NCG160237_Burlinton North 1600 NOI application_20210113

JISUNROCK�
CAROLINA SUNROCK LLC
Scott Martino
Manager Environmental Compliance
200 Horizon Drive, Suite 100
Raleigh, NC 27615
Certified: 7020 0090 0002 2576 4707
December 11, 2020
Ms. Annette Lucas, PE
Stormwater Program Supervisor
Division of Energy, Mineral, and Land Resources
512 N. Salisbury Street
Raleigh, NC 27604
RE: Application for Coverage under NPDES General Permits
NCG160000
Carolina Sunrock LLC — Burlington North Distribution Center
12971 NC Hwy 62 Burlington, Caswell County, North Carolina 27217
Dear Ms. Lucas:
The purpose of this letter is to provide you and your department with the enclosed Notice of Intent (NOI)
application, with supporting information, for coverage under NPDES General Permit NCG160000, for the
above referenced facility.
Please feel free to contact me if you or your department have any further questions or need clarification
Thank you for your assistance.
Sincerely,
Carolina Sunrock, LLC
Scott Martino
Manager Environmental Compliance
Enclosure
Signed Notice of Intent — General Permit Applications (NCG160000)
Sediment Erosion Control Designs and Calculations
Proposed Facility Plans
Design and Calculations of Proposed Concrete Plant Process Water System
Page 1 of 1

NCG160000 NOI
Carolina Sunrock — Burlington North
Distribution Center
December 11, 2020
NOI APPLICATION

Division of Energy, Mineral, and Land Resources
Land Quality Section
National Pollutant Discharge Elimination System
Environmental
Quality NCG160000
NOTICE OF INTENT
FOR AGENCY USE ONLY
Date Received
Year Month Da
Certificate of Coverage
NCG
Check # Amount
Permit Assigned to
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG160000 for STORMWATER DISCHARGES associated with activities classified as:
SIC 2951 The manufacture of Asphalt Paving Mixtures and Blocks,
And, Like activities deemed by DEMLR to be similar in the process, or the exposure of raw
materials, intermediate products, final products, by-products, or waste materials.
(Please print or type)
1) Mailing address of the owner/operator (address to which official permit correspondence will be mailed):
Name
Carolina Sunrock LLC
Owner Contact
Gregg Bowler - President
Street Address
200 Horizon Drive Suite 100
City
Raleigh
State NC
ZIP Code 27615
Telephone No.
919 747-6400
Fax: 919
747-6305
E-mail Address
[e-mail]
2) Location of the facility producing the discharge:
Facility Name
Burlington North Distribution Center
Facility Contact
Scott Martino
Street Address
12971 NC Hwy 62
City
Burlington
State NC
ZIP Code 27217
County
Caswell
Telephone No.
984 202-4761
Fax: 919
747-6305
Email
[e-mail]
3) Physical Location Information:
Please provide a narrative description of how to get to the facility (use street names, state road numbers, and
distance and direction from a roadway intersection). Exit 150 on 140 turn right on Jimmie Kerr r d(2. 0 mile).. turn right m NC-49 (6.6)nle to NC-62 N(4A mi) to destination m right,
(A copy of a county map or USGS quad sheet with facility clearly located on the map is a required part of this application.)
4) Latitude 36°14'55.7700"
Longitude-079°19'41.8656"
(degrees, minutes, seconds)
5) This NPDES Permit Application applies to which of the following :
❑✓ New or Proposed Facility* Date operation is to begin -Q4 2021
❑ Existing
*If this new or proposed facility is located in one of the 20 coastal counties, please contact the appropriate DEMLR Regional
Office (see page 4) to determine if a State Stormwater Permit is required prior to construction.
Page 1 of 5
SWU-231-030909 Last revised 9/10/14

NCG160000 N.O.I.
6) Standard Industrial Classification:
Provide the 4 digit Standard Industrial Classification Code (SIC Code) that describes the primary industrial
activity at this facility
SIC Code: 2 9 5 1
7) Services and Activities
a) Provide a brief narrative description of the types of industrial activities and products
manufactured at this facility: (Include a site diagram showing the process areas and location of
activities present at this facility.) The facility produces asphalt and ready -mix concrete products.
b) Check all activities conducted at this facility.
❑✓ Outdoor stockpiling of materials
✓❑ Storage of raw materials
✓� Storage of materials in above-
ground tanks
❑✓ Material Loading and Unloading
8) Discharge points / Receiving waters:
❑✓ Transport of materials by a conveyor
or front-end loader
❑✓ Vehicle and equipment maintenance
❑✓ Vehicle or Equipment Washing
❑✓ Vehicle and equipment fueling
How many discharge points (ditches, pipes, channels, curb and gutter, swales, etc.) convey stormwater from
the property? one
What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility stormwater
discharges end up in? Basin 1 discharges to Hughes Mill Creek
If the site stormwater discharges to a separate storm sewer system, name the operator of the separate storm
sewer system (e.g. City of Raleigh municipal storm sewer). No
Receiving water classification (if known): WS-II-BW; Haw; NSW
List discharge points (outfalls) that convey discharge from the site (both on -site and off -site) and location
coordinates. Attach additional sheets if necessary, or note that this information is specified on the site plan.
Stormwater Outfall No. 1
Latitude (degrees/minutes/seconds): 36°15'03.5748"
N
Longitude (degrees/minutes/seconds):-079°19'45.7716"
W
Stormwater Outfall No.
Latitude (degrees/minutes/seconds):
N
Longitude (degrees/minutes/seconds):
W
Stormwater Outfall No.
Latitude (degrees/minutes/seconds):
N
Longitude (degrees/minutes/seconds):
W
Stormwater Outfall No.
Latitude (degrees/minutes/seconds):
N
Longitude (degrees/minutes/seconds):
W
Stormwater Outfall No.
Latitude (degrees/minutes/seconds):
N
Longitude (degrees/minutes/seconds):
W
Stormwater Outfall No. only
Latitude (degrees/minutes/seconds):
N
Longitude (degrees/minutes/seconds):
W
Page 2 of 5
SWU-234-030909 Last revised 09/10/14

NCG160000 N.O.I.
W l
A
Stormwater Outfall No.
Latitude (degrees/minutes/seconds): _
Longitude (degrees/minutes/seconds):
9) Does this facility
T
W
a) Have an untreated wastewater discharge? M No ❑ Yes
b) Have a treated wastewater discharge? M No ❑ Yes
If yes, list the permit number. Not Currently; it will have a treated wastewater discharge under NCG14000, upon approval
c) Have a wastewater discharge from a recycle system? M No ❑ Yes
If yes, list the permit number.
d) Have a non -discharge permit? M No ❑ Yes
If yes, list the permit number.
e) Discharge wastewater to a municipal wastewater collection system?
If yes, list the municipality and permit number
M No ❑ Yes
Note: Stormwater discharge permit NCG160000 does not authorize the discharge of any wastewater.
If this site discharges wastewater, you must obtain the appropriate wastewater discharge
permit in addition to coverage for stormwater discharges under NCG160000.
10) Does this facility employ any best management practices for stormwater control?
❑ No M Yes (Show any structural BMP's on the site diagram.)
If yes, please briefly describe: Structural BMPs include vegetative swales and a stormwater detention basin, secondary containment structures for bulk liquids
containment structures for bulk liauids. Non-structural BMPs include emplovee trainina for stormwater pollution prevention. safe eauipment/materials handlina practices.
and spill prevention and response
11) Does this facility have a Stormwater Pollution Prevention Plan?
❑ No M Yes
If yes, when was it Implemented? SWPPP & SCPP will be implemented prior to startup of facility operations
12) Are vehicle/equipment maintenance activities occurring at this facility?
❑ No M Yes
13) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
M No ❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
M No ❑ Yes
c) Is this facility a Large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
M No ❑ Yes
d) Is hazardous waste stored in the 100-year flood plain?
M No ❑ Yes If yes, include information to demonstrate protection from flooding.
e) If you answered yes to questions b. or c., please provide the following information:
Type(s) of waste: There are no treatment, storage, or disposal of hazardous waste.
How is material stored:
SWU-234-030909
Page 3 of 5
Last revised 09/10/14

NCG160000 N.O.I.
Where is material stored:
How many disposal shipments per year. -
Name of transport / disposal vendor: _
Vendor address:
14) Certification:
North Carolina General Statute 143-215.6B (i) provides that:
Any person who knowingly makes any false statement, representation, or certification in any application, record, report, plan, or other
document filed or required to be maintained under this Article or a rule implementing this Article; or who knowingly makes a false
statement of a material fact in a rulemaking proceeding or contested case under this Article; or who falsifies, tampers with, or knowingly
renders inaccurate any recording or monitoring device or method required to be operated or maintained under this Article or rules of the
[Environmental Management] Commission implementing this Article shall be guilty of a Class 2 misdemeanor which may include a fine
not to exceed ten thousand dollars ($10,000).
I hereby request coverage under the referenced General Permit. I understand that coverage under this permit
will constitute the permit requirements for the discharge(s) and is enforceable in the same manner as an
individual permit. I certify that I am familiar with the information contained in this application and that to the
best of my knowledge and belief such information is true, complete, and accurate.
Printed Name of Person Signing: Gregg Bowler
Title: President
(Signature of
/o�.-._// -20ZD
(Date Signed)
This Notice of Intent must be accompanied by a check or money order for $100.00 made payable to:
NCDEQ
Page 4 of 5
SWU-234-030909 Last revised 09/10/14

NCG160000 N.O.I.
Final Checklist
This application will be returned as incomplete unless all of the following items have been included.
Please do not ask us to "hold" an incomplete application in anticipation of a check under separate cover.
❑ Check for $100 made payable to NCDEQ
❑ This completed application signed by the applicant, and all supporting documents
❑ A site diagram showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwater management structures, (c) location of stormwater outfalls
(corresponding to which drainage areas), (d) runoff conveyance structures, (e) areas where materials are
stored, (f) impervious areas, (g) site property lines, (h) vehicle and equipment maintenance, blasting,
painting, and washing areas, and (i) location of activities listed in 7b.
❑ Copy of county map or USGS quad sheet (preferred) with location of facility clearly marked on map
Please mail the entire package to:
DEMLR - Stormwater Program
Dept. of Environmental Quality
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
Please note:
The submission of this document does not guarantee the issuance of NPDES permit coverage.
For questions, please contact the DEMLR Regional Office for your area.
To visit our website please go to http://Portai.ncdenr.org/web/Ir/stormwater
DEMLR Regional Office Contact Information:
Asheville Office ......
[phone]
Fayetteville Office ...
[phone]
Mooresville Office ...
[phone]
Raleigh Office ........
[phone]
Washington Office ...
[phone]
Wilmington Office ...
[phone]
Winston-Salem ......
[phone]
Central Office .........
[phone]
Page 5 of 5
SWU-234-030909 Last revised 09/10/14

NCG160000 NOI
Carolina Sunrock — Burlington North
Distribution Center
December 11, 2020
NPDES1000 APPROVAL

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN
Director
Caswell Properties, LLC
ATTN: Gregg Bowler, COO
200 Horizon Dr., Suite 100
Raleigh, NC 27615
t
.�"'Z n- *0<
NORTH CAROLINA
Environmental Quality
November 18, 2020
LETTER OF APPROVAL
RE: Project Name: Carolina Sunrock LLC - Burlington North
Acres Approved: 22.2
Project ID: CASWE-2020-001
County: Caswell
City: Anderson
Address: NC HWY 62
River Basin: Cape Fear
Stream Classification: WS-II; HQW, NSW - Jordan Lake Watershed
Submitted By: Timmons Group
Date Received by LQS: November 4, 2020
Plan Type: Revised
Dear Sir or Madam:
This office has reviewed the subject erosion and sedimentation control plan. We find the plan to
be acceptable and hereby issue this Letter of Approval. This plan approval shall expire three (3)
years following the date of approval, if no land -disturbing activity has been undertaken, as is
required by Title 15A NCAC 413.0129.
As of April 1, 2019, all new construction activities are required to complete and submit an
electronic Notice of Intent (eNOI) form requesting a Certificate of Coverage (COC) under the
NCGO10000 Construction General Permit. After the form is reviewed and found to be complete,
you will receive a link with payment instructions for the $100 annual permit fee. After the fee is
received, you will receive the COC via email. You MUST obtain the COC prior to commencement
of any land disturbing activity. The eNOI form may be accessed at deq.nc.gov/NCG01. Please
direct questions about the eNOI form to Annette Lucas at [e-mail] or Paul
Clark at [e-mail]. If the owner/operator of this project changes in the future, the
new responsible party is required to apply for his/her own COC.
D North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
Winston-Salem Regional Office 1 450 Hanes Mill Road Suite 3001 Winston-Salem, North Carolina 27103
^+rv� 336.776.9800

Letter of Approval
Caswell Properties, LLC
November 18, 2020
Page 2 of 2
Title 15A NCAC 413.0118(a) and the NCG01 permit require that the following documentation be
kept on file at the job site:
1. The approved E&SC plan as well as any approved deviation.
2. The NCG01 permit and the COC, once it is received.
3. Records of inspections made during the previous 12 months.
Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection
to ensure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -oriented, requiring
protection of existing natural resources and adjoining properties. If, following the
commencement of this project, it is determined that the erosion and sedimentation control plan
is inadequate to meet the requirements of the Sedimentation Pollution Control Act of 1973
(North Carolina General Statute 113A-51 through 66), this office may require revisions to the
plan and implementation of the revisions to ensure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State
water quality laws, regulations, and rules. In addition, local city or county ordinances or rules
may also apply to this land -disturbing activity. This approval does not supersede any other
permit or approval.
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form, which you provided. This permit allows for a land -disturbance,
as called for on the application plan, not to exceed the approved acres. Exceeding the acreage
will be a violation of this permit and would require a revised plan and additional application fee.
You are requested to file an amended form if there is any change in the information included on
the form. In addition, it would be helpful if you notify this office of the proposed starting date for
this project. Your cooperation is appreciated.
Si cerely,
Z cha y ntz, EI
Assistant Regional Engineer
Land Quality Section
Enclosures: Certificate of Approval
NCG01 Fact Sheet
cc: Timmons Group
ATTN: Rick Baker
5410 Trinity Rd., Suite 102
Raleigh, NC 27607
WSRO file

Certificate of Coverage
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
GENERAL PERMIT NO. NCG010000
NC Reference No. NCG01-2020-5628
Certificate of Coverage No. NCC205628
STORMWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and regulations
promulgated and adopted by the North Carolina Environmental Management Commission, and the Federal Water
Pollution Control Act, as amended,
Caswell Properties, LLC
is hereby authorized to discharge stormwater associated with CONSTRUCTION ACTIVITIES to surface waters of North
Carolina from a site located at:
Carolina Sunrock LLC - Burlington North
12971 NC Hwy 62
Burlington
Caswell County
in accordance with the effluent limitations, monitoring requirements, and other conditions set forth in N.C. General Permit
No. NCG010000.
This Certificate of Coverage is affiliated with E&SC Plan Project No. CASWE-2020-001
This Certificate of Coverage shall become effective 12/8/2020.
This Certificate of Coverage shall remain in effect until rescinded or expired.
This Certificate of Coverage will expire on the anniversary of its effective date unless it is renewed by payment of the
annual administration and compliance fee.
for Brian Wrenn
Director, Division of Energy, Mineral, and Land Resources
By the Authority of the Environmental Management Commission

NCG160000 NOI
Carolina Sunrock — Burlington North
Distribution Center
December 11, 2020
APPROVED PLAN SET

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NCG160000 NOI
Carolina Sunrock — Burlington North
Distribution Center
December 11, 2020
APPROVED
Sediment &Erosion
Control Report

TIMMONS GROUP
Sediment
Erosion Control

Table of Contents
Sediment & Erosion Control Narrative
a. Existing Conditions Description
b. Erosion Control Summary
c. NPDES/NCGO1 Plan
2. Sediment & Erosion Control Calculations
a. Sediment Basin Design
b. Temporary Diversion Ditch Sizing/Liner Calculations
c. Rainfall Data
i. NOAA IDF Table
ii. NCDEQ Runoff Coefficient Table
3. Maps
a. NRCS Soil Survey Map
b. USGS Map
c. NCDEQ DWR Surface Water Classification Map
d. FEMA FIRM Maps

Sediment & Erosion Control Narrative

Sediment & Erosion Control Narrative
Existing Conditions Description
The proposed hot -mixed asphalt plant project is located at 12971 NC Hwy 62 in Burlington,
Caswell County, NC. The parcel identification number is 0090 027. The site consists of
approximately 84.2 acres of mainly agricultural fields and wooded land. Hughes Mill Creek runs
along the northern property line. There are two existing pond within the site, one jurisdictional
subject to a 70' vegetative buffer and one non jurisdictional. The existing soils are Helena sandy
loam "HeB / HeC / HeD" in Hydrologic Soils Group "D," Chewacla loam "ChA" in Hydrologic
Soils Group B/D, and Rowan -Poindexter complex "RxE" in Hydrologic Soils Group `B." The
majority of the site drains north toward Hughes Mill Creek in the Stoney Creek Balance and Jordan
Lake watersheds. The surface water classification is WS-11-BW; HQW; NSW. FIRM Panels
3710990100J and 3710990000L indicate that the property does lie within a special flood hazard
area; however, the project site does not.
Erosion Control Summary
This project proposes a hot -mixed asphalt and concrete plant facilities, a new building and
associated parking. Approximately 22.2 acres of land will be disturbed. Four temporary sediment
basins will be installed to treat the majority of the disturbed area. The remainder of the project
site will be protected by silt fence, NCDOT special silt fence, and silt fence stone outlets. At the
completion of construction, one sediment basin will be converted to a permanent wet pond, while
the others will be removed, and the site will be seeded to create a good stand of grass.
Erosion control measures for this site have been designed in accordance with NCDEQ standards
and specifications.
NPDES/NCGO1 Plan
The site has been designed to comply with NCDEQ NPDES Guidelines. A NCGO1 permit will
be obtained upon NCDEQ Erosion Control approval.

Sediment & Erosion Control Calculations

� �•���� ��:Z�alx�i�/e1i��l�
• Burlington North
TIMMONS GROUP
April Blye
Time of Concentration Calculation
AOL
Modified Rational
Highest Elevation =
692
feet
Inlet Elevation =
668
feet
Difference =
24
feet
Travel Length =
526
feet
Tc =
(L3 / H) 0.381
Equation 2.3 Kirpich Equation
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_352.)
A graph of the Kirpieh Equation also appears in Figure 2.4
TC =
3.19
min
Tc =
5
min
Intensity 25 year =
7.67
in/hr
C =
0.45
Disturbed Area =
2.59
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
2.59
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
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)
Q25 = 8.94 cfs
LATEST REVISION: 10/29/2020 4:01 PM

BASIN #1 Burlington North
1 : TIMMONS GROUP NEEMMUSEEMM
April Blye ENGINEERING I DESIGN f TECHNOLOGY 44089.002
Sediment Basin Design
Disturbed Area:
2.59 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 2.59 ac
Runoff Coeff [Cc]: 0.45
25-yr Rainfall Intensity [I]: 7.67 in/hr
25-yr Discharge [Q25]: 8.94 cfs
Sizing
4662 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2905 Required Surface Area ft2 (Q25 x 325)
38.1 Suggested Width ft
76.2 Suggested Length ft
40 Width at Surface Area (ft)
80 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
28 Target Bottom Width (ft)
68 Target Bottom Length (ft)
1904 Target Bottom Area (ft2)
5056 Target Volume (ft) Okay
3200 Target Surface Area (ft) Okay
5512 Provided Volume (ft)
3456 Provided Surface Area (ft)
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
1.5 Skimmer Size (in)
0.125 Head on Skimmer (ft)
1.25 Orifice Size (1/4 inch increments)
3.65 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
666.00 2089 0.00
0
667.00 2739 1.00
2414
668.00 3456 2.00
3098
Top of Embankment Elevation:
669.00 ft
Emergency Spillway Elevation:
668.00 ft
Embankment Width:
ft
Bottom Elevation:
666.00 ft
Sediment Storage Elevation:
665.00 ft
Okay
2414
5512
LATEST REVISION: 10/29/2020 4:01 PM

� �•���� ��:Z�alx�i�/e1i��l�
• Burlington North
TIMMONS GROUP
April Blye
Time of Concentration Calculation
AOL
Modified Rational
Highest Elevation = 692 feet
Inlet Elevation = 638 feet
Difference = 54 feet
Travel Length = feet
Equation 2.3 Kirpich Equation
Tc = (L3 / H) 0.381
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_352.)
A graph of the Kirpieh Equation also appears in Figure 2.4
TC =
7.15
min
Tc =
5
min
Intensity 25 year =
7.67
in/hr
C =
0.45
Disturbed Area =
10.48
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
10.48
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
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)
Q25 = 36.17 cfs
LATEST REVISION: 10/29/2020 4:11 PM

BASIN #2 , Burlington North
• = TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Sediment Basin Design
Disturbed Area:
10.48 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
10.48 ac
Runoff Coeff [Cc]:
0.45
25-yr Rainfall Intensity [I]:
7.67 in/hr
25-yr Discharge [Q25]:
36.17 cfs
18864 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
15735 Required Surface Area ft2
(Q25 x 435)
88.7 Suggested Width ft
177.4 Suggested Length ft
70 Width at Surface Area (ft)
322 Length at Surface Area (ft)
LAN Ratio = 4.6
Okay
3 Side Slope Ratio Z:1
2 Depth (ft)
58 Target Bottom Width (ft)
310 Target Bottom Length (ft)
17980 Target Bottom Area (ft2)
40472 Target Volume (ft) Okay
22540 Target Surface Area (ft2) Okay
47699 Provided Volume (ft)
26218 Provided Surface Area(ft2)
Skimmer Size
45 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
47.7 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2.25 Orifice Size (1/4 inch increments)
5
3.54 Dewatering Time (days)
6
Suggest about 3 days
8
Elevation Area(sf) Depth(ft)
21509 0.00
Incr. Vol. (cf)
0
Cumulative Volum
0
637.00 23835 1.00
22672
22672
638.00 26218 2.00
25027
47699
Top of Embankment Elevation:
640.00 ft
Emergency Spillway Elevation:
639.00 ft
Embankment Width:
10 ft
Riser Elevation:
638.00 ft
Bottom Elevation:
636.00 ft
Sediment Storage Elevation:
635.00 ft
12 Barrel Size (in)
61 Barrel Length (LF)
635.5 Upstream Barrel Invert Elevation
631 Downstream Barrel Invert Elevation
7.38% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
LATEST REVISION: 10/29/2020 4:11 PM

� �•���� ��:Z�alx�i�/e1i��l�
• Burlington North
TIMMONS GROUP
April Blye
Time of Concentration Calculation
AOL
Modified Rational
Highest Elevation = 692 feet
Inlet Elevation = 658 feet
Difference = 34 feet
Travel Length = feet
Equation 2.3 Kirpich Equation
Tc = (L3 / H) 0.381
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_352.)
A graph of the Kirpieh Equation also appears in Figure 2.4
TC =
3.88
min
Tc =
5
min
Intensity 25 year =
7.67
in/hr
C =
0.45
Disturbed Area =
3.90
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
3.90
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
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)
Q25 = 13.46 cfs
LATEST REVISION: 10/29/2020 4:24 PM

BASIN #3 f a Burlington North
1 : TIMMONS GROUP NEEMMUSEEMM
April Blye ENGINEERING I DESIGN t TECHNOLOGY 44089.002
Sediment Basin Design
Disturbed Area:
3.90 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.90 ac
Runoff Coeff [Cc]: 0.45
25-yr Rainfall Intensity [I]: 7.67 in/hr
25-yr Discharge [Q25]: 13.46 cfs
Sizing
7020 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
4375 Required Surface Area ft2 (Q25 x 325)
46.8 Suggested Width ft
93.5 Suggested Length ft
48 Width at Surface Area (ft)
96 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
36 Target Bottom Width (ft)
84 Target Bottom Length (ft)
3024 Target Bottom Area (ft2)
7584 Target Volume (ft) Okay
4608 Target Surface Area (ft) Okay
7596 Provided Volume (ft)
4608 Provided Surface Area (ft)
15 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
15.9 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.31 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
656.00 3024 0.00
0
657.00 3780 1.00
3402
658.00 4608 2.00
4194
Top of Embankment Elevation:
659.00 ft
Emergency Spillway Elevation:
658.00 ft
Embankment Width:
ft
Bottom Elevation:
656.00 ft
Sediment Storage Elevation:
655.00 ft
Okay
3402
7596
LATEST REVISION: 10/29/2020 4:24 PM

� �•���� ��:Z�alx�i�/e1i��l�
• Burlington North
TIMMONS GROUP
April Blye
Time of Concentration Calculation
AOL
Modified Rational
Highest Elevation = 692 feet
Inlet Elevation = 674 feet
Difference = 18 feet
Travel Length = -" feet
Equation 2.3 Kirpich Equation
Tc = (L3 / H) 0.381
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 Kirpieh Equation also appears in Figure 2.4
TC =
3.64
min
Tc =
5
min
Intensity 25 year =
7.67
in/hr
C =
0.45
Disturbed Area =
1.33
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
1.33
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
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)
Q25 = 4.59 cfs
LATEST REVISION: 10/29/2020 4:28 PM

BASIN #4 f Burlington North
9 : TIMMONS GROUP NEEMMUSEEMM
April Blye ENGINEERING I DESIGN t TECHNOLOGY 44089.002
Sediment Basin Design
Disturbed Area:
Additional Drainage Area:
Total Drainage Area:
Runoff Coeff [Cc]:
25-yr Rainfall Intensity [I]:
25-yr Discharge [Q25]:
1.33 ac
0.00 ac
1.33 ac
0.45
7.67 in/hr
4.59 cfs
2394 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
1492 Required Surface Area ft2 (Q25 x 325)
27.3 Suggested Width ft
54.6 Suggested Length ft
30 Width at Surface Area (ft)
60 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
18 Target Bottom Width (ft)
48 Target Bottom Length (ft)
864 Target Bottom Area (ft2)
2616 Target Volume (ft) Okay
1800 Target Surface Area (ft) Okay
3748 Provided Volume (ft)
2450 Provided Surface Area (ft)
5 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
5.3 Spillway Capacity (cfs) Okay
1.5 Skimmer Size (in)
0.125 Head on Skimmer (ft)
1 Orifice Size (1/4 inch increments)
2.93 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
672.00 1334 0.00
0
673.00 1856 1.00
1595
674.00 2450 2.00
2153
Top of Embankment Elevation:
675.00 ft
Emergency Spillway Elevation:
674.00 ft
Embankment Width:
ft
Bottom Elevation:
672.00 ft
Sediment Storage Elevation:
671.00 ft
Okay
1595
3748
LATEST REVISION: 10/29/2020 4:28 PM

Diversion Ditch #1A 46 o Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.76 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 2.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 170 LF
Slope =
0.012 (ft/ft)
Highest Elevation = 671
Z Required =
0.49 Ratio
Lowest Elevation = 669
Side Slope (M) =
3 :1
II .
Flow Depth (Y) =
0.70 ft
8.4 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.51 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
New A = 1.47 SF
New P = 4.43 Wetted perimeter
New R = 0.33 Hydraulic radius
Z Actual = 0.70 Must be greater than z required=> 0.49 Okay
New V = 2.58 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.52 LB/SF Okay
Top Width = 7.2 ft ~
Min. Ditch Depth = 1.2 ft r_____
3 Flow Depth (Y) = 0.7 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.20 0.00 0.70 7.2 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 2.58 fps From Fig. 8.06.c: ZONE _
Top Width = 7.2 ft
Ditch Area = 1.47 sf Rip Rap Class = A
Equivalent Pipe Diameter = 16.42 in Apron Thickness = 12 in
Equivalent Pipe Diameter = 18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.2 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 2:56 PM

71049.0 . 0000000, E ,
Diversion Ditch #1B a Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 1.00 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 3.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 711 LF
Slope =
0.031 (ft/ft)
Highest Elevation = 692
Z Required =
0.40 Ratio
Lowest Elevation = 670
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.60 ft
7.2 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.16 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual = 0.47 Must be greater than z required=> 0.40 Okay
New V = 3.78 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 1.16 LB/SF Okay
Top Width = 6.6 ft ~
Min. Ditch Depth = 1.1 ft r_____
3 Flow Depth (Y) = 0.6 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.10 0.00 0.60 6.6 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

' - TMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
Ditch Outlet Protection (NYDOT Method)
'Ditch ►.gym- Diversion Ditc
Velocity = 3.78 fps From Fig. 8.06.c: ZONE _
Top Width = 6.6 ft
Ditch Area = 1.08 sf Rip Rap Class = A
Equivalent Pipe Diameter = 14.07 in Apron Thickness = 12 in
Equivalent Pipe Diameter = 15 in Apron Length = 5.0 ft
Apron Width = Top Width.= 6.6 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 3:02 PM

Diversion Ditch #1C ! • Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.66 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 1.9 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 74 LF
Slope =
0.020 (ft/ft)
Highest Elevation = 671.6
Z Required =
0.27 Ratio
Lowest Elevation = 670
Side Slope (M) =
3 :1
II .
Flow Depth (Y) =
0.60 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.63 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class 11 18" 30"THK
7.50
North American
Green Lining
LB/SF
- ••
8.00
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=> 0.27 Okay
New V = 2.71 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.64 LB/SF Okay
Top Width = 6 ft ~
Min. Ditch Depth = 1 ft r_____
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
1.00 0.00 0.50 6 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT

' - TMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
Ditch Outlet Protection (NYDOT Method)
'Ditch Name:Diversion
Velocity = 2.71 fps From Fig. 8.06.c: ZONE _
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:
LATEST REVISION: 10/29/2020 3:06 PM

Diversion Ditch #1D 40 0 Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.02 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 0.1 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 67 LF
Slope =
0.067 (ft/ft)
Highest Elevation = 674.6
Z Required =
0.01 Ratio
Lowest Elevation = 670
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.20 ft
2.4 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.84 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class 11 18" 30"THK
7.50
North American
Green Lining
LB/SF
- ••
8.00
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=> 0.01 Okay
New V = 2.68 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.84 LB/SF Okay
Top Width = 4.2 ft ~
Min. Ditch Depth = 0.7 ft _____________r_____
3 Flow Depth (Y) = 0.2 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
0.70 0.00 0.20 4.2 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 2.68 fps From Fig. 8.06.c: ZONE _
Top Width = 4.2 ft
Ditch Area = 0.12 sf Rip Rap Class = A
Equivalent Pipe Diameter = 4.69 in Apron Thickness = 12 in
Equivalent Pipe Diameter = in Apron Length = 2.7 ft
Apron Width = Top Width.= 4.2 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 3:08 PM

Diversion Ditch #2A 40 0 Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 4.61 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 16.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 962 LF
Slope =
0.032 (ft/ft)
Highest Elevation = 676
Z Required =
1.77 Ratio
Lowest Elevation = 646
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.90 ft
10.8 in
Bottom Width (B) =
1.00 ft
12.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.77 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
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=> 1.77 Okay
New V = 5.54 fps
Minimum Design Geometry
Liner: North American Green, SC160 2.10 LB/SF > 1.77 LB/SF Okay
Top Width = 9.4 ft ~
Min. Ditch Depth = 1.4 ft r_____
3 Flow Depth (Y) = 0.9 ft
1
Bottom Width (B) = 1 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.40 1.00 0.90 9.4 3:1
Mor-
North American Green, SC150 "RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 5.54 fps From Fig. 8.06.c: ZONE _
Top Width = 9.4 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.= 9.4 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 4:34 PM

0000F0T03TZ1iFffk7TTk A"
Diversion Ditch #2B • Burlington North
' ` TIMMONS GROUP • '
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 4.07 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 14.0 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 831 LF
Slope =
0.019 (ft/ft)
Highest Elevation = 662
Z Required =
2.04 Ratio
Lowest Elevation = 646
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.90 ft
10.8 in
Bottom Width (B) =
1.00 ft
12.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.08 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
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=> 2.04 Okay
New V = 4.33 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 1.09 LB/SF Okay
Top Width = 9.4 ft ~
Min. Ditch Depth = 1.4 ft r_____
3 Flow Depth (Y) = 0.9 ft
1
Bottom Width (B) = 1 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.40 1.00 0.90 9.4 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
Ditch Outlet Protection (NYDOT Method)
Diversion_
Velocity = 4.33 fps From Fig. 8.06.c: ZONE _
Top Width = 9.4 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.= 9.4 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 4:37 PM

Diversion Ditch #2C 40 0 Burlington North
' ` TIMMONS GROUP • '
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.06 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 0.2 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 129 LF
Slope =
0.054 (ft/ft)
Highest Elevation = 647
Z Required =
0.02 Ratio
Lowest Elevation = 640
Side Slope (M) =
3 :1
II .
Flow Depth (Y) =
0.20 ft
2.4 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.68 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
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 = 2.41 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.68 LB/SF Okay
Top Width = 4.2 ft ~
Min. Ditch Depth = 0.7 ft _____________r_____
3 Flow Depth (Y) = 0.2 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
0.70 0.00 0.20 4.2 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 2.41 fps From Fig. 8.06.c: ZONE _
Top Width = 4.2 ft
Ditch Area = 0.12 sf Rip Rap Class = A
Equivalent Pipe Diameter = 4.69 in Apron Thickness = 12 in
Equivalent Pipe Diameter = in Apron Length = 2.7 ft
Apron Width = Top Width.= 4.2 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 4:42 PM

E 0000000, • - •
Diversion Ditch #2D ' Burlington North
WWWTITM' `EIIIIIIII TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.31 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 1.1 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 226 LF
Slope =
0.058 (ft/ft)
Highest Elevation = 666
Z Required =
0.09 Ratio
Lowest Elevation = 643
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.40 ft
4.8 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.44 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
New A = 0.48 SF
New P = 2.53 Wetted perimeter
New R = 0.19 Hydraulic radius
Z Actual = 0.16 Must be greater than z required=> 0.09 Okay
New V = 3.93 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 1.44 LB/SF Okay
Top Width = 5.4 ft ~
Min. Ditch Depth = 0.9 ft _________r_____
3 Flow Depth (Y) = 0.4 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
0.90 0.00 0.40 5.4 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

April Blye
1
4 �0
TIMMONS GROUP
ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 3.93 fps From Fig. 8.06.c: ZONE _
Top Width = 5.4 ft
Ditch Area = 0.48 sf Rip Rap Class = A
Equivalent Pipe Diameter = 9.38 in Apron Thickness = 12 in
Equivalent Pipe Diameter = in Apron Length = 4.0 ft
Apron Width = Top Width.= 5.4 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 4:44 PM

71049.0 . 0000000, E ,
Diversion Ditch #3A a Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 1.26 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 4.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 96 LF
Slope =
0.010 (ft/ft)
Highest Elevation = 662
Z Required =
0.85 Ratio
Lowest Elevation = 661
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.80 ft
9.6 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.52 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
New A = 1.92 SF
New P = 5.06 Wetted perimeter
New R = 0.38 Hydraulic radius
Z Actual = 1.01 Must be greater than z required=> 0.86 Okay
New V = 2.66 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.52 LB/SF Okay
Top Width = 7.8 ft ~
Min. Ditch Depth = 1.3 ft r_____
3 Flow Depth (Y) = 0.8 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.30 0.00 0.80 7.8 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 2.66 fps From Fig. 8.06.c: ZONE _
Top Width = 7.8 ft
Ditch Area = 1.92 sf Rip Rap Class = A
Equivalent Pipe Diameter = 18.76 in Apron Thickness = 12 in
Equivalent Pipe Diameter = in Apron Length = 8.0 ft
Apron Width = Top Width.= 7.8 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 5:26 PM

Diversion Ditch #313 46 o Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 2.41 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 8.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 414 LF
Slope =
0.019 (ft/ft)
Highest Elevation = 670
Z Required =
1.20 Ratio
Lowest Elevation = 662
Side Slope (M) =
3 :1
II .
Flow Depth (Y) =
0.76 ft
9.0 in
Bottom Width (B) =
1.00 ft
12.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.90 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
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=> 1.20 Okay
New V = 3.90 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.91 LB/SF Okay
Top Width = 8.5 ft ~
Min. Ditch Depth = 1.25 ft r_____
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 1 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.25 1.00 0.75 8.5 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

April Blye
1
TIMMONS GROUP
ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
,h Name: Diversion Ditch
Ditch Outlet Protection (NYDOT Method)
Velocity = 3.90 fps From Fig. 8.06.c: ZONE _
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 = in Apron Length = 8.0 ft
Apron Width = Top Width.= 8.5 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 5:29 PM

Diversion Ditch #4A 40 0 Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.37 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 1.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 112 LF
Slope =
0.013 (ft/ft)
Highest Elevation = 676.6
Z Required =
0.22 Ratio
Lowest Elevation = 676
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.60 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.42 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class 11 18" 30"THK
7.50
North American
Green Lining
LB/SF
- ••
8.00
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=> 0.22 Okay
New V = 2.20 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.42 LB/SF Okay
Top Width = 6 ft ~
Min. Ditch Depth = 1 ft r_____
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
1.00 0.00 0.50 6 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT

. Burlington North
' TMMONS GROUP
April Blye ENGINEERING TECHNOLOGY 44089.002
Ditch Outlet Protection (NYDOT Method)
'Ditch Name:Diversion
Velocity = 2.20 fps From Fig. 8.06.c: ZONE _
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:
LATEST REVISION: 10/29/2020 5:37 PM

Diversion Ditch #413 40 • Burlington North
' ` TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.79 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 2.7 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 433 LF
Slope =
0.031 (ft/ft)
Highest Elevation = 690.6
Z Required =
0.31 Ratio
Lowest Elevation = 677
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.60 ft
7.2 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.17 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class 11 18" 30"THK
7.50
North American
Green Lining
LB/SF
- ••
8.00
New A = 1.08 SF
New P = 3.79 Wetted perimeter
New R = 0.28 Hydraulic radius
Z Actual = 0.47 Must be greater than z required=> 0.31 Okay
New V = 3.79 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 1.17 LB/SF Okay
Top Width = 6.6 ft ~
Min. Ditch Depth = 1.1 ft r_____
3 Flow Depth (Y) = 0.6 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slope
1.10 0.00 0.60 6.6 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT

' - TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY
Burlington North
44089.002
Ditch Outlet Protection (NYDOT Method)
'Ditch ►.gym- Diversion Ditc
Velocity = 3.79 fps From Fig. 8.06.c: ZONE _
Top Width = 6.6 ft
Ditch Area = 1.08 sf Rip Rap Class = A
Equivalent Pipe Diameter = 14.07 in Apron Thickness = 12 in
Equivalent Pipe Diameter = 15 in Apron Length = 5.0 ft
Apron Width = Top Width.= 6.6 ft
From Fig. 8.06.e:
LATEST REVISION: 10/29/2020 5:43 PM

Fresh Water Diversion Ditch #A 0 a Burlington North
WWWTITM' `EIIIIIIII TIMMONS GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 1.28 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 4.4 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 467 LF
Slope =
0.039 (ft/ft)
Highest Elevation = 686
Z Required =
0.45 Ratio
Lowest Elevation = 667
Side Slope (M) =
3 :1
.
Flow Depth (Y) =
0.60 ft
7.2 in
Bottom Width (B) =
0.60 ft
6.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.44 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
Lcf4ir-4791 I is 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
New A = 1.38 SF
New P = 4.29 Wetted perimeter
New R = 0.32 Hydraulic radius
Z Actual = 0.66 Must be greater than z required=> 0.46 Okay
New V = 4.57 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 1.45 LB/SF Okay
Top Width = 7.1 ft ~
Min. Ditch Depth = 1.1 ft _________r_____
3 Flow Depth (Y) = 0.6 ft
1
Bottom Width (B) = 0.5 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
1.10 0.50 0.60 7.1 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

0000F0T03TZ1iFffk7TTk A"
Fresh Water Diversion Ditch B ® 0' Burlington North
' ` TIMMONS GROUP • '
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089.002
Drainage Ditch Design (Velocity Constraint)
TEMPORARY•
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)
Area (A) = 0.10 (Acres)
Coef. (C) = 0.46 (Dimensionless)
Inte. (1) = 7.67 (in/hr)
Flow (Q10) = 0.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 216 LF
Slope =
0.060 (ft/ft)
Highest Elevation = 681
Z Required =
0.03 Ratio
Lowest Elevation = 668
Side Slope (M) =
3 :1
II .
Flow Depth (Y) =
0.20 ft
2.4 in
Bottom Width (B) =
0.60 ft
6.0 in
Freeboard =
Compute.
0.60 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.75 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
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
New A = 0.22 SF
New P = 1.76 Wetted perimeter
New R = 0.12 Hydraulic radius
Z Actual = 0.06 Must be greater than z required=> 0.03 Okay
New V = 3.04 fps
Minimum Design Geometry
Liner: North American Green, S76 1.66 LB/SF > 0.76 LB/SF Okay
Top Width = 4.7 ft ~
Min. Ditch Depth = 0.7 ft _____________r_____
3 Flow Depth (Y) = 0.2 ft
1
Bottom Width (B) = 0.5 ft
Min. Ditch Depth ft Bottom Width ft Flow Depth ft Top Width ft Side Slop(
0.70 0.50 0.20 4.7 3:1
Ditch Liner
North American Green, S75 "RED IS USER INPUT

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Burlington, North Carolina, USA*
�'
Latitude: 36.2473*, Longitude:-79.3271°
Elevation: 687.18 ft**
* source: ESRI Maps"k
** "^ m f`
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)'
Average recurrence interval (years)
1
2
5
10
25
50
100
200
5001
1000
5.47
6.40
7.00
8.09
8.47
8.77
9.08
-9.28
5-min
(4.20-5.0-5.03)
1 (5.02-5.99)
1 (5.83-6.98)
1 (6.38-7.63)
1 (7.31-8.81) 11
(7.63-9.23)
1 (7.86-9.58)
1 (8.08-9.92)
1 (8.18-1-10.1)
3.68
4.37
5.12
5.59
6.11
6.44
6.73
6.95
7.18
7.31
10-min
(3.36-4.01)
1 (4.01-4.79)
1 (4.67-5.59)
1 (5.11-6.10)
1 (5.83-7.02) 11
(6.06-7.34)
1 (6.23-7.59)
1 (6.38-7.84)
3.06
3.67
4.32
4.72
5.16
5.44
5.67
5.85
6.03
6.12
15-min
(2.80-3.35)
1 (3.36-4.01)
1 (3.94-4.71)
1 (4.30-5.14)
1 (4.69-5.62)
1 (4.92-5.92)
1 (5.11-6.18)
1 (5.24-6.38)
1 (5.36-6.58)
1 (5.39-6.68)
2.10
2.53
3.07
3.42
3.82
4.09
4.34
4.55
4.80
4.95
30-min
(1.92-2.29)
1 (2.32-2.77)
1 (2.80-3.35)
(3.12-3.73)
(3.47-4.17)
(3.70-4.46)
(3.91-4.73)
(4.08-4.97)
(4.26-5.24)
(4.36-5.41)
1.31
1.59
1.97
2.23
2.55
2.77
2.99
3.19
3.44
3.61
60-min
(1.20-1.43)
1 (1.46-1.74)
1 (1.79-2.15)
(2.03-2.43)
(2.31-2.77)
(2.51-3.02)
(2.69-3.26)
(2.86-3.49)
(3.06-3.76)
0.775
0.940
1.17
1.34
1.56
1.72
1.88
2.03
2.23
2.38
2-hr
(0.710-0.846)
(0.862-1.03)
1 (1.07-1.28)
1 (1.22-1.46)
1 (1.41-1.69)
1 (1.55-1.86)
1 (1.68-2.04)
(1.81-2.20)
(1.96-2.42)
(2.07-2.58)
0.554
0.672
0.837
0.960
1.12
1.23
1.35
1.46
1.61
1.72
3-hr
(0.509-0.602)
(0.619-0.732)
(0.769-0.911)
(0.879-1.04)
1 (1.12-1.34) 11
(1.21-1.46)
1 (1.31-1.58)
1 (1.42-1.74)
1 (1.50-1.86)
0.338
0.409
0.510
0.587
0.690
0.771
0.853
0.935
1.05
1.14
6-hr
(0.312-0.370)
(0.378-0.447)
(0.469-0.556)
(0.538-0.638)
(0.628-0.748)
(0.696-0.835)
(0.764-0.923)
(0.829-1.01)
1 (0.915-1.13)
(0.978-1.23)
0.201
0.243
0.305
0.353
0.421
0.475
0.532
0.591
0.674
0.741
12-hr
(0.185-0.220)
(0.224-0.266)
(0.279-0.333)
(0.323-0.385)
(0.381-0.457)
(0.427-0.514)
(0.473-0.574)
(0.519-0.637)
(0.582-0.727)
(0.628-0.799)
0.119
0.143
0.179
0.207
0.246
0.277
0.308
0.341
0.387
0.424
24-hr
(0.110-0.128)
(0.133-0.155)
(0.166-0.193)
(0.192-0.223)
(0.227-0.265)
(0.254-0.298)
(0.282-0.333)
(0.311-0.370)
(0.350-0.420)
(0.380-0.461)
0.070
0.084
0.104
0.119
0.140
0.156
0.173
0.190
0.213
0.232
2-day
(0.065-0.075)
(0.078-0.090)
(0.097-0.112)
(0.111-0.128)
(0.130-0.150)
(0.144-0.168)
(0.159-0.187)
(0.174-0.206)
(0.194-0.232)
(0.210-0.253)
0.049
0.059
0.073
0.084
0.098
0.110
0.121
0.134
0.150
0.163
3-day
(0.046-0.053)
(0.055-0.063)
(0.068-0.078)
(0.078-0.090)
(0.091-0.105)
(0.101-0.118)
(0.112-0.131)
(0.122-0.144)
(0.137-0.163)
(0.148-0.178)
0.039
0.046
0.057
0.066
0.077
0.086
0.096
0.105
0.119
0.129
4-day
(0.036-0.042)
(0.043-0.050)
(0.053-0.061)
(0.061-0.070)
(0.072-0.083)
(0.080-0.093)
(0.088-0.103)
(0.096-0.114)
(0.108-0.129)
(0.117-0.140)
0.025
0.030
0.037
0.042
0.049
0.055
0.061
0.066
0.075
0.081
7-day
(0.024-0.027)
(0.028-0.032)
(0.035-0.039)
(0.039-0.045)
(0.046-0.052)
(0.051-0.059)
(0.056-0.065)
(0.061-0.071)
(0.068-0.080)
(0.074-0.088)
0.020
0.024
0.029
0.033
0.038
0.042
0.046
0.050
0.056
0.061
10-day
(0.019-0.021)
(0.022-0.025)
(0.027-0.031)
(0.031-0.035)
(0.035-0.040)
(0.039-0.045)
(0.043-0.049)
(0.047-0.054)
(0.052-0.061)
(0.056-0.066)
0.013
0.016
0.019
0.021
0.024
0.027
0.029
0.032
0.036
0.038
20-day
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.022)
(0.023-0.026)
(0.025-0.029)
(0.027-0.031)
(0.030-0.034)
(0.033-0.038)
(0.035-0.041)
0.011
0.013
0.015
0.017
0.019
0.021
0.022
0.024
0.026
0.028
30-day
(0.01 1-0.012)
(0.012-0.014)
(0.014-0.016)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.021-0.024)
(0.022-0.026)
(0.024-0.028)
(0.026-0.030)
0.009 1
F 0.011
0.013
0.014 1
F 0.016 1
F 0.017 1
F 0.018 1
F 0.019
0-- 0-2 11
F-0--0-2-21
45-day
(0.009-0.010)
(0.010-0.012)
(0.012-0.013)
(0.013-0.015)
(0.015-0.016)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.020-0.022)
(0.021-0.024)
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
60-day
(0.008-0.009)
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
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
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.2473&lon=-79.3271&dat... 2/19/2020

0
Table 8.03b
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave.,
0.10-0.15
2-7%
Residential:
Sandy soil, steep,
0.15-0.20
Single-family areas
0.30-0.50
7%
Multi units, detached
0.40-0.60
Heavy soil, flat, 2%
0.13-0.17
Multi units, Attached
0.60-0.75
Heavy soil, ave.,
0.18-0.22
Suburban
0.25-0.40
2-7%
Industrial:
Heavy soil, steep,
0.25-0.35
Light areas
0.50-0.80
7%
Heavy areas
0.60-0.90
Agricultural land:
Parks, cemeteries
0.10-0.25
Bare packed soil
Smooth
0.30-0.60
Playgrounds
0.20-0.35
Rough
0.20-0.50
Cultivated rows
Railroad yard areas
0.20-0.40
Heavy soil no crop
0.30-0.60
Heavy soil with
Unimproved areas
0.10-0.30
crop
0.20-0.50
Streets:
Sandy soil no crop
0.20-0.40
Asphalt
0.70-0.95
Sandy soil with
Concrete
0.80-0.95
crop
0.10-0.25
Brick
0.70-0.85
Pasture
Heavy soil
0.15-0.45
Drives and walks
0.75-0.85
Sandy soil
0.05-0.25
Woodlands
0.05-0.25
Roofs
0.75-0.85
NOTE: The designer
must use judgement to select the appropriate
C
value within the range
for the appropriate land use. Generally,
larger
areas with permeable
soils, flat slopes, and dense vegetation
should
have lowest C values.
Smaller areas with slowly permeable
soils, steep
slopes, and sparse vegetation should
be assigned highest C
values.
Source: American Society of Civil Engineers
8.03.6 Rev. 6/06

Maps

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Caswell County,
North Carolina
December 6, 2019

Custom Soil Resource Report
Soil Map
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2 percent
slopes, frequently flooded
0.0
0.0%
HeB
Helena sandy loam, 2 to 6
percent slopes
18.4
22.0%
HeC
Helena sandy loam, 6 to 10
percent slopes
11.3
13.6%
HeD
Helena sandy loam, 10 to 15
percent slopes
33.7
40.3%
RxE
Rowan -Poindexter complex, 15
to 45 percent slopes
18.2
21.8%
W
Water
2.0
2.3%
Totals for Area of Interest
83.6
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
mentioned in the descriptions, especially where the pattern was so complex that it

Custom Soil Resource Report
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.

Custom Soil Resource Report
Map —Hydrologic Soil Group
649900 650000 650100 650200 650300 650400
36° 15' 25" N
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36° 14'46"N
649900 650000 650100 650200 650300 650400
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Meters
N 0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: lffM Zone 17N WGS84
20
65D5CO 650600 650700
650500 650600 650700
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Custom Soil Resource Report
Table —Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2
B/D
0.0
0.0%
percent slopes,
frequently flooded
HeB
Helena sandy loam, 2 to
D
18.4
22.0%
6 percent slopes
HeC
Helena sandy loam, 6 to
D
11.3
13.6%
10 percent slopes
HeD
Helena sandy loam, 10
D
33.7
40.3%
to 15 percent slopes
RxE
Rowan -Poindexter
B
18.2
21.8%
complex, 15 to 45
percent slopes
W
Water
2.0
2.3%
Totals for Area of Interest
83.6
100.0%
Rating Options —Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
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NCG160000 NOI
Carolina Sunrock — Burlington North
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December 11, 2020
Concrete Process
Water Flow
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