20090792 Ver 1_401 Application_20090709

e3yj a h Cre"ch
10253 N. 226 Hwy.
P.O. Box 285
Bakersville, NC 28705
www.beechcreeknc.com
July 17, 2009
Mr. Roger Edwards
Regional Supervisor
Surface Water Protection Section
2090 US Highway 70
Swannanoa, NC 2877
09-0 79 2
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P= @ L9 0 W [2 5
JUL 2 ! 2009
DENR - WATER QUALITY
WETLANDS AND STORMNATER BRANCH
In response to the recent NOV issued by the Division, we have completed, to the best of
our ability, the attached "after the fact" pre-construction notification form as requested.
Streams are shown on the Soil and Sediment Erosion Control Plan maps and application
which is attached. New pipes placed at the stream crossings are listed in the table in the
application referencing the descriptions on the plan maps. Other crossings of streams
have been accomplished by bridges or the replacement of existing pipes to accommodate
flows based on our engineer's recommended pipe size. No additional stream crossings
are required to complete this phase of development. Due to current economic conditions,
there is no plan to further subdivide any portions of this project or develop within the
foreseeable future.
Sinccere/l
W.D. Warnell
09-0 79 2
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification PC Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
------.
1 b. Specify Nationwide Permit (NWP) number: 29 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
Id. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
le. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ? No For the record only for Corps Permit:

? Yes ? No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ? No
2. Project Information
2a. Name of project: Beech Creek Estates, LLC
2b. County: Mitchell
2c. Nearest municipality / town: Herell Township
2d. Subdivision name: Beech Creek Estates
2e. NCDOT only, T.I.P. or state
project no:
3. Owner Information El r= t; N r= n r% j- r
3a. Name(s) on Recorded Deed: W. D. Wamell
3b. Deed Book and Page No. 451,357
3c. Responsible Party (for LLC if
applicable): Danny Warnell
3d. Street address: 10253 Hwy 226 N WETLANDS AND STOPA4ATER BRANCH
3e. City, state, zip: Bakerville, NC 28705
3f. Telephone no. 912-604-5905
3g. Fax no.:
3h. Email address:
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. AgentlConsultant Information (if applicable)
5a. Name:
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Page 2 of 11
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
1 b. Site coordinates (in decimal degrees): Latitude: 36.08 Longitude: - 82.21
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Beech Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: Class C, Trout Waters
2c. River basin: North Toe River
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site is partially developed with roads, some houses and power infrastructure. We purchased the subdivision from a
prior owner who had built many of the roads and subdivided lots. The adjacent land is National Forest, agricultural and
residential. The development tries to blend with the adjacent land use.
3b. List the total estimated acreage of all existing wetlands on the property:
None are shown on the erosion control plans.
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
Approximately feet or streams are shown on the attached plans submitted for the erosion control permit.
3d. Explain the purpose of the proposed project:
The purpose of the proposed project is to provide homes for people. The culverts are needed to access building sites
and allow residents multiple ingress and egress alternatives depending on weather and other emergency conditions.
3e. Describe the overall project in detail, including the type of equipment to be used:
The project is a residential development that will allow for homeowners to enjoy the mountains of North Carolina
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
? Yes ? No Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ? Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company:
Name (if known): Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for ? Yes ? No ® Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No I
6b. If yes, explain.
A portion of the project was completed when we purchased the property. Due to the current economic conditions no
additional development is planned beyond those portions which have an approved sediment and erosion control permits.
Page 4 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands ® Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)

S1 ®P ? T pipe for road at tributary to beech ? PER ® Corps
1
50
BC-C1A creek ® INT ® DWQ
S2 ®P ? T pipe for drive at tributary to beech ? PER ® Corps 1 20
BC-C2 creek ® INT ® DWQ
S3 ? P ? T pipe for road at tributary to beech ? PER ® Corps 1 40
BC-C4 creek ® INT ® DWQ
S4 ? P ? T pipe for road at tributary to beech ? PER ® Corps 1 40
BC-C7 creek ® INT ® DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts 150
3i. Comments: All other stream crossings were existing pipes, existing pipes that were replaced with new ones, or bridges
Page 5 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4E Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction pro pc
5a. 5b.
Pond ID I Proposed use or purpose
number of pond
then complete the chart below.
5c.
Wetland Impacts (acres)
5d. 5e.
Stream Impacts (feet) Upland
Flooded I Filled I Excavated I Flooded I Filled I Excavated I Flooded
P1
P2
5E Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
6a.
Project is in which protected basin?
6b. 6c. 6d.
Buffer impact
number - Reason
Permanent (P) or for
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
? Neuse ? Tar-Pamlico ? Other:
? Catawba ? Randleman
6e. 6f. 6o.
Buffer
Stream name mitigation
required?
? Yes
? No
? Yes
? No
? Yes
? No
6h. Total buffer impacts
Zone 1 impact Zone 2 impact
(square feet) (square feet)
61 ?P?T
B2 ?P?T
B3 ?P?T
6i. Comments:
Page 6 of 11
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The project has used bridges and existing crossings (including old logging road locations) in order to minimize the amount of
pipe and grading required, and enhance the natural beauty of the creeks.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
See la
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes ® No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this
project? ? Mitigation bank

El Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete If Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type -7 0uantity
3c. Comments:
4. Complete If Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete If Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 7 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 11
PCN Form - Version 1.3 December 10, 2008 Version
E. Stonmwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
El Yes No
?
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? less than 6 %
2b. Does this project require a Stormwater Management Plan? ? Yes ® No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: No other requirement other than
sediment and erosion control plan is known
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties
[3 HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
6. DWQ 401 Unit Stonmwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ? Yes ® No
use of public (federal/state) land?
lb. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
? Yes ? No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ® Yes ? No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ® Yes ? No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s): This application is
being submitted as a result of an NOV issued by the Division of Water Quality. We were not aware of this requirement and in
no way was this an intentional breach of the law. We filed for the erosion control plan and did not know if this requirement.
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
No additional development is planned at this time
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Individual septic systems approved by the County.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ? No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?
?
Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted. ? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ? No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ? No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?
-7
Applicant/Agent's Printed Name Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11
PCN Form - Version 1.3 December 10, 2008 Version
I

Freeman Environmental Consulting, LLC
411 Lower Hanging Rock Road, Spruce Pine, NC 28777
Phone: [phone] Office, 828-765-3571 Mobile
E-mail: freemanenviromen(@)bellsouth.net
March 14, 2008
Ms. Janet S. Boyer, PE
Regional Engineer
North Carolina DENR
Land Quality Section
2090 US Highway 70
Swannanoa, NC 28778-8211
Subject: Project Name: Beech Creek
Project ID: Mitch-2008-009
Mitchell County, NC
Dear Ms. Boyer,
copy
Please find attached a Soil and Erosion Control Plan for the above site as a result of an NOV from
your office in December of 2007. We requested and appreciate you granting of extensions in the
time allowed prepare and submit this plan.
The entire site is moire than 600 acres in size and a portion of that has already been developed
and is currently a residential community. The site covered by the plan is recent construction that
will develop 15 residential lots. The project is ongoing and the site is stable except for the roads
which need to be graveled once the plan is approved. Grass planted last fall has vegetated the cut
and fill slopes and a good sod layer is being established.
The requested extensions allowed time for a flyover and ground controls for proper mapping of
the entire site which will serve for the life of the development. All controls currently in place
were located onsite and are as indicated on the maps.
We thank you again for the extended time we were given and feel this plan to be complete as a
result. Should you have questions or need to discuss this matter with Mr. Nunley or I, we can be
reached at 828-765-5646 or 828-765-1515 respectively. Mr. Warnell can be reached at 912-858-
5327.
Since
Thom s (Tom) Freeman CPESC
Freeman Environmental Consulting, LLC
CC: WD Warnell, Mountaineer Land Surveying & FEC files
Narrative
Project Description
This project will add 15 new lots to an existing residential development in
the northern section of Mitchell County in the Harrell Hill Township. The
project lots total 22.93acres exempting one extra large lot to the south west.
The entire property is 627.65 acres and 63 lots have been developed and sold
by the prior owner and will not be a part of this plan. The existing entrance
road and the service road from North Carolina Highway 226 will also not be
a part of this plan. The site is located 10253 North, Highway 226, about 12
miles north of Bakersville, NC. Total disturbed area for this project is 8.7
acres.
Site Description
The site is a peaceful valley where Big Rock Creek Drive (the entrance road)
leaves Highway 226, passes a iron gate and crosses a covered bridge over
Big Rock Creek to a common office area. Going north past the office area
the current residential development is to the north and east. There are two
ponds in the center of the valley along Beech Creek which flows through the
property from north to south. There are also two blue line streams that feed
into Beech Creek from the west and one is in the area of the current land
disturbing activity. Beech Creek and Big Rock Creek are Trout Streams as
classified by the North Carolina Department of Natural Resources (DENR),
Division of Water Quality and are listed on the Environmental Sensitivity
Map of 2007.
Saddle and working horses are kept in pastures and there is a large barn and
several small farm structures around the office and pond area. Deer and
turkey and other wildlife are in abundance on the property.
Page 2, Beech Creek Narrative
The site shows signs of being timbered within the last 5-6 years but has
scattered hardwoods such as oak, poplar, birch, beech, cherry, maple and ash
throughout the property but more prominent on the upland slopes. There are
also scattered groups of pines along the pasture areas of the valley. The
higher elevation portions of the site have mountain laurel and other
underbrush under the main canopy. Several logging roads cross the property
along the ridges and around the slopes but no signs of severe erosion or large
gullies were observed during the onsite visit.
Adjacent Property
Land use in the vicinity of the site is residential and agricultural. The site is
located in the Buladean Community which is a highland valley to the west of
Roan Mountain near the state border with Tennessee. The property is
partially bordered on the east by NC Highway 226 and partially bordered on
the northern side by the US government. Other land owners owning
property adjoining the out side property boundary are: Davis Dacasto,
Gerome Schnieder, Doris Byrd, Lee J. Blume, Frank Whitson, the United
States of America, Penny Greene, Jack Street, Cecil Hopkins, Roger Jenkins,
W.G. Honeycutt, Marshall Street, Bernice Bishop, Milan Street, Lloyd
Garland, Marvin Hensley, Jack Hopson and lands of the Beech Creels
Subdivision as described in the deed.
Soils
The Soils in the vicinity of the site are not listed on the General Soils Maps
contained in the Soil Survey of Mitchell County, NC conducted by United
Page 3, Beech Creek Narrative
Stated Department of Agriculture (issued September 1995). A visual study
of the soils at the site shows them to be a complex soil with much clay near
the surface. Depth to soft stone is only 4-6 feet in places and some large
cobbles are scattered throughout mainly in the lower portions of the slopes
Some rock outcroppings were observed and small seeps and springs are
scattered across the site.
Soil and Erosion Control Measures
Vegetated and Rip Rap Channels
Several ditches need to be armored with rip rap stone due to the slope and
runoff velocity. The Rip rap ditches shall have a fabric liner (Mirafi 18N or
equivalent) placed in the ditch beneath the stone (see attached details). The
vegetated ditches shall have net with straw (temporary lining) placed in the
channel after the channels have been seeded, in accordance with the attached
vegetation plan.
Stone Check Dams
Stone check dams may be used in ditches as needed to slow and control
runoff velocity but must be installed properly to work properly. Stone check
dams are not shown on the map but a detail is attached.
Outlet Stabilization / Energy Dissipaters
Energy dissipaters shall be provided at the exit of all culverts. The
dissipaters shall be constructed as shown on the attached details and per the
sizing chart also attached. All dissipaters shall have a fabric underlayment
(Mirafi 18N or equivalent) to prevent scouring and be constructed according
to the attached details.
Sediment Fence
Sediment fence shall be installed where there was potential for the fill slopes
top produce runoff that would enter a stream or leave the property. All
sediment fence installed must have wire backing and metal post and comply
with the attached details.
Surface Roughing
Before seeding, graded surfaces should be roughed using the tracks of heavy
equipment or a similar practice. See attached details.
Soil & Erosion Control Measures Page 2
Vegetative Covering
A vegetation plan is attached for the seeding and mulching of the site to
prevent soil and erosion in disturbed areas. The mulching of seeded areas is
a very important step in the establishment of a good vegetative cover.
Seeding and or temporary mulching shall be performed within 21 days of
any phase of grading.
Erosion Control Matting
Erosion control straw matting shall be used on all disturbed surfaces that are
directly above the trout streams.
Slope Stabilization
Any fill slope with an angle steeper than 2:1 shall be made secure with stone
or other measures to assure its stability. Stress cracks shall be addressed
immediately and can indicate slope problems.
Vegetation Plan
1
All of the disturbed area will be covered with dirt and or gravel
as needed to prepare for seeding or filture use.
Surface mulch shall be applied after seeding to provide a means
of controlling runoff and erosion in disturbed areas. Straw
mulch shall be applied at the rate of 1 ton per acre. Straw
should be dry, unchopped, unweathered and free of weeds.
Wheat or oat straw is preferred and can be spread by machine
or hand. Straw must be tacked down to avoid loss by wind.
The following seed and fertilizer mix will be used:
2
3
Agricultural lime 2,0004/acre
Fertilizer 1,000#/acre
Fescue (Ky-31) 1009/acre
Clover 209/acre
Rye Grain 1204/acre
Shrub Lespedeza2 30#/acre
2In Spring planting use hulled seed, in Fall use unhulled seed.
4. After a vegetation growth is established, fertilization and
reseeding will continue as needed until a sod layer is
established.
5. Decorative landscaping may be added as a beautification project
in stable areas, but only in areas not subject to erosion and heavy
runoff. If landscaping is used in any area that is not level a felt
or silt blanket shall be used to prevent erosion. Areas with only
mulch for a ground cover shall be inspected weekly for signs of
erosion and runoff flow problems.
6. All erosion and sediment controls shall be seeded as soon as they
are constructed.
Maintenance Plan
1. All erosion and sediment control will be checked for stability
following each runoff producing rainfall but in no case less than once
every week. Any needed repairs will be made immediately to
maintain all controls as designed.
2. Sediment will be removed from the rock check dains when the
storage capacity has been 50% filled.
3. All seeded areas will be fertilized, reseeded as necessary and mulched
according to specification in the vegetation plan to maintain a
vigorous dense vegetation cover.
4. If any sediment is being carried off site by runoff, sediment fence
shall be placed to collect the sediment.
5. Culverts shall be inspected for loose or misplaced stones, straw and
other debris that could prevent the flow of runoff.
Table 6.62b Specifications For Sediment Fence Fabric
Temporary Silt Fence Material
Test Material Units
Grab Strergtn ASTM D 4632 N (lbs)
------------------
l Machine Direction
't
l X-Machine Direction
Permittivityi ASTM D 4491 sec-1
Apparent Opening Size' A;TM D 4751 mm
(US Sieve T)
Ultraviolet Stabili %
h' ASTM D 4355 Retained
Strength
Silt Fence support shall consist of 14 gage steel wire with a mesh span
equivalent strength.
These default values are based on empirical evidence with a variety of
previous experience andior site or regionally specific geotextile tests in a
by the agency to confirm suitability of these requirements.
As measured in accordance with Test Method D 4632.
property Requirements ?.
Su'pported' Un-Supported'
Silt Fence Silt Fence Type of
Value

400 550 MARV
(90) (90)
400 450 MARV
(90) (90)
0.05 0.05 MARV !
0.60 0.60 Max. ARV}
(30) (30)
70% after 7011 after
500h of exposure 500h of exposure
Typical
f
zg of 150 mm (6 inches). or prefabricated poylmer mesh of
sediment. For environmentally sensitive areas, a review of
xordance Mth Test Method D 5141 should be performed
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
sufficient to cause failure of the structure. t
3. Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessan. securely fasten the filter
cloth only at a support post with 4 feet minimum overlap to the next post.
4. Support standard strength filter fabric by %s ire mesh fastened securer to
the upslope side of the posts. Extend the wire mesh support to the bottom of
the trench. Fasten the -wire reinforcement. then fabric on the upslope side of
the fence post. Wire or plastic zip ties should haNTe ininitnu n 50 pound tensile
strength-
S. Then a wire mesh support fence is used. space posts a maximum of 8 feet
apart. Suppon posts should be driven securely into the around a minimum of
inches. `
6. Extra strength filter fabric with 6 feet post spacing does not require wire
mesh support fence. Securely fasten the filter fabric directly to posts. Wire or
plastic zip ties should have minimum 50 pound tensile strength.
7. Exca? ate a trench approximateh' -i inches %ti ide and 8 inches deep aiong
the proposed line of posts and upslope froni the barrier (Figure 6.62a).
8. Place 12 inches of the fabric along the bottoni and side of the trench.
9. Baekfill the trench with soil placed o%er the filter fabric and compact.
ThorouLth compaction of the back-fill is critical to silt tence performance.
10. Do not attach filter fabric to existing trees.
Practice Standards and Specific'atrons
8' max. standard strength fabric with wire fence
6' max. extra strength fabric without wire fence
Steel C
post
C
Wire ,? 18 24
fence
t
8" down & 4"
forward along
24" the trench
24"
Plastic or
wire ties
Natural
ground
r/
Filter
fabric
Wire
fence
Cross-Section
View
Filter
Steel fabric Backfill trench
post and compact Natural
/thoroughly ground
Y
min
,• ,? 8
. , ., 4 • • . min
Figure 6.62a Installation detail of a sediment fence.
xe%. 6/06
6.62. 5
Construction Construction
Specifications Even if properly designed, if not properly installed, RECP's will probably
not function as desired. Proper installation is imperative. Even if properly
installed, if not properly timed and nourished, vegetation will probably not
grow as desired. Proper seed/vegetation selection is also imperative.
Grade the surface of installation areas so that the ground is smooth and loose.
When seeding prior to installation, follow the steps for seed bed preparation,
soil amendments, and seeding in Surface Stabilization, 6, 1. All gullies, rills,
and any other disturbed areas must be fine graded prior to installation. Spread
seed before RECP installation. (Important: Remove all large rocks, dirt clods,
stumps, roots, grass clumps, trash, and other obstructions from the soil surface
to allow for direct contact between the soil surface and the RECP.)
Terminal anchor trenches are required at RECP ends and intermittent trenches
must be constructed across channels at 25-foot intervals. Terminal anchor
trenches should be a minimum of 12 inches in depth and 6 inches in width,
while intermittent trenches need be only 6 inches deep and 6 inches wide.
installation for Slopes- Place the RECP 2-3 feet over the top of the slope
and into an excavated end trench measuring approximately 12 inches deep
by 6 inches wide. Pin the RECP at 1 foot intervals along the bottom of the
trench, baekfill, and compact. Unroll the RECP down (or along) the slope
maintaining direct contact between the soil and the RECP. Overlap adjacent
rolls a minimum of 3 inches. Pin the RECP to the ground using staples or
pins in a 3 foot center-to-center pattern. Less frequent stapling/pinning is
acceptable on moderate slopes.
6.17.8
Rev. 6/06
Practice Standards and Specifications
Installation in Channels- Excavate terminal trenches (12 inches deep and 6
inches wide) across the channel at the upper and lower end of the lined channel
sections. At 25-foot intervals along the channel, anchor the RECP across the
channel either in 6 inch by 6 inch trenches or by installing two closely spaced
rows of anchors. Excavate longitudinal trenches 6 inches deep and wide along
channel edges (above water line) in which to bury the outside RECP edges.
Place the first RECP at the downstream end of the channel. Place the end of
the first RECP in the terminal trench and pin it at 1 foot intervals along the
bottom of the trench.
Note: The RECP should be placed upside down in the trench with the roll on
the downstream side of the bench.
Once pinned and backfilled, the RECP is deployed by wrapping over the
top of the trench and unrolling upstream. If the channel is wider than the
provided rolls, place ends of adjacent rolls in the terminal trench, overlapping
the adjacent rolls a minimum of 3 inches. Pin at I foot intervals, backfill, and
compact. Unroll the RECP in the upstream direction until reaching the first
intermittent trench. Fold the RECP back over itself, positioning the roll on
the downstream side of the trench, and allowing the mat to conform to the
trench.
Then pin the RECP (two layers) to the bottom of the trench, backfill, and
compact. Continue up the channel (wrapping over the top of the intermittent
trench) repeating this step at other intermittent trenches, until reaching the
upper terminal trench.
At the upper terminal trench, allow the RECP to conform to the trench,
secure with pins or staples, backfill, compact and then bring the mat back
over the top of the trench and onto the existing mat (2 to 3 feet overlap in the
downstream direction), and pin at 1 foot intervals across the RECP. When
starting installation of a new roll, begin in a. trench or shingle-lap ends of rolls
a minimum of 1 foot with upstream RECP on top to prevent uplifting. Place
the outside edges of the RECP(s) in longitudinal trenches, pin, backfill, and
compact.
Anchoring Devices-ll gauge, at least 6 inches length`by l inch width staples
or 12 inch minimum length wooden stakes are recommended for anchoring the
RECP to the ground.
Drive staples or pins so that the top of the staple .orpin is flush with the ground
surface. Anchor each RECP every 3 feet along its center. Longitudinal
overlaps must be sufficient to accommodate row of anchors and uniform
along the entire length of overlap and anchored* every 3 ,feet along the overlap
length, Roll ends may be spliced by overlapping ;l foot (in the direction of
water flow), with. the upstream/upslope mat placed on top of the downstream/
downsiope RECP. This overlap should be anchored at 1 foot spacing across
the RECP. When installing multiple width mats heat seamed in the factory, all
factory seams and field overlaps should be similarly anchored.
Rev. 6/06
6.17.9
Figure 6.17d Temporary Channel Liners; Washington State Department of Ecology
Overlap 6" min. Excavate channel to design
p grade and cross-section
t? _is?:
Overcut channel 2" to al
during seedbed preparati
Typical installation
with erosion control
blankets or turf
reinforcement mats
Longitudinal
anchor trench

Prepor
install
temp
NOTE5:
1. Design velocities exceeding 2 ft/sec require temporary blankets, mats or similar liners to protect
seed and soil until vegetation becomes established.
2. Grass-lined channels with design velocities exceeding 6 ft/sec should include turf reinforcement
mats
6.17.10
Rev, 6/06
Intermittent check slot
Shingle-lap spliced ends or begin new
Longitudinal anchor trench
Practice Standards and Specifications
Figure 6.17e Channel Installation and Slope Installation; Washington State Ecology Department
Longitudinal anchor
trench
Stake at T-5'
intervals
Initial channel
anchor trench
NOTE:
1. Check slots to be constructed per manufacturers specifications
2. Stacking or stapling layout per manufacturers specifications.
Terminal slope and
channel anchor trench
Intermittent
check slot
Slope surface shall be smooth before If there is a berm at the top of
placement for proper soil contact, slope, anchor upslope of the berm.
Stapling pattern as Min. 2„
overla Anchor in 6"x6" min, Trench
per manufacturers and staple at 12" intervals,
recommendations.

Do not stretch blankets/matting tight-allow
the rolls to any irregularities,
For slopes less than 3H:1V, rolls
may be placed in horizontal strips.
Rev. 6/06
Min. 6" overlap.
Staple overlaps
max. 5" spacing,
Bring material down to a level area,
turn the end under 4" and staple at 12"
intervals.
Lime, fertilize, and seed before installation. Planting
of shrubs, trees, etc. should occur after installation.
6.17.11
D
Maintenance 1. Inspect Rolled Erosion Control Products at least weekly and after each
significant (1/2 inch or greater) rain fall event repair immediately.
2. Good contact with the ground must be maintained, and erosion must not
occur beneath the RECP.
3. Any areas of the RECP that are damaged or not in close contact with the
ground shall be repaired and stapled.
a. If erosion occurs due to poorly controlled drainage, the problem shall be
fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until ground cover os
established.
References Sprague, C. Joel. TRY Environmental, Inc. "Green Engineering, Design
principles and applications using rolled erosion control products"
Storm Water Management Manual for Western Washington, Washington State
Department of Ecology, Water Quality Program
http://www.ecy.wa.gov/programs/wq/ston-nwater/index.html
Erosion Control Technology Council, http://www.ectc.org

6.17.12
Rev. 6/06
Sediment trap Summary
Trap Size Capacity ft'
T-1 10'X 20'X 3' 600
T2 10'X20'X3' 600
T3 10'X 20'X 3' 600
T4 10'X20'X3' 600
T5 12'X 20'X,3' 720
T6 20'X 70'X 3' 4200
T7 10'X 20'X 3' 600
T8 20'X 70'X 3' 4200
Gravel and Rip Rap Sediment Basin / Trap
Construction Specifications
5' Min.
314 Clean Stone'
1800 Cu. Ft.lAcre
5' Max.
e!f; Rip Rap Stana
t ri
Cross Section Emergency By-pass 6"
below top of settled dam
and on natural ground
4' Min.
Filter Fabric
3' Min.
1. Clear Grub and strip the area under the spillway area of all vegetation and root mat.
2. Excavate pond area below ground level and as required to construct to proper size
3. Using clean fill materials free of roots, woody vegatation and largs oragnic materials
place fill in lifts not to exceed 9" and machine compact.
4. Construct dam and stone spillway to dimentions, slopes and depts as specified.
5. Ensure that the spillwat crest is level and at lease 1.5' below the top of the dam at all
points.
6. Rip Rap Stone used for the spillway section shall be 6 to 9 inches in size and placed
on filter fabric.
7. Stone used for the inside face of the filter shall be 3/4 clean stone.
8. Extend the stone outlet a minimum of 6' to prevent scouring.
9. Ensure that the emergency spillway is constructed on natural ground (earth).
10. Stabilize the embankments and any other disturbed areas and seed using the
vegetation plan guidelines and specifications
F6]
Figure 6.65a Porous baffles in a sediment basin. The flow is distributed evenly across the basin to reduce
flow rates and turbulence, resulting in greater sediment retention.
Baffles need to be installed correctly in order fully provide their benefits.
Refer to Figure 6.65b and the following key points:
• The baffle material needs to be secured at the bottom and sides using
staples or by trenching as for silt fence.
• Most of the sediment will accumulate in the first bay, so this should be
readily accessible for maintenance.
Support rope Support post,
to wire to pre- 24"into bottom
vent sagging or side Stake to support
Figure 6.65b Cross-section of a porous baffle in a sediment basin. Note that there is no weir because the water
flows through the baffle material.
6.65.2
Re%'. 6/06
? vn- itm m ur Stmtlar, STaplea or
trenched into bottom or side
Practice Standards and Vpeci/ications
N
N
0
U
Z
C_
0
a-
L
0)
O
T

u
Ln
(D
(D
d
7
Ll-
iccv. wuo ().OJ.3
0

Estimated sediment storage required (cu ft)
Thousands
o w o u+ ? ?
0
0
CL m
46<
?o
II-CO
y
m = A
d CL v V
Co
O a m G
cx. y C O
y ? ?D
co CD
0
y y
m
O
i
8.0736 Rev. U193
Culvert Summary
All culverts are Smooth wall lined plastic
Culvert Diameter
BC-C1 15 in
BC-C1a 30 in
BC-C2 30 in
BC-C3 15 in
BC-C4 30 in
BC-C5 15 in
BC-C6 15 in
BC-C7 18 in
BC-C8 15 in
BC-C9 15 in
BC-C10 15 in
BC-C11 18 in
BC-C12 24 in
BC-C13 15 in
BC-C14 30 in
BC-C15 15 in
BC-C16 15 in
BC-C17 15 in

Runoff Calculations for Culvert BC-C1
n.,nnri r,+inr,
Acres C-Value Coef.
Bare Sand vSoil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.076 0.15 0.0114
Woodlands 0.51 0.1 0:051
Roadway ravel 0.101 0.35 0.0354
imais u.bui u.uyiu
C= 0.1 (coef) / 0.687 (acres; = 0.1423
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1423 X 7.06 X 0.687 = 0.6901 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.1423 X 5.21 X 0.687 = 0.5093 cfs
Project Description BC-C1
Worksheet Circular Channel - BC-C1
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.080000 ft/ft
Diameter 15 in
Discharge 0.69 cfs
Results
Depth 0.15 ft
Flow Area 0.1 ft2
Wetted Perimeter 0.87 ft
Top Width 0.80 ft
Critical Depth 0.32 ft
Percent Full 11.7 %
Critical Slope 0.003095 f 1ft
Velocity 8.58 ft/s
Velocity Head 1.14 ft
Specific Energy 1.29 ft
Froude Number 4.78
Maximum Discharge 25.55 cfs
Discharge Full 23.75 cfs
Slope Full 0.000068 ft/ft
Flow Type Supercritical
15 in
I
0.15 ft
--I-------- _J
VA L-
H:1.0
NTS
Runoff Calculations for Culvert BC-C1a
Acres C-Value Coef.
Bare Sand vSoil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.0572 0.15 0.0086
Woodlands 48.81 0.1 4.881
Roadway ravel 0.376 0.35 0.1316
I otals 49243 5.U11L
C = 5.02 (coef) / 49.24 (acres; = 0.102
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.102 X 7.06 X 49.24 = 35.45 cfs
i = Rainfall Intensity for 2 year, 1 day storm ='5.21 inches
Q = (C)(1) (A) = 0.102 X 5.21 X 49.24 = 26.16 cfs
Project Description BC-C1a
Worksheet Circular Channel - BC-C1 a
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.050000 ft/ft
Diameter 30 in
Discharge 35.45 cfs
Results
Depth 0.93 ft
Flow Area 1.7 ft2
Wetted Perimeter 3.29 ft
Top Width 2.42 ft
Critical Depth 2.02 ft
Percent Full 37.4 %
Critical Slope 0.004534 ft/ft
Velocity 21.18 ft/s
Velocity Head 6.97 ft
Specific Energy 7.91 ft
Froude Number 4.49
Maximum Discharge 128.25 cfs
Discharge Full 119.23 cfs
Slope Full 0.004420 ft/ft
Flow Type Supercritical

30 in
I
0.93 ft
V:1
H:1
NTS
Runoff Calculations for Culvert BC-C2
Pl_
Arm-, (,-Value Coef.
LJGO%11l LIV11
Bare Sand Soil level
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.572 0.15 0.0858
Woodlands 48.81 0.1 4.881
Roadway ravel 0.376 0.35 0.1316
i LAW5 "+y. f w ?.%Jvu-r
C= 5.1 (coef) / 49.76 (acres; = 0.1025
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1025 X 7.06 X 49.76 = 35.995 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1025 X 5.21 X 49.76 = 26.563 cfs
Project Description BC-C2
Worksheet Circular Channel - BC-C2
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.110000 ft/ft
Diameter 30 in
Discharge 36.00 cfs
Results
Depth 0.77 ft
Flow Area 1.3 ft2
Wetted Perimeter 2.93 ft
Top Width 2.30 ft
Critical Depth 2.04 ft
Percent Full 30.6 %
Critical Slope 0.004615 ft/ft
Velocity 28.27 ft/s
Velocity Head 12.42 ft
Specific Energy 13.18 ft
Froude Number 6.70
Maximum Discharge 190.23 cfs
Discharge Full 176.84 cfs
Slope Full 0.004557 ft/ft
Flow Type Supercritical
1-
30 in
0.77 ft
I
V:1 I
H:1
NTS
Runoff Calculations for Culvert BC-C3
UeSGI l IIUI I
0
0
2
0
Bare Sand Soil level .
Bare Soil (sloping) 0 0.25 0
Grassland 0.09 0.15 0.0135
Woodlands 1.65 0.1 0.165
Roadway ravel 0.119 0.35 0.0417
w nrn A 77(17
I UICUZ) 1.U1Ja v•?-?-"'-
C = 0.22 (coef) / 1.859 (acres; = 0.1184
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.1184 X 7.06 X 1.859 = 1.5543 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1184 X 5.21 X 1.859 = 1.147 cfs
Project Description BC-C3
Worksheet Circular Channel - BC-C3
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.030000 ft/ft
Diameter 15 in
Discharge 1.55 cfs
Results
Depth 0.28 ft
Flow Area 0.2 ftz
Wetted Perimeter 1.22 ft
Top Width 1.04 ft
Critical Depth 0.49 ft
Percent Full 22.1 %
Critical Slope 0.003148 ft/ft
Velocity 7.73 ft/s
Velocity Head 0.93 ft
Specific Energy 1.20 ft
Froude Number 3.09
Maximum Discharge 15.65 cfs
Discharge Full 14.54 cfs
Slope Full 0.000343 ft/ft
Flow Type Supercritical
15 in
I
0.218 ft j
VI L
H:1
NTS
Runoff Calculations for Culvert BC-C4

ArrrP,, C-Value Coef.
V V V V I I
Bare Sand Soil level
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.03 0.15 0.0045
Woodlands 46.71 0.1 4.671
Roadway ravel 0.115 0.35 0.0403
i oiais 40.000 +.1 Uo
C = 4.72 (coef) / 46.86 (acres, = 0.1006
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1006 X 7.06 X 46.86 = 33.293 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1006 X 5.21 X 46.86 = 24.569 cfs
Project Description BC-C4
Worksheet Circular Channel - BC-C4
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.090000 ft/ft
Diameter 30 in
Discharge 33.29 cfs
Results
Depth 0.77 ft
Flow Area 1.3 ft2
Wetted Perimeter 2.95 ft
Top Width 2.31 ft
Critical Depth 1.96 ft
Percent Full 31.0 %
Critical Slope 0.004236 ft/ft
Velocity 25.73 ft/s
Velocity Head 10.29 ft
Specific Energy 11.06 ft
Froude Number 6.06
Maximum Discharge 172.07 cfs
Discharge Full 159.96 cfs
Slope Full 0.003899 ft/ft
Flow Type Supercritical
I
30 in
0.77 ft
I
I
V:1
H:1
NTS
Runoff Calculations for Culvert BC-C5
M,.,.,.r;..4;?n Acres C-Value Coef.
vvvvBare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.09 0.15 0.0135
Woodlands 1.4 0.1 0.14
Roadway ravel 0.119 0.35 0.0417
i oiais I .Out) U. 1 UU4
C= 0.2 (coef) / 1.609 (acres; = 0.1213
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1213 X 7.06 X 1.609 = 1.3778 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.1213 X 5.21 X 1.609 = 1.0167 cfs
Project Description BC-C5
Worksheet Circular Channel - BC-C5
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.030000 ft/ft
Diameter 15 in
Discharge 1.38 cfs
Results
Depth 0.26 ft
Flow Area 0.2 ftz
Wetted Perimeter 1.18 ft
Top Width 1.01 ft
Critical Depth 0.46 ft
Percent Full 20.8 %
Critical Slope 0.003127 ft/ft
Velocity 7.46 ft/s
Velocity Head 0.86 ft
Specific Energy 1.12 ft
Froude Number 3.08
Maximum Discharge 15.65 cfs
Discharge Full 14.54 cfs
Slope Full 0.000269 ft/ft
Flow Type Supercritical
15 in
I
I
0,2L6 It
v:1
H:1
NTS
Runoff Calculations for Culvert BC-C6
Arras (?-Value Coef.
vcat+i i uvi i
are Sand Soil level
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.182 0.15 0.0273
Woodlands 0.45 0.1 0.045
Roadwa ravel 0.142 0.35 0.0497
.,
1 otais V. i i 1+ V. «
C = 0.12 (coef) / 0.774 (acres, = 0.1576
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1576 X 7.06 X 0.774 = 0.8613 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1576 X 5.21 X 0.774 = 0.6356 cfs
Project Description BC-C6
Worksheet Circular Channel - BC-C6
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.060000 ft/ft
Diameter 15 in
Discharge 0.86 cfs
Results
Depth 0.17 ft
Flow Area 0.1 ft2
Wetted Perimeter 0.96 ft
Top Width 0.87 ft
Critical Depth 0.36 ft
Percent Full 14.0 %
Critical Slope 0.003082 ft/ft
Velocity 8.29 ft/s
Velocity Head 1.07 ft
Specific Energy 1.24 ft
Froude Number 4.22
Maximum Discharge 22.13 cfs
Discharge Full 20.57 cfs
Slope Full 0.000105 ft/ft
Flow Type Supercritical
f
15 In
i
0.17 ft
i --------
v:1
H:1
NTS
Runoff Calculations for Culvert BC-C7
Arrac -\/al jp Cnef_
LIGJIiI UVI Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.4165 0.15 0.0625
Woodlands 10.752 0.1 1.0752
Roadwa (gravel) 1 0.5086 0.35 0.178
w n w r?
1 otais i i.vi r I.J Ili !
C = 1.32 (coef) / 11.68 (acres, = 0.1127
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.1127 X 7.06 X 11.68 = 9.2887 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.1127 X 5.21 X 11.68 = 6.8547 cfs
Project Description BC-C7
Worksheet Circular Channel - BC-C7
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.060000 ft/ft
Diameter 18 in
Discharge 9.29 cfs
Results
Depth 0.54 ft
Flow Area 0.6 ft2
Wetted Perimeter 1.93 ft
Top Width 1.44 ft
Critical Depth 1.18 ft
Percent Full 36.0 %
Critical Slope 0.005025 ft/ft
Velocity 16.20 ft/s
Velocity Head 4.08 ft
Specific Energy 4.62 ft
Froude Number 4.53
Maximum Discharge 35.98 cfs
Discharge Full 33.45 cfs
Slope Full 0.004627 ft/ft
Flow Type Supercritical
18 in
I
0.514 ft
VI L.
HA
NTS
Runoff Calculations for Culvert BC-C8
nacr-rintinn
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.413 0.15 0.062
Woodlands 1.717 0.1 0.1717
Roadway ravel 0.312 0.35 0.1092
i otals L.44Z U.642U
C = 0.34 (coef) / 2.442 (acres, = 0.1404
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1404 X 7.06 X 2.442 = 2.4205 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.1404 X 5.21 X 2.442 = 1.7862 cfs
Project Description BC-C8
Worksheet
Flow Element
Method
Solve For
Input Data
Circular Channel - BC-C8
Circular Channel
Manning's Formula
Channel Depth
Mannings Coefficient 0.010
Slope 0.050000 ft/ft
Diameter 15 in
Discharge 2.42 cfs
Results
Depth 0.30 ft
Flow Area 0.2 ftz
Wetted Perimeter 1.29 ft
Top Width 1.07 ft
Critical Depth 0.62 ft
Percent Full 24.2 %
Critical Slope 0.003368 ft/ft
Velocity 10.53 ft/s
Velocity Head 1.72 ft
Specific Energy 2.03 ft
Froude Number 4.01
Maximum Discharge 20.20 cfs
Discharge Full 18.78 cfs
Slope Full 0.000831 ft/ft
Flow Type Supercritical
15 in
-1-
0.310 ft
----L--.- -_ _
VA L
HA
NTS
Runoff Calculations for Culvert BC-C9

Aram-, ('.-\/aliie Coef.
vcovuvBare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.218 0.15 0.0327
Woodlands 1.54 0.1 0.154
Roadwa ravel 0.207 0.35 0.0725
1 otais 1.yoU U.4 ut-
C = 0.26 (coef) / 1.965 (acres, = 0.1319
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.1319 X 7.06 X 1.965 = 1.8296 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1319 X 5.21 X 1.965 = 1.3502 cfs
Project Description BC-C9
Worksheet Circular Channel - BC-C9
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.070000 ft/ft
Diameter 15 in
Discharge 1.83 cfs
Results
Depth 0.24 ft
Flow Area 0.2 ft2
Wetted Perimeter 1.14 ft
Top Width 0.99 ft
Critical Depth 0.54 ft
Percent Full 19.4 %
Critical Slope 0.003213 ft/ft
Velocity 10.94 ft/s
Velocity Head 1.86 ft
Specific Energy 2.10 ft
Froude Number 4.69
Maximum Discharge 23.90 cfs
Discharge Full 22.22 cfs
Slope Full 0.000475 ft/ft
Flow Type Supercritical
15 in
i
0.214 ft
---- -- -
VA
HA
N TS
Runoff Calculations for Culvert BC-C10
Orrac iP Coef.
ue5L:1 i LIUI i
Bare Sand Soil level --
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.132 0.15 0.0198
Woodlands 5.408 0.1 0.5408
Roadway ravel 0.1899 0.35 0.0665
_ r ->nnn n r-771
1 VL010 %J.I cuv +•??•
C = 0.63 (coef) / 5.73 (acres, = 0.1094
i = Rainfall Intensity for 10 year, 1 day storm 7.06 inches
Q = (C)(i) (A) = 0.1094 X 7.06 X 5.73 = 4.4271 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1094 X 5.21 X 5.73 = 3.267 cfs
Project Description BC-C10
Worksheet Circular Channel - BC-C10
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.200000 ft/ft
Diameter 15 in
Discharge 4.43 cfs
Results
Depth 0.29 ft
Flow Area 0.2 ft2
Wetted Perimeter 1.26 ft
Top Width 1.06 ft
Critical Depth 0.85 ft
Percent Full 23.2 %
Critical Slope 0.004247 ft/ft
Velocity 20.53 ft/s
Velocity Head 6.55 ft
Specific Energy 6.84 ft
Froude Number 8.01
Maximum Discharge 40.40 cfs
Discharge Full 37.55 cfs
Slope Full 0.002779 ft/ft
Flow Type Supercritical
15 in
029 ft
-J--
V:1 L-
H:1
NTS
Runoff Calculations for Culvert BC-C11
Arrra-, (-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 1.406 0.15 0.2109
Woodlands 5.695 0.1 0.5695
Roadway ravel 2.013 0.35 0.7046
A A A C

C = 1.48 (coef) / 9.114 (acres, = 0.1629
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1629 X 7.06 X 9.114 = 10.484 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1629 X 5.21 X 9.114 = 7.7366 cfs
Project Description BC-C11
Worksheet Circular Channel - BC-C11
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.080000 ft/ft
Diameter 18 in
Discharge 10.48 cfs
Results
Depth 0.53 ft
Flow Area 0.6 ftZ
Wetted Perimeter 1.92 ft
Top Width 1.44 ft
Critical Depth 1.24 ft
Percent Full 35.6 %
Critical Slope 0.005769 ft/ft
Velocity 18.59 ft/s
Velocity Head 5.37 ft
Specific Energy 5.90 ft
Froude Number 5.23
Maximum Discharge 41.55 cfs
Discharge Full 38.62 cfs
Slope Full 0.005895 ft/ft
Flow Type Supercritical
18 in
0.53 ft
V:1 L--.
H:1
NTS
Runoff Calculations for Culvert BC-C12
r _ .-a:
ArrPS C-Value Coef.
V GJVI I 11v11
Bare Sand Soil level
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 2.376 0.15 0.3564
Woodlands 23.016 0.1 2.3016
Roadway (gravel) 1 0.31 0.35 0.1085
n -nnr
Uld15 /_J.!vG L..I Vv.J
C = 2.77 (coef) / 25.7 (acres; = 0.1076
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1076 X 7.06 X 25.7 = 19.531 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1076 X 5.21 X 25.7 = 14.413 cfs
Project Description BC-C12
Worksheet Circular Channel - BC-C12
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.100000 ft/ft
Diameter 24 in
Discharge 19.53 cfs
Results
Depth 0.62 ft
Flow Area 0.8 ft2
Wetted Perimeter 2.37 ft
Top Width 1.85 ft
Critical Depth 1.59 ft
Percent Full 31.1 %
Critical Slope 0.004682 ft/ft
Velocity 23.43 ft/s
Velocity Head 8.53 ft
Specific Energy 9.16 ft
Froude Number 6.16
Maximum Discharge 100.04 cfs
Discharge Full 92.99 cfs
Slope Full 0.004411 ft/ft
Flow Type Supercritical
24 in
---T.
0.62 ft
--- i--.__
VA
HA
NTS
Runoff Calculations for Culvert BC-C13
floerrin4inn
Acres (,-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.174 0.15 0.0261
Woodlands 0.381 0.1 0.0381
Roadway ravel 0.161 0.35 0.0564
Totals 0.716 0.1206
C = 0.12 (coef) / 0.716 (acres; = 0.1684
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.1684 X 7.06 X 0.716 = 0.8511 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1684 X 5.21 X 0.716 = 0.6281 cfs
Project Description BC-C13
Worksheet Circular Channel - BC-C13
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.060000 ft/ft
Diameter 15 in
Discharge 0.85 cfs
Results
Depth 0.17 ft
Flow Area 0.1 ftZ
Wetted Perimeter 0.95 ft
Top Width 0.86 ft
Critical Depth 0.36 ft
Percent Full 13.9 %
Critical Slope 0.003083 ft/ft
Velocity 8.26 ft/s
Velocity Head 1.06 ft
Specific Energy 1.23 ft
Froude Number 4.21
Maximum Discharge 22.13 cfs
Discharge Full 20.57 cfs
Slope Full 0.000103 ft/ft
Flow Type Supercritical
15 in
0.17 ft
v:1
H:1
NTS
Runoff Calculations for Culvert BC-C14
(-Value Coef.
Bare Sand vSoil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 1.966 0.15 0.2949
Woodlands 20.376 0.1 2.0376
Roadway ravel 0.31 0.35 0.1085
i otais LL.bz)L L.'+'+ I
C = 2.44 (coef) / 22.65 (acres, = 0.1078
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1078 X 7.06 X 22.65 = 17.233 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1078 X 5.21 X 22.65 = 12.718 cfs
Project Description BC-C14
Worksheet Circular Channel - BC-14
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.020000 ft/ft
Diameter 30 in
Discharge 17.23 cfs
Results
Depth 0.81 ft
Flow Area 1.4 ftZ
Wetted Perimeter 3.03 ft
Top Width 2.34 ft
Critical Depth 1.40 ft
Percent Full 32.5 %
Critical Slope 0.002843 ft/ft
Velocity 12.45 ft/s
Velocity Head 2.41 ft
Specific Energy 3.22 ft
Froude Number 2.86
Maximum Discharge 81.11 cfs
Discharge Full 75.40 cfs
Slope Full 0.001045 ft/ft
Flow Type Supercritical
30 in
0.61 ft
I
v:1 L--
H:1
NTS
Runoff Calculations for Culvert BC-C15
rlccnrin4inn
Acres C.-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.07 0.15 0.0105
Woodlands 4.65 0.1 0.465
Roadway (gravel) 1 0.121 0.35 0.0424
I otals 4.b41 U.Sl /y
C = 0.52 (coef) / 4.841 (acres; = 0.107
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.107 X 7.06 X 4.841 = 3.656 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.107 X 5.21 X 4.841 = 2.698 cfs
Project Description
Worksheet Circular Channel - BC-C15
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.222200 ft/ft
Diameter 15 in
Discharge 3.66 cfs
Results
Depth 0.26 ft
Flow Area 0.2 ftz
Wetted Perimeter 1.18 ft
Top Width 1.01 ft
Critical Depth 0.77 ft
Percent Full 20.5 %
Critical Slope 0.003843 ft/ft
Velocity 20.15 ft/s
Velocity Head 6.31 ft
Specific Energy 6.57 ft
Froude Number 8.38
Maximum Discharge 42.58 cfs
Discharge Full 39.58 cfs
Slope Full 0.001896 ft/ft
Flow Type Supercritical
15 in
--_ -
0.2tI6 ft
-
-- I - -- - t
VI L
H:1
NITS
Runoff Calculations for Culvert BC-C16
1 - _ _ :.-L:--
Arras (-\/aluP Coef.
vco% I I v1
Bare Sand Soil level
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.92 0.15 0.138
Woodlands 0.402 0.1 0.0402
Roadway ravel 0.978 0.35 0.3423
n ?nnr
I ULd15 L.J v.11cvv
C = 0.52 (coef) / 2.3 (acres, = 0.2263
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.2263 X 7.06 X 2.3 = 3.6747 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.2263 X 5.21 X 2.3 = 2.7118 cfs
Project Description
Worksheet Circular Channel - BC-C16
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.030000 ft/ft
Diameter 15 in
Discharge 3.67 cfs
Results
Depth 0.43 ft
Flow Area 0.4 ft2
Wetted Perimeter 1.56 ft
Top Width 1.19 ft
Critical Depth 0.77 ft
Percent Full 34.3 %
Critical Slope 0.003852 ft/ft
Velocity 9.88 ft/s
Velocity Head 1.52 ft
Specific Energy 1.95 ft
Froude Number 3.11
Maximum Discharge 15.65 cfs
Discharge Full 14.54 cfs
Slope Full 0.001915 ft/ft
Flow Type Supercritical
15 in
1
0.43 ft
v:1 1
H:1
NTS
Runoff Calculations for Culvert BC-C17
Description Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.073 0.15 0.011
Woodlands 0 0.1 0
Roadway ravel 0.046 0.35 0.0161
Totals 0.119 0.0271
C = 0.03 (coef) 1 0.119 (acres; = 0.2273
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.2273 X 7.06 X 0.119 = 0.191 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.2273 X 5.21 X 0.119 = 0.1409 cfs
Project Description
Worksheet Circular Channel - BC-C17
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Slope 0.280000 ft/ft
Diameter 15 in
Discharge 0.19 cfs
Results
Depth 0.06 ft
Flow Area 2.1e-2 ft'
Wetted Perimeter 0.55 ft
Top Width 0.53 ft
Critical Depth 0.17 ft
Percent Full 4.7 %
Critical Slope 0.003383 ft/ft
Velocity 8.99 ft/s
Velocity Head 1.26 ft
Specific Energy 1.32 ft
Froude Number 7.93
Maximum Discharge 47.80 cfs
Discharge Full 44.43 cfs
Slope Full 0.000005 ft/ft
Flow Type Supercritical
15 in
0.ft_ ...
V:1 1_..._.
H:1
NTS
Rip Rap Apron Energy Dissipator
Pipe Pipe Slope
Diameter in M
Inches L,D,W,S 0.5 1.0 2.0 4.0 6.0
15 L= (ft) 5 5 7.5 7.5 10
W= (ft) 4 4 5.5 5.5 6.5
D= (in) 9 9 24 24 24
S= (class) A 24 B B B/1
18 - L= (ft) 6 9- 9 12 12
W= (ft) 4.5 6 6 7.5 7.5
- D= (in) 9 24 24 24 24
S= (class) A B B B/1 B/1
24 L= (ft) 12 12 16 20 24
W= (ft) 8 8 10 12 14
D= (in) 24 24 24 24 24
S= (class) B B B/1 1 1
30 L= (ft) 15 15 20 30 30
W= (ft) 10 10 12.5 17.5 17.5
D= (in) 24 24 24 24 24
S= (class) B B B11 1 1
36 L= (ft) 18 24 30 36
W= (ft) 12 15 18 21
D= (in) 24 24 24 24
S= (class) B B/1 B/1 1
42 L= (ft) 28 28 42
W= (ft) 17.5 17.5 24.5
D= (in) 24 24 24
S= (class) B/I Bill B/1
48 L= (ft) 32 4 48
W= (ft) 20 24 28
D= (in) 24 24 24
S= (class) B/1 B/1 1
54 L= (ft) 36 45 54
W= (ft) 22.5 27 31.5
D= (in) 24 24 24
S= (class) B/1 1 1
60 L= (ft) 40 50
W= (ft) 25 30
D= (in) 24 30
S= (class) 1 1 /2
66 L= (ft) 55 66
W= (ft) 35 38.5
D= (in) 30 30
S= (class) 1 /2 1 /2
72 L= (ft) 60 72
W= (ft) 36 42
D= (in) 30 30
S= (class) 1 /2 1 /2
L= Lenath of Apron (ft) W= Width of Anron ft
D= Thickness of stone (in) S= Class of stone
Recommendations only - install as much pad as space allows
Filter fabric should be used

PIPE DIA.

RIPRAP

TYPICAL CONC.
FLARED END
SECTION

ISOMETRIC VIEW
i
do = PIPE DIA
La = APRON LENGTH
W = APRON WIDTH
3 X PIPE ° MIN
d = APRON DEPTH
NOTES:
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS
1. La is the length of the riprap apron.
2. d = 1.5 times the maximum stone diameter but
not less than 6"
PLAN
Filter blanket
3.. A filter blanket or filter fabric should be
installed between the riprap and soil foundation.
Ditch Design Calculations
Input data for these calculations were taken from the North Carolina Erosion
and Sediment Control Planning and Design Manual and the attached topo
Map. All times of concentration were found to be less than 5 minutes.
Rainfall intensity: 2 year storm = 5.71 inches (Table, 803c)
10 year storm = 7.50 inches (Table, 803c)
Runoff Calculations: Q = CiA
Q = Discharge (cfs)
I = Rainfall intensity (inches/hour)
A = Drainage Area (acres)
Manning's n: Bare Soil = 0.035
(Table 805) Jute Netting = 0.028
Straw w/netting = 0.065
Rip Rap Stone = 0.104
Permissible Shear Stress: Jute Net = 0.045psf
(Table 805) Straw w/netting = 1.45psf
Rip Rap Stone = 4.00lb/ft2
Hydraulic Radius = A/P = Ratio of flow area to wetted perimeter
VR = Product of velocity and hydraulic radius (Fig. 805c) for grass lined
channel manning's n.
Velocities greater than 2 fps must use temporary or permanent linings
Shear Stress Calculations: T = yds
T = Shear Stress
Y = Unit weight of water (62.41b/ft2)
D = Flow depth in Ft
S = Channel Gradient in ft/ft
Ditch Summary
Ditch Lining
BC-D1 Grass
BC-D2 Grass
BC-D3 Grass
BC-D4 Grass
BC-D5 Grass
BC-D6 Grass
BC-D7 Grass
BC-D8 Grass
BC-D9 Grass
BC-D10 Grass
BC-D11 Grass
BC-D12 Grass
BC-D13 Grass
BC-D14 Grass
BC-D14a Grass
BC-D15 Rip Rap
BC-D16 Rip Rap
BC-D17 Grass
BC-D18 Grass
BC-D19 Grass
BC-D20 Grass
BC-D21 Grass
BC-D22 Grass
BC-D22a Grass
BC-D23 Grass
Temporary Liner
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Jute Lining
Jute Lining
Straw Liner w/ Net
Jute Lining
Straw Liner w/ Net
Jute Lining
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Jute Lining
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Straw Liner w/ Net
Jute Lining
Straw Liner w/ Net
Runoff Calculations for Ditch BC-D1
nPSr rintinn
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.076 0.15 0.0114
Woodlands 0.51 0.1 0.051
Roadway ravel 0.101 0.35 0.0354
Totals 0.687 0.0978
C = 0.0978 (coef) / 0.687 (acres) = 0.1422853
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1423 X 7.06 X 0.687 = 0.690115 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1423 X 5.21 X 0.687 = 0.5092775 cfs
Project Description BC-D1
Worksheet Trapezoidal Channel - BC-D1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.145000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.73 cfs
Results
Depth 0.07 ft
Flow Area 0.2 ftZ
Wetted Perimeter 2.17 ft
Top Width 2.07 ft
Critical Depth 0.16 ft
Critical Slope 0.012238 ft/ft
Velocity 4.82 ft/s
Velocity Head 0.36 ft
Specific Energy 0.44 ft
Froude Number 3.13
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.145000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.56 cfs
Results
Depth 0.08 ft
Flow Area 0.2 ftZ
Wetted Perimeter 2.17 ft
Top Width 2.08 ft
Critical Depth 0.13 ft
Critical Slope 0.024989 ft/ft
Velocity 3.52 ft/s
Velocity Head 0.19 ft
Specific Energy 0.27 ft
Froude Number 2.25
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.08 X 0.145 = 0.72384 Ib/ftZ Permissible shear stress if 0.45lb/ftZ
Shear stress is too high
Project Description
Worksheet Trapezoidal Channel - BC-D1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.145000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.56 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ft2
Wetted Perimeter 229 ft
Top Width 2.13 ft
Critical Depth 0.13 ft
Critical Slope 0.134667 ft/ft
Velocity 2.08 ft/s
Velocity Head 0.07 ft
Specific Energy 0.20 ft
Froude Number 1.03
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.13 X 0.145 =1.17624 Ib/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.08 x (0.3/2.29) =0.27 Mannings (Curve E figure 805c) = 0.057
Project Description
Worksheet Trapezoidal Channel - BC-D1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.057
Slope 0.145000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.69 cfs
Results
Depth 0.14 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.30 ft
Top Width 2.14 ft
Critical Depth 0.15 ft
Critical Slope 0.100284 ft/ft
Velocity 2.45 ft/s
Velocity Head 0.09 ft
Specific Energy 0.23 ft
Froude Number 1.19
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.45 is OK
0.14 ft
2.00 ft -
V:1 [-
:2.0
H:2.0
NTS
Runoff Calculations for Ditch BC-D2

Acres C.-Value Coef.
V t/JV11
Bare Sand Soil level
0
0.2
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.09 0.15 0.0135
Woodlands 1.65 0.1 0.165
Roadway ravel 0.119 0.35 0.0417
i otais i .oua V.LLVL
C = 0.2202 (coef) / 1.859 (acres) = 0.1184239
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1184 X 7.06 X 1.859 = 1.554259 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1184 X 5.21 X 1.859 = 1.1469815 cfs
Project Description BC-D2
Worksheet Trapezoidal Channel - BC-D2
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.115000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.55 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.28 ft
Top Width 2.13 ft
Critical Depth 0.26 ft
Critical Slope 0.011122 ft/ft
Velocity 5.94 ft/s
Velocity Head 0.55 ft
Specific Energy 0.68 ft
Froude Number 2.99
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D2
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.115000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.15 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.29 ft
Top Width 2.13 ft
Critical Depth 0.21 ft
Critical Slope 0.022588 ft/ft
Velocity 4.30 ft/s
Velocity Head 0.29 ft
Specific Energy 0.42 ft
Froude Number 2.14
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.13 X 0.115 = 0.93288 Ib/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D2
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.115000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.15 cfs
Results
Depth 0.19 ft
Flow Area 0.5 ftZ
Wetted Perimeter 2.92 ft
Top Width 2.69 ft
Critical Depth 0.18 ft
Critical Slope 0.121950 ft/ft
Velocity 2.35 ft/s
Velocity Head 0.09 ft
Specific Energy 0.27 ft
Froude Number 0.97
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.19 X 0.115 =1.36lb/ft2 Permissible shear stress if 1.451b/ft2 Temporary Lining OK
VR= 2.35 x (0.5/2.92) =0.40 Mannings (Curve E figure 805c) = 0.05
Project Description
Worksheet Trapezoidal Channel - BC-D2
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.050
Slope 0.115000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.55 cfs
Results
Depth 0.19 ft
Flow Area 0.5 ftZ
Wetted Perimeter 2.93 ft
Top Width 2.69 ft
Critical Depth 0.23 ft
Critical Slope 0.069112 ft/ft
Velocity 3.10 ft/s
Velocity Head 0.15 ft
Specific Energy 0.34 ft
Froude Number 1.27
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 3.10 is OK
O.-1p ft
-- --_---2.50 ft- ---- --_ _. _ -i
VA H:2.0
NTS
Runoff Calculations for Ditch BC-D3
nnot-rintinn
Acres C-Value Coef.
Bare Sand rSoil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.03 0.15 0.0045
Woodlands 1.39 0.1 0.139
Roadway ravel 0.115 0.35 0.0403
i otais 1.o15o U. 000
C= 0.1838 (coef) / 1.535 (acres) = 0.1197068
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1197 X 7.06 X 1.535 = 1.297275 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1197 X 5.21 X 1.535 = 0.9573375 cfs
Project Description BC-D3
Worksheet Trapezoidal Channel - BC-D3
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.112000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.38 cfs
Results
Depth 0.12 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.27 ft
Top Width 2.12 ft
Critical Depth 0.24 ft
Critical Slope 0.011274 ft/ft
Velocity 5.64 ft/s
Velocity Head 0.49 ft
Specific Energy 0.61 ft
Froude Number 2.93
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D3
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.112000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.05 cfs
Results
Depth 0.12 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.28 ft
Top Width 2.12 ft
Critical Depth 0.20 ft
Critical Slope 0.022849 ft/ft
Velocity 4.12 ft/s
Velocity Head 0.26 ft
Specific Energy 0.39 ft
Froude Number 2.10
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.12 X 0.112 = 0.84lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D3
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.112000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.05 cfs
Results
Depth 0.18 ft
Flow Area 0.5 ft2
Wetted Perimeter 2.90 ft
Top Width 2.68 ft
Critical Depth 0.17 ft
Critical Slope 0.123620 ft/ft
Velocity 2.26 ft/s
Velocity Head 0.08 ft
Specific Energy 0.26 ft
Froude Number 0.96
Flow Type Subcritical
Determine the shear s tress T=62.4 X 0.18 X 0.112 =1257894 Ib/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.26 x (0.5/2.90) =0.39Mannings (Curve E figure 805c) _ .075
Project Description
Worksheet Trapezoidal Channel - BC-D3
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.075
Slope 0.112000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.30 cfs
Results
Depth 0.22 ft
Flow Area 0.6 ftZ
Wetted Perimeter 3.00 ft
Top Width 2.72 ft
Critical Depth 0.20 ft
Critical Slope 0.159477 ft/ft
Velocity 2.22 ft/s
Velocity Head 0.08 ft
Specific Energy 0.30 ft
Froude Number 0.85
Flow Type Subcritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.22 is OK
0.2'2 ft
- 2.50 ft -
VA
H :2.0
NTS
Runoff Calculations for Ditch BC-D4
Ali-.nnrir?+i^n
AcrP? C-Value Coef_
Bare Sand VSoil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.09 0.15 0.0135
Woodlands 1.4 0.1 0.14
Roadway ravel 0.119 0.35 0.0417
otais 'I .bUy U. I yZ) L
C= 0.1952 (coef) / 1.609 (acres) = 0.1212865
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1213 X 7.06 X 1.609 = 1.377759 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1213 X 5.21 X 1.609 = 1.0167315 cfs
Project Description BC-D4
Worksheet Trapezoidal Channel - BC-D4
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.077000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.38 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ftZ
Wetted Perimeter 2.30 ft
Top Width 2.13 ft
Critical Depth 0.24 ft
Critical Slope 0.011274 ft/ft
Velocity 5.01 ft/s
Velocity Head 0.39 ft
Specific Energy 0.52 ft
Froude Number 2.46
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D4
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.077000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.02 cfs
Results
Depth 0.14 ft
Flow Area 0.3 ftZ
Wetted Perimeter 2.30 ft
Top Width 2.14 ft
Critical Depth 0.20 ft
Critical Slope 0.022937 ft/ft
Velocity 3.62 ft/s
Velocity Head 0.20 ft
Specific Energy 0.34 ft
Froude Number 1.76
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.14 X 0.077 = 0.67lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D4
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.077000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.02 cfs
Results
Depth 0.23 ft
Flow Area 0.5 ft2
Wetted Perimeter 2.51 ft
Top Width 2.23 ft
Critical Depth 0.20 ft
Critical Slope 0.123609 ft/ft
Velocity 2.11 ft/s,
Velocity Head 0.07 ft
Specific Energy 0.30 ft
Froude Number 0.80
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.23 X 0.077 =1.111b/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.11 x (0.5/2.51) =0.42 Mannings (Curve E figure 805c) = 0.049
Project Description
Worksheet Trapezoidal Channel - BC-D4
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.049
Slope 0.077000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.38 cfs
Results
Depth 0.23 ft
Flow Area 0.5 ft2
Wetted Perimeter 2.52 ft
Top Width 2.23 ft
Critical Depth 0.24 ft
Critical Slope 0.067672 ft/ft
Velocity 2.82 ft/s
Velocity Head 0.12 ft
Specific Energy 0.35 ft
Froude Number 1.06
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.82 is OK
0_.2? ft
r - 2.00 ft - -- - -
VA
H:2.0
NTS
Runoff Calculations for Ditch BC-D5
Descrintion
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.04 0.15 0.006
Woodlands 0.19 0.1 0.019
Roadway ravel 0 0.35 0
Totals 0.23 0.025
C = 0.025 (coef) / 0.23 (acres) = 0.1086957
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1087 X 7.06 X 0.23 = 0.1765 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1087 X 5.21 X 0.23 = 0.13025 cfs
rroject Uescription BC-D5
Worksheet Trapezoidal Channel - BC-D5
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.150000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.19 cfs
Results
Depth 0.03 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.07 ft
Top Width 2.03 ft
Critical Depth 0.06 ft
Critical Slope 0.015367 ft/ft
Velocity 2.87 ft/s
Velocity Head 0.13 ft
Specific Energy 0.16 ft
Froude Number 2.82
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D5
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.150000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.14 cfs
Results
Depth 0.03 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.08 ft
Top Width 2.03 ft
Critical Depth 0.05 ft
Critical Slope 0.031715 ft/ft
Velocity 2.10 ft/s
Velocity Head 0.07 ft
Specific Energy 0.10 ft
Froude Number 2.03
Flow Type Supercritical
Determine the shear stres s T=62.4 X 0.03 X 015 = 0.28lb/ft2 Permissible shear stress if 0.45lb/ft2 Temporary' Lining OK
VR= 2.10 x (0.1/2.08) =0.10 Mannings (Curve E figure 805c) = 0.083
Project Description
Worksheet Trapezoidal Channel - BC-D5
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.083
Slope 0.150000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.18 cfs
Results
Depth 0.07 ft
Flow Area 0.2 ftZ
Wetted Perimeter 2.17 ft
Top Width 2.07 ft
Critical Depth 0.06 ft
Critical Slope 0.267633 ft/ft
Velocity 1.17 ft/s
Velocity Head 0.02 ft
Specific Energy 0.10 ft
Froude Number 0.77
Flow Type Subcritical
Tall Fescue permissible veloc ity is 5.0 fps - Velocity of 1.17 is OK
ft
- 2.00 ft - --
v:1 I
H:2.0
NTS
Runoff Calculations for Ditch BC-D6
nPGrrlntinn

Bare Sand Soil level 1"1%11 GJ
0 %..-vaiuC
0.2 vvel.
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.142 0.15 0.0213
Woodlands 0.26 0.1 0.026
Roadway ravel 0.142 0.35 0.0497
i otals 0.544 0.097
C= 0.097 (coef) / 0.544 (acres) = 0.1783088
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1783 X 7.06 X 0.544 = 0.68482 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1783 X 5.21 X 0.544 = 0.50537 cfs
Project Description BC-D6
Worksheet Trapezoidal Channel - BC-D6
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.030000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.68 cfs
Results
Depth 0.12 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.26 ft
Top Width 2.12 ft
Critical Depth 0.15 ft
Critical Slope 0.012360 ft/ft
Velocity 2.87 ft/s
Velocity Head 0.13 ft
Specific Energy 0.24 ft
Froude Number 1.51
Flow Type Supercritical
Velocity too high - temporar y lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D6
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.030000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.51 cfs
Results
Depth 0.12 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.26 ft
Top Width 2.12 ft
Critical Depth 0.12 ft
Critical Slope 0.025373 ft/ft
Velocity 2.08 ft/s
Velocity Head 0.07 ft
Specific Energy 0.19 ft
Froude Number 1.08
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.12 X 0.03 = 0.22lb/ft2 Permissible shear stress if 0.45lb/ft2 Temporary Lining OK
VR=
2.08 x (0.212.26) =0.18 Mannings (Curve E figure 805c) = 0.065
rroject uescnptlon
Worksheet Trapezoidal Channel - BC-D6
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
iviannmgs Coefficient 0.065
Slope 0.030000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.68 cfs
Kesults
Depth 0.24 ft
Flow Area 0.5 ftZ
Wetted Perimeter 2.53 ft
Top Width 2.24 ft
Critical Depth 0.15 ft
Critical Slope 0.130559 ft/ft
Velocity 1.35 ft/s
Velocity Head 0.03 ft
Specific Energy 0.27 ft
Froude Number 0.50
Flow Type Subcritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 1.35 is OK
°.# ft
I I
-2.00 ft-------
VA i
H:2.0
NTS
Runoff Calculations for Ditch BC-D7
rlacrrinfinn
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.16 0.15 0.024
Woodlands 0.6896 0.1 0.069
Roadway ravel 0.169 0.35 0.0592
Totals 1.0186 0.1521
C = 0.1521 (coef) / 1.019 (acres) = 0.1493324
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.1493 X 7.06 X 1.019 = 1.0738966 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1493 X 5.21 X 1.019 = 0.7924931 cfs
Project Description BC-D7
Worksheet Trapezoidal Channel - BC-D7
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.111000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.14 cfs
Results
Depth 0.11 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.24 ft
Top Width 2.11 ft
Critical Depth 0.21 ft
Critical Slope 0.011532 ft/ft
Velocity 5.24 ft/s
Velocity Head 0.43 ft
Specific Energy 0.53 ft
Froude Number 2.87
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D7
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.111000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.87 cfs
Results
Depth 0.11 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.25 ft
Top Width 2.11 ft
Critical Depth 0.18 ft
Critical Slope 0.023429 ft/ft
Velocity 3.83 ft/s
Velocity Head 0.23 ft
Specific Energy 0.34 ft
Froude Number 2.06
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.11 X .111 = 0.76lb/ftz Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D7
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.111000 ft /ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.79 cfs
Results
Depth 0.17 ft
Flow Area 0.4 ftZ
Wetted Perimeter 2.39 ft
Top Width 2.17 ft
Critical Depth 0.17 ft
Critical Slope 0.127898 ft/ft
Velocity 2.17 ft/s
Velocity Head 0.07 ft
Specific Energy 0.25 ft
Froude Number 0.94
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.17X 0.111 =1.17 Ib/ft2 Permissible shear stress if 1.45lb/ftZ Temporary Lining OK
VR= 2.17 x (0.4/2.39) =0.36 Mannin s (Curve E figure 805c) = 0.052
Project Description
Worksheet Trapezoidal Channel - BC-D7
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.052
Slope 0.111000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.07 cfs
Results
Depth 0.18 ft
Flow Area 0.4 ftZ
Wetted Perimeter 2.41 ft
Top Width 2.18 ft
Critical Depth 0.20 ft
Critical Slope 0.078592 ft/ft
Velocity 2.79 ft/s
Velocity Head 0.12 ft
Specific Energy 0.30 ft
Froude Number 1.18
Flow Type Supercritical
Tall Fescue permissible velo city is 5.0 fps - Velocity of 2.79 is OK
0.19 ft
2.00 ft -- - - J
VA
H:.2.0
NTS
Runoff Calculations for Ditch BC-D8
Description
Arrac (:-\/nIiia rnaf
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.17 0.15 0.0255
Woodlands 0 0.1 0
Roadway ravel 0.057 0.35 0.02
1 otals 0.227
C = 0.0455 (coef) / 0.227 (acres) = 0.2002203
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.2002 X 7.06 X 0.227 = 0.320877 cfs
0.0455
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.2002 X 5.21 X 0.227 = 0.2367945 cfs
Project Description BC-D8
Worksheet Trapezoidal Channel - BC-D8
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.169000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.32 cfs
Results
Depth 0.04 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.10 ft
Top Width 2.04 ft
Critical Depth 0.09 ft
Critical Slope 0.013955 ft/ft
Velocity 3.67 ft/s
Velocity Head 0.21 ft
Specific Energy 0.25 ft
Froude Number 3.13
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D8
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.169000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.24 cfs
Results
Depth 0.04 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.10 ft
Top Width 2.04 ft
Critical Depth 0.08 ft
Critical Slope 0.028859 ft/ft
Velocity 2.66 ft/s
Velocity Head 0.11 ft
Specific Energy 0.15 ft
Froude Number 2.24
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.04 X 0.169 = 0.42lb/ft2 Permissible shear stress if 0.45lb/ft2 Temporary Lining OK
VR= 2.66 x (0.1/2.10) =0.22 Mannings (Curve E figure 805c) _ .061
Project Description
Worksheet Trapezoidal Channel - BC-D8
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.061
Slope 0.169000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.32 cfs
Results
uepth 0.09 ft
Flow Area 0.2 ftz
Wetted Perimeter 2.19 ft
Top Width 2.09 ft
Critical Depth 0.09 ft
Critical Slope 0.129815 ft/ft
Velocity 1.85 ft/s
Velocity Head 0.05 ft
Specific Energy 0.14 ft
Froude Number 1.13
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 1.85 is OK
i
2.0 - o ft- 0 -019 ft
I-- _ - ---
v:1I-
H :2.0
NTS
Runoff Calculations for Ditch BC-D9
Description
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.2785 0.15 0.0418
Woodlands 2.692 0.1 0.2692
Roadway ravel 0.325 0.35 0.1138
Totals 3.2955 0.4247
C = 0.4247 (coef) / 3.296 (acres) = 0.1288803
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.1289 X 7.06 X 3.296 = 2.9985585 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1289 X 5.21 X 3.296 = 2.2128173 cfs
Project Description

Worksheet Trapezoidal Channel - BC-D9
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.096000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 3.00 cfs
Results
Depth 0.20 ft
Flow Area 0.4 ft2
Wetted Perimeter 2.45 ft
Top Width 2.20 ft
Critical Depth 0.40 ft
Critical Slope 0.010460 ft/ft
Velocity 7.12 ft/s
Velocity Head 0.79 ft
Specific Energy 0.99 ft
Froude Number 2.87
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
rroject uescription
vvorKsneet Trapezoidal Channel - BC-D9
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.096000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 2.21 cfs
Results
ueptn 0.20 ft
Flow Area 0.4 ft2
Wetted Perimeter 2.46 ft
Top Width 2.20 ft
Critical Depth 0.33 ft
Critical Slope 0.021035 ft/ft
Velocity 5.14 ft/s
Velocity Head 0.41 ft
Specific Energy 0.62 ft
Froude Number 2.05
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.20 X 0.096 = 1.20 Ib/ft2 Permissible shear stress if 0
45lb/ft2
Shear stress is too high .
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D9
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.096000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.50 ft
Discharge 2.21 cfs
Results
Depth 0.24 ft
Flow Area 0.9 ft2
Wetted Perimeter 4.04 ft
Top Width 3.74 ft
Critical Depth 0.23 ft
Critical Slope 0.112100 ft/ft
Velocity 2.54 ft/s
Velocity Head 0.10 ft
Specific Energy 0.34 ft
Froude Number 0.93
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.24 X .096 =1.44 Ib/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.54 x (.9/4.04) =0.57 Mannin s (Curve E figure 805c) = 0.043
Project Description
Worksheet Trapezoidal Channel - BC-D9
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.043
Slope 0.096000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.50 ft
Discharge 3.00 cfs
Results
Depth 0.22 ft
Flow Area 0.8 ft2
Wetted Perimeter 4.00 ft
Top Width 3.72 ft
Critical Depth 0.28 ft
Critical Slope 0.046877 ft/ft
Velocity 3.70 ft/s
Velocity Head 0.21 ft
Specific Energy 0.44 ft
Froude Number 1.40
Flow Type Supercritical
Tall Fescue permissible velo city is 5.0 fps - Velocity of 3.70 is OK
0.2;2 ft
?- --
-._ --- - 3.50 ft -----
VA i
H:2.0
NTS
Runoff Calculations for Ditch BC-D10
Descrintion

Bare Sand Soil level /1li1GJ
0 t/-vaiuC UUel.
0.2 0
Bare Soil (sloping) 0 0
25 0
G
l .
rass
and 0.175 0
15 0
0263
W
dl
d . .
oo
an
s 0.2 0
1 0
02
R
d . .
oa
way (gravel) I 0.1147 0.35 0.0401
i otais 0.4897 0.0864
C = 0.0864 (coef) / 0.49 (acres) = 0.1764243
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1764 X 7.06 X 0.49 = 0.6099487 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1764 X 5.21 X 0.49 = 0.450118 cfs
Project Description BC-D10
Worksheet Trapezoidal Channel - BC-D10
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.033000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.61 cfs
Results
Depth 0.10 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.23 ft
Top Width 2.10 ft
Critical Depth 0.14 ft
Critical Slope 0.012575 ft/ft
Velocity 2.84 ft/s
Velocity Head 0.12 ft
Specific Energy 0.23 ft
Froude Number 1.56
Flow Type Supercritical
Velocity too high - tempo rary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D10
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.033000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.45 cfs
Results
Depth 0.11 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.24 ft
Top Width 2.11 ft
Critical Depth 0.12 ft
Critical Slope 0.025848 ft/ft
Velocity 2.05 ft/s
Velocity Head 0.07 ft
Specific Energy 0.17 ft
Froude Number 1.12
Flow Type Supercritical
Determine the shear stres s T=62.4 X 0.11 X 0.033 = 0.23lb/ft2 Permissible shear stress if 0.45lb/ft2 Temporary Lining OK
VR= 2.05x (0.2/2.24) = 0.18 Mannings (Curve E figure 805c) = 0.068
Project Description
Worksheet Trapezoidal Channel - BC-D10
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.068
Slope 0.033000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.61 cfs
Results
Depth 0.22 ft
Flow Area 0.5 ftZ
Wetted Perimeter 2.50 ft
Top Width 2.22 ft
Critical Depth 0.14 ft
Critical Slope 0.145372 ft/ft
Velocity 1.30 ft/s
Velocity Head 0.03 ft
Specific Energy 0.25 ft
Froude Number 0.50
Flow Type Subcritical
Tall Fescue permissible veloci ty is 5.0 fps - Velocity of 1.30 is OK
0_2? ft
--2.00 ft
V:1
H:2.0
NTS
Runoff Calculations for Ditch BC-D11
Descrintion
Arrae (`-\/nh is (`nof
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.138 0.15 0.0207
Woodlands 1.28 0.1 0.128
Roadway ravel 0.1836 0.35 0.0643
I otals 1.6016 0.213
C = 0.213 (coef) / 1.602 (acres) = 0.132967
i = Rainfall Intensity for 10 year, 1 day storm 7.06 inches
Q = (C)(i) (A) = 0.133 X 7.06 X 1.602 = 1.5034976 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.133 X 5.21 X 1.602 = 1.1095216 cfs
Project Description
Worksheet Trapezoidal Channel - BC-D11
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.090000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.50 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.30 ft
Top Width 2.13 ft
Critical Depth 0.25 ft
Critical Slope 0.011166 ft/ft
Velocity 5.43 ft/s
Velocity Head 0.46 ft
Specific Energy 0.59 ft
Froude Number 2.66
Flow Type Supercritical
Velocity too high - temporary lining required Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D11
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.090000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.50 cfs
Results
Depth 0.16 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.37 ft
Top Width 2.16 ft
Critical Depth 0.25 ft
Critical Slope 0.021885 ft/ft
Velocity 4.38 ft/s
Velocity Head 0.30 ft
Specific Energy 0.46 ft
Froude Number 1.94
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.16 X 0.09 = 0.89lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet
Flow Element
Method
Solve For
Trapezoidal Channel - BC-D11
Trapezoidal Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.090000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.50 cfs
Results
Depth 0.24 ft
Flow Area 0.6 ft2
Wetted Perimeter 3.03 ft
Top Width 2.74 ft
Critical Depth 0.22 ft
Critical Slope 0.117367 ft/ft
Velocity 2.40 ft/s
Velocity Head 0.09 ft
Specific Energy 0.33 ft
Froude Number 0.88
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.24 X 0.09 = 1.35lb/ft2 Permissible shear stress if 1.45lb/ft2
VR= 2.40 x (0.6/3.03) =0.0.475 Mannin s (Curve E figure 805c) = 0.048
Project Description
Worksheet Trapezoidal Channel - BC-D11
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.048
Slope 0.090000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.50 cfs
Results
Depth 0.20 ft
Flow Area 0.5 ft2
Wetted Perimeter 2.94 ft
Top Width 2.70 ft
Critical Depth 0.22 ft
Critical Slope 0.064003 ft/ft
Velocity 2.91 ft/s
Velocity Head 0.13 ft
Specific Energy 0.33 ft
Froude Number 1.17
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.91 is OK
0.2IO ft
2.50 ft
V:1 j..:.
H:2.0
NTS
Runoff Calculations for Ditch BC-D12
Descrintion
Arras is r..naf
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.11 0.15 0.0165
Woodlands 0.34 0.1 0.034
Roadway ravel 0.11 0.35 0.0385
Totals 0.56
C = 0.089 (coef) / 0.56 (acres) = 0.1589286
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1589 X 7.06 X 0.56 = 0.62834 cfs
0.089
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1589 X 5.21 X 0.56 = 0.46369 cfs
Project Description BC-D12
Worksheet Trapezoidal Channel - BC-D12
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.182000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.63 cfs
Results
Depth 0.06 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.14 ft
Top Width 2.06 ft
Critical Depth 0.14 ft
Critical Slope 0.012519 ft/ft
Velocity 4.87 ft/s
Velocity Head 0.37 ft
Specific Energy 0.43 ft
Froude Number 3.43
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-D12
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.182000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.46 cfs
Results
Depth 0.06 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.14 ft
Top Width 2.06 ft
Critical Depth 0.12 ft
Critical Slope 0.025722 ft/ft
Velocity 3.52 ft/s
Velocity Head 0.19 ft
Specific Energy 0.26 ft
Froude Number 2.46
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.06 X .182 = 0.68lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D12
Flow Element Trapezoidal. Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.182000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.46 cfs
Results
Depth 0.11 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.24 ft
Top Width 2.11 ft
Critical Depth 0.12 ft
Critical Slope 0.138625 ft/ft
Velocity 2.09 ft/s
Velocity Head 0.07 ft
Specific Energy 0.18 ft
Froude Number 1.13
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.11 X 0.182 =1.25 Ib/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.09 x (0.2/2.24) =0.19 Mannings (Curve E figure 805c) = 0.066
Project Description
Worksheet Trapezoidal Channel - BC-D12
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.066
Slope 0.182000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.63 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.29 ft
Top Width 2.13 ft
Critical Depth 0.14 ft
Critical Slope 0.136330 ft/ft
Velocity 2.31 ft/s
Velocity Head 0.08 ft
Specific Energy 0.21 ft
Froude Number 1.14
Flow Type Supercritical
Tall Fescue permissible ve locity is 5.0 fps - Velocity of 2.31 is OK
9:1
._-_.
F--. _ 2.00 ft
V:1 L_
H:2.0
NTS
Runoff Calculations for Ditch BC-D13
Descrintion
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.303 0.15 0.0455
Woodlands 1.377 0.1 0.1377
Roadway ravel 0.202 0.35 0.0707
Totals 1.882 0.2539
C = 0.2539 (coef) / 1.882 (acres) = 0.1348831
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1349 X 7.06 X 1.882 = 1.792181 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1349 X 5.21 X 1.882 = 1.3225585 cfs
Project Description
Worksheet Trapezoidal Channel - BC-D13
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.095000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.79 cfs
Results
Depth 0.15 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.33 ft
Top Width 2.15 ft
Critical Depth 0.28 ft
Critical Slope 0.010956 ft/ft
Velocity 5.89 ft/s
Velocity Head 0.54 ft
Specific Energy 0.69 ft
Froude Number 2.76
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel - BC-
D13
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.095000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.32 cfs
Results
Depth 0.15 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.33 ft
Top Width 2.15 ft
Critical Depth 0.23 ft
Critical Slope 0.022202 ft/ft
Velocity 4.26 ft/s
Velocity Head 0.28 ft
Specific Energy 0.43 ft
Froude Number 1.98
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.15 X 0.095 = 0.89lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel - BC-D13
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.095000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.32 cfs
Results
Depth 0.22 ft
Flow Area 0.6 ft2
Wetted Perimeter 2.99 ft
Top Width 2.72 ft
Critical Depth 0.20 ft
Critical Slope 0.119447 ft/ft
Velocity 2.33 ft/s
Velocity Head 0.08 ft
Specific Energy 0.30 ft
Froude Number 0.90
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.22 X 0.095 =1.30lb/ft2 Permissible shear stress if 1.451b/ft2 Temporary Lining OK
VR= 2.33 x (0.6/2.99) =0.47 Mannings (Curve E figure 805c) =0.047
Project Description
Worksheet Trapezoidal Channel - BC-D13
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.047
Slope 0.095000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.79 cfs
Results
Depth 0.21 ft
Flow Area 0.6 ft2
Wetted Perimeter 2.98 ft
Top Width 2.71 ft
Critical Depth 0.25 ft
Critical Slope 0.059935 ft/ft
Velocity 3.20 ft/s
Velocity Head 0.16 ft
Specific Energy 0.37 ft
Froude Number 1.24
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 3.20 is OK
?1 ft
0.2
,_ _. _ _ ...... _ -2.50 ft---- ---
VAI
H :2.0
NTS
Runoff Calculations for Ditch BC-D14
Descrintinn

Bare Sand Soil level
0
0.2 V V 1 .
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.218 0.15 0.0327
Woodlands 1.54 0.1 0.154
Roadway ravel 0.207 0.35 0.0725
otais 1.965 0.2592
C = 0.2592 (coef) / 1.965 (acres) = 0.131883
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1319 X 7.06 X 1.965 = 1.829599 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1319 X 5.21 X 1.965 = 1.3501715 cfs
Project Description
Worksheet Trapezoidal Channel BC-D14
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.097000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.83 cfs
Results
Depth 0.15 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.33 ft
Top Width 2.15 ft
Critical Depth 029 ft
Critical Slope 0.010932 ft/ft
Velocity 5.98 ft/s
Velocity Head 0.56 ft
Specific Energy 0.70 ft
Froude Number 2.79
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D14
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.097000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.35 cfs
Results
Depth 0.15 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.34 ft
Top Width 2.15 ft
Critical Depth 0.24 ft
Critical Slope 0.022149 ft/ft
Velocity 4.32 ft/s
Velocity Head 0.29 ft
Specific Energy 0.44 ft
Froude Number 2.00
Flow Type Supercritical
Determine the shear stress T=62.4 X .15 X .097 = .911b/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D14
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.097000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.35 cfs
Results
Depth 0.22 ft
Flow Area 0.6 ft2
Wetted Perimeter 2.99 ft
Top Width 2.72 ft
Critical Depth 0.21 ft
Critical Slope 0.119102 ft/ft
Velocity 2.36 fUs
Velocity Head 0.09 ft
Specific Energy 0.31 ft
Froude Number 0.91
Flow Type Subcritical
Determine the shear stress T=62.4 X .22 X .097 =1.33lb/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.36 x (.6/2.99) =.47 Mannings (Curve E figure 805c) =.O 6
Project Description
Worksheet Trapezoidal Channel BC-D14
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.046
Slope 0.097000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.50 ft
Discharge 1.83 cfs
Results
Depth 0.21 ft
Flow Area 0.6 ft2
Wetted Perimeter 2.98 ft
Top Width 2.71 ft
Critical Depth 0.25 ft
Critical Slope 0.057248 ft/ft
Velocity 3.29 ft/s
Velocity Head 0.17 ft
Specific Energy 0.38 ft
Froude Number 1.28
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 3.29 is OK
0.21 fl
,.._ _ .. ._ _ - -2.50 ft
v:11 -
_
H:2.0
NTS
Runoff Calculations for Ditch BC-D14a
Descriotion
Acres C-Value Coef
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.204 0.15 0.0306
Woodlands 0.144 0.1 0.0144
Roadway ravel 0.138 0.35 0.0483
Totals 0.486 0.0933
C = 0.0933 (coef) / 0.486 (acres) = 0.1919753
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.192 X 7.06 X 0.486 = 0.658698 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.192 X 5.21 X 0.486 = 0.486093 cfs
Project Description
Worksheet Trapezoidal Channel BC-D14a
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.060000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.66 cfs
Results
Depth 0.09 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.20 ft
Top Width 2.09 ft
Critical Depth 0.15 ft
Critical Slope 0.012431 ft/ft
Velocity 3.52 ft/s
Velocity Head 0.19 ft
Specific Energy 0.28 ft
Froude Number 2.07
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D14a
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.060000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.49 cfs
Results
Depth 0.09 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.21 ft
Top Width 2.09 ft
Critical Depth 0.12 ft
Critical Slope 0.025530 ft/ft
Velocity 2.54 ft/s
Velocity Head 0.10 ft
Specific Energy 0.19 ft
Froude Number 1.48
Flow Type Supercritical
Determine the shear stress T=62.4 X .09 X .06 = 0.34lb/ft2 Permissible shear stress if 0.45lb/ft2 Temporary Lining OK
VR= 2.54 x (.2/2.21) =0.23 M annings (Curve E figure 805c) = 0.06
Project Description
Worksheet Trapezoidal Channel BC-D14a
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.060
Slope 0.060000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.66 cfs
Results
Depth 0.18 ft
Flow Area 0.4 ft2
Wetted Perimeter 2.40 ft
Top Width 2.18 ft
Critical Depth 0.15 ft
Critical Slope 0.111849 ft/ft
Velocity 1.76 ft/s
Velocity Head 0.05 ft
Specific Energy 0.23 ft
Froude Number 0.75
Flow Type Subcritical
Tall Fescue permissible vel ocity is 5.0 fps - Velocity of 1.76 is OK
0.-10 ft
_2.00 ft- - -- _?
va
H:2.0
NTS
Runoff Calculations for Ditch BC-D15
n,ncrrrinfiinn
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.132 0.15 0.0198
Woodlands 2.56 0.1 0.256
Roadway ravel 0.1899 0.35 0.0665
I otals 2.8b1 y U.64L?5
C = 0.3423 (coef) / 2.882 (acres) = 0.1187637
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1188 X 7.06 X 2.882 = 2.4163909 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1188 X 5.21 X 2.882 = 1.7832007 cfs
Project Description
Worksheet Trapezoidal Channel BC-D15
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 4.00 ft
Discharge 2.42 cfs
Results
Depth 0.10 ft
Flow Area 0.4 ft2
Wetted Perimeter 4.21 ft
Top Width 4.10 ft
Critical Depth 0.22 ft
Critical Slope 0.010556 ft/ft
Velocity 6.24 ft/s
Velocity Head 0.60 ft
Specific Energy 0.70 ft
Froude Number 3.58
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D15
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.78 cfs
Results
Depth 0.12 ft
Flow Area 0.4 ft2
Wetted Perimeter 3.26 ft
Top Width 3.12 ft
Critical Depth 0.22 ft
Critical Slope 0.021346 ft/ft
Velocity 5.00 ft/s
Velocity Head 0.39 ft
Specific Energy 0.50 ft
Froude Number 2.61
Flow Type Supercritical
Determine the shear stress T=62.4 X .12 X .17 = 127 Ib/ft2 Permissible shear stress if 0.45lb/ft2 Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D15
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.78 cfs
Results
Depth 0.19 ft
Flow Area 0.6 ft2
Wetted Perimeter 3.44 ft
Top Width 3.19 ft
Critical Depth 0.22 ft
Critical Slope 0.115037 ft/ft
Velocity 2.95 ft/s
Velocity Head 0.14 ft
Specific Energy 0.33 ft
Froude Number 1.20
Flow Type Supercritical
Determine the shear stress T=62. 4 X 0.19 X 0.17 =2.01 Ib/ft2 Permissible shear stress if 1.45lb/ft2
Shear stress is too high
Try Rip Rap (10-Year Storm)
Project Description
Worksheet Trapezoidal Channel BC-D15
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.104
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 2.42 cfs
Results
Depth 0.31 ft
Flow Area 1.0 ft2
Wetted Perimeter 3.70 ft
Top Width 3.31 ft
Critical Depth 0.27 ft
Critical Slope 0.281947 ft/ft
Velocity 2.44 ft/s
Velocity Head 0.09 ft
Specific Energy 0.41 ft
Froude Number 0.79
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.31X0.17 =3.2880lb/ft2
Rip Rap Lining OK
Permissible shear stress for rip rap 4.Olb/ft2
_ 0.3f ft
- 4.00 ft - -
v:1 L._.
H:2.0
NTS
Runoff Calculations for Ditch BC-D16

Arras (;-Value Coef.
Bare Sand Soil (level) 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 1.406 0.15 0.2109
Woodlands 2.56 0.1 0.256
Roadway ravel 2.013 0.35 0.7046
locals Z).zi I y ! .I.,
C = 1.1715 (coef) / 5.979 (acres) = 0.1959274
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(1)(A) = 0.1959 X 7.06 X 5.979 = 8.270437 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1959 X 5.21 X 5.979 = 6.1032545 cfs
Project Description
Worksheet Trapezoidal Channel BC-
D16
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.114000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 8.27 cfs
Results
Depth 0.27 ft
Flow Area 0.9 ft2
Wetted Perimeter 3.61 ft
Top Width 3.27 ft
Critical Depth 0.60 ft
Critical Slope 0.009137 ft/ft
Velocity 9.63 ft/s
Velocity Head 1.44 ft
Specific Energy 1.71 ft
Froude Number 3.31
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D16
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.114000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 8.27 cfs
Results
Depth 0.34 ft
Flow Area 1.1 ft2
Wetted Perimeter 3.75 ft
Top Width 3.34 ft
Critical Depth 0.60 ft
Critical Slope 0.017909 ft/ft
Velocity 7.75 ft/s
Velocity Head 0.93 ft
Specific Energy 1.27 ft
Froude Number 2.42
Flow Type Supercritical
Determine the shear stress T=6 2.4 X 0.34 X 0.11.4=2.42 Ib/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D16
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.114000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 8.27 cfs
Results
Depth 0.57 ft
Flow Area 1.9 ft2
Wetted Perimeter 4.27 ft
Top Width 3.57 ft
Critical Depth 0.60 ft
Critical Slope 0.096514 ft/ft
Velocity 4.44 ft/s
Velocity Head 0.31 ft
Specific Energy 0.87 ft
Froude Number 1.08
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.57 X 0.114 =4.05 Ib/ft2 Permissible shear stress if 1.45lb/ftz
Shear stress is too high
Try Rip Rap (10-Year Storm)
Project Description
Worksheet Trapezoidal Channel BC-D16
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.104
Slope 0.114000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 4.00 ft
Discharge 8.27 cfs
Results
Depth 0.63 ft
Flow Area 2.7 ft2
Wetted Perimeter 5.41 ft
Top Width 4.63 ft
Critical Depth 0.50 ft
Critical Slope 0.240325 ft/ft
Velocity 3.05 ft/s
Velocity Head 0.14 ft
Specific Energy 0.77 ft
Froude Number 0.70
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.56X0.114 =4.08lb/ft2 Permissible shear stress for rip rap 4.Olb/ft2
Rip Rap Lining OK
0.6j_ ft
8.00 ft
VA
H:2.0
NTS
Runoff Calculations for Ditch BC-D17
nPSrrintinn

Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.174 0.15 0.0261
Woodlands 0.381 0.1 0.0381
Roadway ravel 0.161 0.35 0.0564
i otals 0.716 0.1206
C = 0.1206 (coef) / 0.716 (acres) = 0.1683659
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1684 X 7.06 X 0.716 = 0.851083 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1684 X 5.21 X 0.716 = 0.6280655 cfs
Project Description
Worksheet Trapezoidal Channel BC-D17
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.126000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.85 cfs
Results
Depth 0.09 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.19 ft
Top Width 2.09 ft
Critical Depth 0.18 ft
Critical Slope 0.011984 ft/ft
Velocity 4.88 ft/s
Velocity Head 0.37 ft
Specific Energy 0.46 ft
Froude Number 2.98
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-
D17
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.126000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.63 cfs
Results
Depth 0.09 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.19 ft
Top Width 2.09 ft
Critical Depth 0.14 ft
Critical Slope 0.024538 ft/ft
Velocity 3.53 ft/s
Velocity Head 0.19 ft
Specific Energy 0.28 ft
Froude Number 2.13
Flow Type Supercritical
Determine the shear stress T=62.4 X .09 X.126 = .71 lb/ft' Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D17
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.126000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.63 cfs
Results
Depth 0.15 ft
Flow Area 0.3 ftZ
Wetted Perimeter 2.33 ft
Top Width 2.15 ft
Critical Depth 0.14 ft
Critical Slope 0.132240 ft/ft
Velocity 2.08 ft/s
Velocity Head 0.07 ft
Specific Energy 0.21 ft
Froude Number 0.98
Flow Type Subcritical
Determine the shear stress T=62.4 X . 15 X .126 =1.18 Ib/ftZ Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.08 x (0.3/2.33) =0.27 Mannings (Curve E figure 805c) = 0.057
Project Description
Worksheet Trapezoidal Channel BC-D17
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.057
Slope 0.126000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.85 cfs
Results
Depth 0.16 ft
Flow Area 0.3 ftZ
Wetted Perimeter 2.36 ft
Top Width 2.16 ft
Critical Depth 0.18 ft
Critical Slope 0.097364 ft/ft
Velocity 2.53 ft/s
Velocity Head 0.10 ft
Specific Energy 0.26 ft
Froude Number 1.13
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.53 is OK
0.116 ft
--2.00 ft
V:1 I_..:.
H:2.0
NTS
Runoff Calculations for Ditch BC-D18
nPSrrintinn
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.187 0.15 0.0281
Woodlands 1.03 0.1 0.103
Roadway ravel 0.149 0.35 0.0522
Totals 1.366 0.1832
C = 0.1832 (coef) / 1.366 (acres) = 0.1341142
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1341 X 7.06 X 1.366 = 1.293392 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1341 X 5.21 X 1.366 = 0.954472 cfs
Project Description
Worksheet Trapezoidal Channel BC-D18
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 5.00 ft
Discharge 1.29 cfs
Results
Depth 0.06 ft
Flow Area 0.3 ft2
Wetted Perimeter 5.13 ft
Top Width 5.06 ft
Critical Depth 0.13 ft
Critical Slope 0.012125 ft/ft
Velocity 4.41 ft/s
Velocity Head 0.30 ft
Specific Energy 0.36 ft
Froude Number 3.23
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D18
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.95 cfs
Results
Depth 0.10 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.23 ft
Top Width 2.10 ft
Critical Depth 0.19 ft
Critical Slope 0.023142 ft/ft
Velocity 4.44 ft/s
Velocity Head 0.31 ft
Specific Energy 0.41 ft
Froude Number 2.46
Flow Type Supercritical
Determine the shear stress T=62.4 X .10 X .16 = 0.99 Ib/ft2 Permissible shear stress if 0.45ib/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D18
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 0.95 cfs
Results
Depth 0.14 ft
Flow Area 0.4 ft2
Wetted Perimeter 3.30 ft
Top Width 3.14 ft
Critical Depth 0.14 ft
Critical Slope 0.127184 ft/ft
Velocity 2.29 ft/s
Velocity Head 0.08 ft
Specific Energy 0.22 ft
Froude Number 1.11
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.14 X 0.16 =1.39 lb/ft' Permissible shear stress if 1.451b/ft2
Temporary Lining OK
VR= 2.29 x (.2/3.3) =0.14 Mannings (Curve E figure 805c) = 0.0 .071
Project Description
Worksheet Trapezoidal Channel BC-D18
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.071
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.29 cfs
Results
Depth 0.17 ft
Flow Area 0.5 ft2
Wetted Perimeter 3.38 ft
Top Width 3.17 ft
Critical Depth 0.18 ft
Critical Slope 0.144264 ft/ft
Velocity 2.43 ft/s
Velocity Head 0.09 ft
Specific Energy 0.26 ft
Froude Number 1.05
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.43 is OK
_ 0.1ft
I
-5.00 ft - -- -- -- - --
V:1
H:2.0
NTS
Runoff Calculations for Ditch BC-D19
Descrintion
Ar,rAC ('-\/ali is (:naf
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.073 0.15 0.011
Woodlands 0.287 0.1 0.0287
Roadway ravel 0.11 0.35 0.0385
Totals 0.47 0.0782
C = 0.0782 (coef) / 0.47 (acres) = 0.1662766
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1663 X 7.06 X 0.47 = 0.551739 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1663 X 5.21 X 0.47 = 0.4071615 cfs
Project Description
Worksheet Trapezoidal Channel BC-D19
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.167000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.55 cfs
Results
Depth 0.06 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.13 ft
Top Width 2.06 ft
Critical Depth 0.13 ft
Critical Slope 0.012775 ft/ft
Velocity 4.51 ft/s
Velocity Head 0.32 ft
Specific Energy 0.38 ft
Froude Number 3.26
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D19
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.167000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.41 cfs
Results
Uepth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Determine the shear stress T=62.4 X
Shear stress is too high
0.06 ft
0.1 ft2
2.14 ft
2.06 ft
0.11 ft
0.026243 ft/ft
3.27 ft/s
0.17 ft
0.23 ft
2.34
Supercritical
06 X .167 = 0.63 lb/ft' Permissible shear stress if 0.45lb/ft2
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D19
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.167000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.41 cfs
Results
Depth 0.10 ft
Flow Area 0.2 ftZ
Wetted Perimeter 2.23 ft
Top Width 2.10 ft
Critical Depth 0.11 ft
Critical Slope 0.141426 ft/ft
Velocity 1.94 ft/s
Velocity Head 0.06 ft
Specific Energy 0.16 ft
Froude Number 1.08
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.10 X 0.167 =1.041b/ft2 Permissible shear stress if 1.45lb/ftZ Temporary Lining OK
VR= 1.94 x (.2/2.23) =0.17 Mannin s (Curve E figure 805c) = 0.068
Project Description
Worksheet Trapezoidal Channel BC-D19
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.068
Slope 0.167000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.55 cfs
Results
Depth 0.13 ft
Flow Area 0.3 ftZ
Wetted Perimeter 2.28 ft
Top Width 2.13 ft
Critical Depth 0.13 ft
Critical Slope 0.147681 ft/ft
Velocity 2.10 ft/s
Velocity Head 0.07 ft
Specific Energy 0.20 ft
Froude Number 1.06
Flow Type Supercritical
Tall Fescue permissible velo city is 5.0 fps - Velocity of 2.10 is OK
i
j _- 2.00 ft
VA
H :2.0
NTS
Runoff Calculations for Ditch BC-D20
Descrintion
Arrce (`_\/nli nn
Bare Sand Soil level 0 0.2^ 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.096 0.15 0.0144
Woodlands 3.06 0.1 0.306
Roadway ravel 0.161 0.35 0.0564
I otals 3.317 0.3768
C = 0.3768 (coef) / 3.317 (acres) = 0.1135815
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1136 X 7.06 X 3.317 = 2.659855 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1136 X 5.21 X 3.317 = 1.9628675 cfs
Project Description
Worksheet Trapezoidal Channel BC-
D20
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.113000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 2.66 cfs
Results
Depth 0.14 ft
Flow Area 0.4 ft2
Wetted Perimeter 3.31 ft
Top Width 3.14 ft
Critical Depth 0.29 ft
Critical Slope 0.010293 ft/ft
Velocity 6.32 ft/s
Velocity Head 0.62 ft
Specific Energy 0.76 ft
Froude Number 3`04
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D20
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.113000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.96 cfs
Results
Depth 0.14 ft
Flow Area 0.4 ft2
Wetted Perimeter 3.31 ft
Top Width 3.14 ft
Critical Depth 0.23 ft
Critical Slope 0.021047 ft/ft
Velocity 4.57 ft/s
Velocity Head 0.32 ft
Specific Energy 0.46 ft
Froude Number 2.18
Flow Type Supercritical
Determine the shear stress T=6 2.4 X 0.14 X 0.113 = 0.98lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D20
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.113000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.50 ft
Discharge 1.96 cfs
Results
Depth 0.21 ft
Flow Area 0.8 ft2
Wetted Perimeter 3.97 ft
Top Width 3.71 ft
Critical Depth 0.21 ft
Critical Slope 0.114253 ft/ft
Velocity 2.56 ft/s
Velocity Head 0.10 ft
Specific Energy 0.31 ft
Froude Number 0.99
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.21 X 0.113 =1.43lb/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.56x (.8/3.97) =0.52 Mannings (Curve E figure 805c) = 0.045
Project Description
Worksheet Trapezoidal Channel BC-D20
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.045
Slope 0.113000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.50 ft
Discharge 2.66 cfs
Results
Depth 0.20 ft
Flow Area 0.7 ft2
Wetted Perimeter 3.96 ft
Top Width 3.70 ft
Critical Depth 0.26 ft
Critical Slope 0.052248 ft/ft
Velocity 3.62 ft/s
Velocity Head 0.20 ft
Specific Energy 0.41 ft
Froude Number 1.43
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 3.62 is OK
0 2?ft
_.---5.50 ft -
VA I- ..
H:2.0
NTS
h
Runoff Calculations for Ditch BC-D21
Descrintinn

Bare Sand Soil level
0 v--vuiuc
0.2 VVG1.
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.07 0.15 0.0105
Woodlands 1.81 0.1 0.181
Roadwa ravel 0.121 0.35 0.0424
i otais 2.UU1 0.2339
C = 0.2339 (coef) / 2.001 (acres) = 0.1168666
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1169 X 7.06 X 2.001 = 1.650981 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.1169 X 5.21 X 2.001 = 1.2183585 cfs
Project Description
Worksheet Trapezoidal Channel BC-D21
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.65 cfs
Results
uepth 0.12 ft
Flow Area 02 ft2
Wetted Perimeter 2.27 ft
Top Width 2.12 ft
Critical Depth 0.27 ft
Critical Slope 0.011050 ft/ft
Velocity 6.74 ft/s
Velocity Head 0.71 ft
Specific Energy 0.83 ft
Froude Number 3.50
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Protect Description
Worksheet Trapezoidal Channel BC-D21
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.22 cfs
Results
Depth 0.12 ft
Flow Area 0.3 ft2
Wetted Perimeter 2.27 ft
Top Width 2.12 ft
Critical Depth 0.22 ft
Critical Slope 0.022417 ft/ft
Velocity 4.88 ft/s
Velocity Head 0.37 ft
Specific Energy 0.49 ft
Froude Number 2.50
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.12 X 0.16 = 1.20lb/ft2 Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D21
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.50 ft
Discharge 1.22 cfs
Results
Depth 0.14 ft
Flow Area 0.5 ftz
Wetted Perimeter 3.82 ft
Top Width 3.64 ft
Critical Depth 0.15 ft
Critical Slope 0.123667 ft/ft
Velocity 2.39 ft/s
Velocity Head 0.09 ft
Specific Energy 0.23 ft
Froude Number 1.13
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.14 X 0.16 =1.39 lb/ft' Permissible shear stress if 1.45lb/ftz
VR= 2.39x (.5/3.82) =0.31 Mannin s (Curve E figure 805c) = 0.056
Project Description
Worksheet Trapezoidal Channel BC-D21
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.056
Slope 0.160000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.65 cfs
Results
Depth 0.17 ft
Flow Area 0.5 ftZ
Wetted Perimeter 3.39 ft
Top Width 3.17 ft
Critical Depth 0.21 ft
Critical Slope 0.086364 ft/ft
Velocity 3.09 ft/s
Velocity Head 0.15 ft
Specific Energy 0.32 ft
Froude Number 1.33
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 3.09 is OK
- 0.1 ft
3.25 ft
V:1
H:2.0
NTS
Runoff Calculations for Ditch BC-D22
Description
Acres C-Value Coef.
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 1.007 0.15 0.1511
Woodlands 1.43 0.1 0.143
Roadway ravel 0.1878 0.35 0.0657
Totals 2.6248 0.3598
C = 0.3598 (coef) / 2.625 (acres) = 0.1370695
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1371 X 7.06 X 2.625 = 2.5400468 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
0 = (C)(i)(A) = 0.1371 X 5.21 X 2.625 = 1.8744538 cfs
Project Description
Worksheet Trapezoidal Channel BC-D22
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.038000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 2.54 cfs
Results
Depth 0.24 ft
Flow Area 0.5 ftz
Wetted Perimeter 2.54 ft
Top Width 2.24 ft
Critical Depth 0.36 ft
Critical Slope 0.010602 ft/ft
Velocity 4.97 ft/s
Velocity Head 0.38 ft
Specific Energy 0.63 ft
Froude Number 1.84
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D22
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.038000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.87 cfs
Results
Depth 0.25 ft
Flow Area 0.5 ftz
Wetted Perimeter 2.55 ft
Top Width 2.25 ft
Critical Depth 0.29 ft
Critical Slope 0.021378 ft/ft
Velocity 159 ft/s
Velocity Head 0.20 ft
Specific Energy 0.45 ft
Froude Number 1.31
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.25 X 0.038 = 0.59lb/ftz Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D22
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.038000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.87 cfs
Results
Depth 0.41 ft
Flow Area 0.9 ft2
Wetted Perimeter 2.92 ft
Top Width 2.41 ft
Critical Depth 0.29 ft
Critical Slope 0.115209 ft/ft
Velocity 2.05 ft/s
Velocity Head 0.07 ft
Specific Energy 0.48 ft
Froude Number 0.59
Flow Type Subcritical
Determine the shear stress T=62.4 X 0.60 X 0.038 =1.42lb/ft2 Permissible shear stress if 1.45lb/ft2 Temporary Lining OK
VR= 2.05 x (0.9/2.92) =0.63 Mannin s (Curve E figure 805c) = 0.0.042
Project Description
Worksheet Trapezoidal Channel BC-D22
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.042
Slope 0.038000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 2.54 cfs
Results
Depth 0.38 ft
Flow Area 0.8 ft2
Wetted Perimeter 2.85 ft
Top Width 2.38 ft
Critical Depth 0.36 ft
Critical Slope 0.046754 ft/ft
Velocity 3.04 ft/s
Velocity Head 0.14 ft
Specific Energy 0.52 ft
Froude Number 0.91
Flow Type Subcritical
all Fescue permissible velocity is 5.0 fps - Velocity of 4.43 is OK
0.37 ft
- -3.00ft- --- -
V:1 1
H:2.0
NTS
Runoff Calculations for Ditch BC-D22a
Description
Arras ('.-\/nIiis (-.n,=,f
Bare Sand Soil level 0 0.2 0
Bare Soil (sloping) 0 0.25 0
Grassland 0.073 0.15 0.011
Woodlands 0 0.1 0
Roadway ravel 0.046 0.35 0.0161
I otals 0.119 0.0271
C = 0.0271 (coef) / 0.119 (acres) = 0.2273109
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.2273 X 7.06 X 0.119 = 0.190973 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i) (A) = 0.2273 X 5.21 X 0.119 = 0.1409305 cfs
Project Description
Worksheet Trapezoidal Channel BC-D22a
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.100000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.19 cfs
Results
Depth 0.04 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.08 ft
Top Width 2.04 ft
Critical Depth 0.07 ft
Critical Slope 0.015328 ft/ft
Velocity 2.55 ft/s
Velocity Head 0.10 ft
Specific Energy 0.14 ft
Froude Number 2.35
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D22a
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.100000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.19 cfs
Results
Depth 0.05 ft
Flow Area 0.1 ft2
Wetted Perimeter 2.10 ft
Top Width 2.05 ft
Critical Depth 0.07 ft
Critical Slope 0.030042 ft/ft
Velocity 2.08 ft/s
Velocity Head 0.07 ft
Specific Energy 0.11 ft
Froude Number 1.73
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.05 X 0.1 = 0.31 lb/ft' Permissible shear stress if 0.45lb/ft2 Temporary Lining OK Shear
VR= 2.08 x (0.1/2.10) =.10 M annings (Curve E figure 805c) =0.082
Project Description
Worksheet Trapezoidal Channel BC-D22a
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.082
Slope 0.100000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 0.19 cfs
Results
Depth 0.09 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.19 ft
Top Width 2.09 ft
Critical Depth 0.07 ft
Critical Slope 0.257643 ft/ft
Velocity 1.07 ft/s
Velocity Head 0.02 ft
Specific Energy 0.10 ft
Froude Number 0.65
Flow Type Subcritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 1.07 is OK
0-019 rc
2.00 fl
v:1
H:2.0
NTS
Runoff Calculations for Ditch BC-D23
DP_scrintinn

Bare Sand Soil level ?,..co
0 v-va1uc
0.2 L.uCI.
0
Bare Soil (sloping) 0 0.25 0
Grassland 0.087 0.15 0.0131
Woodlands 1.03 0.1 0.103
[Roadway ravel 0.096 0.35 0.0336
i otais 1.213 0.1497
C = 0.1497 (coef) / 1.213 (acres) = 0.1233718
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i) (A) = 0.1234 X 7.06 X 1.213 = 1.056529 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.1234 X 5.21 X 1.213 = 0.7796765 cfs
Project Description
Worksheet Trapezoidal Channel BC-D23
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.020
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.06 cfs
Results
Depth 0.09 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.20 ft
Top Width 2.09 ft
Critical Depth 0.20 ft
Critical Slope 0.011640 ft/ft
Velocity 5.82 ft/s
Velocity Head 0.53 ft
Specific Energy 0.62 ft
Froude Number 3.48
Flow Type Supercritical
Velocity too high - temporary lining required
Try Jute Lining
Project Description
Worksheet Trapezoidal Channel BC-D23
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.028
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 2.00 ft
Discharge 1.06 cfs
Results
Depth 0.11 ft
Flow Area 0.2 ft2
Wetted Perimeter 2.24 ft
Top Width 2.11 ft
Critical Depth 0.20 ft
Critical Slope 0.022815 ft/ft
Velocity 4.72 ft/s
Velocity Head 0.35 ft
Specific Energy 0.46 ft
Froude Number 2.55
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.11 X 0.17 = 1.17 lb/ft' Permissible shear stress if 0.45lb/ft2
Shear stress is too high
Try Straw liner with Net
Project Description
Worksheet Trapezoidal Channel BC-D23
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.065
Slope 0.170000 ft/ft
Left Side Slope. 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.06 cfs
Results
Depth 0.14 ft
Flow Area 0.4 ft2
Wetted Perimeter 3.32 ft
Top Width 3.14 ft
Critical Depth 0.16 ft
Critical Slope 0.124861 ft/ft
Velocity 2.43 ft/s
Velocity Head 0.09 ft
Specific Energy 0.23 ft
Froude Number 1.15
Flow Type Supercritical
Determine the shear stress T=62.4 X 0.14 X 0.16 =1.43lb/ft2 Permissible shear stress if 1.45lb/ft2
VR= 2.43 x (0.4/3.32) =.29 Mannin s (Curve E figure 805c) =0.056
Project Description
Worksheet Trapezoidal Channel BC-D23
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.056
Slope 0.170000 ft/ft
Left Side Slope 2.00 V : H
Right Side Slope 2.00 V : H
Bottom Width 3.00 ft
Discharge 1.06 cfs
Results
Depth 0.13 ft
Flow Area 0.4 ft2
Wetted Perimeter 3.29 ft
Top Width 3.13 ft
Critical Depth 0.16 ft
Critical Slope 0.092677 ft/ft
Velocity 2.67 ft/s
Velocity Head 0.11 ft
Specific Energy 0.24 ft
Froude Number 1.32
Flow Type Supercritical
Tall Fescue permissible velocity is 5.0 fps - Velocity of 2.67 is OK
- - 0.1 ft
3.50 ft _ -j
V:1 [-
H:2.0
NTS
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land-disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name-Beech C
2. Location of land-disturbing activity: County Mitchell- City or Township_Bakersville
Highway/Street-NC 226 Latitude-036-04-48.19N_ Long itude_082-12-31.86W
3. Approximate date land-disturbing activity will commence: After the fact plan (current)
4. Purpose of development (residential, commercial, industrial, institutional, etc.):_Residential
5. Total acreage disturbed or uncovered (including off-site borrow and waste areas): 8.7
6. Amount of fee enclosed: $ 585 . The application fee of $65.00 per acre (rounded up
to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $585).
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land-disturbing activity:
Name-WD Warnell E-mail Address
Telephone [phone] Cell # _912-663-4040 Fax # _828-688-1099_
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Warne Warnell
Name
P.O. Box 6
Current Mailing Address
_828-688-1051 _828-688-1099
Telephone Fax Number
_256 Eldora nRoad
Current Street Address
_ Pembroke _GA _31321_ Ellabell_ _GA _31308_
City State Zip- City State Zip
10. Deed Book No._451 Page No._357 Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) who are financially responsible for the land-disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
_ W.D. Warnell
Name E-mail Address
P.O. Box 6
Current Mailing Address
256 Eldora nRoad
Current Street Address
-Pembroke _GA _31321_ _ Ellabell_
City State Zip City
Telephone [phone] Fax Number
_GA _31308_
State
828-688-1099
Zip
2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Samuel Mosley
Name
714 Mullberry Lane
Current Mailing Address
_Bakersville
City
Telephone,
E-mail Address
_714 Mullberry Lane
Current Street Address
NC 28705 Bakersville NC 28705
State Zip City State
385 3722 Fax Number.
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent
E-mail Address
Current Mailing Address Current Street Address
City State Zip City State Zip
Telephone Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney-in-fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there be any change in the information provided herein.
_WD Warnell -Owner
Type or print ame Title or Authority
1?)Z?j
Signature Date
I ,L t' r G1
a Notary Public of the County of
State of North Carolina, hereby certify that ' eiappeared
personally before me this day and being duly sworn acknowledged that the above. f?
?L
executed by him,
??=yd° t-y 'YYf n
Witness my hand and notarial seal, this day of , 20 NotarYl ,i
Seal
My commission expires
Zip
Issued Jim 10 2007
426M.00
iftat• of MITCHELL
North c,rorrn county
Real Estate Excise Tax
F
on Jan IL D 10 2MIT 907Hif 03 ?2y-PM
by: PATTY YOUNG
Roolot or of Dada
BOOK 451 PAGE 357
Prepared By: Staunton Norris,. Attorney at Law, PO Box 548, Burnsville, NC 28714
STATE OF NORTH CAROLINA WARRANTY DEED
COUNTY OF MITCHELL DATE: 10 JANUARY, 2007
PARCEL ID NO: 085600151451
. a. fq 00
JERRY WAYNE HOPSON and wife, MELISSA HOPSON, GRANTORS,
hereby deed to W.D. WARNELL of P.O. Box 6, Pembroke, Georgia 37321,
GRANTEE, thus;
WITNESSETH:
FOR TEN DOLLARS AND 0/100 ($10.00) and other good and valuable
considerations, the receipt of which are hereby acknowledged, the GRANTORS do
hereby bargain, sell and convey (subject to the exceptions and restrictions, hereinafter set
forth, if any,) unto the GRANTEE, his heirs, successors and assigns, a one-fourth (1/4`s)
undivided interest in and to that certain parcel or tract of land lying and being in Herrell
Township, Mitchell County, North Carolina, adjoining the lands of David Dacasto,
Gerome Schneider, Doris Byrd, Lee J. Blume, Frank Whitson, the United States of
America, Penny Greene, Jack Street, Cecil Hopkins, Roger Jenkins, W.G. Honeycutt,
Marshall Street, Bernice Bishop, Milan Street, Lloyd Garland, Marvin Hensley, Jack
Hopson, and lands in the Beech Creek Estates Subdivision and being more particularly
described as follows:
BEING that certain 627.65 acre parcel or tract of land particularly described in a
Deed of Gift dated 12 August, 2005 from Barbara Hopson and husband, Jack
Hopson to the GRANTOR filed of record in the Mitchell County Deed Registry at
Instrument Book 420, Page 413, reference to which is hereby made for the
incorporation of a metes and bounds description of said parcel or tract of land.
ALSO CONVEYED HEREWITH is the GRANTOR'S interest in a certain
Deed of Easement and Road Right of Way from Jack Hopson and wife, Barbara
Hopson to W.D. Warnell and Jerry Wayne Hopson appearing of record in the
Mitchell County Deed Registry at Instrument Book 420, Page 418.
THIS CONVEYANCE is made subject to the rights of way of the North
Carolina Department of Transportation for NC Hwy. 226 as the same traverses the
premises as well as the rights of others in and to a 0.01 acre cemetery and a 0.26
acre cemetery shown on the map and plat of Randy A. Carpenter referenced in the
description of the aforesaid 627.65 acre parcel or tract of land.
EXCEPTING AND EXCLUDING HEREFROM the parcels or tracts of land
described. in a deed from the GRANTORS and the GRANTEE to Dwayne
Taxes Paid APPROVED BY TAX ASSESSOR TO BE
Thru Year RECORDED IN THE MITCHELL. COUNTY
Dater t? REGISIT OF DEED FICE
DATE 1?010?
BOOK 951 PAGE 358
Douglas, et ux, recorded in Mitchell County Deed Registry at Instrument Book
427, Page 77; the lands described in two deeds from the GRANTORS and the
GRANTEE to Beech Creek Estates, LLC recorded in Instrument Book 430, Page
358 and Instrument Book 427, Page 777, reference to which is hereby made for
the incorporation of a more definite and particular description of the lots and land
therein described.
ALSO EXCEPTING AND EXCLUDING HEREFROM the parcels or tracts of
land described in a deed recorded simultaneously herewith from the GRANTORS
and the GRANTEE to Beech Creek Estates, LLC for Lot No.'s 41-54 recorded
simultaneously herewith at Instrument Book L4 5(_, Page 35S .
TO HAVE AND TO HOLD the GRANTOR'S one-fourth (1/4a') undivided
interest in and to the hereinabove described parcel or tract of land, subject to the
exceptions and reservations hereinabove set forth, together with all rights, privileges and
appurtenances thereto belonging unto him, the said GRANTEE, his heirs, successors and
assigns, forever.
GRANTORS COVENANT to and with GRANTEE, his heirs, successors and
assigns, that they are seized of a one-fourth (1/4a') undivided interest in the foregoing land
in fee; have the right to convey the same in fee simple; that said land is free and clear of
all liens and encumbrances and that they will forever warrant and defend the title to the
same against the lawful claims of all persons whomsoever.
IN WITNESS WHEREOF, the GRANTORS have hereunto set their hands and
affixed their seals this the day and year first above written.
I
(SEAL)
WA PSON
q_A '. IlDr3?_ (SEAL)
MEL SA HOPS N
STATE Od)n4k 00
n0.J
COUNTY OF
I, , Notary Public, do hereby certify that
JERRY WAYN HOP ON ?an d ife, MELISSA HOPSON personally appeared before
me this day and acknowledged their due execution of the foregoing WARRANTY DEED
for all purposes therein expressed.
WITNESS my hand and Notarial Seal this the day of
2007. t
NOTARY PJJBLIC V
My Commission Expires *Suv
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082 13' ?0!Od" w 082° 13'0.00" W j ! 082° 1?2' RO!00" 1N' 8?° 12-10.601' v?
Name: BAKERSVILLE Location: 036° 05'29.6" N 082° 12'46.4" W
Date: 3/10/108 Caption: Site and Location Map for Beech Creek Residential
Scale: 1 inch equals 1333 feet Development
082" 14" O,OQ" W Q82° 12', O.OQ" W P82, 10'10.
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„e Mappetl antl edited by Tennessee Voley Authority
i 1 1 b824 14'10.06" W 082° 12'10.00" W 682° 10'i0.00" W o
Name: BAKERSVILLE
Date: 3/10/108
Scale: 1 inch equals 4000 feet
Location: 036° 02' 53.7" N 082° 12' 09.8" W
Caption: Location Map for Beech Creek Residential Development
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