20240729_South_Carter_Industrial_Erosion_Report

SEDIMENT & EROSION CONTROL ..••s•��
REPORT TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
SOUTH CARTER INDUSTRIAL PARK
SANFORD, NC
MARCH 13, 2024
PREPARED FOR:
South Carter Industrial Park, LLC
Mark Lyczkowski
144 Hawkins Avenue
Sanford, NC 27330
[phone]
mark@fig.11c
PREPARED BY:
Timmons Group, NC License No. C-1652
Rick Baker, PE
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
[phone]
[e-mail]
www.timmons.com

South Carter Industrial Park
Sanford, NC
Project Number: 41353.012
Table of Contents
1) Sediment & Erosion Control Narrative ........................................................................................................ 1
Existing Conditions Description...................................................................................................................... 1
ErosionControl Summary.............................................................................................................................. 1
NPDES/NCG01 Plan...................................................................................................................................... 1
2) Maps.............................................................................................................................................................2
NOAARainfall Data .......................................................................................................................................2
FEMAFIRM Maps .........................................................................................................................................2
NRCSSoil Survey Map..................................................................................................................................2
USGSMap.....................................................................................................................................................2
3) Sediment & Erosion Control Calculations ......................................................................................................3
SedimentBasin Design..................................................................................................................................3
Clean Water Diversion Ditch Sizing/Liner Calculations...................................................................................3
Temporary Diversion Ditch Sizing/Liner Calculations .....................................................................................3
4) Culvert Design Calculations...........................................................................................................................4
HEC-RAS Report...............................................................................................................................................4
HydroCADReport..........................................................................................................................................4
RipRapDissipator Calculations......................................................................................................................4

South Carter Industrial Park
Sanford, NC
Project Number: 41353.012
1 ) Sediment & Erosion Control Narrative
Existing Conditions Description
The proposed project is located along NC Highway 87 S in Sanford, NC.
The site consists of approximately 140.89 acres of vacant and agricultural land. Jurisdictional streams and
wetlands are located throughout the site. The predominant existing soils are as follows:
Chewacla silt loam, 0 to 2 percent slopes "Ch" (Hydraulic Soil Group B/D)
Nanford silt loam, 2 to 8 percent slopes "NaB" (Hydraulic Soil Group B)
Nanford silt loam, 8 to 15 percent slopes "NaD" (Hydraulic Soil Group B)
Tarrus silt loam, 2 to 8 percent slopes "TaB" (Hydraulic Soil Group B)
Tarrus silt loam, 8 to 15 percent slopes "TaD" (Hydraulic Soil Group B)
Tillery fine sandy loam, 1 to 4 percent slopes "ToB" (Hydraulic Soil Group B)
The Site primarily drains to wetlands and streams in the center and western portions of the site, that then
drains south to the Upper Little River.
FIRM Panel 3710966000J indicates the site lies partially within Special Flood Hazard Areas Zone X.
Erosion Control Summary
This project proposes two private access roads and related utilities to support a future industrial park
development. The project also proposes a water main extension along NC Hwy 87.
To control sediment runoff, temporary diversion ditches are placed along most of the disturbed area boundary
as allowable due to the topography of the site, which will drain into temporary skimmer basins. Basins shown
have been sized to provide protection from the 10-year peak runoff per the NCDEQ Erosion and Sediment
Control Design Manual. Clean water diversion ditches are proposed to limit runoff from undisturbed areas from
draining to the sediment basins. Silt fence and silt fence outlets are also placed at low point areas. Grass will
be planted throughout the site and maintained. As the site is developed, the site will be stabilized per NCDEQ
requirements.
Erosion control measures for this site have been designed in accordance with NCDEQ standards and
specifications.
NPDES/NCG01 Plan
All construction activities shall comply with NCG01 permit guidelines on ground stabilization and materials
handling.
TIMMONS GROUP 1 I www.timmons.com
YOUR VISION RCHIk LD THROUGH OURS.

South Carter Industrial Park
Sanford, NC
Project Number: 41353.012
2) Maps
NOAA Rainfall Data
FEMA FIRM Maps
NRCS Soil Survey Map
USGS Map
• r ■
TIMMONS GROUP 21 www.timmons.com
YOUR VISION ACHIEVED THROUGH Ou AS.

NOAA Atlas 14,Volume 2,Version 3
Location name:Sanford,North Carolina, USA*
Latitude:35.3984°,Longitude: -79.13310
Elevation:361 ft**
*source:ESRI Maps
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration� 2 � 10 25 50 100 200 500 1000
5-min 0.432 0.511 0.593 0.653 0.723 0.771 0.816 0.856 0.904 0.939
(0.394-0.478) (0.465-0.565) (0.539-0.656) (0.593-0.721) (0.653-0.796) (0.694-0.848) (0.731-0.897) (0.763-0.942) (0.798-0.993) (0.823-1.03)
10-min 0.691 0.817 0.950 1.04 1.15 1.23 1.30 1.36 1.43 F 1.48
(0.629-0.763) (0.743-0.903) (0.864-1.05) (0.948-1.15) 1 (1.04-1.27) 1 (1.11-1.35) 1 (1.16-1.43) 1 (1.21-1.49) 1 (1.26-1.57) 1(1.30-1.63)
1 5-min 0.863 1.03 1.20 1.32 1.46 1.56 1.64 1.71 1.80 1.86
(0.786-0.954) (0.934-1.14) 1 (1.09-1.33) 1 (1.20-1.46) 1 (1.32-1.61) 1 (1.40-1.71) 11 (1.47-1.80) 11 (1.53-1.88) 1 (1.59-1.98) (1.63-2.04)
30-min 1.18 1.42 1.71 1.92 2.16 2.34 2.51 2.67 2.86 3.00
(1.08-1.31) 1 (1.29-1.57) 1 (1.55-1.89) 1 (1.74-2.11) 1 (1.95-2.38) 1 (2.11-2.58) 1 (2.25-2.76) (2.38-2.93) (2.53-3.15) 1(2.63-3.30)
60-min 1.48 1.78 2.19 2.49 2.88 3.17 3.46 3.74 4.11 4.39
(1.34-1.63) 1 (1.62-1.97) 1 (1.99-2.42) 1 (2.26-2.75) (2.60-3.17) (2.86-3.49) (3.10-3.80) (3.33-4.11) (3.62-4.51) 1(3.84-4.82)
2-hr 1.74 2.10 2.63 3.02 3.54 3.94 4.34 4.74 5.27 5.69
(1.57-1.94) 1 (1.90-2.35) 1 (2.37-2.93) 1 (2.72-3.36) (3.16-3.94) 1 (3.51-4.38) (3.84-4.82) 11 (4.17-5.27) 11 (4.59-5.86) (4.91-6.33)
3-hr 1.85 2.23 2.80 3.24 3.84 4.32 4.81 5.31 F 6.01 F 6.57
(1.67-2.06) 1 (2.02-2.50) (2.53-3.13) (2.92-3.62) 11 (3.44-4.28) (3.85-4.81) (4.25-5.34) (4.66-5.90) 1 (5.21-6.68) (5.63-7.30)
6-hr 2.20 2.66 3.34 3.88 4.62 5.21 5.82 6.45 F 7.34 F 8.06
(2.00-2.44) 11 (2.43-2.95) (3.04-3.70) (3.51-4.29) 11 (4.15-5.09) (4.65-5.73) (5.15-6.40) (5.66-7.09) 1 (6.36-8.06) 1(6.89-8.85)
12-hr 2.60 3.15 3.97 4.63 5.55 6.36 7.09 7.92 F 9.16 10.1
(2.36-2.88) (2.86-3.49) (3.60-4.40) (4.18-5.12) (4.97-6.11) (5.60-6.93) (6.24-7.78) (6.90-8.69) (7.81-9.99) (8.51-11.0)
24-hr 3.05 3.68 4.64 5.40 6.43 7.26 8.11 8.99 10.2 11.2(2.83-3.29) (3.42-3.98) (4.31-5.01) (5.00-5.82) (5.94-6.94) (6.69-7.83) (7.45-8.74) (8.24-9.69) (9.30-11.0) 1(10.1-12.0)
F2-day 3.55 4.28 5.36 6.21 7.37 8.29 9.24 10.2 11.6 12.6
(3.30-3.82) (3.98-4.61) (4.98-5.77) (5.75-6.68) (6.80-7.92) (7.63-8.91) (8.48-9.94) (9.35-11.0) (10.5-12.5) (11.5-13.6)
3-day 3.77 4.53 5.64 6.51 7.71 8.67 9.65 10.7 12.1 13.2
(3.51-4.04) (4.23-4.86) (5.25-6.04) (6.05-6.98) 1 (7.14-8.26) 1 (8.00-9.28) 1 (8.87-10.3) 1 (9.78-11.4) 1 (11.0-12.9) (12.0-14.1)
4-day 3.98 4.78 5.92 6.82 8.06 9.05 10.1 11.1 12.5 17
(3.72-4.26) (4.47-5.11) (5.52-6.32) (6.35-7.28) (7.47-8.61) (8.36-9.66) (9.26-10.7) (10.2-11.9) (11.5-13.4) ( 3.
12.5-14.7)
7-day 4.59 5.48 6.70 7.66 9.00 10.1 11.1 12.3 13.8 15.0
(4.29-4.91) (5.12-5.86) (6.25-7.17) (7.14-8.20) (8.35-9.62) (9.32-10.8) (10.3-11.9) 11 (11.3-13.1) 1 (12.6-14.8) (13.7-16.1)
10-day 5.23 6.23 7.51 8.51 9.86 10.9 12.0 13.1 14.6 15.7
(4.92-5.57) 1 (5.86-6.63) (7.04-7.98) (7.97-9.05) (9.21-10.5) (10.2-11.6) (11.1-12.8) 11 (12.1-13.9) 1 (13.4-15.5) (14.5-16.8)
20-day 7.04 8.32 9.86 11.1 12.7 14.0 15.3 16.6 18.3 19.7
(6.62-7.49) (7.83-8.85) (9.26-10.5) (10.4-11.8) (11.9-13.5) (13.0-14.8) 1 (14.2-16.2) (15.4-17.6) (16.9-19.5) (18.1-21.0)
30-day 8.77 10.3 12.0 13.4 15.1 16.4 17.8 19.1 20.9 22.2
(8.27-9.31) (9.74-11.0) (11.3-12.8) (12.6-14.2) (14.2-16.0) (15.4-17.5) 1 (16.6-18.9) (17.8-20.3) (19.4-22.3) (20.6-23.8)
45-day 11.1 13.0 15.0 16.4 18.3 19.8 21.2 22.5 24.3 25.7
(10.5-11.8) (12.4-13.8) (14.1-15.8) (15.5-17.3) (17.3-19.3) (18.6-20.9) 1 (19.9-22.4) 11 (21.1-23.9) 1 (22.8-25.8) (24.0-27.3)
60-day 13.3 15.6 17.7 19.3 21.3 22.9 24.4 25.9 27.8 29.2
(12.6-14.0) (14.8-16.4) (16.7-18.6) (18.3-20.3) (20.2-22.5) (21.6-24.1) (23.0-25.7) (24.4-27.3) (26.1-29.4) (27.4-30.9)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

NOAA Atlas 14,Volume 2,Version 3
Location name:Sanford,North Carolina, USA*
Latitude:35.3984°,Longitude: -79.13310
Elevation:361 ft**
*source:ESRI Maps
source:LISGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration� 2 � 10 25 50 100 200 500 1000
5-min 5.18 6.13 7.12 7.84 8.68 9.25 9.79 10.3 10.8 11.3
(4.73-5.74) (5.58-6.78) (6.47-7.87) (7.12-8.65) 11 (7.84-9.55) (8.33-10.2) (8.77-10.8) 1 (9.16-11.3) 1 (9.58-11.9) (9.88-12.4)
10-min 4.15 4.90 5.70 6.27 6.91 7.37 7.78 8.14 8.57 8.87
(3.77-4.58) (4.46-5.42) (5.18-6.30) (5.69-6.91) 11 (6.24-7.61) (6.64-8.11) (6.97-8.56) 1 (7.26-8.96) (7.57-9.43) (7.77-9.76)
15-min 3.45 4.10 4.81 5.29 5.84 6.22 6.56 6.85 7-0 7.42
(3.14-3.82) 1 (3.74-4.54) 1 (4.37-5.31) 1 (4.80-5.83) 11 (5.27-6.43) 1 (5.60-6.84) 1 (5.87-7.21) 1 (6.10-7.54) (6.35-7.91) (6.50-8.16)
30-min 2.37 2.84 3.41 3.83 4.33 4.68 5.02 5.33 5.73 6.01
(2.16-2.61) 1 (2.58-3.14) 1 (3.10-3.77) 1 (3.48-4.22) 1 (3.91-4.76) 1 (4.22-5.15) 1 (4.50-5.52) (4.75-5.87) (5.05-6.29) (5.27-6.61)
60-min 1.48 1.78 2.19 2.49 2.88 3.17 3.46 3.74 F 4.39
(1.34-1.63) 1 (1.62-1.97) 1 (1.99-2.42) 1 (2.26-2.75) 1 (2.60-3.17) 1 (2.86-3.49) 1 (3.10-3.80) (3.33-4.11) (3.62-4.51) (3.84-4.82)
2-hr 0.869 1.05 IF 1.31 1.51 1.77 1.97 2.17 2.37 2.64 2.84
(0.784-0.970) (0.951-1.18) (1.18-1.46) (1.36-1.68) 1 (1.58-1.97) 1 (1.75-2.19) 1 (1.92-2.41) (2.08-2.63) 1 (2.30-2.93) (2.46-3.16)
3-hr 0.614 0.743 0.932 1.08 1.28 1.44 1.60 1.77 2.00 2.19
(0.556-0.686) (0.674-0.831) (0.843-1.04) (0.974-1.20) (1.14-1.42) (1.28-1.60) (1.41-1.78) (1.55-1.96) (1.73-2.22) (1.88-2.43)
6-hr 0.367 0.444 0.558 0.647 0.770 0.869 0.971 1.08 1.23 1.34
(0.334-0.407) (0.405-0.492) (0.507-0.617) (0.586-0.715) (0.692-0.849) (0.776-0.957) (0.860-1.07) 1(0.945-1.18) 1 (1.06-1.35) (1.15-1.48)
12-hr 0.215 0.261 0.329 0.384 0.460 0.522 0.588 0.657 0.755 0.835
(0.196-0.239) (0.237-0.289) (0.298-0.364) (0.346-0.424) (0.412-0.507) (0.465-0.574) (0.518-0.645) (0.573-0.721) (0.648-0.829) (0.706-0.915)
24-hr 0.127 0.153 0.193 0.224 0.268 0.302 0.338 0.374 0.425 0.465
(0.117-0.137) (0.142-0.165) (0.179-0.208) (0.208-0.242) (0.247-0.289) (0.278-0.326) (0.310-0.364) (0.343-0.403) (0.387-0.458) (0.422-0.501)
2-day 0.073 0.089 0.111 0.129 0.153 0.172 0.192 ) ( 0.212 0.240 0.263
(0.068-0.079) (0.083-0.095) (0.103-0.120) (0.119-0.139) (0.141-0.164) (0.158-0.185) (0.176-0.206 0.194-0.229) (0.219-0.259) (0.238-0.284)
3-day 0.052 0.062 0.078 0.090 0.107 0.120 0.134 0.148 0.167 0.182
(0.048-0.056) (0.058-0.067) (0.072-0.083) (0.084-0.096) (0.099-0.114) (0.111-0.128) (0.123-0.143) (0.135-0.158) (0.152-0.179) (0.166-0.196)
4-day 0.041 0.049 0.061 0.071 0.083 0.094 0.104 0.115 0.130 0.142
(0.038-0.044) (0.046-0.053) (0.057-0.065) (0.066-0.075) (0.077-0.089) (0.087-0.100) (0.096-0.111) (0.106-0.123) (0.119-0.139) (0.129-0.152)
7-day 0.027 0.032 0.039 0.045 0.053 0.059 0.066 0.072 0.082 0.089
(0.025-0.029) (0.030-0.034) (0.037-0.042) (0.042-0.048) (0.049-0.057) (0.055-0.063) (0.061-0.070) (0.067-0.078) (0.075-0.088) (0.081-0.095)
10-day 0.021 0.025 0.031 0.035 0.041 0.045 0.049 0.054 0.060 0.0 55
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.037) (0.038-0.043) (0.042-0.048) (0.046-0.053) (0.050-0.058) (0.056-0.064) (0.060-0.069)
20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.031 0.034 0.038 0.041
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.028) (0.027-0.030) (0.029-0.033) (0.031-0.036) (0.035-0.040) (0.037-0.043)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.022) (0.021-0.024) (0.023-0.026) (0.024-0.028) (0.026-0.030) (0.028-0.032)
45-day 0.010 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.021-0.023) (0.022-0.025)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.014-o.015) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.018-0.020)I(0.019-0.021)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

oy lKd :....
Lemon Springs
3km
2mi
Large scale terrain
Winston-Salem �
Greens)}oro Rocky Mount
Raleigh
49
Nor= CAroLINA Green,
Charlotte Fayettelille.
son
100km Di1_ O
1+�lilmington
60mi
Large scale map
t
jl�n��On lem Green
Q rham Rocky Mount
e
Raleigh
7 'bGrO
orth Greenvil
Cardin]
arl '
F etteviile
a
son,
{
Wk€mington
n
60mi
Large scale aerial

7907'59.58"W 35025'47.1"N
- --
- � ' 82FEFF
ET
Ilk
dN
ApftpdPft AV
.# �I f - •:
i}`�y-of Sanford - `-'w-'- Ilk
it
Ir
INC
' + y a1► i IL
dr -
a •fir � i -
5.
r * dow *. x -A
AREA OF MINIMAL FLOOD HAZARD
IL IL one the.
GA
4, Ir
40
r ,• * r
*ice� .� • � • ► � * *'' � i - 59
' c } .!* . ► �+ Jr 36 EFT
or
S.
l • r '+ �+
Iry
dit
40
40
FEES �! i ..
T * Lee aunt ;
370331 d?W
+ F•
' �+ .j�'# Tr * F _ + •
?4W Awl
*"
"4 Syr r i ��•� -rt r ��
`r- • Y's �.. � � - - � + *J
rt { 41
46.
40
Adl
lop
4p
259.2 FEET 40 -
ti
• � ,
•tIr
a F� z
rp Pk
#-. b, 4r
lit AL
= � ' -EEC LPERIIIITER] R
40
r ',ow- � 4A #
. �r• w ice_ �' ,� m s s�F�� PP
{ _,
IP
# r -
• dT
7906'6.23"W 35023'41.42"N
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP NATIONAL FLOOD INSURANCE PROGRAM
FOR DRAFT FIRM PANEL LAYOUT For information and questions about this Flood Insurance Rate Map(FIRM),available products associated with Map Projection:
this FIRM,including historic versions,the current map date for each FIRM panel, how to order products, GCS, Geodetic Reference System 1980; FLOOD INSURANCE RATE MAP
or the National Flood Insurance Program(NFIP)in general,please call the FEMA Map Information eXchange at Vertical Datum: NAVD88
1-877-FEMA-MAP(1-877-336-2627)or visit the FEMA Flood Map Service Center website at https:Hmsc.fema.gov. For information about the specific vertical datum for elevation features, datum
Without Base Flood Elevation (BFE) Available products may include previously issued Letters of Map Change,a Flood Insurance Study Report, conversions, or vertical monuments used to create this map, please see the Flood
Zone A, V,A99 and/or digital versions of this map.Many of these products can be ordered or obtained directly from the website. Insurance Study(FIS) Report for your community at https://msc.fema.gov
With BFE or Depth Zone AE,AO,AH, VE,AR PANEL 9660 OF 9695
SPECIAL FLOOD Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well
as the current FIRM Index.These may be ordered directly from the Flood Map Service Center at the number 1 inch = 500 feet 1:6 000
HAZARD AREAS C� Regulatory Floodway listed above.
P4 CL
For community and countywide map dates,refer to the Flood Insurance Study Report for this jurisdiction. 0 250 500 1,000 1,500 2,000 P:4
0.2%Annual Chance Flood Hazard,Areas Feet
of 1%annual chance flood with average To determine if flood insurance is available in this community,contact your Insurance agent or call the National Meters
depth less than one foot or with drainage Flood Insurance Program at 1-800-638-6620.
CIO
areas of less than one square mile zone x NO 50 100 200 300 400
Basemap information shown on this FIRM was provided in digital format by the United States Geological Survey(USGS). A f•
L\\NZFuture Conditions 1%Annual The basemap shown is the USGS National Map:Orthoimagery.Last refreshed October,2020. µ` Panel Contains:
Chance Flood Hazard Zone X This map was exported from FEMA's National Flood Hazard Layer(NFHL)on 9/7/2023 2:25 PM and does COMMUNITY NUMBER PANEL
//// Area with Reduced Flood Risk due to Levee not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may
change or become superseded by new data over time. For additional information,please see the Flood Hazard LEE COUNTY 370331 9660
See Notes Zone X Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418 CITY OF SANFORD 370143 9660
OTHER AREAS OF �//// Area with Flood Risk due to Levee Zone 0
FLOOD HAZARD 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 accuracy standards.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,
NO SCREEN Area of Minimal Flood Hazard Zone X map creation date,community identifiers, FIRM panel number,and FIRM effective date. U.
Effective LOMRs
c
OTHER AREAS
Area of Undetermined Flood Hazardzone D
4P
GENERAL ---------- Channel, Culvert, or Storm Sewer ••+
STRUCTURES Levee, Dike,or Floodwall
20.2
B Cross Sections with 1%Annual Chance
17.5 Water Surface Elevation
08 Coastal Transect
-- --- — -- Coastal Transect Baseline
— -- Profile Baseline
Hydrographic Feature
�^^^�513^^^^^' Base Flood Elevation Line(BFE)
OTHER Limit of Study
P.
FEATURES Jurisdiction Boundary
MAP NUMBER
3710966000J
EFFECTIVE DATE
September 06, 2006

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
N
��� States Department of
Agriculture and other Lee County,
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North Carolina
Conservation Stations, and local
Service participants
.Y
:f
e
September 5, 2023

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8

Custom Soil Resource Report
Soil Map 3
669400 669600 669800 670000 670200 670400 670600 670800 671000 671200
35°24'54"N 35°24'54"N
i yQa{
rn
• I i 1.
I P
rn
M
35°24'10"N 35°24'10"N
669400 669600 669800 670000 670200 670400 670600 670800 671000 671200 671400
3 3
m Map Scale:1:9,450 if printed on A landscape(11"x 8.5")sheet.
€n Meters N
0 100 200 400 600
Feet
0 450 900 1800 2700
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) Stony Spot 1:24,000.
Soils Very Stony Spot
0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
P1 0 Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracy of soil
� Soil Map Unit Points 9 pp 9 Y
.- Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Lo Blowout Water Features scale.
- Streams and Canals
Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot 1-44 Rails measurements.
Closed Depression
Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
0 Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
Mine or Quarry accurate calculations of distance or area are required.
Miscellaneous Water This product is generated from the USDA-NRCS certified data as
Perennial Water of the version date(s)listed below.
Rock Outcrop Soil Survey Area: Lee County,North Carolina
Saline Spot Survey Area Data: Version 21,Sep 12,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
Sinkhole Date(s)aerial images were photographed: Apr 23,2022—Apr
Slide or Slip 27,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ch Chewacla silt loam,0 to 2 5.8 3.8%
percent slopes,frequently
flooded
NaB Nanford silt loam,2 to 8 percent 0.2 0.1%
slopes
NaD Nanford silt loam,8 to 15 13.1 8.5%
percent slopes
TaB Tarrus silt loam,2 to 8 percent 68.5 44.7%
slopes
TaD Tarrus silt loam,8 to 15 percent 48.3 31.5%
slopes
ToB Tillery fine sandy loam, 1 to 4 17.5 11.4%
percent slopes,rarely flooded
Totals for Area of Interest 153.3 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
11

Custom Soil Resource Report
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

IL
AA
s
� =Irk-.
s
' IL r J t
M it #
kW
tp' 5
P RZ! 10
_
I'
r]
r
I er D2 N SGS�The Na i t :9D El v Icknr
' — _-- ram{ A.n,ua,I r 0

South Carter Industrial Park
Sanford, NC
Project Number: 41353.012
3) Sediment & Erosion Control Calculations
Sediment Basin Design
Clean Water Diversion Ditch Sizing/Liner Calculations
Temporary Diversion Ditch Sizing/Liner Calculations
• r ■
TIMMQNS GROUP 31 www.timmons.com
YOUR VISION ACHIEVEO THROUGH Ou RS.

BASIN 1 - PHASE 1 4` 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 1- PHASE I
Modified Rational
Highest Elevation = 344 feet
Inlet Elevation = 307 feet
Difference = 37 feet
Travel Length = 1,069 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H16.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 6.13 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.30
Disturbed Area = 3.00 acres
Additional Drainage Area = 0.00 acres
Total Drainage Area = 3.00 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 7.06 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:11 PM

6604 - •
BASIN 1 .PHASE 1 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 1 - PHASE 1 Type of Basin: SKIMMER
Disturbed Area: 3.00 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.00 ac
Runoff Coeff[Cc]: 0.30
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 7.06 cfs
Sizing of Basin
5400 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2293 Required Surface Area ft2 (Q10 x 325)
33.9 Suggested Width ft
67.7 Suggested Length ft
50 Width at Surface Area(ft)
100 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
2 Depth(ft)
38 Bottom Width (ft)
88 Bottom Length (ft)
3344 Bottom Area(ft 2)
8296 Estimated Volume(ft) Okay
5000 Estimated Surface Area(ft) Okay
Skimmer Size
10 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
10.6 Spillway Capacity(cfs) Okay 2
2.5
2 Skimmer Size(in) 3
0.167 Head on Skimmer(ft) 4
1.5 Orifice Size(1/4 inch increments) 5
2.54 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
305.00 3343 0.00 0 0
306.00 4122 1.00 3733 3733
307.00 4958 2.00 4540 8273
308.00 5850 3.00 5404 13677
Emergency Spillway Elevation: 307.00 ft
Top of Embankment Elevation: 308.50 ft
Bottom Elevation: 305.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:11 PM

BASIN 1 - PHASE 2 4` 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 1- PHASE 2
Modified Rational
Highest Elevation = 344 feet
Inlet Elevation = 307 feet
Difference = 37 feet
Travel Length = 1,026 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H10.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 5.85 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.40
Disturbed Area = 3.37 acres
Additional Drainage Area = 0.00 acres
Total Drainage Area = 3.37 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 10.57 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:13 PM

6604 - •
BASIN 1 .PHASE 2 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 1 - PHASE 2 Type of Basin: SKIMMER
Disturbed Area: 3.37 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.37 ac
Runoff Coeff[Cc]: 0.40
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 10.57 cfs
Sizing of Basin
6066 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
3435 Required Surface Area ft2 (Q10 x 325)
41.4 Suggested Width ft
82.9 Suggested Length ft
50 Width at Surface Area(ft)
100 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
2 Depth(ft)
38 Bottom Width (ft)
88 Bottom Length (ft)
3344 Bottom Area(ft 2)
8296 Estimated Volume(ft) Okay
5000 Estimated Surface Area(ft) Okay
Skimmer Size
10 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
10.6 Spillway Capacity(cfs) Okay 2
2.5
2 Skimmer Size(in) 3
0.167 Head on Skimmer(ft) 4
1.5 Orifice Size(1/4 inch increments) 5
2.86 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
305.00 3343 0.00 0 0
306.00 4122 1.00 3733 3733
307.00 4958 2.00 4540 8273
308.00 5850 3.00 5404 13677
Emergency Spillway Elevation: 307.00 ft
Top of Embankment Elevation: 308.50 ft
Bottom Elevation: 305.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:13 PM

BASIN 2 - PHASE 1 4` 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 2- PHASE I
Modified Rational
Highest Elevation = 340 feet
Inlet Elevation = 274 feet
Difference = 66 feet
Travel Length = 1,359 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H16.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 6.47 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.30
Disturbed Area = 3.70 acres
Additional Drainage Area = 2.97 acres
Total Drainage Area = 6.67 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 15.69 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:14 PM

6604 - •
BASIN 2.PHASE 1 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 2 - PHASE 1 Type of Basin: SKIMMER
Disturbed Area: 3.70 ac
Additional Drainage Area: 2.97 ac
Total Drainage Area: 6.67 ac
Runoff Coeff[Cc]: 0.30
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 15.69 cfs
Sizing of Basin
6660 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5099 Required Surface Area ft2 (Q10 x 325)
50.5 Suggested Width ft
101.0 Suggested Length ft
55 Width at Surface Area(ft)
110 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
2 Depth(ft)
43 Bottom Width (ft)
98 Bottom Length (ft)
4214 Bottom Area(ft 2)
10216 Estimated Volume(ft) Okay
6050 Estimated Surface Area(ft) Okay
Skimmer Size
25 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
26.5 Spillway Capacity(cfs) Okay 2
2.5
2 Skimmer Size(in) 3
0.167 Head on Skimmer(ft) 4
1.5 Orifice Size(1/4 inch increments) 5
3.14 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
272.00 5183 0.00 0 0
273.00 6142 1.00 5663 5663
274.00 7158 2.00 6650 12313
275.00 8230 3.00 7694 20007
Emergency Spillway Elevation: 274.00 ft
Top of Embankment Elevation: 275.50 ft
Bottom Elevation: 272.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:14 PM

BASIN 2 - PHASE 2 4` 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 2- PHASE 2
Modified Rational
Highest Elevation = 340 feet
Inlet Elevation = 274 feet
Difference = 66 feet
Travel Length = 1,439 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H16.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 6.92 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.40
Disturbed Area = 3.85 acres
Additional Drainage Area = 2.97 acres
Total Drainage Area = 6.82 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 21.39 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:15 PM

6604 - •
BASIN 2.PHASE 2 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 2 - PHASE 2 Type of Basin: SKIMMER
Disturbed Area: 3.85 ac
Additional Drainage Area: 2.97 ac
Total Drainage Area: 6.82 ac
Runoff Coeff[Cc]: 0.40
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 21.39 cfs
Sizing of Basin
6930 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
6951 Required Surface Area ft2 (Q10 x 325)
59.0 Suggested Width ft
117.9 Suggested Length ft
60 Width at Surface Area(ft)
120 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
2 Depth(ft)
48 Bottom Width (ft)
108 Bottom Length (ft)
5184 Bottom Area(ft 2)
12336 Estimated Volume(ft) Okay
7200 Estimated Surface Area(ft) Okay
Skimmer Size
25 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
26.5 Spillway Capacity(cfs) Okay 2
2.5
2 Skimmer Size(in) 3
0.167 Head on Skimmer(ft) 4
1.5 Orifice Size(1/4 inch increments) 5
3.26 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
272.00 5183 0.00 0 0
273.00 6142 1.00 5663 5663
274.00 7158 2.00 6650 12313
275.00 8230 3.00 7694 20007
Emergency Spillway Elevation: 274.00 ft
Top of Embankment Elevation: 275.50 ft
Bottom Elevation: 272.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:15 PM

BASIN 3 - PHASE 1 4` 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 3- PHASE I
Modified Rational
Highest Elevation = 346 feet
Inlet Elevation = 315 feet
Difference = 31 feet
Travel Length = 652 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H10.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 3.71 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.30
Disturbed Area = 3.17 acres
Additional Drainage Area = 0.00 acres
Total Drainage Area = 3.17 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 7.46 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:16 PM

6604 - •
BASIN 3.PHASE 1 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 3 - PHASE 1 Type of Basin: SKIMMER
Disturbed Area: 3.17 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.17 ac
Runoff Coeff[Cc]: 0.30
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 7.46 cfs
Sizing of Basin
5706 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2423 Required Surface Area ft2 (Q10 x 325)
34.8 Suggested Width ft
69.6 Suggested Length ft
40 Width at Surface Area(ft)
80 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
3 Depth(ft)
22 Bottom Width (ft)
62 Bottom Length (ft)
1364 Bottom Area(ft2)
6684 Estimated Volume(ft) Okay
3200 Estimated Surface Area(ft) Okay
Skimmer Size
10 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
10.6 Spillway Capacity(cfs) Okay 2
2.5
1.5 Skimmer Size(in) 3
0.125 Head on Skimmer(ft) 4
1.5 Orifice Size(1/4 inch increments) 5
3.11 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
312.00 1663 0.00 0 0
313.00 1890 1.00 1777 1777
314.00 2474 2.00 2182 3959
315.00 3114 3.00 2794 6753
316.00 3811 4.00 3463 10215
Emergency Spillway Elevation: 315.00 ft
Top of Embankment Elevation: 316.50 ft
Bottom Elevation: 312.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:16 PM

BASIN 3 - PHASE 2 4` 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 3- PHASE 2
Modified Rational
Highest Elevation = 347 feet
Inlet Elevation = 315 feet
Difference = 32 feet
Travel Length = 559 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H10.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 3.07 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.40
Disturbed Area = 2.71 acres
Additional Drainage Area = 0.00 acres
Total Drainage Area = 2.71 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 8.50 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:17 PM

6604 - •
BASIN 3.PHASE 2 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 3 - PHASE 2 Type of Basin: SKIMMER
Disturbed Area: 2.71 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 2.71 ac
Runoff Coeff[Cc]: 0.40
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 8.50 cfs
Sizing of Basin
4878 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2762 Required Surface Area ft2 (Q10 x 325)
37.2 Suggested Width ft
74.3 Suggested Length ft
40 Width at Surface Area(ft)
80 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
3 Depth(ft)
22 Bottom Width (ft)
62 Bottom Length (ft)
1364 Bottom Area(ft 2)
6684 Estimated Volume(ft) Okay
3200 Estimated Surface Area(ft) Okay
Skimmer Size
10 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
10.6 Spillway Capacity(cfs) Okay 2
2.5
1.5 Skimmer Size(in) 3
0.125 Head on Skimmer(ft) 4
1.5 Orifice Size(1/4 inch increments) 5
2.65 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
312.00 1663 0.00 0 0
313.00 1890 1.00 1777 1777
314.00 2474 2.00 2182 3959
315.00 3114 3.00 2794 6753
316.00 3811 4.00 3463 10215
Emergency Spillway Elevation: 315.00 ft
Top of Embankment Elevation: 316.50 ft
Bottom Elevation: 312.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:17 PM

BASIN 4- PHASE 1 0 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 4- PHASE I
Modified Rational
Highest Elevation = 348 feet
Inlet Elevation = 329 feet
Difference = 19 feet
Travel Length = 861 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H10.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 6.17 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.30
Disturbed Area = 1.09 acres
Additional Drainage Area = 5.31 acres
Total Drainage Area = 6.40 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 15.05 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:18 PM

6604 - •
BASIN 4.PHASE 1 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 4 - PHASE 1 Type of Basin: SKIMMER
Disturbed Area: 1.09 ac
Additional Drainage Area: 5.31 ac
Total Drainage Area: 6.40 ac
Runoff Coeff[Cc]: 0.30
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 15.05 cfs
Sizing of Basin
1962 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
4892 Required Surface Area ft2 (Q10 x 325)
49.5 Suggested Width ft
98.9 Suggested Length ft
65 Width at Surface Area(ft)
130 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
2 Depth(ft)
53 Bottom Width (ft)
118 Bottom Length (ft)
6254 Bottom Area(ft 2)
14656 Estimated Volume(ft) Okay
8450 Estimated Surface Area(ft) Okay
Skimmer Size
25 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
26.5 Spillway Capacity(cfs) Okay 2
2.5
1.5 Skimmer Size(in) 3
0.125 Head on Skimmer(ft) 4
1 Orifice Size(1/4 inch increments) 5
2.40 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
327.00 6253 0.00 0 0
328.00 7302 1.00 6778 6778
329.00 8408 2.00 7855 14633
330.00 9570 3.00 8989 23622
Emergency Spillway Elevation: 329.00 ft
Top of Embankment Elevation: 330.50 ft
Bottom Elevation: 327.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:18 PM

BASIN 4- PHASE 2 0 0 South Carter Industrial Park
emmmz ' " TIMMONS GROUP EMMK=
Jeff Yokley 41353.012
Time of Concentration Calculation
BASIN NAME: BASIN 4- PHASE 2
Modified Rational
Highest Elevation = 348 feet
Inlet Elevation = 329 feet
Difference = 19 feet
Travel Length = 861 feet
Equation 2.3 Kirpich Equation
Tc = L( 'I H10.M5
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc = 6.17 min
Tc = 5 min
Intensity 10 year= 7.84 in/hr
C = 0.40
Disturbed Area = 2.01 acres
Additional Drainage Area = 5.31 acres
Total Drainage Area = 7.32 acres
Equation 2.1 Rational Equation 0 = C I A
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q10 = 22.96 cfs
*RED IS USER INPUT
LATEST REVISION: 3/13/2024 3:19 PM

6604 - •
BASIN 4.PHASE 2 4 0 South Carter Industrial Park
I - TIMMONS GROUP - - •
Jeff Yokley ENGINEERING I DESIGN I TECHNC GY 41353.012
Sediment Basin Design
Basin Name: BASIN 4 - PHASE 2 Type of Basin: SKIMMER
Disturbed Area: 2.01 ac
Additional Drainage Area: 5.31 ac
Total Drainage Area: 7.32 ac
Runoff Coeff[Cc]: 0.40
10-yr Rainfall Intensity[I]: 7.84 in/hr
10-yr Discharge[Q10]: 22.96 cfs
Sizing of Basin
3618 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
7461 Required Surface Area ft2 (Q10 x 325)
61.1 Suggested Width ft
122.2 Suggested Length ft
65 Width at Surface Area(ft)
130 Length at Surface Area(ft) L/W Ratio= 2.0 Okay
3 Side Slope Ratio Z:1
2 Depth(ft)
53 Bottom Width (ft)
118 Bottom Length (ft)
6254 Bottom Area(ft 2)
14656 Estimated Volume(ft) Okay
8450 Estimated Surface Area(ft) Okay
Skimmer Size
25 Emergency Spillway Width(ft) (Inches)
0.5 Depth of Flow(ft) 1.5
26.5 Spillway Capacity(cfs) Okay 2
2.5
1.5 Skimmer Size(in) 3
0.125 Head on Skimmer(ft) 4
1 Orifice Size(1/4 inch increments) 5
4.43 Dewatering Time(days) 6
Suggest about 3 days 8
Elevation Area(sf) Depth(ft) Incr.Vol.(cf) Cumulative Volume(cf)
327.00 6253 0.00 0 0
328.00 7302 1.00 6778 6778
329.00 8408 2.00 7855 14633
330.00 9570 3.00 8989 23622
Emergency Spillway Elevation: 329.00 ft
Top of Embankment Elevation: 330.50 ft
Bottom Elevation: 327.00 ft
Embankment Width: 5 ft
LATEST REVISION: 3/13/2024 3:19 PM

CWDD#1 s • South Carter Industrial Park
159� - TIMMONS GROUP --'
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
CLEANWATER • DD •
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 3.43 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 8.1 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 738 LF
Slope= 0.020 (ft/ft) Highest Elevation= 348
Z Required= 1.14 Ratio Lowest Elevation= 333
Side Slope(M)= 3 :1
(DitchVariable Quantities Depth)
Flow Depth(Y)= 0.75 ft 9.0 in
Bottom Width(B)= 1.00 ft 12.0 in
Freeboard= 0.50 ft 6.0 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 0.95 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 2.44 SF
New P= 5.74 Wetted perimeter
New R= 0.42 Hydraulic radius
Z Actual= 1.38 Must be greater than z required=> 1.14 Okay
New V= 4.00 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>0.96 LB/SF Okay
r------------------------------------------------i.
Top Width=8.5 ft
Min.Ditch Depth 1.25 ft
3 Flow Depth(Y)=0.75 ft
----------------------
Bottom Width(B)=1 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.25 1.00 0.75 8.5 31
Ditch
North American Green,S75 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:46 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.00 fps From Fig. 8.06.c: ZONE = 1
Top Width = 8.5 ft
Ditch Area = 2.4375 sf Rip Rap Class= A
Equivalent Pipe Diameter= 21.14 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 24 in Apron Length = 8.0 ft
Apron Width =Top Width.= 8.5 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:46 PM

CWDD#2 s • South Carter Industrial Park
- TIMMONS GROUP --'
Jeff Yokley EN-NEER". I DESIGN I TEGHNO r 41353.012
Drainage Ditch Design (Velocity Constraint)
- � • � � III
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 1.88 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 4.4 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 258 LF
Slope= 0.035 (ft/ft) Highest Elevation= 342
Z Required= 0.48 Ratio Lowest Elevation= 333
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.50 ft 6.0 in
Bottom Width(B)= 0.75 ft 9.0 in
Freeboard= 0.50 ft 6.0 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.09 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 1.13 SF
New P= 3.91 Wetted perimeter
New R= 0.29 Hydraulic radius
Z Actual= 0.49 Must be greater than z required=> 0.48 Okay
New V= 4.04 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.09 LB/SF Okay
-Top Width=6.75 ft
Min.Ditch Depth 1 ft ------------------
3 Flow Depth(Y)=0.5 ft
1
Bottom Width(B)=0.75 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.00 0.75 0.50 6.75 3:1
-itch Liner
North American Green,S75 7 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:48 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.04 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6.75 ft
Ditch Area = 1.125 sf Rip Rap Class= A
Equivalent Pipe Diameter= 14.36 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 15 in Apron Length = 5.0 ft
Apron Width =Top Width.= 6.75 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:48 PM

CWDD#3 s • South Carter Industrial Park
159� - TIMMONS GROUP --'
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
CLEANWATER • DD •
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 1.53 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 3.6 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 798 LF
Slope= 0.041 (ft/ft) Highest Elevation= 345
Z Required= 0.36 Ratio Lowest Elevation= 312
Side Slope(M)= 3 :1
(DitchVariable Quantities Depth)
Flow Depth(Y)= 0.50 ft 6.0 in
Bottom Width(B)= 0.50 ft 6.0 in
Freeboard= 0.50 ft 6.0 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.29 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 1.00 SF
New P= 3.66 Wetted perimeter
New R= 0.27 Hydraulic radius
Z Actual= 0.42 Must be greater than z required=> 0.36 Okay
New V= 4.25 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.3 LB/SF Okay
r------------------------------------------------i.
Top Width=6.5 ft
_"'
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.5 ft
1
Bottom Width(B)=0.5 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.00 0.50 0.50 6.5 31
Ditch
North American Green,S75 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:49 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.25 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6.5 ft
Ditch Area = 1 sf Rip Rap Class= A
Equivalent Pipe Diameter= 13.54 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 15 in Apron Length = 5.0 ft
Apron Width =Top Width.= 6.5 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:49 PM

CWDD#4 s • South Carter Industrial Park
- TIMMONS GROUP --'
Jeff Yokley EN-NEER". I DESIGN I TECH-L- 41353.012
Drainage Ditch Design (Velocity Constraint)
- � • � � III
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 8.17 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 19.2 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 1713 LF
Slope= 0.039 (ft/ft) Highest Elevation= 347
Z Required= 1.97 Ratio Lowest Elevation= 281
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.90 ft 10.8 in
Bottom Width(B)= 1.00 ft 12.0 in
Freeboard= 0.60 ft 7.2 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.16 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 3.33 SF
New P= 6.69 Wetted perimeter
New R= 0.50 Hydraulic radius
Z Actual= 2.09 Must be greater than z required=> 1.97 Okay
New V= 6.12 fps
Minimum Design Geometry
Liner: North American Green,C125 2.25 LB/SF>2.17 LB/SF Okay
r------------------------------------------------s
Top Width= 10 ft
Min.Ditch Depth 1.5 ft ------------------
3 Flow Depth(Y)=0.9 ft
1
Bottom Width(B)= 1 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.50 1.00 0.90 10 3:1
North American Green, C125 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:49 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 6.12 fps From Fig. 8.06.c: ZONE = 2
Top Width = 10 ft
Ditch Area = 3.33 sf Rip Rap Class= B
Equivalent Pipe Diameter= 24.71 in Apron Thickness= 18 in
Equivalent Pipe Diameter= 30 in Apron Length = 15.0 ft
Apron Width =Top Width.= 10.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:49 PM

TDD#1A-Phase 1 & • South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 1.25 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 2.9 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 404 LF
Slope= 0.077 (ft/ft) Highest Elevation= 338
Z Required= 0.21 Ratio Lowest Elevation= 307
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.45 ft 5.4 in
Bottom Width(B)= 0.00 ft 0.0 in
Freeboard= 0.55 ft 6.6 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.15 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.61 SF
New P= 2.85 Wetted perimeter
New R= 0.21 Hydraulic radius
Z Actual= 0.22 Must be greater than z required=> 0.21 Okay
New V= 4.91 fps
Minimum Design Geometry
Liner: North American Green,C125 2.25 LB/SF>2.16 LB/SF Okay
r------------------------------------------------
Top Width=6 ft
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.45 ft
1
Bottom Width(B)=0 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.00 0.00 0.45 6 3:1
Ditch Liner I
North American Green,C125 1 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:50 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.91 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6 ft
Ditch Area = 0.6075 sf Rip Rap Class= A
Equivalent Pipe Diameter= 10.55 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:50 PM

TDD#1 B-Phase 1 • South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENCNEERI'+ DESIGN TEGMNDLDG 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • TDD#113 -Phasel 'I-
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.88 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 2.1 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 495 LF
Slope= 0.053 (ft/ft) Highest Elevation= 333
Z Required= 0.18 Ratio Lowest Elevation= 307
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.45 ft 5.4 in
Bottom Width(B)= 0.00 ft 0.0 in
Freeboard= 0.55 ft 6.6 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.47 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.61 SF
New P= 2.85 Wetted perimeter
New R= 0.21 Hydraulic radius
Z Actual= 0.22 Must be greater than z required=> 0.18 Okay
New V= 4.07 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.48 LB/SF Okay
r------------------------------------------------
Top Width=6 ft
Min.Ditch Depth 1 ft ------------------
3 Flow Depth(Y)=0.45 ft
1
Bottom Width(B)=0 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.00 0.00 0.45 6 3:1
-itch Liner
North American Green,S75 7 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:51 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.07 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6 ft
Ditch Area = 0.6075 sf Rip Rap Class= A
Equivalent Pipe Diameter= 10.55 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:51 PM

TDD#1C-Phase 2 • South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.53 (Acres)
Coef.(C)= 0.40 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 1.7 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 404 LF
Slope= 0.077 (ft/ft) Highest Elevation= 338
Z Required= 0.12 Ratio Lowest Elevation= 307
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.45 ft 5.4 in
Bottom Width(B)= 0.00 ft 0.0 in
Freeboard= 0.55 ft 6.6 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.15 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.61 SF
New P= 2.85 Wetted perimeter
New R= 0.21 Hydraulic radius
Z Actual= 0.22 Must be greater than z required=> 0.12 Okay
New V= 4.91 fps
Minimum Design Geometry
Liner: North American Green,C125 2.25 LB/SF>2.16 LB/SF Okay
r------------------------------------------------
Top Width=6 ft
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.45 ft
1
Bottom Width(B)=0 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.00 0.00 0.45 6 3:1
Ditch Liner I
North American Green,C125 1 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:52 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.91 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6 ft
Ditch Area = 0.6075 sf Rip Rap Class= A
Equivalent Pipe Diameter= 10.55 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:52 PM

TDD#1 D-Phase 2 • s South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENGINEERING DE ' ?' ' TEGMNOLOf 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 2.36 (Acres)
Coef.(C)= 0.40 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 7.4 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 122 LF
Slope= 0.025 (ft/ft) Highest Elevation= 310
Z Required= 0.95 Ratio Lowest Elevation= 307
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.70 ft 8.4 in
Bottom Width(B)= 1.00 ft 12.0 in
Freeboard= 0.55 ft 6.6 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.07 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 2.17 SF
New P= 5.43 Wetted perimeter
New R= 0.40 Hydraulic radius
Z Actual= 1.18 Must be greater than z required=> 0.95 Okay
New V= 4.23 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.08 LB/SF Okay
--------------------------------
Top Width=8.5 ft '
Min.Ditch Depth 1.25 ft ------------------
3 Flow Depth(Y)=0.7 ft
1
Bottom Width(B)= 1 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.25 1.00 0.70 8.5 3:1
-itch Liner
North American Green,S75 7 "RED IS USER INPUT
LATEST REVISION:3/13/2024 2:52 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.23 fps From Fig. 8.06.c: ZONE = 1
Top Width = 8.5 ft
Ditch Area = 2.17 sf Rip Rap Class= A
Equivalent Pipe Diameter= 19.95 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 24 in Apron Length = 8.0 ft
Apron Width =Top Width.= 8.5 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 2:52 PM

TDD#2A-Phase 1 40 s South Carter Industrial Park
WITWXyri' -71111111111111111 TIMMONS GROUP 11ff 9.T@Tr4WdTfrAFM:
Jeff Yokley ENGINEERING I DESK" ' T.-.1.1 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD#2A
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 6.05 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q,o)= 14.2 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 1209 LF
Slope= 0.051 (ft/ft) Highest Elevation= 336
Z Required= 1.27 Ratio Lowest Elevation= 274
Side Slope(M)= 3 :1
QuantitiesVariable -.
Flow Depth(Y)= 0.70 ft 8.4 in
Bottom Width(B)= 1.25 ft 15.0 in
Freeboard= 0.80 ft 9.6 in
Compute .
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.24 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11(18"@30"THK) 7.50 P300 8.00
Determine
New A= 2.35 SF
New P= 5.68 Wetted perimeter
New R= 0.41 Hydraulic radius
Z Actual= 1.30 Must be greater than z required=> 1.27 Okay
New V= 6.24 fps
Minimum Design Geometry North American Green,C125 2.25 LB/SF>2.24 LB/SF Okay
Top Width= 10.25 ft
Min.Ditch Depth 1.5 ft _____________
3 Flow Depth(Y)=0.7 ft
1
Bottom Width(B)=1.25 ft
Ditch Geometry
Min.Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
1.50 1 1.25 0.70 10.25 3:1
Ditch Liner
North American Green,C125 *RED IS USER INPUT
LATEST REVISION:3/13/2024 3:05 PM

South Carter Industrial Park
re� ' �11111 TIMMONS GROUP 00KEE93E=
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 6.24 fps From Fig. 8.06.c: ZONE = 2
Top Width = 10.25 ft
Ditch Area= 2.345 sf Rip Rap Class= B
Equivalent Pipe Diameter= 20.74 in Apron Thickness= 18 in
Equivalent Pipe Diameter= 24 in Apron Length = 12.0 ft
Apron Width =Top Width.= 10.25 ft
From Fig. 8.06.e: IM
s
3
Length
LATEST REVISION:3/13/2024 3:05 PM

TDD#2A-Phase 2 40 s South Carter Industrial Park
WITWXyri' _ IlTIMMONS GROUP 11ff 9.T@Tr4WdTfrAFM:
Jeff Yokley ENGINEERING I DESK" ' T.-.1.1 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD#2A
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed D. .
Area(A)= 4.69 (Acres)
Coef.(C)= 0.40 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q,o)= 14.7 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 32 LF
Slope= 0.063 (ft/ft) Highest Elevation= 276
Z Required= 1.18 Ratio Lowest Elevation= 274
Side Slope(M)= 3 :1
QuantitiesVariable -.
Flow Depth(Y)= 0.70 ft 8.4 in
Bottom Width(B)= 1.25 ft 15.0 in
Freeboard= 0.80 ft 9.6 in
Compute .
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.73 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11(18"@30"THK) 7.50 P300 8.00
Determine
New A= 2.35 SF
New P= 5.68 Wetted perimeter
New R= 0.41 Hydraulic radius
Z Actual= 1.30 Must be greater than z required=> 1.18 Okay
New V= 6.89 fps
Minimum Design Geometry Class B(8"@18"THK) 3.50 LB/SF>2.73 LB/SF Okay
Top Width= 10 25 ft
Min.Ditch Depth 1.5 ft _____________
3 Flow Depth(Y)=0.7 ft
1
Bottom Width(B)=1.25 ft
Ditch Geometry
Min.Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
1.50 1 1.25 0.70 10.25 3:1
Ditch Liner
Class B(8"@18"THK) *RED IS USER INPUT
LATEST REVISION:3/13/2024 3:05 PM

ems*woo& 2 •
s a & South Carter Industrial Park
To TIMMONS GROUP M
Jeff Yokley — I DESIGN I TEF ---- ---- 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD #2A
Velocity= 6.89 fps From Fig. 8.06.c: ZONE = 2
Top Width = 10.25 ft
Ditch Area = 2.345 sf Rip Rap Class= B
Equivalent Pipe Diameter= 20.74 in Apron Thickness= 18 in
Equivalent Pipe Diameter= 24 in Apron Length = 12.0 ft
Apron Width =Top Width.= 10.25 ft
From Fig. 8.06.e: IM
s
3
Length
LATEST REVISION:3/13/2024 3:05 PM

TDD#3A-Phase 1 • South Carter Industrial Park
WITWXyriTNEX11111111111111111TIMMONS GROUP - '
Jeff Yokley ENGINEERING I DESIGN 1 TEGMNOLOG 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.91 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q,o)= 2.1 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 328 LF
Slope= 0.064 (ft/ft) Highest Elevation= 336
Z Required= 0.17 Ratio Lowest Elevation= 315
Side Slope(M)= 3 :1
QuantitiesVariable -.
Flow Depth(Y)= 0.35 ft 4.2 in
Bottom Width(B)= 0.50 ft 6.0 in
Freeboard= 0.65 ft 7.8 in
Compute .
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.40 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11(18"@30"THK) 7.50 P300 8.00
Determine
New A= 0.54 SF
New P= 2.71 Wetted perimeter
New R= 0.20 Hydraulic radius
Z Actual= 0.19 Must be greater than z required=> 0.17 Okay
New V= 4.30 fps
Minimum Design Geometry mr__�North American Green,C125 2.25 LB/SF>1.4 LB/SF Okay
r-----------------------------------------------
Top Width=6.5 ft
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.35 ft
1
Bottom Width(B)=0.5 ft
INIIIIIII Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) I Side Slope
1.00 0.50 0.35 6.5 3:1
North American Green,C125 *RED IS USER INPUT
LATEST REVISION:3/13/2024 3:06 PM

ems*woo& 2 •
s a & South Carter Industrial Park
To TIMMONS GROUP M
Jeff Yokley — I DESIGN I TEF ---- ---- 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD #3A
Velocity= 4.30 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6.5 ft
Ditch Area = 0.5425 sf Rip Rap Class= A
Equivalent Pipe Diameter= 9.97 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.5 ft
From Fig. 8.06.e:
s
3
Length
LATEST REVISION:3/13/2024 3:06 PM

TDD#3A-Phase 2 & • South Carter Industrial Park
159� - � TIMMONS GROUP --'
Jeff Yokley ENCNEERI'+ DESIGN TEGMNDLDG 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.91 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 2.1 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 135 LF
Slope= 0.096 (ft/ft) Highest Elevation= 328
Z Required= 0.14 Ratio Lowest Elevation= 315
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.35 ft 4.2 in
Bottom Width(B)= 0.50 ft 6.0 in
Freeboard= 0.65 ft 7.8 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.10 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.54 SF
New P= 2.71 Wetted perimeter
New R= 0.20 Hydraulic radius
Z Actual= 0.19 Must be greater than z required=> 0.14 Okay
New V= 5.27 fps
Minimum Design Geometry
Liner: North American Green,C125 2.25 LB/SF>2.11 LB/SF Okay
--------------------------------
Top Width=6.5 ft '
Min.Ditch Depth 1 ft ------------------
3 Flow Depth(Y)=0.35 ft
1
Bottom Width(B)=0.5 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.00 0.50 0.35 6.5 3:1
North American Green, C125 "RED IS USER INPUT
LATEST REVISION:3/13/2024 3:07 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 5.27 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6.5 ft
Ditch Area = 0.5425 sf Rip Rap Class= A
Equivalent Pipe Diameter= 9.97 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.5 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 3:07 PM

TDD#3B s
-Phase 1 • South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 1.55 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 3.6 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 606 LF
Slope= 0.050 (ft/ft) Highest Elevation= 345
Z Required= 0.33 Ratio Lowest Elevation= 315
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.50 ft 6.0 in
Bottom Width(B)= 0.50 ft 6.0 in
Freeboard= 0.50 ft 6.0 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.54 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 1.00 SF
New P= 3.66 Wetted perimeter
New R= 0.27 Hydraulic radius
Z Actual= 0.42 Must be greater than z required=> 0.33 Okay
New V= 4.65 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.55 LB/SF Okay
r------------------------------------------------i.
Top Width=6.5 ft
_"'
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.5 ft
1
Bottom Width(B)=0.5 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.00 0.50 0.50 6.5 31
Ditch Liner
North American Green,S75 "RED IS USER INPUT
LATEST REVISION:3/13/2024 3:07 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.65 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6.5 ft
Ditch Area = 1 sf Rip Rap Class= A
Equivalent Pipe Diameter= 13.54 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 15 in Apron Length = 5.0 ft
Apron Width =Top Width.= 6.5 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 3:07 PM

TDD#3B s
-Phase 2 • South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENGINEERING DE ' ?' ' TEGMNOLOf 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.50 (Acres)
Coef.(C)= 0.40 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 1.6 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 375 LF
Slope= 0.059 (ft/ft) Highest Elevation= 337
Z Required= 0.13 Ratio Lowest Elevation= 315
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.40 ft 4.8 in
Bottom Width(B)= 0.50 ft 6.0 in
Freeboard= 0.60 ft 7.2 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.46 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.68 SF
New P= 3.03 Wetted perimeter
New R= 0.22 Hydraulic radius
Z Actual= 0.25 Must be greater than z required=> 0.13 Okay
New V= 4.44 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.47 LB/SF Okay
--------------------------------
Top Width=6.5 ft '
Min.Ditch Depth 1 ft ------------------
3 Flow Depth(Y)=0.4 ft
1
Bottom Width(B)=0.5 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.00 0.50 0.40 6.5 3:1
-itch Liner
North American Green,S75 7 "RED IS USER INPUT
LATEST REVISION:3/13/2024 3:08 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 4.44 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6.5 ft
Ditch Area = 0.68 sf Rip Rap Class= A
Equivalent Pipe Diameter= 11.17 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.5 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 3:08 PM

TDD#4A-Phase 1 s • South Carter Industrial Park
- TIMMONS GROUP --'
Jeff Yokley EN-NEER". I DESIGN I TEGHNO r 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.17 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 0.4 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 291 LF
Slope= 0.031 (ft/ft) Highest Elevation= 338
Z Required= 0.05 Ratio Lowest Elevation= 329
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.50 ft 6.0 in
Bottom Width(B)= 0.00 ft 0.0 in
Freeboard= 0.50 ft 6.0 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 0.96 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.75 SF
New P= 3.16 Wetted perimeter
New R= 0.24 Hydraulic radius
Z Actual= 0.29 Must be greater than z required=> 0.05 Okay
New V= 3.35 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>0.97 LB/SF Okay
r------------------------------------------------
Top Width=6 ft
Min.Ditch Depth 1 ft ------------------
3 Flow Depth(Y)=0.5 ft
1
Bottom Width(B)=0 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) Top Width(ft) Side Slope
1.00 0.00 0.50 6 3:1
-itch Liner
North American Green,S75 7 "RED IS USER INPUT
LATEST REVISION:3/13/2024 3:08 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 3.35 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6 ft
Ditch Area = 0.75 sf Rip Rap Class= A
Equivalent Pipe Diameter= 11.73 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 3:08 PM

0000000 NNNGMEU��
TDD#413-Phase 1 40 0 South Carter Industrial Park
' TIMMONS GROUP 0
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.11 (Acres)
Coef.(C)= 0.30 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 0.3 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 127 LF
Slope= 0.071 (ft/ft) Highest Elevation= 338
Z Required= 0.02 Ratio Lowest Elevation= 329
Side Slope(M)= 3 :1
(DitchVariable Quantities Depth)
Flow Depth(Y)= 0.20 ft 2.4 in
Bottom Width(B)= 0.00 ft 0.0 in
Freeboard= 0.80 ft 9.6 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 0.88 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.12 SF
New P= 1.26 Wetted perimeter
New R= 0.09 Hydraulic radius
Z Actual= 0.02 Must be greater than z required=> 0.02 Okay
New V= 2.75 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>0.89 LB/SF Okay
r------------------------------------------------
To Width=6 ft
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.2 ft
----------------------
Bottom Width(B)=0 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.00 0.00 0.20 6 3:1
Ditch
North American Green,S75 "RED IS USER INPUT
LATEST REVISION:3/13/2024 3:09 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD • - :
Velocity= 2.75 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6 ft
Ditch Area = 0.12 sf Rip Rap Class= A
Equivalent Pipe Diameter= 4.69 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 3:09 PM

TDD#413-Phase 2 0 • South Carter Industrial Park
' - TIMMONS GROUP --'
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed Data
Area(A)= 0.01 (Acres)
Coef.(C)= 0.40 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 0.0 (cfs)
Known Quantities
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 51 LF
Slope= 0.098 (ft/ft) Highest Elevation= 334
Z Required= 0.00 Ratio Lowest Elevation= 329
Side Slope(M)= 3 :1
Variable e Depth)
Flow Depth(Y)= 0.20 ft 2.4 in
Bottom Width(B)= 0.00 ft 0.0 in
Freeboard= 0.80 ft 9.6 in
Compute Tractive Force
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 1.22 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class II 18" 30"THK 7.50 P300 8.00
,Determine
New A= 0.12 SF
New P= 1.26 Wetted perimeter
New R= 0.09 Hydraulic radius
Z Actual= 0.02 Must be greater than z required=> 0.00 Okay
New V= 3.23 fps
Minimum Design Geometry
Liner: North American Green,S75 1.55 LB/SF>1.23 LB/SF Okay
r------------------------------------------------
To Width=6 ft
Min.Ditch Depth 1 ft
3 Flow Depth(Y)=0.2 ft
----------------------
Bottom Width(B)=0 ft
Ditch Geometry
Min.Ditch Depth(ft) Bottom Width(ft) Flow Depth(ft) I Top Width(ft) Side Slope
1.00 0.00 0.20 6 3:1
Ditch Liner I
North American Green,S75 "RED IS USER INPUT
LATEST REVISION:3/13/2024 3:10 PM

South Carter Industrial Park
' TIMMONS GROUP -
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD • - :
Velocity= 3.23 fps From Fig. 8.06.c: ZONE = 1
Top Width = 6 ft
Ditch Area = 0.12 sf Rip Rap Class= A
Equivalent Pipe Diameter= 4.69 in Apron Thickness= 12 in
Equivalent Pipe Diameter= 12 in Apron Length = 4.0 ft
Apron Width =Top Width.= 6.0 ft
From Fig. 8.06.e: JIM
]i,
Length
LATEST REVISION:3/13/2024 3:10 PM

TDD#4C-Phase 2 4& 0 South Carter Industrial Park
WITWXyri' _ IlTIMMONS GROUP soff 9.T@Tr4WdTfrAFM:
Jeff Yokley ENGINEER-7 I DESIGN I TEGMNOL- 41353.012
Drainage Ditch Design (Velocity Constraint)
TEMPORARY • DD
This worksheet is designed to determine channel lining based on flow and ditch geometry(base width,side
slope,&channel slope).This program determines depth of flow,velocity and tractive force assuming n=0.03
for grass or rip rap(n can be varied if desired).(Vary depth until z actual equals z required;v&t will be
correct;select appropriate lining based on tractive force)
Watershed D. .
Area(A)= 6.84 (Acres)
Coef.(C)= 0.40 (Dimensionless)
Inte.(1)= 7.84 (in/hr)
Flow(Q10)= 21.5 (cfs)
QuantitiesKnown
Line channel with: 6 "rip-rap (Assume 6"even if using grass)
Manning n= 0.030 (Dimensionless) Ditch Length= 45 LF
Slope= 0.044 (ft/ft) Highest Elevation= 331
Z Required= 2.05 Ratio Lowest Elevation= 329
Side Slope(M)= 3 :1
QuantitiesVariable -.
Flow Depth(Y)= 1.00 ft 12.0 in
Bottom Width(B)= 0.50 ft 6.0 in
Freeboard= 0.50 ft 6.0 in
Compute .
T=YxDxS Y=Weight of water(62.4 LB/CUFT)
T= 2.77 LB/SF D=Depth of flow in channel(ft)
S=Slope of channel(ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A(4"@9"THK) 2.00 S150 1.75
Class B(8"@18"THK) 3.50 SC150 2.10
Class I(12"@22"THK) 5.00 C125 2.25
Class 11(18"@30"THK) 7.50 P300 8.00
Determine
New A= 3.50 SF
New P= 6.82 Wetted perimeter
New R= 0.51 Hydraulic radius
Z Actual= 2.24 Must be greater than z required=> 2.05 Okay
New V= 6.71 fps
Minimum Design Geometry Class B(8"@18"THK) 3.50 LB/SF>2.78 LB/SF Okay
r-----------------------------------------------
Top Width=9.5 ft
Min.Ditch Depth 1.5 ft _____________
3 Flow Depth(Y)= 1 ft
1
Bottom Width(B)=0.5 ft
Ditch Geometry
Min.Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
1.50 1 0.50 1.00 9.5 3:1
Ditch Liner
Class B(8"@18"THK) *RED IS USER INPUT
LATEST REVISION:3/13/2024 3:10 PM

South Carter Industrial Park
re� ' �11111 TIMMONS GROUP 00KEE93E=
Jeff Yokley ENGINEERING I DESIGN I TECHNOLOGY 41353.012
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity= 6.71 fps From Fig. 8.06.c: ZONE = 2
Top Width = 9.5 ft
Ditch Area= 3.5 sf Rip Rap Class= B
Equivalent Pipe Diameter= 25.33 in Apron Thickness= 18 in
Equivalent Pipe Diameter= 30 in Apron Length = 15.0 ft
Apron Width =Top Width.= 9.5 ft
From Fig. 8.06.e: IM
s
3
Length
LATEST REVISION:3/13/2024 3:10 PM

South Carter Industrial Park
Sanford, NC
Project Number: 41353.012
4) Culvert Design Calculations
HEC-RAS Report
HydroCAD Report
RipRap Dissipator Calculations
• r ■
TIMMQNS GROUP 41 www.timmons.com
YOUR VISION ACHIEVEO THROUGH Ou RS.

Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom: Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 IRS=612
354 .12 .045� .12�
Legend
EG 100-yr
352 ----------A----------
EG 25-yr
350 WS 01 0- ry
Crit 100-yr
---------------------
348 EG 10-yr
.............A............
Crit 25-yr
c ,
346 WS 25-yr
w WS 10-yr
.........................
344 Crit 10-yr
■
Ground
342 •
Bank Sta
340
338
250 300 350 400 450 500 550 600 650
Station(ft)
Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom:Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 IRS=508
12 -.12�
350 0
4 Legend
5 ----------r---------
EG 100-yr
----------4---------
EG 25-yr
345 WS 01 0- ry
Crit 100-yr
---------------------
EG 10-yr
.............A............
Crit 25-yr
c ,
340 WS 25-yr
co
w WS 10-yr
.........................
Crit 10-yr
■
Ground
335 •
Bank Sta
330
250 300 350 400 450 500 550 600 650
Station(ft)
1

Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom: Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 RS=426
.12 .12
338 0 4 Legend
5 r---------
EG 100-yr
336 WS 01 0 ry
EG 25-yr
•
WS 25-yr
334
EG 10-yr
WS 10-yr
c �.............
co
332 Crit 100-yr
°' Crit 25-yr
w
.........................
Crit 10-yr
330 ■
.................
Z ::::. Ground
...............
Ineff
•
328 Bank Sta
326
350 400 450 500 550 600 650
Station(ft)
Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom:Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 RS=326.5 Culv
.12 .12
340 0 Legend
4
5 ----------r---------
EG 100-yr
338 - --A----------
EG 25-yr
WS 01 0- ry
336 �.............
Crit 100-yr
---------------------
EG 10-yr
�-. .............A............
S 334 Crit 25-yr
o �
.2 WS 25-yr
w 332 WS 10-yr
.........................
---------------------------.------------------------------------ Crit 10-yr
..................... .............................. ■
330 ................... ........................ Ground
•
Ineff
•
328 Bank Sta
326
350 400 450 500 550 600 650
Station(ft)
2

Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom: Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 IRS=227
336 .12 J .12
4 Legend
5 r---------
334 EG 100-yr
.---------k---------
EG 25-yr
332 WS 01 0- ry
Crit 100-yr
330
EG 10-yr
.............A............
328 Crit:5-yr
.0 WS 25-yr
326
w WS 10-yr
.........................
324 Crit 10-yr
Ground
•
322 �........ Ineff
•
Bank Sta
320
318
300 350 400 450 500 550 600 650
Station(ft)
Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom:Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 IRS= 144
335 � —•12 �0�.12�
4 Legend
5 ----------r---------
EG 100-yr
----------4---------
EG 25-yr
330 WS 01 0- ry
Crit 100-yr
---------------------
EG 10-yr
.............A............
Crit 25-yr
c ,
325 WS 25-yr
co
w WS 10-yr
.........................
Crit 10-yr
■
Ground
320
Bank Sta
A
315
250 300 350 400 450 500 550 600
Station(ft)
3

Culvert 1 Analysis Plan: Option 1 2/22/2024
Geom: Culvert 1 Analysis
River=Culvert 1 Reach=Culvert 1 RS=74
335 .12 .045��.12
Legend
EG 100-yr
----------k---------
EG 25-yr
330
WS 100-yr
Crit 100-yr
---------------------
EG 10-yr
325 •
WS 25-yr
c ..............
Crit 25-yr
w 320 WS 10-yr
...................
Crit 10-yr
■
Ground
•
315 Bank Sta
310
250 300 350 400 450 500 550 600
Station(ft)
4

HEC-RAS Plan:Opt 1 River:Culvert 1 Reach:Culvert 1
Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl
(cfs) (ft) (ft) (ft) (ft) Oft) (ft/s) (sq ft) (ft)
Culvert 1 612 10-yr 56.30 338.00 338.46 338.46 338.65 0.040201 3.50 16.21 44.47 0.99
Culvert 1 612 25-yr 75.80 338.00 338.54 338.54 338.77 0.037509 3.86 20.06 47.01 0.99
Culvert 1 612 100-yr 108.80 338.00 338.67 338.67 338.96 0.035015 4.36 26.07 49.66 1.00
Culvert 1 508 10-yr 56.30 331.30 332.36 332.36 332.67 0.026620 4.58 15.57 33.93 0.91
Culvert 1 508 25-yr 75.80 331.30 332.52 332.52 332.87 0.024419 4.95 21.42 40.35 0.90
Culvert 1 508 100-yr 108.80 331.30 332.72 332.72 333.14 0.023421 5.53 30.32 46.11 0.91
Culvert 1 426 10-yr 56.30 327.70 330.33 329.09 330.34 0.000475 1.22 99.46 86.10 0.14
Culvert 1 426 25-yr 75.80 327.70 330.86 329.24 330.88 0.000355 1.21 134.11 96.63 0.13
Culvert 1 426 100-yr 108.80 327.70 331.78 329.41 331.80 0.000236 1.20 193.66 119.62 0.11
Culvert 1 326.5 Culvert
Culvert 1 227 10-yr 56.30 319.00 321.21 321.21 321.66 0.020743 6.24 19.54 27.01 0.81
Culvert 1 227 25-yr 75.80 319.00 321.46 321.46 321.93 0.020524 6.73 26.81 32.79 0.82
Culvert 1 227 100-yr 108.80 319.00 321.79 321.79 322.28 0.019827 7.29 38.89 40.13 0.82
Culvert 1 144 10-yr 56.30 316.00 317.90 317.90 318.40 0.026760 5.97 13.50 19.99 0.94
Culvert 1 144 25-yr 75.80 316.00 318.18 318.18 318.68 0.021839 6.17 19.86 24.61 0.88
Culvert 1 144 100-yr 108.80 316.00 318.47 318.47 319.07 0.021663 6.91 27.66 27.79 0.90
Culvert 1 74 10-yr 56.30 314.00 314.65 314.59 314.83 0.026025 3.44 17.19 36.27 0.84
Culvert 1 74 25-yr 75.80 314.00 314.75 314.70 314.98 0.026016 3.87 20.90 37.80 0.87
Culvert 1 74 100-yr 108.80 314.00 314.90 314.85 315.20 0.026009 4.46 26.63 40.05 0.90

Culvert-2-3 Plan: Option 1 2/22/2024
Geom: Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 IRS=357
335 12 �0 12
4 Legend
5 r---------
EG 100-yr
330 WS 01 0 ry
EG 25-yr
•
WS 25-yr
325
EG 10-yr
WS 10-yr
c +............
m 320 Crit 10-yr
> ■
w Ground
•
Bank Sta
315
310
305
200 300 400 500 600 760
Station(ft)
Culvert-2-3 Plan: Option 1 2/22/2024
Geom:Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 IRS=276
335 0
.12 �.12�
�
4 Legend
5 ----------r---------
- EG 100-yr
330 WS 01 0 ry
-A -
EG 25-yr
•
WS 25-yr
325
EG 10-yr
WS 10-yr
320 Ground
> A
w Ineff
•
Bank Sta
315
310
305
250 300 350 400 450 500 550 600 650
Station(ft)
1

Culvert-2-3 Plan: Option 1 2/22/2024
Geom: Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 IRS=222
335 .12 �0 12�
4 Legend
5 r---------
- EG 100-yr
330 WS 01 0 ry
EG 25-yr
•
WS 25-yr
325
EG 10-yr
WS 10-yr
c �.............
320 Crit 100-yr
w Crit 25-yr
.........................
Crit 10-yr
315 ■
Ground
Ineff
•
310 Bank Sta
305
200 300 400 500 600 700
Station(ft)
Culvert-2-3 Plan: Option 1 2/22/2024
Geom:Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 IRS= 149 Culv
12 �0�.12
335 �
4 Legend
5 ----------r---------
- EG 100-yr
330 ~
WS 100-yr
-A -
EG 25-yr
•
325 WS 25-yr
---------------------
EG 10-yr
320 WS 10-yr
c �.............
° Crit 100-yr
w 315 Crit 25-yr
.........................
Crit 10-yr
■
310 Ground
Ineff
•
305 Bank Sta
300
260 300 400 500 600 700
Station(ft)
2

Culvert-2-3 Plan: Option 1 2/22/2024
Geom: Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 IRS=76
330 .12 '{0 .12
4 Legend
5 r---------
- EG 100-yr
----------k---------
325 EG 25-yr
WS 01 0- ry
Crit 100-yr
320
EG 10-yr
WS 25-yr
c ,.............
m 315 Crit 25-yr
>
w WS 10-yr
.........................
Crit 10-yr
310 ■
Ground
♦
Ineff
305 Bank Sta
300
300 350 400 450 500 550 600 650
Station(ft)
Culvert-2-3 Plan: Option 1 2/22/2024
Geom:Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 IRS=29
.12 .12
330 0 Legend
4
5 ----------r---------
EG 100-yr
----------4---------
325 EG 25-yr
WS 01 0- ry
Crit 100-yr
320
EG 10-yr
...........................
Crit 25-yr
c ,
315 WS 25-yr
w WS 10-yr
.........................
Crit 10-yr
310 ■
Ground
•
---------------------r---- Bank Sta
................. ..
305 ................
300
300 350 400 450 500 550 600 650
Station(ft)
3

Culvert-2-3 Plan: Option 1 2/22/2024
Geom:Culvert 2/3 Analysis
River=Culvert 2 Reach=Culvert 2 RS=9
330 12 O .12
4 Legend
5 r---------
EG 100-yr
.---------k---------
325 EG 25-yr
WS 01 0- ry
Crit 100-yr
320
EG 10-yr
.............A............
Crit 25-yr
c
315 WS 25-yr
w WS 10-yr
.........................
Crit 10-yr
310 ■
Ground
•
Bank Sta
------------•------
305
300
300 350 400 450 500 550 600 650 700
Station(ft)
4

HEC-RAS Plan:Option 1 River:Culvert 2 Reach:Culvert 2
Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl
(cfs) (ft) (ft) (ft) (ft) Oft) (ft/s) (sq ft) (ft)
Culvert 2 357 10-yr 170.29 307.00 310.68 310.60 311.50 0.026607 7.24 23.52 12.97 0.95
Culvert 2 357 25-yr 232.25 307.00 312.32 312.59 0.004496 4.40 76.48 42.12 0.43
Culvert 2 357 100-yr 338.33 307.00 315.59 315.65 0.000546 2.44 286.20 85.94 0.17
Culvert 2 276 10-yr 170.29 306.00 310.86 310.96 0.001517 2.84 107.89 64.34 0.26
Culvert 2 276 25-yr 232.25 306.00 312.37 312.42 0.000589 2.22 249.79 115.93 0.17
Culvert 2 276 100-yr 338.33 306.00 315.61 315.62 0.000098 1.25 809.40 205.66 0.08
Culvert 2 222 10-yr 170.29 305.00 310.86 308.41 310.88 0.000475 1.78 255.51 138.85 0.15
Culvert 2 222 25-yr 232.25 305.00 312.37 308.83 312.38 0.000186 1.36 454.92 161.86 0.10
Culvert 2 222 100-yr 338.33 305.00 315.61 309.30 315.61 0.000052 0.96 909.09 186.50 0.06
Culvert 2 149 Culvert
Culvert 2 76 10-yr 170.29 302.00 305.67 305.34 306.23 0.011442 7.24 52.62 33.44 0.69
Culvert 2 76 25-yr 232.25 302.00 306.13 305.78 306.76 0.011931 8.04 69.11 39.13 0.72
Culvert 2 76 100-yr 338.33 302.00 306.69 306.41 307.47 0.013298 9.28 92.98 46.10 0.78
Culvert 2 29 10-yr 170.29 301.40 304.47 304.47 305.35 0.026296 7.54 24.10 18.87 0.96
Culvert 2 29 25-yr 232.25 301.40 304.95 304.95 305.92 0.022101 8.02 34.77 26.27 0.92
Culvert 2 29 100-yr 338.33 301.40 305.64 305.64 306.67 0.017881 8.54 57.48 39.43 0.86
Culvert 2 9 10-yr 170.29 301.00 303.94 303.94 304.84 0.021621 7.72 26.33 19.56 0.91
Culvert 2 9 25-yr 232.25 301.00 304.48 304.48 305.45 0.018215 8.18 39.66 31.18 0.87
Culvert 2 9 100-yr 338.33 301.00 305.14 305.14 306.19 0.016096 8.87 63.85 41.72 0.85

Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 RS=485
L .1
320 1 � O �
4 Legend
5 -----------r----------
EG 100-YR
315 WS 01 0-YR
EG 25-YR
•
WS 25-YR
310
EG 10-YR
WS 10-YR
° 305 Ground
w Bank Sta
300
295
290
350 400 450 500 550 600 650 700
Station(ft)
Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 RS=417
320
Legend
----------t----------
EG 100-YR
315 WS 01 0-YR
-A
EG 25-YR
•
WS 25-YR
310
EG 10-YR
WS 10-YR
° 305 Ground
> •
Ineff
w
•
Bank Sta
300
295
290
300 400 500 600 700 800
Station(ft)
1

Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 RS=344
310 � .1 � O � .1
4 Legend
5 -----------r----------
EG 100-YR
WS 01 0-YR
305 .........• ......
EG 25-YR
•
WS 25-YR
-----------------------
EG 10-YR
300
WS 10-YR
cr.............
Crit 100-YR
w 295 Crit 25-YR
........................
�............... Crit 10-YR
...........A.............. ■
Ground
A.
Ineff
290 •
Bank Sta
285
300 350 400 450 500 550 600 650 700
Station(ft)
Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 IRS=267 Culv
315 0 Legend
4
5 -----------r----------
- EG 100-YR
310 WS 01 0-YR
-A
EG 25-YR
WS 25-YR
305
EG 10-YR
Crit 100-YR
c ...............
300 Crit 25-YR
LiWS 10-YR
----------------------------------------------------
.............. .............
Crit 10-YR
295 +.................... ■
Ground
•
Ineff
•
290 Bank Sta
285
300 350 400 450 500 550 600 650 700
Station(ft)
2

Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 RS= 190
1
315 O �
4 Legend
5 -----------.-----------
EG 100-YR
---------- ----------
310- EG 25-YR
WS Y001 R
-----------------------
EG 10-YR
305 •
WS 25-YR
Crit 100-YR
c
m 300 WS 10-YR
-2 Crit 25-YR
LU
............................
Crit 10-YR
295 ■
....... Ground
..........................................
...........................,............. Ineff
•
290 Bank Sta
285
300 350 400 450 500 550 600 650
Station(ft)
Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 RS= 142
315 � .1 O�'1 z�
4 Legend
5 ----------------------
EG 100-YR
---------- ------
AL A
310 EG 25-YR
.......................
EG 10-YR
WS 01 0-YR
305 r.............
Crit 100-YR
..............,.............
Crit 25-YR
c ,
300 WS 25-YR
LiWS 10-YR
............................
Crit 10-YR
295 ■
------------------------------.------------------ Ground
-------------------------- --------------- A
------------------------ -------------
Ineff
•
290 Bank Sta
285
300 350 400 450 500 550 600 650 700
Station(ft)
3

Culvert 6 Plan: Culvert 6 2/22/2024
Geom:Culvert 6
River=Culvert 6 Reach=Culvert 6 RS=89
310 � 1 � O � 1
4 Legend
5 -----------.-----------
EG 100-YR
----------+-----------
EG 25-YR
305
WS 160-YR
-----------------------
EG 10-YR
•
WS 25-YR
300 �......
Crit 100-YR
c
.0 WS 10-YR
w 295 Crit 25-YR
........................
Crit 10-YR
■
------------------------------------................... Ground
................................................
......................................... ..................
...................................... ................ Bank Sta
290
285
300 350 400 450 500 550 600 650
Station(ft)
4

HEC-RAS Plan:CULVERT6 River:Culvert 6 Reach:Culvert 6
Reach River Sta Profile Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl
(cfs) (ft) (ft) (ft) (ft) Oft) (ft/s) (sq ft) (ft)
Culvert 6 485 10-YR 584.94 290.00 298.11 298.15 0.000459 2.40 585.46 162.59 0.16
Culvert 6 485 25-YR 725.85 290.00 300.43 300.45 0.000169 1.76 980.11 177.13 0.10
Culvert 6 485 100-YR 954.88 290.00 303.06 303.07 0.000098 1.59 1474.19 208.63 0.08
Culvert 6 417 10-YR 584.94 290.00 297.77 298.07 0.002551 4.38 133.64 24.88 0.33
Culvert 6 417 25-YR 725.85 290.00 300.19 300.40 0.001313 3.67 199.23 37.08 0.24
Culvert 6 417 100-YR 954.88 290.00 302.94 303.05 0.000534 2.91 593.91 254.14 0.16
Culvert 6 344 10-YR 584.94 288.20 297.84 292.96 297.89 0.000351 2.36 470.12 133.17 0.15
Culvert 6 344 25-YR 725.85 288.20 300.25 293.37 300.29 0.000179 2.00 681.51 181.19 0.11
Culvert 6 344 100-YR 954.88 288.20 302.96 293.91 302.99 0.000123 1.93 918.40 224.37 0.09
Culvert 6 267 Culvert
Culvert 6 190 10-YR 584.94 287.00 292.74 292.09 293.31 0.007604 6.88 151.59 75.42 0.60
Culvert 6 190 25-YR 725.85 287.00 293.22 292.52 293.80 0.007193 7.20 188.95 83.24 0.60
Culvert 6 190 100-YR 954.88 287.00 293.68 293.00 294.39 0.008020 8.12 229.67 90.95 0.64
Culvert 6 142 10-YR 584.94 286.00 291.68 291.68 292.69 0.013706 9.27 119.79 69.27 0.79
Culvert 6 142 25-YR 725.85 286.00 291.99 291.99 293.15 0.014866 10.13 142.76 75.75 0.83
Culvert 6 142 100-YR 954.88 286.00 292.59 292.59 293.75 0.013947 10.64 191.62 87.40 0.82
Culvert 6 89 10-YR 584.94 286.20 290.97 290.50 291.45 0.008286 6.55 164.43 89.58 0.63
Culvert 6 89 25-YR 725.85 286.20 291.32 290.79 291.84 0.008283 6.99 196.44 94.53 0.64
Culvert 6 89 100-YR 954.88 286.20 291.81 291.16 292.39 0.008295 7.60 244.64 100.88 0.65

7S 6S 5S 1S
Culvert #6 Culvert #3 Culvert #2 Culvert #1
Subcat Reach on Link Routing Diagram for South Carter Flows
Prepared by Timmons Group, Printed 3/13/2024
EHyd,.CADO 10.10-7a s/n 08663 O 2021 HydroCAD Software Solutions LLC

South Carter Flows Table of Contents
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing
3 Area Listing (all nodes)
4 Notes Listing (all nodes)
10-yr Event
5 Subcat 1 S: Culvert#1
6 Subcat 5S: Culvert#2
7 Subcat 6S: Culvert#3
8 Subcat 7S: Culvert#6
25-yr Event
9 Subcat 1 S: Culvert#1
10 Subcat 5S: Culvert#2
11 Subcat 6S: Culvert#3
12 Subcat 7S: Culvert#6
100-yr Event
13 Subcat 1 S: Culvert#1
14 Subcat 5S: Culvert#2
15 Subcat 6S: Culvert#3
16 Subcat 7S: Culvert#6

South Carter Flows
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 10-yr Type II 24-hr Default 24.00 1 5.39 2
2 25-yr Type II 24-hr Default 24.00 1 6.42 2
3 100-yr Type II 24-hr Default 24.00 1 8.10 2

South Carter Flows
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
74.500 92 FBO- Commercial and Business (7S)
56.380 88 FBO - Indsutrial (1S, 5S, 6S, 7S)
81.270 68 FBO- Residential (1 acre lots) (1S, 5S, 6S)
11.470 68 FBO - Residential (1 acre) (7S)
68.160 85 FBO- Residential (1/8 acre) (7S)
291.780 82 TOTAL AREA

South Carter Flows
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Notes Listing (all nodes)
Line# Node Notes
Number
1 is FBO = Future Build Out
2 5S FBO = Future Build Out
3 6S FBO = Future Build Out
4 7S FBO = Future Build Out

South Carter Flows Type 11 24-hr 10-yr Rainfall=5.39"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 1 S: Culvert #1
FBO = Future Build Out
Runoff = 56.27 cfs @ 11.99 hrs, Volume= 2.529 af, Depth> 2.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.39"
Area (ac) CN Description
1.450 88 FBO - Indsutrial
12.800 68 FBO - Residential (1 acre lots)
14.250 70 Weighted Average
14.250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry, Culvert 1
Subcatchment 1S: Culvert #1
Hydrograph
60
56.27 cfs —Runoff
55
Type 11 24-h r
50
45
10-yr Rainfall=5.39"
40 Runoff Area=14.250 ac
w 35 Runoff Volume=2.529 of
0 30 Runoff Depth>2.13"
LL
25 Tc=7.0 m i n
20 CN=70
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type/1 24-hr 10-yr Rainfall=5.39"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Culvert #2
FBO = Future Build Out
Runoff = 45.21 cfs @ 12.01 hrs, Volume= 2.186 af, Depth> 2.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.39"
Area (ac) CN Description
0.910 88 FBO - Indsutrial
11.900 68 FBO - Residential (1 acre lots)
12.810 69 Weighted Average
12.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry, Culvert 2
Subcatchment 5S: Culvert #2
Hydrograph
50 _.
48 45.21 cfs
—Runoff
46 _
44
42 Type II 24-hr
40
38 10-yr Rainfall=5.39"-
36
34 Runoff Area-12.810 ac
32
0
28 Runoff Volume,2.186 of
N
24 Runoff=Depth?2.05"
LL22 .. ..... ......... ...
20 Tc=9.0 min
18
16 C..1V..-6.g..
14
12
10
8
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 10-yr Rainfall=5.39"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: Culvert #3
FBO = Future Build Out
Runoff = 125.08 cfs @ 12.24 hrs, Volume= 10.890 af, Depth> 2.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.39"
Area (ac) CN Description
5.340 88 FBO - Indsutrial
56.570 68 FBO - Residential (1 acre lots)
61.910 70 Weighted Average
61.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.0 Direct Entry, Culvert 3
Subcatchment 6S: Culvert #3
Hydrograph
140
130 125.08 cfs —Runoff
120 Type 1124-h r
110 10-yr Rainfall=5.39"
100
90 Runoff Area=61 .910 ac
y $° Runoff Volume=10.890 of
3 70 Runoff Depth>2.11"
LL 60 Tc=29.0 m i n
50 CN=70
40
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 10-yr Rainfall=5.39"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 7S: Culvert #6
FBO = Future Build Out
Runoff = 584.94 cfs @ 12.33 hrs, Volume= 61.711 af, Depth> 3.65"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.39"
Area (ac) CN Description
48.680 88 FBO - Indsutrial
74.500 92 FBO - Commercial and Business
68.160 85 FBO - Residential (1/8 acre)
11.470 68 FBO - Residential (1 acre)
202.810 87 Weighted Average
202.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
38.0 Direct Entry, Culvert 6
Subcatchment 7S: Culvert #6
Hydrograph
650
600 584.94 cfs —Runoff
550 Type 11 24-hr
500 10-yr Rainfall=5.39"
450 Runoff Area=202.810 ac
400 Runoff Volume=61.711 of
N
3 350 Runoff Depth>3.65"
a 300
Tc=38.0 m i n
25o CN=87
200
150
100
50
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 25-yr Rainfall=6.42"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1 S: Culvert #1
FBO = Future Build Out
Runoff = 75.75 cfs @ 11.99 hrs, Volume= 3.430 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.42"
Area (ac) CN Description
1.450 88 FBO - Indsutrial
12.800 68 FBO - Residential (1 acre lots)
14.250 70 Weighted Average
14.250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry, Culvert 1
Subcatchment 1S: Culvert #1
Hydrograph
80 75.75 cfs —Runoff
75
70 _ Type II-24,h r
65 25=yr Rainfa11=6.42'.'....
60
55 Runoff Area=14.250 ac
N 50 Runoff Volume=3.430 of
45
40 Runoff Depth>2.89"--
LL
35 Tc=7.0.. min....
30
25 cnl..=7.0....
20
15
10
5 . ..
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 25-yr Rainfall=6.42"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 5S: Culvert #2
FBO = Future Build Out
Runoff = 61.47 cfs @ 12.01 hrs, Volume= 2.981 af, Depth> 2.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.42"
Area (ac) CN Description
0.910 88 FBO - Indsutrial
11.900 68 FBO - Residential (1 acre lots)
12.810 69 Weighted Average
12.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry, Culvert 2
Subcatchment 5S: Culvert #2
Hydrograph
65 61.47 cfs —Runoff
60 Type 1124-h r
55
50 25-yr Rainfall=6.42"
45 - Runoff Area=12.810 ac
N 40 Runoff Volume=2.981 of
35 Runoff Depth>2.79
LL 30
Tc=9.0 m i n
25
20 __ CN_=69__
15
10 _
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 25-yr Rainfall=6.42"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 6S: Culvert #3
FBO = Future Build Out
Runoff = 170.78 cfs @ 12.24 hrs, Volume= 14.779 af, Depth> 2.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.42"
Area (ac) CN Description
5.340 88 FBO - Indsutrial
56.570 68 FBO - Residential (1 acre lots)
61.910 70 Weighted Average
61.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.0 Direct Entry, Culvert 3
Subcatchment 6S: Culvert #3
Hydrograph
190
180 _ 170.78 cfs —Runoff
170 _ __ ..... __......... ......_......
......
160 Type II-24.h r-
150 .. ....
140 2610yr.Rairffal1=6.42
130 Runoff...Area=61.910 ac
120
y 110 Runoff.Volume.14.7.79 of
w
100 Runoff Depth>2.$6�._
0 90
LL 80 TC=29.0_rain
70 +N=70
60
50 ...... ..........
40 ......... ......... ......... ..... ........... ........ .............
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 25-yr Rainfall=6.42"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 7S: Culvert #6
FBO = Future Build Out
Runoff = 725.85 cfs @ 12.33 hrs, Volume= 77.314 af, Depth> 4.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=6.42"
Area (ac) CN Description
48.680 88 FBO - Indsutrial
74.500 92 FBO - Commercial and Business
68.160 85 FBO - Residential (1/8 acre)
11.470 68 FBO - Residential (1 acre)
202.810 87 Weighted Average
202.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
38.0 Direct Entry, Culvert 6
Subcatchment 7S: Culvert #6
Hydrograph
800
750
725.85 cfs —Runoff
700
650 Type Il 24-hr
600 _ __ __ __ 25-yr Rainfall=6.42"_
550 Runoff Area-202.810 ac
500 Runoff Volume-77.314 of
w 450
3 400 Runoff. Depth>4.57"
LL 350 TC-38.0 m i n
300
250
CN=87
200
150
100
50
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 100-yr Rainfall=8.10"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: Culvert #1
FBO = Future Build Out
Runoff = 108.81 cfs @ 11.98 hrs, Volume= 4.999 af, Depth> 4.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=8.10"
Area (ac) CN Description
1.450 88 FBO - Indsutrial
12.800 68 FBO - Residential (1 acre lots)
14.250 70 Weighted Average
14.250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry, Culvert 1
Subcatchment 1S: Culvert #1
Hydrograph
120
115 108.81 cfs __ —Runoff
110
105
100 Type 1124-h r
95
90 - 100,yr Rainfall=810"
85
80 Runoff Area=14.250 ac
75
N 70 Runoff Volume=4.999 of
65
3 60
° Runoff Depth>4.21"
—° 55
50 Tc=7.0 min..
45
40 �N-70
35
30
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 1124-hr 100-yr Rainfall=&10"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 5S: Culvert #2
FBO = Future Build Out
Runoff = 89.24 cfs @ 12.00 hrs, Volume= 4.371 af, Depth> 4.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=8.10"
Area (ac) CN Description
0.910 88 FBO - Indsutrial
11.900 68 FBO - Residential (1 acre lots)
12.810 69 Weighted Average
12.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry, Culvert 2
Subcatchment 5S: Culvert #2
Hydrograph
95
89.24 cfs —Runoff
90
85 Type 1124-hr
80
75 _ 100-yr Rainfall=8.10"
70
65 Runoff Area.12.810 ac
60 Runoff Volume=4.371 of
55
LL 45 Runoff Depth>4.10
40 Tc_-_9.0.-_min
35
30 CN=69
25
20
15
10 ... ...
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 100-yr Rainfall=8.10"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 6S: Culvert #3
FBO = Future Build Out
Runoff = 249.09 cfs @ 12.23 hrs, Volume= 21.551 af, Depth> 4.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=8.10"
Area (ac) CN Description
5.340 88 FBO - Indsutrial
56.570 68 FBO - Residential (1 acre lots)
61.910 70 Weighted Average
61.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.0 Direct Entry, Culvert 3
Subcatchment 6S: Culvert #3
Hydrograph
260 249.09 cfs —Runoff
240 Type 11 24-h r
220
100-yr Rainfall=8.10"
200
180 Runoff Area=61 .910 ac
y 160 Runoff Volume=21.551 of
3 140 Runoff Depth>4.18"
LL 120 Tc=29.0 min
1°° CN=70
80
60
40
20
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

South Carter Flows Type 11 24-hr 100-yr Rainfall=8.10"
Prepared by Timmons Group Printed 3/13/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 7S: Culvert #6
FBO = Future Build Out
Runoff = 954.88 cfs @ 12.33 hrs, Volume= 103.019 af, Depth> 6.10"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=8.10"
Area (ac) CN Description
48.680 88 FBO - Indsutrial
74.500 92 FBO - Commercial and Business
68.160 85 FBO - Residential (1/8 acre)
11.470 68 FBO - Residential (1 acre)
202.810 87 Weighted Average
202.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
38.0 Direct Entry, Culvert 6
Subcatchment 7S: Culvert #6
Hydrograph
1,050
1,000 954.88 cfs —Runoff
950
900 Type II 24-hr
800 100-yr Rainfall=8.10"
750 Runoff Area=202.810 ac
65o Runoff Volume=103.019 of
55a Runoff Depth>6.10"
LL 500 Tc=38.0 min
40o CN=87
350
300
250
200
150
100
50
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

13
3DO
T
Outlet W = Do + 0.4La 120 - -
pipe _ C
diameter(Do)� La 110 j
T i r Q.5DO
100 a
90
80 i
70 r
50
40 a a I 30
l;.
E:i EIS.
20 E r. 2 m
f I Et N
1 ij �ji:.t j. 1�b•Ii Cfl U)
10ITTI MTK
ry; u a Q
cz
LO
� 1 ZV=15z i
.. ►►- 10 .a ` -
_ E
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3 ec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw>_0.5 diameter).
8.06.4 Rev. 12r93

13
3DO
T
Outlet W = Do + 0.4La 120 - -
pipe _ C
diameter(Do)� La 110 j
T i r Q.5DO
100 a
90
80 i
70 r
50
40 a a I 30
l;.
E:i EIS.
20 E r. 2 m
f I Et N
1 ij �ji:.t j. 1�b•Ii Cfl U)
10ITTI MTK
ry; u a Q
cz
LO
� 1 ZV=15z i
.. ►►- 10 .a ` -
_ E
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3 ec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw>_0.5 diameter).
8.06.4 Rev. 12r93

13
3DO
T
Outlet W = Do + 0.4La 120 - -
pipe _ C
diameter(Do)� La 110 j
T i r Q.5DO
100 a
90
80 i
70 r
50
40 a a I 30
l;.
E:i EIS.
20 E r. 2 m
f I Et N
1 ij �ji:.t j. 1�b•Ii Cfl U)
10ITTI MTK
ry; u a Q
cz
LO
� 1 ZV=15z i
.. ►►- 10 .a ` -
_ E
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3 ec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw>_0.5 diameter).
8.06.4 Rev. 12r93