameter 3.4 Inch[es]
"In NC assume 3 days to drain

SB-23 Calculations:

Worksheet for SB-23A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 15.0 in
Discharge 12.41 cfs
Results
Normal Depth 8.5 in
Flow Area 0.7 ft2
Wetted Perimeter 2.1 ft
Hydraulic Radius 4.0 in
Top Width 1.24 ft
Critical Depth 14.6 in
Percent Full 56.7%
Critical Slope 0.112 ft/ft
Velocity 17.29 ft/s
Velocity Head 4.65 ft
Specific Energy 5.36 ft
Froude Number 4.006
Maximum Discharge 21.72 cfs
Discharge Full 20.19 cfs
Slope Full 0.126 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 56.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.5 in
Critical Depth 14.6 in
Channel Slope 0.333 ft/ft
Critical Slope 0.112 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-23A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.052 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.07 cfs
Results
Normal Depth 1.7 in
Flow Area 0.3 ft2
Wetted Perimeter 2.4 ft
Hydraulic Radius 1.4 in
Top Width 2.34 ft
Critical Depth 2.6 in
Critical Slope 0.011 ft/ft
Velocity 3.96 ft/s
Velocity Head 0.24 ft
Specific Energy 0.38 ft
Froude Number 2.056
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.7 in
Critical Depth 2.6 in
Channel Slope 0.052 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-23B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.052 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 6.98 cfs
Results
Normal Depth 4.6 in
Flow Area 1.0 ft2
Wetted Perimeter 3.9 ft
Hydraulic Radius 3.1 in
Top Width 3.80 ft
Critical Depth 7.2 in
Critical Slope 0.008 ft/ft
Velocity 6.87 ft/s
Velocity Head 0.73 ft
Specific Energy 1.12 ft
Froude Number 2.344
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.6 in
Critical Depth 7.2 in
Channel Slope 0.052 ft/ft
Critical Slope 0.008 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-23C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.052 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.37 cfs
Results
Normal Depth 3.6 in
Flow Area 0.7 ftz
Wetted Perimeter 3.4 ft
Hydraulic Radius 2.6 in
Top Width 3.31 ft
Critical Depth 5.6 in
Critical Slope 0.009 ft/ft
Velocity 6.03 ft/s
Velocity Head 0.57 ft
Specific Energy 0.87 ft
Froude Number 2.274
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.6 in
Critical Depth 5.6 in
Channel Slope 0.052 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-23
Calculate Skimmer Size
Basin Volume in Cubic Feet 23,576 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.4 Inch[es]
"In NC assume 3 days to drain

SB-24 Calculations:

Worksheet for SB-24A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 6.07 cfs
Results
Normal Depth 6.3 in
Flow Area 0.4 ftz
Wetted Perimeter 1.6 ft
Hydraulic Radius 3.1 in
Top Width 1.00 ft
Critical Depth 11.5 in
Percent Full 52.6%
Critical Slope 0.086 ft/ft
Velocity 14.49 ft/s
Velocity Head 3.26 ft
Specific Energy 3.79 ft
Froude Number 3.942
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.099 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 52.6%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.3 in
Critical Depth 11.5 in
Channel Slope 0.333 ft/ft
Critical Slope 0.086 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-24B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 1.12 cfs
Results
Normal Depth 2.6 in
Flow Area 0.1 ftz
Wetted Perimeter 1.0 ft
Hydraulic Radius 1.5 in
Top Width 0.82 ft
Critical Depth 5.3 in
Percent Full 21.4%
Critical Slope 0.020 ft/ft
Velocity 9.08 ft/s
Velocity Head 1.28 ft
Specific Energy 1.50 ft
Froude Number 4.132
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.003 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 21.4%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.6 in
Critical Depth 5.3 in
Channel Slope 0.333 ft/ft
Critical Slope 0.020 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-24A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.052 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.12 cfs
Results
Normal Depth 1.7 in
Flow Area 0.3 ft2
Wetted Perimeter 2.4 ft
Hydraulic Radius 1.4 in
Top Width 2.37 ft
Critical Depth 2.7 in
Critical Slope 0.011 ft/ft
Velocity 4.01 ft/s
Velocity Head 0.25 ft
Specific Energy 0.39 ft
Froude Number 2.055
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.7 in
Critical Depth 2.7 in
Channel Slope 0.052 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-24B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.052 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.01 cfs
Results
Normal Depth 1.6 in
Flow Area 0.3 ft2
Wetted Perimeter 2.4 ft
Hydraulic Radius 1.3 in
Top Width 2.32 ft
Critical Depth 2.5 in
Critical Slope 0.011 ft/ft
Velocity 3.88 ft/s
Velocity Head 0.23 ft
Specific Energy 0.37 ft
Froude Number 2.041
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.6 in
Critical Depth 2.5 in
Channel Slope 0.052 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-24C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.052 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 5.06 cfs
Results
Normal Depth 3.9 in
Flow Area 0.8 ft2
Wetted Perimeter 3.6 ft
Hydraulic Radius 2.7 in
Top Width 3.45 ft
Critical Depth 6.1 in
Critical Slope 0.009 ft/ft
Velocity 6.27 ft/s
Velocity Head 0.61 ft
Specific Energy 0.94 ft
Froude Number 2.286
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 6.1 in
Channel Slope 0.052 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-24
Calculate Skimmer Size
Basin Volume in Cubic Feet 20,947 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.3 Inch[es]
"In NC assume 3 days to drain

SB-25 Calculations:

Worksheet for SB-25A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 18.0 in
Discharge 22.11 cfs
Results
Normal Depth 10.8 in
Flow Area 1.1 ftz
Wetted Perimeter 2.7 ft
Hydraulic Radius 5.0 in
Top Width 1.47 ft
Critical Depth 17.7 in
Percent Full 60.1 %
Critical Slope 0.137 ft/ft
Velocity 19.93 ft/s
Velocity Head 6.17 ft
Specific Energy 7.08 ft
Froude Number 4.044
Maximum Discharge 35.32 cfs
Discharge Full 32.83 cfs
Slope Full 0.151 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 60.1 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 10.8 in
Critical Depth 17.7 in
Channel Slope 0.333 ft/ft
Critical Slope 0.137 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for SB-25B Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 1.49 cfs
Results
Normal Depth 3.0 in
Flow Area 0.2 ftz
Wetted Perimeter 1.0 ft
Hydraulic Radius 1.7 in
Top Width 0.86 ft
Critical Depth 6.2 in
Percent Full 24.7%
Critical Slope 0.021 ft/ft
Velocity 9.87 ft/s
Velocity Head 1.51 ft
Specific Energy 1.76 ft
Froude Number 4.158
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.006 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 24.7%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.0 in
Critical Depth 6.2 in
Channel Slope 0.333 ft/ft
Critical Slope 0.021 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.03]
2/1/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-25A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 21.47 cfs
Results
Normal Depth 8.8 in
Flow Area 2.7 ftz
Wetted Perimeter 6.2 ft
Hydraulic Radius 5.3 in
Top Width 5.91 ft
Critical Depth 12.5 in
Critical Slope 0.007 ft/ft
Velocity 7.88 ft/s
Velocity Head 0.96 ft
Specific Energy 1.70 ft
Froude Number 2.046
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.8 in
Critical Depth 12.5 in
Channel Slope 0.033 ft/ft
Critical Slope 0.007 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-25B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 64.00 cfs
Results
Normal Depth 14.4 in
Flow Area 6.1 ft2
Wetted Perimeter 9.1 ft
Hydraulic Radius 8.1 in
Top Width 8.71 ft
Critical Depth 20.6 in
Critical Slope 0.006 ft/ft
Velocity 10.43 ft/s
Velocity Head 1.69 ft
Specific Energy 2.89 ft
Froude Number 2.190
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 14.4 in
Critical Depth 20.6 in
Channel Slope 0.033 ft/ft
Critical Slope 0.006 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TO-25C Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.49 cfs
Results
Normal Depth 2.3 in
Flow Area 0.4 ft2
Wetted Perimeter 2.7 ft
Hydraulic Radius 1.8 in
Top Width 2.65 ft
Critical Depth 3.1 in
Critical Slope 0.010 ft/ft
Velocity 3.76 ft/s
Velocity Head 0.22 ft
Specific Energy 0.41 ft
Froude Number 1.715
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.3 in
Critical Depth 3.1 in
Channel Slope 0.033 ft/ft
Critical Slope 0.010 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.03]
6/5/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-25
Calculate Skimmer Size
Basin Volume in Cubic Feet 44,244 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 4 Days Orifice Radius 1.5 Inch[es]
Orifice Diameter 3.0 Inch[es]
"In NC assume 3 days to drain

SB-26 Calculations:

Worksheet for SB-26A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 5.11 cfs
Results
Normal Depth 5.7 in
Flow Area 0.4 ftz
Wetted Perimeter 1.5 ft
Hydraulic Radius 2.9 in
Top Width 1.00 ft
Critical Depth 11.1 in
Percent Full 47.6 %
Critical Slope 0.061 ft/ft
Velocity 13.88 ft/s
Velocity Head 2.99 ft
Specific Energy 3.47 ft
Froude Number 4.029
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.070 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 47.6 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.7 in
Critical Depth 11.1 in
Channel Slope 0.333 ft/ft
Critical Slope 0.061 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.031
9/27/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-26A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 4.05 cfs
Results
Normal Depth 3.9 in
Flow Area 0.8 ftz
Wetted Perimeter 3.6 ft
Hydraulic Radius 2.7 in
Top Width 3.45 ft
Critical Depth 5.4 in
Critical Slope 0.009 ft/ft
Velocity 5.03 ft/s
Velocity Head 0.39 ft
Specific Energy 0.72 ft
Froude Number 1.838
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.9 in
Critical Depth 5.4 in
Channel Slope 0.033 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.031
9/27/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-26B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.07 cfs
Results
Normal Depth 1.9 in
Flow Area 0.3 ftz
Wetted Perimeter 2.5 ft
Hydraulic Radius 1.5 in
Top Width 2.46 ft
Critical Depth 2.6 in
Critical Slope 0.011 ft/ft
Velocity 3.40 ft/s
Velocity Head 0.18 ft
Specific Energy 0.34 ft
Froude Number 1.674
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.9 in
Critical Depth 2.6 in
Channel Slope 0.033 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.031
9/26/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-26
Calculate Skimmer Size
Basin Volume in Cubic Feet 17,725 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.1 Inch[es]
*In NC assume 3 days to drain

SB-27 Calculations:

Worksheet for SB-27A Slope Drain
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.333 ft/ft
Diameter 12.0 in
Discharge 4.21 cfs
Results
Normal Depth 5.1 in
Flow Area 0.3 ftz
Wetted Perimeter 1.4 ft
Hydraulic Radius 2.7 in
Top Width 0.99 ft
Critical Depth 10.4 in
Percent Full 42.6 %
Critical Slope 0.044 ft/ft
Velocity 13.19 ft/s
Velocity Head 2.71 ft
Specific Energy 3.13 ft
Froude Number 4.096
Maximum Discharge 11.98 cfs
Discharge Full 11.14 cfs
Slope Full 0.048 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 42.6 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.1 in
Critical Depth 10.4 in
Channel Slope 0.333 ft/ft
Critical Slope 0.044 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Sediment Basins Temp Pipes.fm8 Center [10.03.00.031
9/26/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-27A Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 3.14 cfs
Results
Normal Depth 3.4 in
Flow Area 0.7 ftz
Wetted Perimeter 3.3 ft
Hydraulic Radius 2.4 in
Top Width 3.21 ft
Critical Depth 4.7 in
Critical Slope 0.009 ft/ft
Velocity 4.68 ft/s
Velocity Head 0.34 ft
Specific Energy 0.63 ft
Froude Number 1.807
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.4 in
Critical Depth 4.7 in
Channel Slope 0.033 ft/ft
Critical Slope 0.009 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.031
9/26/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

Worksheet for TD-27B Ditch Calculations
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.020
Channel Slope 0.033 ft/ft
Left Side Slope 3.000 H:V
Right Side Slope 3.000 H:V
Bottom Width 1.50 ft
Discharge 1.07 cfs
Results
Normal Depth 1.9 in
Flow Area 0.3 ftz
Wetted Perimeter 2.5 ft
Hydraulic Radius 1.5 in
Top Width 2.46 ft
Critical Depth 2.6 in
Critical Slope 0.011 ft/ft
Velocity 3.40 ft/s
Velocity Head 0.18 ft
Specific Energy 0.34 ft
Froude Number 1.674
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.9 in
Critical Depth 2.6 in
Channel Slope 0.033 ft/ft
Critical Slope 0.011 ft/ft
Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Ditch Calcs.fm8 Center [10.03.00.031
9/26/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

SB-27
Calculate Skimmer Size
Basin Volume in Cubic Feet 18,083 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 4 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.1 Inch[es]
*In NC assume 3 days to drain

6/5/23, 11:47AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
61 GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>TEMPORARY DITCHES
Name TEMPORARY DITCHES
Discharge 36.28
Channel Slope 0.068
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Clay Loam(CL)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
SC250 Straight 36.28 cfs 11.38 ft/s 0.65 ft 0.02 3 Ibs/ft2 2.74 Ibs/ft2 1.09 STABLE E
Unvegetated
Underlying Straight 36.28 cfs 11.38 ft/s 0.65 ft 0.02 3.27 Ibs/ft2 1.91 Ibs/ft2 1.71 STABLE E
Substrate
SC250 Straight 36.28 cfs 11.38 ft/s 0.65 ft 0.02 10 Ibs/ft2 2.74 Ibs/ft2 3.65 STABLE E
Reinforced
Vegetation
Underlying Straight 36.28 cfs 11.38 ft/s 0.65 ft 0.02 3 Ibs/ft2 1.91 Ibs/ft2 1.57 STABLE E
Substrate
Based on TD-2B being the "worst case"scenario, SC250 will be used for all ditches.
https://ecmds.com/project/155201/channel-analysis/238549/show 1/1

Pre Developed Calculations:

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WILLIAMS BRADLEY FRANK
EXIST.STORM DRAINAGE ST 5229 REHOBETH RD 1 SEE SHEET C414 FOR CONTINUATION
EXIST.R/W WAXHAW,NC 28173 ` \ IJ n \ \
EXIST.TREELINE
CAP
EXIST.PROPERTY LINE DRAWN BY: STB
EXIST.STORM DRAIN MANHOLE s� CHECKED BY: MLG
EXIST.CATCH BASIN ® Eo°
DRAINAGE AREA LIMITS __________ ORTM
(SEDIMENT BASIN) HORZ: 1"50.
SOIL TYPES
DRAINAGE AREA(TREATED BY r————————1 CeB2 CECIL GRAVELLY SANDY CLAY,2 TO 8 PERCENT SLOPES(GROUP B) 0 z5 50, 100,
HIGH HAZARD SILT FENCE) L—--—————J CeC2 CECIL GRAVELLY SANDY CLAY,8 TO 15 PERCENT SLOPES(GROUP B) SHEETTIT"
LIMITS OF CONSTRUCTION/ AeB AILEY-APPLING COMPLEX(GROUP A) PRE-DEVELOPMENT
CLEARING LIMITS DRAINAGE AREA MAP
IEU NUMBER
EXHIBIT

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EXIST.STORM DRAINAGE ST - \ \ R-2(WAXHAW) r \ \
EXIST.RAN / 05144002C
DEVANEV JEANINE C
EXIST.TREELINE 7606 SIMS RD CAP
EXIST.PROPERTY LINE WAXHAW,NC 28173 DRAWN BY: STB
EXIST.STORM DRAIN MANHOLE CHECKED BY: MLG
EXIST.CATCH BASIN J \ \SOIL TYPES s°ACE "°"TM
DRAINAGE AREA LIMITS
(SEDIMENT BASIN) ---------- CeB2 CECIL GRAVELLY SANDY CLAY,2 TO 8 PERCENT SLOPES(GROUP B) / \ \ VERT: N/A
CeC2 CECIL GRAVELLY SANDY CLAY,8 TO 15 PERCENT SLOPES(GROUP B) \ HORZ: 1'=100'
DRAINAGE AREA(TREATED BY r 1 AeB AILEY-APPLING COMPLEX(GROUP A) \ 0 50, ioo' 200'
HIGH HAZARD SILT FENCE) L. _____J \ SHEET TITLE
LIMITS OF CONSTRUCTION/ \ \ PRE-DEVELOPMENT
CLEARING LIMITS \ DRAINAGE AREA MAP
"EET"uEXHIBIT

Time of Concentration - BMP-7 DA Pre-Developed TOC
Pre Developed Drainage Area
Sheet Flow:
n: 0.41
L: 100 ft
P2: 3.55 in
s: 0.051 ft/ft
T: 0.239 hr
Shallow Concentrated Flow:
L: 532 ft
s: 0.086 ft/ft
Type 2 (1=paved/2= unpaved)
V= 4.73 fps
T= 0.031 hr
Open Channel:
L: 500 ft
V: 5 fps (assumed)
T= 0.028 hr
Total: 0.298 hr
17.9 m i n

Time of Concentration - BMP-8 DA Pre-Developed TOC
Pre Developed Drainage Area
Sheet Flow:
n: 0.41
L: 100 ft
P2: 3.55 in
s: 0.080 ft/ft
T: 0.199 hr
Shallow Concentrated Flow:
L: 500 ft
s: 0.090 ft/ft
Type 2 (1=paved/2= unpaved)
V= 4.84 fps
T= 0.029 hr
Open Channel:
L: 280 ft
V: 5 fps (assumed)
T= 0.016 hr
Total: 0.243 hr
14.6 m i n

Time of Concentration - BMP-9 DA Pre-Developed TOC
Pre Developed Drainage Area
Sheet Flow:
n: 0.41
L: 100 ft
P2: 3.55 in
s: 0.060 ft/ft
T: 0.223 hr
Shallow Concentrated Flow:
L: 797 ft
s: 0.071 ft/ft
Type 2 (1=paved/2= unpaved)
V= 4.30 fps
T= 0.051 hr
Open Channel:
L: 639 ft
V: 5 fps (assumed)
T= 0.036 hr
Total: 0.310 hr
18.6 m i n

Time of Concentration- BMP-10 DA Pre-Developed TOC
Pre Developed Drainage Area
Sheet Flow:
n: 0.41
L: 100 ft
P2: 3.55 in
s: 0.050 ft/ft
T: 0.240 hr
Shallow Concentrated Flow:
L: ft
s: ft/ft
Type (1=paved/2= unpaved)
V= 2.28 fps
T= 0.047 hr
Open Channel:
L: 1425 ft
V: 5 fps (assumed)
T= 0.079 hr
Total: 0.366 hr
22.0 m i n

Time of Concentration - BMP-11 DA Pre-Developed TOC
Pre Developed Drainage Area
Sheet Flow:
n: 0.41
L: 100 ft
P2: 3.55 in
s: 0.056 ft/ft
T: 0.230 hr
Shallow Concentrated Flow:
L: 659 ft
s: 0.079 ft/ft
Type 2 (1=paved/2= unpaved)
V= 4.53 fps
T= 0.040 hr
Open Channel:
L: 700 ft
V: 5 fps (assumed)
T= 0.039 hr
Total: 0.309 hr
18.5 m i n

Time of Concentration - BMP-12 DA Pre-Developed TOC
Pre Developed Drainage Area
Sheet Flow:
n: 0.41
L: 100 ft
P2: 3.55 in
s: 0.051 ft/ft
T: 0.238 hr
Shallow Concentrated Flow:
L: 619 ft
s: 0.103 ft/ft
Type 2 (1=paved/2= unpaved)
V= 5.18 fps
T= 0.033 hr
Open Channel:
L: 652 ft
V: 5 fps (assumed)
T= 0.036 hr
Total: 0.308 hr
18.5 m i n

Table of Contents
Master Network Summary 1
Union County
Time-Depth Curve, 2 years(Union County-Synthetic Curve, 2 5
yrs)
Time-Depth Curve, 10 years(Union County-Synthetic Curve, 7
10 yrs)
Time-Depth Curve, 25 years(Union County-Synthetic Curve, 9
25 yrs)
Time-Depth Curve, 50 years(Union County-Synthetic Curve, 11
50 yrs)
Time-Depth Curve, 100 years(Union County-Synthetic Curve, 13
100 yrs)
PRE-AREA-10
Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 15
yrs)
PRE-AREA-11
Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 16
yrs)
PRE-AREA-12
Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 17
yrs)
PRE-AREA-7
Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 18
yrs)
PRE-AREA-8
Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 19
yrs)
PRE-AREA-9
Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 20
yrs)

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
PRE-AREA-7 Union County- 2 0.275 12.200 1.06
Synthetic Curve, 2
yrs
PRE-AREA-7 Union County- 10 0.968 12.120 9.48
Synthetic Curve, 10
yrs
PRE-AREA-7 Union County- 25 1.550 12.110 17.46
Synthetic Curve,25
yrs
PRE-AREA-7 Union County- 50 2.079 12.080 24.99
Synthetic Curve, 50
yrs
PRE-AREA-7 Union County- 100 2.731 12.080 34.36
Synthetic Curve, 100
yrs
PRE-AREA-10 Union County- 2 0.379 12.200 2.50
Synthetic Curve, 2
yrs
PRE-AREA-10 Union County- 10 1.079 12.150 10.96
Synthetic Curve, 10
yrs
PRE-AREA-10 Union County- 25 1.631 12.150 17.90
Synthetic Curve,25
yrs
PRE-AREA-10 Union County- 50 2.120 12.110 24.04
Synthetic Curve, 50
yrs
PRE-AREA-10 Union County- 100 2.711 12.110 31.60
Synthetic Curve, 100
yrs
PRE-AREA-8 Union County- 2 0.518 12.110 4.39
Synthetic Curve, 2
yrs
PRE-AREA-8 Union County- 10 1.475 12.060 18.62
Synthetic Curve, 10
yrs
PRE-AREA-8 Union County- 25 2.229 12.050 30.26
Synthetic Curve,25
yrs
PRE-AREA-8 Union County- 50 2.897 12.050 40.58
Synthetic Curve, 50
yrs
PRE-AREA-8 Union County- 100 3.705 12.050 52.96
Synthetic Curve, 100
yrs
PRE-AREA-9 Union County- 2 0.362 12.190 1.64
Synthetic Curve, 2
yrs
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Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
PRE-AREA-9 Union County- 10 1.211 12.110 11.94
Synthetic Curve, 10
yrs
PRE-AREA-9 Union County- 25 1.914 12.110 21.58
Synthetic Curve,25
yrs
PRE-AREA-9 Union County- 50 2.549 12.110 30.33
Synthetic Curve, 50
yrs
PRE-AREA-9 Union County- 100 3.329 12.110 40.99
Synthetic Curve, 100
yrs
PRE-AREA-11 Union County- 2 0.237 12.150 1.74
Synthetic Curve, 2
yrs
PRE-AREA-11 Union County- 10 0.675 12.110 7.55
Synthetic Curve, 10
yrs
PRE-AREA-11 Union County- 25 1.020 12.110 12.29
Synthetic Curve,25
yrs
PRE-AREA-11 Union County- 50 1.326 12.110 16.46
Synthetic Curve, 50
yrs
PRE-AREA-11 Union County- 100 1.695 12.070 21.50
Synthetic Curve, 100
yrs
PRE-AREA-12 Union County- 2 0.263 12.150 1.93
Synthetic Curve, 2
yrs
PRE-AREA-12 Union County- 10 0.748 12.110 8.37
Synthetic Curve, 10
yrs
PRE-AREA-12 Union County- 25 1.130 12.110 13.63
Synthetic Curve,25
yrs
PRE-AREA-12 Union County- 50 1.468 12.080 18.31
Synthetic Curve, 50
yrs
PRE-AREA-12 Union County- 100 1.878 12.080 24.00
Synthetic Curve, 100
yrs
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
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Subsection: Master Network Summary
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
OUTFALL-7 Union County- 2 0.275 12.200 1.06
Synthetic Curve, 2
yrs
OUTFALL-7 Union County- 10 0.968 12.120 9.48
Synthetic Curve, 10
yrs
OUTFALL-7 Union County- 25 1.550 12.110 17.46
Synthetic Curve,25
yrs
OUTFALL-7 Union County- 50 2.079 12.080 24.99
Synthetic Curve, 50
yrs
OUTFALL-7 Union County- 100 2.731 12.080 34.36
Synthetic Curve, 100
yrs
OUTFALL-8 Union County- 2 0.518 12.110 4.39
Synthetic Curve, 2
yrs
OUTFALL-8 Union County- 10 1.475 12.060 18.62
Synthetic Curve, 10
yrs
OUTFALL-8 Union County- 25 2.229 12.050 30.26
Synthetic Curve,25
yrs
OUTFALL-8 Union County- 50 2.897 12.050 40.58
Synthetic Curve, 50
yrs
OUTFALL-8 Union County- 100 3.705 12.050 52.96
Synthetic Curve, 100
yrs
OUTFALL-9 Union County- 2 0.362 12.190 1.64
Synthetic Curve, 2
yrs
OUTFALL-9 Union County- 10 1.211 12.110 11.94
Synthetic Curve, 10
yrs
OUTFALL-9 Union County- 25 1.914 12.110 21.58
Synthetic Curve,25
yrs
OUTFALL-9 Union County- 50 2.549 12.110 30.33
Synthetic Curve, 50
yrs
OUTFALL-9 Union County- 100 3.329 12.110 40.99
Synthetic Curve, 100
yrs
OUTFALL-10 Union County- 2 0.379 12.200 2.50
Synthetic Curve, 2
yrs
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Subsection: Master Network Summary
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
OUTFALL-10 Union County- 10 1.079 12.150 10.96
Synthetic Curve, 10
yrs
OUTFALL-10 Union County- 25 1.631 12.150 17.90
Synthetic Curve,25
yrs
OUTFALL-10 Union County- 50 2.120 12.110 24.04
Synthetic Curve, 50
yrs
OUTFALL-10 Union County- 100 2.711 12.110 31.60
Synthetic Curve, 100
yrs
OUTFALL-11 Union County- 2 0.237 12.150 1.74
Synthetic Curve, 2
yrs
OUTFALL-11 Union County- 10 0.675 12.110 7.55
Synthetic Curve, 10
yrs
OUTFALL-11 Union County- 25 1.020 12.110 12.29
Synthetic Curve,25
yrs
OUTFALL-11 Union County- 50 1.326 12.110 16.46
Synthetic Curve, 50
yrs
OUTFALL-11 Union County- 100 1.695 12.070 21.50
Synthetic Curve, 100
yrs
OUTFALL-12 Union County- 2 0.263 12.150 1.93
Synthetic Curve, 2
yrs
OUTFALL-12 Union County- 10 0.748 12.110 8.37
Synthetic Curve, 10
yrs
OUTFALL-12 Union County- 25 1.130 12.110 13.63
Synthetic Curve,25
yrs
OUTFALL-12 Union County- 50 1.468 12.080 18.31
Synthetic Curve, 50
yrs
OUTFALL-12 Union County- 100 1.878 12.080 24.00
Synthetic Curve, 100
yrs
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Subsection: Time-Depth Curve Return Event: 2 years
Label: Union County Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County- Synthetic Curve, 2 yrs
Time-Depth Curve: TypeII 24hr(3.6 in)
Label TypeII 24hr(3.6
in)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 2 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.0 0.0 0.0
1.000 0.0 0.0 0.0 0.0 0.1
1.500 0.1 0.1 0.1 0.1 0.1
2.000 0.1 0.1 0.1 0.1 0.1
2.500 0.1 0.1 0.1 0.1 0.1
3.000 0.1 0.1 0.1 0.1 0.1
3.500 0.1 0.2 0.2 0.2 0.2
4.000 0.2 0.2 0.2 0.2 0.2
4.500 0.2 0.2 0.2 0.2 0.2
5.000 0.2 0.2 0.2 0.2 0.3
5.500 0.3 0.3 0.3 0.3 0.3
6.000 0.3 0.3 0.3 0.3 0.3
6.500 0.3 0.3 0.3 0.3 0.3
7.000 0.4 0.4 0.4 0.4 0.4
7.500 0.4 0.4 0.4 0.4 0.4
8.000 0.4 0.4 0.4 0.5 0.5
8.500 0.5 0.5 0.5 0.5 0.5
9.000 0.5 0.5 0.6 0.6 0.6
9.500 0.6 0.6 0.6 0.6 0.6
10.000 0.7 0.7 0.7 0.7 0.7
10.500 0.7 0.8 0.8 0.8 0.8
11.000 0.8 0.9 0.9 0.9 1.0
11.500 1.0 1.1 1.3 1.6 2.0
12.000 2.4 2.5 2.5 2.6 2.6
12.500 2.6 2.7 2.7 2.7 2.8
13.000 2.8 2.8 2.8 2.8 2.9
13.500 2.9 2.9 2.9 2.9 2.9
14.000 3.0 3.0 3.0 3.0 3.0
14.500 3.0 3.0 3.0 3.1 3.1
15.000 3.1 3.1 3.1 3.1 3.1
15.500 3.1 3.1 3.1 3.2 3.2
16.000 3.2 3.2 3.2 3.2 3.2
16.500 3.2 3.2 3.2 3.2 3.2
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Subsection: Time-Depth Curve Return Event: 2 years
Label: Union County Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County- Synthetic Curve, 2 yrs
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
17.000 3.2 3.3 3.3 3.3 3.3
17.500 3.3 3.3 3.3 3.3 3.3
18.000 3.3 3.3 3.3 3.3 3.3
18.500 3.3 3.4 3.4 3.4 3.4
19.000 3.4 3.4 3.4 3.4 3.4
19.500 3.4 3.4 3.4 3.4 3.4
20.000 3.4 3.4 3.4 3.4 3.4
20.500 3.5 3.5 3.5 3.5 3.5
21.000 3.5 3.5 3.5 3.5 3.5
21.500 3.5 3.5 3.5 3.5 3.5
22.000 3.5 3.5 3.5 3.5 3.5
22.500 3.5 3.5 3.5 3.6 3.6
23.000 3.6 3.6 3.6 3.6 3.6
23.500 3.6 3.6 3.6 3.6 3.6
24.000 1 3.6 (N/A) I (N/A) I (N/A) I (N/A)
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Subsection: Time-Depth Curve Return Event: 10 years
Label: Union County Storm Event: TypeII 24hr (5.2 in)
Scenario: Union County- Synthetic Curve, 10 yrs
Time-Depth Curve: TypeII 24hr(5.2 in)
Label TypeII 24hr(5.2
in)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.0 0.0 0.0
1.000 0.1 0.1 0.1 0.1 0.1
1.500 0.1 0.1 0.1 0.1 0.1
2.000 0.1 0.1 0.1 0.1 0.1
2.500 0.1 0.2 0.2 0.2 0.2
3.000 0.2 0.2 0.2 0.2 0.2
3.500 0.2 0.2 0.2 0.2 0.2
4.000 0.2 0.3 0.3 0.3 0.3
4.500 0.3 0.3 0.3 0.3 0.3
5.000 0.3 0.3 0.3 0.4 0.4
5.500 0.4 0.4 0.4 0.4 0.4
6.000 0.4 0.4 0.4 0.4 0.5
6.500 0.5 0.5 0.5 0.5 0.5
7.000 0.5 0.5 0.5 0.5 0.6
7.500 0.6 0.6 0.6 0.6 0.6
8.000 0.6 0.6 0.6 0.7 0.7
8.500 0.7 0.7 0.7 0.7 0.7
9.000 0.8 0.8 0.8 0.8 0.8
9.500 0.8 0.9 0.9 0.9 0.9
10.000 0.9 1.0 1.0 1.0 1.0
10.500 1.1 1.1 1.1 1.2 1.2
11.000 1.2 1.3 1.3 1.4 1.4
11.500 1.5 1.6 1.8 2.2 3.0
12.000 3.4 3.5 3.6 3.7 3.8
12.500 3.8 3.9 3.9 3.9 4.0
13.000 4.0 4.0 4.1 4.1 4.1
13.500 4.2 4.2 4.2 4.2 4.2
14.000 4.3 4.3 4.3 4.3 4.3
14.500 4.4 4.4 4.4 4.4 4.4
15.000 4.4 4.5 4.5 4.5 4.5
15.500 4.5 4.5 4.5 4.6 4.6
16.000 4.6 4.6 4.6 4.6 4.6
16.500 4.6 4.6 4.7 4.7 4.7
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Subsection: Time-Depth Curve Return Event: 10 years
Label: Union County Storm Event: TypeII 24hr (5.2 in)
Scenario: Union County- Synthetic Curve, 10 yrs
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
17.000 4.7 4.7 4.7 4.7 4.7
17.500 4.7 4.8 4.8 4.8 4.8
18.000 4.8 4.8 4.8 4.8 4.8
18.500 4.8 4.8 4.9 4.9 4.9
19.000 4.9 4.9 4.9 4.9 4.9
19.500 4.9 4.9 4.9 4.9 4.9
20.000 5.0 5.0 5.0 5.0 5.0
20.500 5.0 5.0 5.0 5.0 5.0
21.000 5.0 5.0 5.0 5.0 5.0
21.500 5.0 5.1 5.1 5.1 5.1
22.000 5.1 5.1 5.1 5.1 5.1
22.500 5.1 5.1 5.1 5.1 5.1
23.000 5.1 5.1 5.2 5.2 5.2
23.500 5.2 5.2 5.2 5.2 5.2
24.000 1 5.2 (N/A) I (N/A) I (N/A) I (N/A)
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Subsection: Time-Depth Curve Return Event: 25 years
Label: Union County Storm Event: TypeII 24hr (6.2 in)
Scenario: Union County- Synthetic Curve, 25 yrs
Time-Depth Curve: TypeII 24hr(6.2 in)
Label TypeII 24hr(6.2
in)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 25 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.0 0.1 0.1
1.000 0.1 0.1 0.1 0.1 0.1
1.500 0.1 0.1 0.1 0.1 0.1
2.000 0.1 0.1 0.2 0.2 0.2
2.500 0.2 0.2 0.2 0.2 0.2
3.000 0.2 0.2 0.2 0.2 0.2
3.500 0.3 0.3 0.3 0.3 0.3
4.000 0.3 0.3 0.3 0.3 0.3
4.500 0.3 0.4 0.4 0.4 0.4
5.000 0.4 0.4 0.4 0.4 0.4
5.500 0.4 0.5 0.5 0.5 0.5
6.000 0.5 0.5 0.5 0.5 0.5
6.500 0.6 0.6 0.6 0.6 0.6
7.000 0.6 0.6 0.6 0.7 0.7
7.500 0.7 0.7 0.7 0.7 0.7
8.000 0.7 0.8 0.8 0.8 0.8
8.500 0.8 0.8 0.9 0.9 0.9
9.000 0.9 0.9 1.0 1.0 1.0
9.500 1.0 1.0 1.1 1.1 1.1
10.000 1.1 1.1 1.2 1.2 1.2
10.500 1.3 1.3 1.3 1.4 1.4
11.000 1.5 1.5 1.6 1.6 1.7
11.500 1.8 1.9 2.2 2.7 3.5
12.000 4.1 4.2 4.3 4.4 4.5
12.500 4.6 4.6 4.7 4.7 4.7
13.000 4.8 4.8 4.9 4.9 4.9
13.500 5.0 5.0 5.0 5.0 5.1
14.000 5.1 5.1 5.1 5.2 5.2
14.500 5.2 5.2 5.2 5.3 5.3
15.000 5.3 5.3 5.3 5.3 5.4
15.500 5.4 5.4 5.4 5.4 5.4
16.000 5.5 5.5 5.5 5.5 5.5
16.500 5.5 5.5 5.6 5.6 5.6
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Subsection: Time-Depth Curve Return Event: 25 years
Label: Union County Storm Event: TypeII 24hr (6.2 in)
Scenario: Union County- Synthetic Curve, 25 yrs
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
17.000 5.6 5.6 5.6 5.6 5.6
17.500 5.7 5.7 5.7 5.7 5.7
18.000 5.7 5.7 5.7 5.7 5.8
18.500 5.8 5.8 5.8 5.8 5.8
19.000 5.8 5.8 5.8 5.8 5.9
19.500 5.9 5.9 5.9 5.9 5.9
20.000 5.9 5.9 5.9 5.9 5.9
20.500 5.9 6.0 6.0 6.0 6.0
21.000 6.0 6.0 6.0 6.0 6.0
21.500 6.0 6.0 6.0 6.0 6.0
22.000 6.1 6.1 6.1 6.1 6.1
22.500 6.1 6.1 6.1 6.1 6.1
23.000 6.1 6.1 6.1 6.2 6.2
23.500 6.2 6.2 6.2 6.2 6.2
24.000 1 6.2 (N/A) I (N/A) I (N/A) I (N/A)
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Subsection: Time-Depth Curve Return Event: 50 years
Label: Union County Storm Event: TypeII 24hr (7.0 in)
Scenario: Union County- Synthetic Curve, 50 yrs
Time-Depth Curve: TypeII 24hr(7.0 in)
Label TypeII 24hr(7.0
in)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 50 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.1 0.1 0.1
1.000 0.1 0.1 0.1 0.1 0.1
1.500 0.1 0.1 0.1 0.1 0.1
2.000 0.2 0.2 0.2 0.2 0.2
2.500 0.2 0.2 0.2 0.2 0.2
3.000 0.2 0.3 0.3 0.3 0.3
3.500 0.3 0.3 0.3 0.3 0.3
4.000 0.3 0.3 0.4 0.4 0.4
4.500 0.4 0.4 0.4 0.4 0.4
5.000 0.4 0.5 0.5 0.5 0.5
5.500 0.5 0.5 0.5 0.5 0.5
6.000 0.6 0.6 0.6 0.6 0.6
6.500 0.6 0.6 0.7 0.7 0.7
7.000 0.7 0.7 0.7 0.7 0.8
7.500 0.8 0.8 0.8 0.8 0.8
8.000 0.8 0.9 0.9 0.9 0.9
8.500 0.9 0.9 1.0 1.0 1.0
9.000 1.0 1.1 1.1 1.1 1.1
9.500 1.1 1.2 1.2 1.2 1.2
10.000 1.3 1.3 1.3 1.4 1.4
10.500 1.4 1.5 1.5 1.5 1.6
11.000 1.6 1.7 1.8 1.8 1.9
11.500 2.0 2.1 2.5 3.0 4.0
12.000 4.6 4.8 4.9 5.0 5.1
12.500 5.1 5.2 5.3 5.3 5.4
13.000 5.4 5.4 5.5 5.5 5.6
13.500 5.6 5.6 5.7 5.7 5.7
14.000 5.7 5.8 5.8 5.8 5.8
14.500 5.9 5.9 5.9 5.9 6.0
15.000 6.0 6.0 6.0 6.0 6.1
15.500 6.1 6.1 6.1 6.1 6.1
16.000 6.2 6.2 6.2 6.2 6.2
16.500 6.2 6.3 6.3 6.3 6.3
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Subsection: Time-Depth Curve Return Event: 50 years
Label: Union County Storm Event: TypeII 24hr (7.0 in)
Scenario: Union County- Synthetic Curve, 50 yrs
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
17.000 6.3 6.3 6.3 6.4 6.4
17.500 6.4 6.4 6.4 6.4 6.4
18.000 6.4 6.5 6.5 6.5 6.5
18.500 6.5 6.5 6.5 6.5 6.6
19.000 6.6 6.6 6.6 6.6 6.6
19.500 6.6 6.6 6.6 6.6 6.7
20.000 6.7 6.7 6.7 6.7 6.7
20.500 6.7 6.7 6.7 6.7 6.7
21.000 6.8 6.8 6.8 6.8 6.8
21.500 6.8 6.8 6.8 6.8 6.8
22.000 6.8 6.8 6.9 6.9 6.9
22.500 6.9 6.9 6.9 6.9 6.9
23.000 6.9 6.9 6.9 6.9 7.0
23.500 7.0 7.0 7.0 7.0 7.0
24.000 1 7.0 (N/A) I (N/A) I (N/A) I (N/A)
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Subsection: Time-Depth Curve Return Event: 100 years
Label: Union County Storm Event: TypeII 24hr (7.9 in)
Scenario: Union County- Synthetic Curve, 100 yrs
Time-Depth Curve: TypeII 24hr(7.9 in)
Label TypeII 24hr(7.9
in)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 100 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.1 0.1 0.1
1.000 0.1 0.1 0.1 0.1 0.1
1.500 0.1 0.1 0.1 0.2 0.2
2.000 0.2 0.2 0.2 0.2 0.2
2.500 0.2 0.2 0.2 0.3 0.3
3.000 0.3 0.3 0.3 0.3 0.3
3.500 0.3 0.3 0.3 0.4 0.4
4.000 0.4 0.4 0.4 0.4 0.4
4.500 0.4 0.4 0.5 0.5 0.5
5.000 0.5 0.5 0.5 0.5 0.5
5.500 0.6 0.6 0.6 0.6 0.6
6.000 0.6 0.6 0.7 0.7 0.7
6.500 0.7 0.7 0.7 0.8 0.8
7.000 0.8 0.8 0.8 0.8 0.8
7.500 0.9 0.9 0.9 0.9 0.9
8.000 0.9 1.0 1.0 1.0 1.0
8.500 1.0 1.1 1.1 1.1 1.1
9.000 1.2 1.2 1.2 1.2 1.3
9.500 1.3 1.3 1.3 1.4 1.4
10.000 1.4 1.5 1.5 1.5 1.6
10.500 1.6 1.7 1.7 1.7 1.8
11.000 1.9 1.9 2.0 2.1 2.1
11.500 2.2 2.4 2.8 3.4 4.5
12.000 5.2 5.4 5.5 5.6 5.7
12.500 5.8 5.9 5.9 6.0 6.0
13.000 6.1 6.1 6.2 6.2 6.3
13.500 6.3 6.3 6.4 6.4 6.4
14.000 6.5 6.5 6.5 6.6 6.6
14.500 6.6 6.6 6.7 6.7 6.7
15.000 6.7 6.8 6.8 6.8 6.8
15.500 6.9 6.9 6.9 6.9 6.9
16.000 7.0 7.0 7.0 7.0 7.0
16.500 7.0 7.1 7.1 7.1 7.1
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Subsection: Time-Depth Curve Return Event: 100 years
Label: Union County Storm Event: TypeII 24hr (7.9 in)
Scenario: Union County- Synthetic Curve, 100 yrs
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
17.000 7.1 7.1 7.2 7.2 7.2
17.500 7.2 7.2 7.2 7.2 7.3
18.000 7.3 7.3 7.3 7.3 7.3
18.500 7.3 7.4 7.4 7.4 7.4
19.000 7.4 7.4 7.4 7.4 7.5
19.500 7.5 7.5 7.5 7.5 7.5
20.000 7.5 7.5 7.5 7.6 7.6
20.500 7.6 7.6 7.6 7.6 7.6
21.000 7.6 7.6 7.6 7.7 7.7
21.500 7.7 7.7 7.7 7.7 7.7
22.000 7.7 7.7 7.7 7.7 7.8
22.500 7.8 7.8 7.8 7.8 7.8
23.000 7.8 7.8 7.8 7.8 7.8
23.500 7.9 7.9 7.9 7.9 7.9
24.000 1 7.9 (N/A) I (N/A) I (N/A) I (N/A)
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Subsection: Runoff CN-Area Return Event: 2 years
Label: PRE-AREA-10 Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County - Synthetic Curve, 2 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres)
Woods-good -Soil B 55.000 11.980 0.0 0.0 55.000
COMPOSITE AREA&WEIGHTED CN---> (N/A) 11.980 (N/A) (N/A) 55.000
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Subsection: Runoff CN-Area Return Event: 2 years
Label: PRE-AREA-11 Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County - Synthetic Curve, 2 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres)
Woods-good -Soil B 55.000 7.490 0.0 0.0 55.000
COMPOSITE AREA&WEIGHTED CN---> (N/A) 7.490 (N/A) (N/A) 55.000
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Subsection: Runoff CN-Area Return Event: 2 years
Label: PRE-AREA-12 Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County- Synthetic Curve, 2 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres)
Woods-good -Soil B 55.000 8.297 0.0 0.0 55.000
COMPOSITE AREA&WEIGHTED CN---> (N/A) 8.297 (N/A) (N/A) 55.000
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Subsection: Runoff CN-Area Return Event: 2 years
Label: PRE-AREA-7 Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County - Synthetic Curve, 2 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Woods-good -Soil B 55.000 12.190 0.0 0.0 55.000
Woods-good -Soil A 30.000 2.780 0.0 0.0 30.000
COMPOSITE AREA&WEIGHTED CN---> (N/A) 14.970 (N/A) (N/A) 50.357
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Subsection: Runoff CN-Area Return Event: 2 years
Label: PRE-AREA-8 Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County - Synthetic Curve, 2 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres)
Woods-good -Soil B 55.000 16.370 0.0 0.0 55.000
COMPOSITE AREA&WEIGHTED CN---> (N/A) 16.370 (N/A) (N/A) 55.000
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Subsection: Runoff CN-Area Return Event: 2 years
Label: PRE-AREA-9 Storm Event: TypeII 24hr (3.6 in)
Scenario: Union County - Synthetic Curve, 2 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Woods-good -Soil B 55.000 14.790 0.0 0.0 55.000
Woods-good -Soil A 30.000 2.630 0.0 0.0 30.000
COMPOSITE AREA&WEIGHTED CN---> (N/A) 17.420 (N/A) (N/A) 51.226
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Index
M
Master Network Summary...1, 2,3,4
P
PRE-AREA-10(Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2
yrs))...15
PRE-AREA-11 (Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2
yrs))...16
PRE-AREA-12(Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2
yrs))...17
PRE-AREA-7(Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 yrs))...18
PRE-AREA-8(Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 yrs))...19
PRE-AREA-9(Runoff CN-Area, 2 years(Union County-Synthetic Curve, 2 yrs))...20
U
Union County(Time-Depth Curve, 10 years(Union County-Synthetic Curve, 10
yrs))...7,8
Union County(Time-Depth Curve, 100 years(Union County-Synthetic Curve, 100
yrs))...13, 14
Union County(Time-Depth Curve, 2 years(Union County-Synthetic Curve, 2
yrs))...5,6
Union County(Time-Depth Curve, 25 years(Union County-Synthetic Curve, 25
yrs))...9, 10
Union County(Time-Depth Curve, 50 years(Union County-Synthetic Curve, 50
yrs))...11, 12
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Post Developed Calculations:

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1 NO. DESCRIPTION DATE
! ----��-� �� �/ " �f' 1J A \ i 253 l J / J��//' �\ 1 BMP-11 o ly M6 v --k l 1 1ST-CDSUBMITTAL 10/14/22
1 / 1/ / \�� `o\ / z0.p 3 / ( POINT OF ANALYSIS i / AREA= 3 f I I ro I \°' 381 1 S 1
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7.49 AC a \ 2 ND-CD SUBMITTAL 02/10/23
� ( 1 o Il( \ \il I 670/ '? s //� / // I � / � 338 ♦11 \ d _ -___�_ 3 3RD-CDSUBMITTAL 04/28/23
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30'STREAM BUFFER:1 \ \
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PLAN LEGEND 5 5TH-CD SUBMITTAL 09/29/23
�; \ ( \ 1332 343 1 Y S
5o'STREAM BUFFER \ 1 6 6TH-CDSUBMITTAL 11/03/23
PROP.STORM DRAINAGE ® �.-�"� (TYP) \`\ 7(\ \!\i \\\ \\ '� \ r 326 / / )l,l)\ I IJ; t \ \s� 1 " u` \./mot+ -_
/ / - 1 \ 'J Ym�' 133 \ }42 \ BMP-11 - 7 7TH-CD SUBMITTAL 12/05/23
BASIN DRAINAGE BOUNDARY ------- I�^ s 1 s� \ \ ��
EX.WETLAND(TYP)
PROP.STORM DRAINAGE MANHOLE
PROP.CATCH BASIN /l�r( `\ \ �y, ::\\ SEE SHEET C414 FOR CONTINUATION
PROP.WATER MAIN W NOTES:
1. SEE SHEET C413 FOR ADDITIONAL NOTES AND DETAILS.
PROP.SANITARY SEWER 2. SEE SHEETS C401 TO C405 FOR STORM SEWER GRADES AND INVERT ELEVATIONS. DRAWN BY: STB
3. SEE SHEETS C406 TO C411 FOR WET POND DETAILS.
PROP.SANITARY SEWER MANHOLE 4. SEE GRADING PLANS CHAPTER 5 FOR SITE GRADING INFORMATION. CHECKED BY FJM
• s. CATCH BASIN RIM ELEVATIONS ARE GIVEN TO THE EDGE OF ASPHALT,YARD INLETS AT BMP-7 BMP-8 BMP-12 Scare
No-
PROP.STORM DRAINAGE EASEMENT -soc-soc- FINISHED GRADE. Elevation Post PREQ Elevation Post PRE Elevation PostQ PRE
6. RIM ELEVATIONS GIVEN ON THESE PLANS ARE APPROXIMATE AND ARE FOR
EX.SANITARY SEWER -ss-BE INFORMATIONAL PURPOSES ONLY.ACTUAL RIM ELEVATIONS SHALL BE DETERMINED BY WQ 645.17 0.24 WQ 623.68 0.29 0 WQ 615.58 0.16
CONTRACTOR AND ADJUSTED TO MATCH FIELD CONDITIONS. VERT: N/A
]. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES 2yY 647.03 0.92 1.06 2yY 625.24 3.75 4.39 2yf 616.55 1.82 1.93 HORZ: 1'=100'
EX.EASEMENT - - 8. IN ORDER TO ENSURE PROPER DRAINAGE,KEEP A MINIMUM OF 0.50%SLOPE ON THE CURB. 10yr 647.85 8.32 9.48 10yr 626.70 15.94 18.62 10yr 617.88 7.98 8.37
EX.RIGHT OF WAY RW 9. CURB AND GUTTER SHOWN ON PLANS MAY BE ADJUSTED BASED UPON FIELD STAKING BY 25� 648.57 16.00 17.46 25� 627.59 27.49 30.26 25 f 618.72 13.61 13.63 0 so, 100' 200'
INSPECTOR/ENGINEER.ASSOCIATED STORM DRAINAGE MAY ALSO REQUIRE MODIFICATION Y Y Y
EX.STORM DRAINAGE BASED UPON FIELD CONDITIONS. 50yr 649.08 33.69 24.99 50yr 628.22 40.99 40.58 50yr 619.31 21.19 18.31 SHEErTITBE
10. THE PURPOSE OF THE STORM DRAINAGE EASEMENT IS TO PROVIDE STORM WATER
EX.WATER MAIN -w-w-w- CONVEYANCE AND ANY STRUCTURES AND/OR OBSTRUCTION TO STORM WATER FLOW IS 100yr 649.45 66.22 34.36 100yr 628.89 56.07 52.96 100yr 619.77 36.94 24.00 POST-DEVELOPMENT
PROHIBITED. WETLAND NOTES:
EX.OVERHEAD ELECTRIC of of 11. ALL DESIGN AND CONSTRUCTION METHODS SHALL BE DONE IN ACCORDANCE WITH TOWN DRAINAGE AREAS
EXTERIOR PERIMETER _7A OF WAXHAW AND NCDOT STANDARDS AND SPECIFICATIONS. 1. TOTAL WETLAND DELINEATION DETERMINED BY GPI SURVEY:
TREE SAVE/VEGETATIVE BUFFER 12. ALL YARD INLETS SHALL BE DROP INLET TYPE-SEE DETAILS. 0.39 ACRES.PSL:SETH MARTIN SHED NUMBER
W100 8:01AM °Wo�US �L�p2111°,,,4�°MU%INT ION�l,PH.SIMII PL�OST-0 I aNa le B ORIGIN-SHeeTS-1-1°B
C413

SEE SHEET C413 FOR CONTINUATION LandDesign.
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BMP 9
233 , \ 288 \'\/ J( 1 \ \ \V.\\'- \ ) /1 ^ / _ r 1
��f �111 Elevation Post4 PREQ
219 \ 1 #o ` \•\ 235 665 or\ 268 WQ 655.655.68 0.29
2yr 617.94 1.24 1.64
t0yr 659.32 7.78 11.94
243 :_ oa. 660 , •-"g\\ 16 \1 \\\ 1 I I l 860 r 1 t 351 1 r / ~' 1 25yr 660.23 14.75 21.58
�. 11 1 50yr 660.87 21.94 30.33
�"o \ \\ 260 I I l\ 1 ?17�/(1 I ( 3]6 1 100yr 661.42 43.19 40.99
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wQ 656.23 azs
z j v �-<V ) AA l� 1 �l / f ,I . f - \ 244 \ 5101 A A m \1 \�) ,.ss _ 3] s°ol- <°I / ( / = I 2yr 657.98 1.71 2.50
o \\° I {I II p % \a ( / zas \ \� \1 s� \ zss \ \\ll\)� I1 t 1 ( - _
�° 'l s \ /L % _a J 11 1 yr 659.08 8.18 10.96
-" -k- 50 25yrr 660.42 18.15 24.04
659.85 1178 17.90
J y
v ) r // l I - I .I ( \ / \ ' / �$ �''\ \ \ \ f /I J -^ l l/ / 1•/ // h"+ ;: / -.a 1 \ 1 1 100yr 660.80 47.31 31.60
/ / 249POINT OF ANALYSIS
\�Q _-
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Elevation Post PRE
y v v-`- / �__ t l (�� 252 � C J /�\ a 9/ ✓' I I /% � 1 W q 634.54 0.13
2yr 635.89 1.45 1.74 /
1� 10 yr r 637. 11. 1229
22 6.55 7.55
nB°�n\ "\ \\ �(( r \\ \ •I, a �. / ./ � 321/ ( r/, �/ %-' /6'S �/ II I I/ I 336 � 1 � � _� � _- _�-�
638.09 13
\�1\ \ 1 t 1 \ \\ \ -- // - r/ ! \1 N f > > 3a] 1 �-*_-�1�- 1 so r 638.60 z4.n 16.46
sus\\\ / 4 3z/ - / G-' /.y/( /--� ''1' of}I�I h\� 1 �' 1 -1 ♦( 1 100yr 638.89 43.11 21.50 j
11-., '� \\ \ \\\ ,{\ \ \ \ \ �o r/ �� /V' /J//.✓� \\\\ �\ II.'.II \ 332\ � 3a3 I�F
_ �_/ '\�o� ^^\\\ \\\\\\ \2 \�l \\\� � 1oa° 5/ ��r /1 r /////�/./,y -�\tit\ •o �y�/ (I t k �� s3ae � s� \I ,�� --J ❑
1 \ l \ \� /J 327 / / ) I /•�-� ! \ t I 33\ 1 so 2 `'v\ - - NOTES:
\ 1 \ \ i I I s�o �m , \ BMP-11
r J ^ _° \ 1\\' l\ 111 \ \ t �p 's S „� 1 1\ ` \ 384` OFFSITE �_ - 1 SEE SHEET C413 FOR ADDITIONAL NOTES AND DETAILS.
1 / °` S,y,H so 339 63y, I SEE SHEETS C401 TO C405 FOR STORM SEWER GRADES AND INVERT ELEVATIONS.ARE EAL
\ E%.WETLAND(TYP) •\ ` l \ ` \ / r" ( A= �� - 3. SEE SHEETS C406 TO C411 FOR WET POND DETAILS. s
'- \\ t\ !\ 341 / - 0.60 AC .o'� -_- \ 4. SEE GRADING PLANS CHAPTER 5 FOR SITE GRADING INFORMATION.
J � e>o\ \\\ 1 \ / / _i`/ /� J \ 1• \ �{ e \ S- ) 0 0 - -'- _ 1 S. CATCH BASIN RIM ELEVATIONS ARE GIVEN TO THE EDGE OF ASPHALT YARD INLETS AT
f f r _ ,] / ,
EX.WETLAND(TYP) /' /� �// _ \\\ �i C `J 340 1! \-�- FINISHED GRADE `�9F SI(�`N'�".
\ $ ! I L rl ,"-,•• \\� ) ' \\\\ \ 1 _ o - ♦7 8. INFORMATIONALRIM ELEVATIONS GIVEN ON THESE0 LY PLAINS ACTUAL
RIM ELEVATIONS
HALLND BE FOR '.�
\ /)I / \ \ .a r l I }(// T- T /- : "'A` -- - \ i� \•1\'1 1\ i% N o _ - ♦�� , INFORMATIONAL PURPOSES ONLY.ACTUAL RIM ELEVATIONS SHALL BE DETERMINED BY
�) 4q
° / l ...:.. \ ( \�\\ \ �' ¢n.o°✓a° CONTRACTOR AND ADJUSTED TO MATCH FIELD CONDITIONS.
\\ I �-!I / Jt// /1 /() � -L-�\ •'•" f # J �{•, r^• � :+b�••""" s`- � I \ \ � yq% "-� \ 1 _ 7. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES = � CORPORATE
> 1 ( 1 I f •f.:::i L,/� I BMP-9
p ° I � I\ \L�"••'�••.••'• � � � y° \ ~\ \ _ 8. INORDERTOENSUREPROPERDRAINAGE,KEEPAMINIMUMOFO.SO�SLOPEONTHECURB.
//I Ili" /J 1(J 7 �/ sso �\\ Y��: e AREA= 1 s°r° ' _ = SEAL
J 1 40 I\ 9. CURB AND GUTTER SHOWN O PLANS MAY M ADJUSTED BABEL UPON FIELD STAKING
18.63'4O I �ew. �^ j\�-= D STORM DRAINAGE MAY ALSO REQUIRE MODIFICATION\ - ^ - -- INSPECTOR/ENGINEER.ASSOCIATE %'Z`• ,$
BASED UPON FIELD CONDITIONS. � 'l
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10. THE PURPOSE OF THE STORM DRAINAGE EASEMENT IS TO PROVIDE STORM WATER i�TH"'••""
Li6/0^r `==1 \ \�\ \ '�K/ r o°u_ I \ \ 4 \�IS\ \ PROCONVIBIANCEAND ANY STRUCTURES AND/OR OBSTRUCTION TO STORM WATER FLOW IS
l'� PROHIBITED.
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Q` 11. ALL DESIGN AND CONSTRUCTION METHODS SHALL BE DONE IN ACCORDANCE WITH TOWN
OF WAXIHAW AND/� 40] /D/ \J`\ \ fr\m\ sq•- 56+; 4 ) Y (I \ 11 - 12. ALL YARD INLETS SHALL TBE DROP RIN ET TYPE-SEE DETAILS.S. CA
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AREA=
Iw 434 438 437 / ) / //�J%(//`/ •°•'\ - 1 �� / _ \,J I ) 5.99 AC
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A I A J> NO. DESCRIPTION DATE
30'ST r--- 1 1ST-CD SUBMITTAL 10/14/22
70 \ \ �^4) �`/✓) ^ /'� 1 � / ( 1 Il��) f /��" J REAM BUFFERS \ \ / \�/ /// / -
\\V vry/�/ > JA1 I/// J // r ♦[[ ((� ///'////' 2 ND-CD SUBMITTAL 02/10/23
\\\ a23�'-' - / 1 418 1 ) rC/ l f r/J/ Jr J 7 ) 1 ` f �r"- ��L\ / / ( X ---/ , 3 3RD-CD SUBMITTAL 04/28/23
j\\l` /.- /� 420 419 1 L II..1..-\.. / J ` \ 50'STREAMBUFFER / f /r /// j/ 1 ♦ C¢ \�t /'r I I ( /'
YP) r1
s BMP-9 \\\ r T 422 ��6s,az, III / J \ l / ^/ /Jr 1 r r / / - y♦J - -__ \i /�v$ I I /♦ /
\ OFFSITE -F• / / , /f/ - / 4 4TH-CD SUBMITTAL 06/09/23
AREA= \ \ \ n-_-L}// _. rrJ/)1J //I )III\ J./ J // / ! /Jj J fr ) } / J/i/// �/ 1 /♦ / %
PLAN LEGEND 3.01 AC /J/ �/ J// �'%�/ / ///� \\\� / l l ♦�/ 1/� 5 5TH-CD SUBMITTAL 09/29/23
---- \ /
zza �� '^ �- l / / �/ / /// ( / C_°l 1n/ / / // /// / I//I r/ // / / '♦ \ / / / / / ////J�_'_ 6 6TH-CD SUBMITTAL 11/03/23
PROP.STORM DRAINAGE ® \\ \\ vti�l c <+ I; // (r r Jj \ r///r///ram!/11{Z l)/J��1 f/I )/� �\��////III( // I IIIIIII l it l i l / / / /// ♦ - \ \y-i/\/�/ / // /
• -2g _\ r=J �-t�/ 1 C\\ \ ) �\I ol�j t\N II 1 �JI / /r///1/r/f�/g/�// /�/// /// \J/ //)�_\\��/l iI(Il I II1/Iv l///-����_/_I-/I II III IIIII I I I I I II�I I I I I I I 1 I I 7 7TH-CD SUBMITTAL 12/05/23
BASIN DRAINAGE BOUNDARY -------- /,
./y \UA// / /411,
PROP.STORM DAINAGE MANHOLE J / '/// / 4�
PROP.CATCH BASIN
■ - 00R \ V v S fi//i/f: m^//// v X IIIIII �ll II I / ♦ _ / / I //
PROP.WATER MAIN W
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PROP.SANITARY SEWER ��' /
D RAWN BY: sTB
, \ CHECKED BY FJM
PROP.SANITARY SEWER MANHOLE "♦�0.� I oA
No-
PROP.STORM DRAINAGE EASEMENT
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EX.SANITARY SEWER - ss -ss - +/ \ \ \ \ \ \ \ \ I I I I I I II l/llllllllullllllll/III //rl \ i %/ /% �\\\�\� I \\ \ \ I 1 I / \\\\\ \\\\\\\\\ \\ \\ /-/, - /
I \ \\ \\\ \ \ / / / / / VERT: N/A
///��/ //// -/ I i' / I\\\\\\\\\\\\ \\\ \I III // / / // / ♦ / HORZ: 1'=100'
EX.EASEMENT
EX.RIGHT OF WAY RNJ- \ 0 so, 100' 200'
EX.STORM DRAINAGE \ \ \ SHEET TITRE
EX.WATER MAIN -w-w-w- \ \ \ WETLAND NOTES: POST-DEVELOPMENT
EX.OVERHEAD ELECTRIC of of \ \ \ DRAINAGE AREAS
EXTERIOR PERIMETER 1. TOTAL WETLAND DELINEATION DETERMINED BY GPI SURVEY:
TREE SAVE/VEGETATIVE BUFFER 0.39 ACRES.PSL:SETH MARTIN SHEET NUMBER
C414
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BMP-7 Water Quality Calculations:

BMP-7 STAGE STORAGE CALCULATION
Area Calculation-Forebay
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
640 2984 0.069 0.0000 0.0000 0
641 3218 0.074 0.0712 0.0712 3100
642 3460 0.079 0.0766 0.1478 6439
643 3708 0.085 0.0823 0.2301 10022
643.5 3834 0.088 0.0433 0.2734 11907
644 3962 0.091 0.0447 0.3181 13856
Area Calculation-Main Pond
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
640 15617 0.359 0.0000 0.0000 0
641 16710 0.384 0.3710 0.3710 16160
642 17817 0.409 0.3962 0.7672 33421
643 18941 0.435 0.4219 1.1891 51797
643.5 19510 0.448 0.2207 1.4098 61409
644 20972 0.481 0.2323 1.6421 71528
Ave.Main Pool Depth 3.41
Volume Calculation-Permanent Pool
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
640 18601 0.427 0.0000 0.0000 0
641 19928 0.457 0.4422 0.4422 19261
642 21277 0.488 0.4729 0.9150 39860
643 22649 0.520 0.5041 1.4192 61819
643.5 23344 0.536 0.2640 1.6831 73317
644 24934 0.572 0.2770 1.9601 85384
Ave.Permanent Pool Depth 3.42
Volume Calculation-Temp Pool
Area Volume(ac-ft) Volume
Contour sq.ft AC Inc Accum. cu.ft
644 24934 0.572 0.0000 0.0000 0
644.5 26555 0.610 0.2955 0.2955 12870
645 27453 0.630 0.3099 0.6054 26372
646 28992 0.666 0.6478 1.2532 54591
647 30280 0.695 0.6803 1.9335 84224
648 31594 0.725 0.7102 2.6437 115159
649 32929 0.756 0.7406 3.3843 147418
650 34290 0.787 0.7715 4.1558 1 181025

Project Name: Preserve at Forest Creek- Phase 2 (BMP-7)
Project Number: 1021143
Design Requirements: 85% TSS, 70% TP
Given Information:
Land Use: Residential
Drainage Area to Facility(Acres): 14.23 Meck. County(Minimum 10 Ac. Less than 10 Ac requires water balance computations)
Impervious Area (Acres): 10.07
Percent Impervious: 70.8%
Soil Type: AeB, CeB2, CeC2
Soil Group: A, B
Curve Number(CN) Pre: 49
Curve Number(CN) Post: 87
Time of Concentration Pre (hour): 0.298
Time of Concentration Post (hour): 0.0833
Design Storm Rainfall Depth (in): 1.0 (Typically 1")
Detention Time (Day): 2 Meck. County:
4 days - 85% TSS &70% TP (Optimal Efficiency)
2 days -60% TSS &40% TP (Standard Efficiency)
4 days - 85% TSS &0% TP (TSS- Only Efficiency)
NCDENR:
2 - 5 days - 85%TSS &40% TP
Watershed: Mountain and Piedmont(85% TSS)
Efficiency: NCDENR

Wet Pond Design (NCDENR - 2007)
Project Name: Preserve at Forest Creek - Phase 2 (BMP-7)
Job Number: 1021143
Step 1: Compute the water quality volume (WQV).
WQv (Ft3) = (3630)x(RD)x(Rv)x (AD)
Where:
WQV =Water Quality Volume (Ft)
AD = Drainage Area to Wet Pond (acres).
Rv= Volumetric Runoff Coefficient= 0.05 + 0.9 (% Impervious)
RD = Design Storm Rainfall Depth (in). Typically 1.0".
Percent Impervious = 71%
AD = 14.23 acres
RD = 1.0 in
Rv = 0.69
WQv = 35,481 Ft'

Step 2: Determine Surface Area Requirements.
Average Permanent Pool Depth = 3.42 Feet
Percent Impervious = 71%
SA/ DA Ratio = 2.88
Required Surface Area = 17,852 Ft2
Step 3: Preliminary Temporary Water Quality Drawdown Calculations
Pond Height above Orifice = 646.30 feet
Orifice Invert Elevation = 644.00 feet
Pond Surface Area at Height Above Orifice = 29,378 square feet
Pond Surface Area at Orifice Invert Elevation = 24,471 square feet
Orifice Diameter(D) = 3.00 inches = 0.25 feet
Orifice Area (a) = 0.0491 square feet
Average Surface Area (A) = 26,925 square feet
Gravitational Constatnt (g) = 32.2 ft/sec2
Head (H) = 2.17 feet
Discharge Coefficient (C) = 0.6
Time (t) = 336,009 seconds = 3.89 days
Note:
The above calculation is based on the Bernoulli Equation where:
-2 x A
:xax (2g)
Step 4: Compute Site Hydraulic Input Parameters.
Condition Area (Ac) CN Tc (hours)
Pre-developed 14.23 49 0.298
Post-developed 14.23 87 0.0833
Results
Condition Q1-year Q10-year Q25-year Q50-year
Pre-developed N/A 9.48 17.46 24.99
Post-developed N/A 8.32 16.00 33.69

Graph - 1
35,000.000 ----J
30,000.000
25,000.000
M
20,000.000
C)
C
0 15,000.000
10,000.000
5,000.000
0.000
0.000 20.000 40.000 60.000 80.000 100.000 120.00,
Time (hours)
BMP-7 - Union County - Synthetic Curve, 1 yrs - Volume I

Table of Contents
Master Network Summary 1
Union County yrs)
Time-Depth Curve, 1 years(Union County-Synthetic Curve, 1 2
POST-AREA-7 Time of Concentration Calculations, 1 years(Union County- 4
Synthetic Curve, 1 yrs)
POST-AREA-7 Runoff CN-Area, 1 years(Union County-Synthetic Curve, 1 6
yrs)
Elevation-Area Volume Curve, 1 years(Union County-
BMP 7 Synthetic Curve, 1 yrs) 7
Riser-7 Outlet Input Data, 1 years(Union County-Synthetic Curve, 1 8
yrs)

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ft3)
POST-AREA-7 Union County- 1 40,854.000 11.920 16.82
Synthetic Curve, 1
yrs
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ft3)
OUTFALL Union County- 1 40,112.000 18.340 0.24
Synthetic Curve, 1
yrs
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (hours) (ft3/s) Water Pond Storage
(years) (ft3) Surface (ft3)
Elevation
(ft)
BMP-7(IN) Union County- 1 40,854.000 11.920 16.82 (N/A) (N/A)
Synthetic
Curve, 1 yrs
BMP-7 Union County- 1 40,112.000 18.340 0.24 645.17 31,130.000
(OUT) Synthetic
Curve, 1 yrs
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Subsection: Time-Depth Curve Return Event: 1 years
Label: Union County Storm Event: TypeII 24hr (1.0 in)
Scenario: Union County- Synthetic Curve, 1 yrs
Time-Depth Curve: TypeII 24hr(1.0 in)
Label TypeII 24hr(1.0
in)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.0 0.0 0.0
1.000 0.0 0.0 0.0 0.0 0.0
1.500 0.0 0.0 0.0 0.0 0.0
2.000 0.0 0.0 0.0 0.0 0.0
2.500 0.0 0.0 0.0 0.0 0.0
3.000 0.0 0.0 0.0 0.0 0.0
3.500 0.0 0.0 0.0 0.0 0.0
4.000 0.0 0.0 0.1 0.1 0.1
4.500 0.1 0.1 0.1 0.1 0.1
5.000 0.1 0.1 0.1 0.1 0.1
5.500 0.1 0.1 0.1 0.1 0.1
6.000 0.1 0.1 0.1 0.1 0.1
6.500 0.1 0.1 0.1 0.1 0.1
7.000 0.1 0.1 0.1 0.1 0.1
7.500 0.1 0.1 0.1 0.1 0.1
8.000 0.1 0.1 0.1 0.1 0.1
8.500 0.1 0.1 0.1 0.1 0.1
9.000 0.1 0.2 0.2 0.2 0.2
9.500 0.2 0.2 0.2 0.2 0.2
10.000 0.2 0.2 0.2 0.2 0.2
10.500 0.2 0.2 0.2 0.2 0.2
11.000 0.2 0.2 0.3 0.3 0.3
11.500 0.3 0.3 0.4 0.4 0.6
12.000 0.7 0.7 0.7 0.7 0.7
12.500 0.7 0.7 0.8 0.8 0.8
13.000 0.8 0.8 0.8 0.8 0.8
13.500 0.8 0.8 0.8 0.8 0.8
14.000 0.8 0.8 0.8 0.8 0.8
14.500 0.8 0.8 0.8 0.8 0.9
15.000 0.9 0.9 0.9 0.9 0.9
15.500 0.9 0.9 0.9 0.9 0.9
16.000 0.9 0.9 0.9 0.9 0.9
16.500 0.9 0.9 0.9 0.9 0.9
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Subsection: Time-Depth Curve Return Event: 1 years
Label: Union County Storm Event: TypeII 24hr (1.0 in)
Scenario: Union County- Synthetic Curve, 1 yrs
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
17.000 0.9 0.9 0.9 0.9 0.9
17.500 0.9 0.9 0.9 0.9 0.9
18.000 0.9 0.9 0.9 0.9 0.9
18.500 0.9 0.9 0.9 0.9 0.9
19.000 0.9 0.9 0.9 0.9 0.9
19.500 0.9 0.9 0.9 0.9 1.0
20.000 1.0 1.0 1.0 1.0 1.0
20.500 1.0 1.0 1.0 1.0 1.0
21.000 1.0 1.0 1.0 1.0 1.0
21.500 1.0 1.0 1.0 1.0 1.0
22.000 1.0 1.0 1.0 1.0 1.0
22.500 1.0 1.0 1.0 1.0 1.0
23.000 1.0 1.0 1.0 1.0 1.0
23.500 1.0 1.0 1.0 1.0 1.0
24.000 1 1.0 (N/A) I (N/A) I (N/A) I (N/A)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: POST-AREA-7 Storm Event: TypeII 24hr (1.0 in)
Scenario: Union County- Synthetic Curve, 1 yrs
Time of Concentration Results
Segment#1: User Defined Tc
Time of Concentration 0.083 hours
Time of Concentration(Composite)
Time of Concentration 0.083 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: POST-AREA-7 Storm Event: TypeII 24hr (1.0 in)
Scenario: Union County- Synthetic Curve, 1 yrs
==== User Defined
Tc = Value entered by user
Where: Tc=Time of concentration, hours
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Subsection: Runoff CN-Area Return Event: 1 years
Label: POST-AREA-7 Storm Event: TypeII 24hr (1.0 in)
Scenario: Union County- Synthetic Curve, 1 yrs
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Impervious Areas- Paved parking lots, 98.000 14.230 0.0 0.0 98.000
roofs,driveways, Streets and roads
COMPOSITE AREA&WEIGHTED CN---> (N/A) 14.230 (N/A) (N/A) 98.000
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Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: BMP-7 Storm Event: TypeII 24hr (1.0 in)
Scenario: Union County- Synthetic Curve, 1 yrs
Elevation Planimeter Area Al+A2+sqr Volume Volume(Total)
(ft) (ftz) (acres) (A1*A2) (ft3) (ft3)
(acres)
644.00 0.0 0.572 0.000 0.000 0.000
644.50 0.0 0.610 1.773 12,870.000 12,870.000
645.00 0.0 0.630 1.860 13,503.000 26,373.000
646.00 0.0 0.666 1.944 28,223.000 54,596.000
647.00 0.0 0.695 2.041 29,640.000 84,236.000
648.00 0.0 0.725 2.130 30,925.000 115,162.000
649.00 0.0 0.756 2.221 32,254.000 147,415.000
650.00 1 0.0 1 0.787 1 2.314 1 33,604.000 1 181,020.000
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