20051796 Ver 1_Complete File_20050921

A.F A
?OF W A TF9P Michael F. Easley, Governor
William G. Ross Jr., Secretary
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North Carolina Department of Environment and Natural Resources
p -? Alan W. Klimek, P.E. Director
Division of Water Quality
October 6, 2005
DWQ Project # 05-1796
Surry County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Blair Knox, Town Manager
Town of Pilot Mountain
124 West Main Street
Box 1
Pilot Mountain, NC 27041
Subject Property: Pilot Mountain Civic and Recreation Center Stream Restoration
Pilot Creek and Ut to Tom's Creek
REQUEST FOR MORE INFORMATION
Dear Mr. Knox:
On September 21, 2005, the Division of Water Quality (DWQ) received your application dated
September 13, 2005, to impact 2850 linear feet of streams to construct the proposed stream restoration.
On October 5, 2005, the DWQ received additional information from you. The DWQ has determined that
your application was incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetlands
and/or streams on the subject property. Therefore, unless we receive the additional information requested
below, we will have to move toward denial of your application as required by 15A NCAC 2H.0506 and
will place this project on hold as incomplete until we receive this additional information. Please provide
the following information so that we may continue to review your project.
Additional Information Requested:
1. You reference a "Findings Report" several times in your recent letter. This document was not
included in your submitted PCN package. Please provide the DWQ with five copies of this
document.
2. The DWQ previously requested "all relevant information on a reference reach(s) that will be
utilized for restoration of the stream". You indicated in your reply, "As noted on Page 24 of the
Findings Report, "...dimensionless ratios were taken from a reference reach database developed
from stable C4, E4 and B4 streams in the Piedmont and Mountain [sic] (Physiographic) Regions
of North Carolina. The dimensionless ratios are presented in the Appendix to the Findings
Report". Please provide the names, stream index numbers, classifications and locations (with
river basin of the reference streams.
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Daryl Lamb of the DWQ Winston-Salem Regional Office. If we do not hear from you within three
weeks, we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
N ?` Carolina
401 Oversight/Express Review Permitting Unit Ntura!!f
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httn://h2o.enr.state.ne.us/ncwctlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
#' dM
Town of Pilot Mountain
Page 2 of 2
October 6, 2005
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-
1786 if you have any questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Daryl Lamb, DWQ Winston-Salem Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Rocky Powell, Clear Creeks Consulting, 1317 Knopp Road, Jarrettsville, MD 21084
Filename: 051796Pilot111tnCivic& RecCtrStreamRestoratio n(Su rry)On_Hold
DWq #.05••1796 Pilot Mountain Civic and Recreation Center Stream...
Subject: DWQ # 05-1796 Pilot Mountain Civic and Recreation Center Stream Restoration
From: Laurie Dennison <[e-mail]>
Date: Fri, 07 Oct 2005 06:57:14 -0400
To: [e-mail]
CC: [e-mail]
Please see attached the Division of Water Quality's request for more information related to your
recent application. Please note that this message is being forwarded to you electronically so
that you may expedite preparation of your response. Please do not send your response as a reply
to this e-mail or via fax. The hard copy is being sent via US Mail. All response correspondence
is to be mailed via hard copy to the 401 Oversight and Express Permits Unit, 2321 Crabtree Blvd.,
Raleigh, NC, 27604 unless otherwise noted.
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CLEAR CREEKS CONSULTING
LLC
1317 Knopp Road
Jarrettsville, Maryland 21084
410-692-2164
Ms. Cyndi Karoly
401 Oversight and Express Permits Unit
2321 Crabtree Boulevard
Raleigh, NC 27604
Re: Pilot Mountain Civic and Recreation Center
Stream Restoration
Dear Ms. Karoly:
October 3, 2005
D
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OCT 5 ??p5
DENR-4YATEFi .,,:ifTY
14'EUMAND STORMWAJER BRANCH
On behalf of the Town of Pilot Mountain, I am writing in response to your request
for additional information in a letter dated October 3, 2005.
On August 16, 2005 a pre-application site walk was conducted with Mr. Daryl
Lamb, DWQ and Mr. John Thomas, USACOE to identify the types of concerns
outline in your letter. At the time of the site walk both Mr. Lamb and Mr. Thomas
indicated that they had no problems with our plans and were comfortable with the
overall approach depicted in the plans. However, a point by point response to
the comments outlined in your letter is provided below.
DWQ Comment #1 - "It is the opinion of the DWQ that the quantity of in-stream
structures may be excessive. Please provide evidence by way of pictures and
narrative to establish the need for each structure as proposed."
Response to Comment #1 - Just prior to the field meeting Mr. Lamb and Mr.
Thomas were provided with copies of our Stream and Watershed Assessment
Findings Report. In addition to the hydrologic and geomorphic data, photographs
documenting existing channel conditions were included in the report.
Relative to the number and placement of structures it should be noted that along
the 1600 linear feet of main stem Pilot Creek to be restored, structures have
been placed along 600 linear feet or 38% of the restored channel. The 600 linear
feet corresponds to those sections of the main stem that are being relocated to
provide more stable meander geometry, create a floodprone area, and/or shift
the channel away from steep eroding slopes.
Page 2
Ms. Cyndi Karoly
October 3, 2005
The majority of the structures proposed for the main stem are Rootwad -
Log/Boulder J-Hook Vanes. The location of the J-Hooks in the meander bends
was guided by criteria developed by Rosgen for placement of this type of
structure (i.e., 1 at entrance to the bend and 1 at the exit of the bend). In this
location they serve to divert stream flow away from banks and towards the center
of the channel as it flows from the run at the upstream end, through the pool, and
out the glide at the downstream end of the meander bend. This placement is
consistent throughout the project.
Along the 575 linear feet of Tributary 2 structures have been placed along 200
linear feet or 35% of the restored channel. The 200 linear feet corresponds to
those sections of Tributary 2 that are being relocated to provide more stable
meander geometry, create a floodprone area, and/or shift the channel away from
steep eroding slopes. This work involves relocating the stream and excavating in
adjacent floodplain soils.
As a consequence it is critical that the bed of the new channel be stabilized. In
general, installing grade control structures and reconstructing riffles or creating
new riffles at key points along the channel will provide a means of stabilizing the
streambed. Along the steeper stream reaches of Tributary 2 this will be
accomplished with log/boulder step-pools and boulder cascades. In particular
log/boulder step pools are utilized along the steepest reaches (i.e., 3 - 5%). The
number and spacing of steps and the length of pools was guided by criteria
developed by Rosgen and others for placement of these type structures.
Along the 875 linear feet of Tributary 1 structures have been placed along 750
linear feet or 86% of the restored channel. As noted in the Findings Report,
Tributary 1 is laterally and vertically unstable. In fact, it has the highest
percentage of stability problems of all the project reaches. In addition, sections
of the tributary are eroding into adjacent steep hillslopes causing mass wasting of
these slopes.
The overall restoration strategy for Tributary 1 includes relocating sections of the
channel away from these hillslopes, establishing more stable meander geometry,
reconnecting the channel with floodplain by raising the streambed and/or
excavating floodprone area. The structures proposed for Tributary 1 include J-
Hooks in the meander bends and log/boulder step-pools along the steepest
relocated reaches.
Page 3
Ms. Cyndi Karoly
October 3, 2005
These structures are critical for diverting flows in the bends and providing graded
control and energy dissipation along the steeper reaches. Like the other
structures along the project placement of the structures is consistent with the
criteria outlined by Rosgen.
DWQ Comment #2 -"Please include all relevant information on eference
reach that will be utilized for restoration of the stream". ,?
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UQ?
Response to Comment #2 - As noted on Page 24 of the Findings Report,
"...dimensionless ratios were taken from a reference reach data base developed
from stable C4, E4 and B4 streams in the Piedmont and Mountain Regions of
North Carolina. The dimensionless ratios are presented in the Appendix to the
Findings Report".
The dimensionless ratios were utilized as the first step in the design process.
Channel geometry was also guided by data collected from relatively stable
channel sections on site. In addition, critical dimensionless shear stress and
sediment entrainment analyses were conducted to verify that the project channel
dimensions, meander geometry and profile were appropriate to maintain the
competency of the restored reaches (Pages 10 -12, Findings Report). As noted
in the response to Comment #1, criteria developed by Rosgen for step-pool
channels was utilized to determine the spacing of bed features in the steeper
reaches.
Comment #3 - Please elaborate on the planting plan. Please include all planting
date "windows" for the proposed species, and the inclusion of on-site transplants
where possible.
Response to Comment #3 - As noted in the Construction Specifications, Section
15 - Planting Trees and Shrubs, 1St paragraph, page 42 -"This work shall
consist of furnishing and planting trees and shrubs and all plant establishment
operations as specified in the Contract Documents and shown on the Planting
Plans or as directed by the Project Manager. Transporting and installation of
plant material shall take place when plants are dormant (December 1 through
April 1)". We hope to begin construction in mid-October and end construction
late December or early January. It is our intention to have all trees and shrubs
noted in the planting plan installed at the same time (i.e., immediately after
construction is completed). Utilization of on-site transplants will be dictated by
the size and condition of plant material in areas proposed for distu bance during
construction.
r
Page 4
Ms. Cyndi Karoly
October 3, 2005
To the extent practical transplants will be used. However, we did not plan on
removing vegetation from undisturbed areas in order to provide plant material.
I trust that the above information adequately addresses the comments outlined in
your letter. If you need additional information or have any questions please
contact me at [phone].
Sincerely
Rocky O. Powell
Principal
C Mr. Blair Knox, Town of Pilot Mountain
Mr. Charles Anderson, Pilot View RC&D
Mr. Daryl Lamb, NCDWQ
Mr. John Thomas, USACOE
Mr. Heath Wadsworth, P.E., Buck Engineering
OF WATF9O Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
.? Alan W. Klimek, P.E. Director
Division of Water Quality
October 3, 2005
DWQ Project # 05-1796
Surry County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Blair Knox, Town Manager
Town of Pilot Mountain
124 West Main Street
Box 1
Pilot Mountain, NC 27041
Subject Property: Pilot Mountain Civic and Recreation Center Stream Restoration
Pilot Creek and Ut to Tom's Creek
REQUEST FOR MORE INFORMATION
Dear Mr. Knox:
On September 21, 2005, the Division of Water Quality (DWQ) received your application dated
September 13, 2005, to impact 2850 linear feet of streams to construct the proposed stream restoration.
The DWQ has determined that your application was incomplete and/or provided inaccurate information
as discussed below. The DWQ will require additional information in order-to process your application to
impact protected wetlands and/or streams on the subject property. Therefore, unless we receive the
additional information requested below, we will have to move toward denial of your application as
required by 15A NCAC 2H.0506 and will place this project on hold as incomplete until we receive this
additional information. Please provide the following information so that we may continue to review your
project.
Additional Information Requested:
1. It is the opinion of the DWQ that the quantity of in-stream restoration structures may be
excessive. Please provide evidence by way of pictures and narrative to establish the need for
each structure as proposed. In addition to establishing need, this baseline data may be used to
ascertain the level of success of the restoration.
2. Please include all relevant information on a reference reach that will be utilized for restoration of
the stream.
3. Please elaborate on the planting plan. Please include all planting date "windows" for the
proposed species, and the inclusion of on-site transplants where possible.
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Daryl Lamb of the DWQ Winston-Salem Regional Office. If we do not hear from you within three
weeks, we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.mr.state.ne.us/ncLvetlands
None Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/100o Post Consumer Paper
Town of Pilot Mountain
Page 2 of 2
October 3, 2005
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-
1786 if you have any questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Daryl Lamb, DWQ Winston-Salem Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Rocky Powell, Clear Creeks Consulting, 1317 Knopp Road, Jarrettsville, MD 21084
Filename: 051796PilotMtnCivic&cRecCtrStreamRestoration(Surry)On_Hold
DWQ # 05-1796 Pilot Mountain Civic and Recreation Center Stream ...
Subject: DWQ # 05-1796 Pilot Mountain Civic and Recreation Center Stream Restoration
From: Laurie Dennison <[e-mail]>
Date: Mon, 03 Oct 2005 15:55:39 -0400
To: [e-mail]
CC: [e-mail]
Please see attached the Division of Water Quality's
recent application. Please note that this message
that you may expedite preparation of your response.
to this e-mail or via fax. The hard copy is being
is to be mailed via hard copy to the 401 Oversight
Raleigh, NC, 27604 unless otherwise noted.
request for more information related to your
is being forwarded to you electronically so
Please do not send your response as a reply
sent via US Mail. All response correspondence
and Express Permits Unit, 2321 Crabtree Blvd.,
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onstruction Notification (PCN) Application Form
QG
For Section 04 and/or Section 10 Nationwide, Regional and General Permits, Section 401
neral Wate Quality Certifica ion , nd iparian B ffer nd Watersh qd B r Rules
This form is to be used for projects qualifying for any of the U.S. Army Co s6 -ngineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.army.mil/wetlands/Penn apphtm//w<vtv.saw.usace.army.miI/wetlands/Penn app.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http:/hvww.saw.usace.armymiI/wetlands/rePtour.lltm/hvww.saw.usace.army.miI/wetlands/rePtour.litm, or contact one of the field
offices listed on page 3 of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
r
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website' at
http://h2o.enr.state.ne.us/newetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for General Certifications is not required, provided
that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet should
contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on page 4 of this application).
i
SEP

Page 1 of 14
Coastal Area Management Act (CAMA) Coordination - If the project occurs in any of North Carolina's
twenty coastal counties (listed on page 4) the applicant should contact the North Carolina Division of
Coastal Management (DCM). DCM will determine whether,or not the project is within a designated
Area of Environmental Concern, in which case DCM will act as the lead permitting agency. In such
cases, DCM will require a CAMA Permit and will coordinate the 404/401 Permits.
The applicant may also choose to coordinate with the United States Fish and Wildlife Service to ensure
that the proposed project will have no impact upon any endangered or threatened species or critical
habitat as regulated by the Endangered Species Act, and the State Historic Preservation Office, North
Carolina Department of Cultural Resources to ensure that the proposed project will have no impact upon
any properties listed or eligible for listing on the National Register of Historic Places. Compliance with
these regulations is required to be eligible for any Department of the Army permit. The addresses for
both agencies are listed on page 3 of this application.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office. Upon receipt of an application, the
USACE will determine if the application is complete as soon as possible, not to exceed 30 days. This
PCN form is designed for the convenience of the applicant to address information needs for all USACE
Nationwide, Regional or General permits, as well as information required for State authorizations,
certifications, and coordination. Fully providing the information requested on this form will result in a
complete application for any of the USACE Nationwide, Regional or General permits. To review the
minimum amount of information that must be provided for a complete PCN for each USACE
Nationwide permit, see Condition 13, 65 Fed. Reg. 12893 (March 9, 2000), available at
Mtn://www.saw.usace.army.niiI/wetlands/nwpfinalFedReg_pdf. Processing times vary by permit and
begin once the application has been determined to be complete. Please contact the appropriate
regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://li2o.ehnr.state.nc.us/ncwetiands/fees.htm1. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 14
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Caldwell Haywood McDowell Swain
US Army Corps of Engineers Alleghany Catawba Henderson Mecklenburg Transylvania
151 Patton Avenue Ashe Cherokee Iredell Mitchell Union
Room 208 Avery Clay Jackson Polk Watauga
Asheville, NC 28801-5006 Buncombe Cleveland Lincoln Rowan Yancey
Telephone: [phone] Burke Gaston Macon Rutherford
Fax: [phone] Cabarrus Graham Madison Stanley
Raleigh Regulatory Field Office Alamance Franklin Nash Surry
US Army Corps Of Engineers Caswell Forsyth Northampton Vance
6508 Falls of the Neuse Road Chatham Granville Orange Wake
Suite 120 Davidson Guilford Person Warren
Raleigh, NC 27615 Davie Halifax Randolph Wilkes
Telephone: [phone] Durham Johnston Rockingham Wilson
Fax: [phone] Edgecombe Lee Stokes Yadkin
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
North Carolina State Agencies
Division of Water Quality Division of Water Quality State Historic Preservation Office
401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
US Fis
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
h and Wildlife Service / National N
US Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
larine Fisheries Service
National Marine Fisheries Service
Habitat Conservation Division
Pivers Island
Beaufort, NC 28516
Telephone: [phone]
Page 3 of 14
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
APPLICATION FORM BEGINS ON PAGE 5. PLEASE DO NOT SUBMIT PAGES I - 4.
Page 4 of 14
Office Use Only: Fo v si F bruary 2002
2005ITf
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
I. Processing
1. Check all of the approval(s) requested for this project: ?a V D
® Section 404 Permit 2 1 2005
? Section 10 Permit sip
® 401 Water Quality Certification DENR-v4A?ERQUAUT"I
? Riparian or Watershed Buffer Rules ,zT1 ,031.:08Ta?ti A? ?CiVf+ l
2. Nationwide, Regional or General Permit Number(s) Requested: NW - 27
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name:_ Blair Knox Town Manger
Mailing Address: Town of Pilot Mountain
124 West Main Street
Pilot Mountain, North Carolina 27041
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: managergtownofnilotmountain.com
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name:_ Rocky Powell
Company Affiliation: Clear Creeks Consulting
Mailing Address:_ 1317 Knopp Road
Jarrettsville Maryland 21084
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: rockyPowelln.msn.com
Page 5 of 14
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Pilot Mountain Civic and Recreation Center Stream Restoration
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 5966-00-47-1675-,5966-00-36-8143
4. Location
County: Sum Nearest Town: Pilot Mountain
Subdivision name (include phase/lot number): NA
Directions to site (include road numbers, landmarks, etc.):
From US 52 take the Pilot Mountain Exit heading east on Route 268 (Key Street); follow 268
through Town until it intersects with the Old US 52 Bypass; turn left and continue northwest
for approximately 1 mile; the Civic and Recreation Center is on the right.
5. Site coordinates, if available (UTM or Lat/Long):North=967.844.2442/Lat 3624'0.74814"N
East=1,564,315.8200/Long 8028'49.09096"W
6. Describe the existing land use or condition of the site at the time of this application:
Although the headwaters include East Surry High School and the Pilot Mountain Civic and
Recreation Center's existing recreational facilities, the dominant land use in the watershed is
low-density single-family residential fronting along secondary roads and forest, old field and
grasslands along the ridges, side slopes, and floodplain.
7. Property size (acres): 151.78
8. Nearest body of water (stream/river/sound/ocean/lake): Toms Creek/Ararat River
9. River Basin: Yadkin Pee-Dee River
Page 6 of 14
10. Describe the purpose of the proposed work:
Correct the stream channel instability problems, improve water quality, enhance and/or
restore natural floodplain characteristics, protect infrastructure, and reduce the loss of public
land by implementing an effective, long-term restoration plan for the streams within the Park
property.
11. List the type of equipment to be used to construct the project:
Tracked excavators with hydraulic thumbs, tracked trucks and tracked loaders, dump trucks
and misc. small trucks.
12. Describe the land use in the vicinity of this project: forest, grassland and old fields
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued pennits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A pre-application meeting was held on-site Au.Qust 16, 2005 to present the project to the
permitting agencies. The following persons were in attendance: Mr. John Thomas, USACOE,
Mr. Daryl Lamb; NCDWQ, and Mr. Rocky Powell, Clear Creeks Consulting.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Yes. Additional restoration work may be conducted on the headwater streams upstream of the
project reaches, That work is dependent on the availability of funds and may not occur for
several years.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 7 of 14
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a brief written description of the proposed impacts:
Temporary impacts include:
1) removal of a small percentage of the existing vegetation on upper point bars, streambanks, and
terraces to allow grading and sling of the streambanks and construction of floodprone areas;
and 2) dewatering and diversion of the baseflow to allow work to proceed in the dry.
Permanent impacts include:
1) excavation of the streambed to establish a new channel profile (pools and riffles); and 2)
placement of fill - a) in abandoned channel sections after constructing a new channel that is
away from steep hillslopes and that is reconnected to the floodplain b) to construct/install
structures such as log-boulder j-hooks boulder std-pools boulder cascades, etc. at key points
along the channel to provide grade control and deflect flows away from the banks and toward the
center of the channel.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at httn://wNaw.fcma._ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of all existing wetlands on the property: 1.5 acres
Total area of wetland impact proposed: 0.0 acres
Page 8 of 14
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
(indicate on ma) linear feet) Before Impact (please seci
9 bankfull
TIT Temporary 530 Unnamed Tributary 1 4 baseflow Perennial
9 bankfull
TIP Permanent 585 Unnamed Tributary 1 4 baseflow Perennial
9 bankfull
T2T Temporary 100 Unnamed Tributary 2 4 baseflow Perennial
9 bankfull
T2P Permanent 260 Unnamed Tributary 2 4 baseflow Perennial
MST Temporary 825 Pilot Creek 11 bankfull Perennial
5 baseflow
1 1 bankfull
MSP Permanent 550 Pilot Creek 5 baseflow Perennial
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.us7s.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 2850
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic Ocean
and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be included
above in the wetland and stream impact sections. Also, the proposed pond should be described
here and illustrated on any maps included with this application.
Page 9 of 14
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of draw-
down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond, local
stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The general restoration approach includes reconstructing reaches of Tributary 1 Tributary 2 and
the lower Main Stem to relocate the channel away from steep hillslopes, reconnect the channel
with the floodplain provide a more regular planform along reaches where meander bends are
extremely tight and modify channel cross-sections to improve habitat and sediment transport
capacity. The abandoned channels will be backfilled to create vernal pools to create wetlands and
wildlife habitat. The gullies that have formed in the steep drainages along the hillslopes will be
stabilized.
The temporary impacts associated with mechanical clearing are limited to those stream banks
and point bars where riding is essential to establish stable channel ge o?ry. All disturbed
areas impacted within the limits of the project will be seeded with native gasses and planted
with native trees and shrubs. All disturbed areas impacted outside the limits of the protect will be
seeded with gasses and clover.
The permanent impacts associated with fill will run almost the entire length of the project. The
majority of the fill placed will involve backfilling of old channels after new channels have been
constructed. Some sections of the existing channels that remain will be reconstructed by raising
the streambed to reconnect the channel to its floodplain and reconstructing narrower cross-
section to improve habitat and sediment transport. In addition, log-boulder j-hooks, boulder
cascades and log-boulder step-pools will be constructed at key points along the channel to
provide grade control and divert flow away from the stream banks. Avoidance of these impacts
would be inconsistent with many of the objectives of this project including: reconnecting the
stream channels with their floodplain improving habitat by constructing a narrower and deeper
baseflow channel improving sediment transport capacity, reducing sedimentation, and protecting
the stream banks from scour.
Page 10 of 14
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
littp://li2o.enr.state.nc.us/ncwetlands/stmigide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Given the type of project it is not anticipated that mitigation will be required. In fact, the
project itself could be viewed as mitigation for historic impacts to Pilot Creek and its
tributaries As a result of this proiect 3579 feet of unstable stream channel will be restored,
0.5 acres of wetlands will be created 4.0 acres of riparian forest and native meadow buffer
will be created and sediment and nutrient loadings to Toms Creek and the Ararat River
resulting from eroding banks and eroding gullies will be significantly reduced. In addition
the Town of Pilot Mountain will establish a conservation easement that permanently protects
49 acres of steep slopes and floodplain along these stream reaches.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
Page 11 of 14
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://l12o.enr.statc.nc.tis/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Page 12 of 14

Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Impact Required
Zone* (--A f-P Multiplier Mitigation
1 3
2 1.5
Total I I
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 213 .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
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.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 13 of 14
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may choose to list
constraints associated with construction or sequencing that may impose limits on work schedules (e.g.,
draw-down schedules for lakes, dates associated with Endangered and Threatened Species, accessibility
problems, or other issues outside of the applicant's control).
/I 1?7
Applicant/Agent's Signature Date
Agent's signature is valid only if an authorization letter from the applicant is provided.)

Page 14 of 14

1
C
() () ;`a 1 7 9 6
t Construction Specifications
0

? Pilot Mountain
Civic and Recreation Center
1 Stream Restoration
L
? September 2005

u
IN
1
AW
CLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084 LLC [phone]
CONSTRUCTION SPECIFICATIONS
Project Description 2
Section 1 - Mobilization 4
Section 2 - Construction Stakeout 5
Section 3 - Maintenance of Traffic 7
Section 4 - Pollution Control 8
Section 5 - Project Dewatering 13
Section 6 - Clearing and Grubbing 18
Section 7 - Stream Channel Excavation 19
Section 8 - Log/Boulder Step Pools 22
Section 9 - Rootwad - Log/Boulder J-Hook Vanes 25
Section 10 -Constructed Riffles 28
Section 11 - Boulder Cascades 30
Section 12 -Toe Benches 32
Section 13 - Log Vanes 34
Section 14 - Seeding and Mulching 36
Section 15 - Planting Trees and Shrubs 42
Section 16 - Installing Live Stakes 45
Section 17 - Bridges 48
Sequence of Construction 51 T9 k-1-7 D
SEP 2 12005
DSNR.)NATER QUALITY
y?S7uNOS M o dpi MA R BRANCH
1
PROJECT DESCRIPTION
1. Scope
a. The Town of Pilot Mountain, North Carolina proposes to restore 3579 linear feet
of Pilot Creek and its tributaries and reestablish 4.9 acres of riparian habitat at
the Pilot Mountain Civic and Recreation Center.
b. The work consists of excavation and fill to create new stream channels and
stabilize existing channels, installation of in-stream structures to provide stream
bank protection and grade control, construction of (3) pedestrian and light-vehicle
bridges, installation of soil bioengineering practices, planting of native plant
material, seeding and mulching for stabilization, and all necessary incidentals
described and illustrated in this Construction Specification Document.
c. The work to be performed under this Contract includes, but is not limited to,
furnishing all materials, labor, equipment, tools, plants, seed, superintendence,
transportation and performing all work in strict accordance with these
specifications and drawings.
d. The work shall be performed under contract to Town of Pilot Mountain hereafter
referred to as the Town and under the direction of Clear Creeks Consulting and
Buck Engineering, hereafter referred to as the Project Manager.
e. The work shall be completed in all its parts and ready for use in the time
' specified and in strict accordance with the terms and conditions of the Contract
Documents. Any deviation shall be subject to the approval of the Town and the
Project Manager.
f. The Contractor shall follow the requirements of all the permits issued for the
proposed construction.
g. The Contractor shall be prepared to execute a finished project in every particular
without extra charge, unless specifically provided for within the contract.
2. Project Site
a. The project site is located in Pilot Mountain Civic and Recreation Center in Pilot
Mountain, North Carolina. The project shall be completed in twelve stages,
which include:
' STAGES DESCRIPTION
1 Tributary 1
(Station 10+00 to 13+00)
2 Tributary 1
(Station 13+00 to 15+50)
3 Tributary 1
(Station 15+50 to 17+00)
2
4 Tributary 2
(Station 10+00 to 12+10)
5 Tributary 2
(Station 12+10 to 14+89)
6 Tributary 2
(Station 14+89 to 16+09)
7 Tributary 1
(Station 17+00 to 18+29)
8 Main Stem Reach 1
(Station 18+29 to 20+10)
9 Main Stem Reach 2
(Station 21+00 to 23+86)
10 Main Stem Reaches 2 and 3
(Station 23+86 to 27+00)
11 Main Stem Reach 3
(Station 27+00 to 30+00)
12 Main Stem Reach 3
(Station 30+00 to 30+75)
b. The Contractor shall perform all activities related to this contract within the Limits
of Disturbance (LOD) illustrated on the Drawings.
c. The project site shall be accessed through the designated access points
illustrated on the Drawings.
d. The Contractor shall begin work at the top of the project and work downstream
until the project is completed and stabil ized in accordance with the Contract
Documents.
END OF SECTION
3
CONSTRUCTION SPECIFICATIONS
SECTION 1
MOBILIZATION
1. Description
This work shall consist of the construction preparatory operations, including the
movement of personnel and equipment to the project site and for the establishment of
the Contractor's on-site offices, buildings, and other facilities necessary to begin work.
2. Materials
Not Applicable
3. Methods
All work performed in providing the facilities and services shall be done in a safe and
workmanlike manner.
4. Measurement and Method of Payment
Mobilization will not be measured for payment but will be paid for at the Contract lump
sum price.
END OF SECTION
4
CONSTRUCTION SPECIFICATIONS
' SECTION 2
CONSTRUCTION STAKEOUT.
1. Description
This work shall consist of preserving and maintaining construction layout stakes and
benchmarks installed by Buck Engineering and as specified in the Contract Documents
or as directed by the Project Manager.
Buck Engineering surveyed the existing elevations and contours shown on the plans,
cross-sections, and profiles in 2004. Existing elevations and grades may have changed
since the original survey was completed due to stream erosion, sediment accretion, and
fill. It is the Contractor's responsibility to confirm existing grades and adjust earthwork
as necessary at no additional cost to the Town.
' 2. Materials
Not applicable.
3. Methods
3.1 Line and Grade
Buck Engineering will provide the Contractor with the following:
a. Reconstructed Stream Channel Stakeout
Utilizing the Baseline Survey and the Construction Plans, Buck Engineering will
establish appropriately spaced benchmarks and the necessary references
including all P.C.s, and P.T.s for the preservation and control of the thalweg and
bankfull channel alignment.
b. Structure and Feature Stakeout
Utilizing the Baseline Survey and Construction Plans, Buck Engineering will set
' stakes at key points along the floodplain. These stakes will be marked with the
thalweg station and denote the bed feature or structure associated with that
stationing. These stakes will be utilized during construction to verify stationing of
bed and structural features (i.e., top and bottom of riffles, runs and pools; and log
and rock sills, structure tie-in points, steps and pools, etc.).
3.2 Control Markers
The Contractor shall exercise care in the preservation of the stakes and
benchmarks set by Big Eagle Surveying. If any are damaged or destroyed the
Contractor shall reset them at his own expense.
1
1

4. Measurement and Method of Payment
Buck Engineering will complete the initial construction stakeout. The Contractor shall be
responsible for maintaining all stakes and benchmarks. Any stakes and benchmarks
damaged or destroyed shall be reset by The Contractor at his expense.
END OF SECTION
6
CONSTRUCTION SPECIFICATIONS
SECTION 3
MAINTENANCE OF TRAFFIC
1 1. Description
This work shall consist of maintaining traffic, vehicular and pedestrian, on or along
1 the roads within and adjacent to the project site, affected by the work. This Section
sets forth the traffic control requirements necessary for the safe and continuous
maintenance of traffic throughout the area affected by the work, and is intended to
minimize inconveniences to the traveling public, while providing for the safety of
motorists, pedestrians, and workers.
2. Materials
All materials and equipment (e.g., warning and guide signs, warning lights and devices,
traffic-channelizing devices, etc.) shall be furnished, installed and maintained in
accordance with an approved Traffic Control Plan.
3. Methods
The Contractor shall prepare and submit a Traffic Control Plan (TCP) to the Town for
approval, which will assure the safety of motorists, pedestrians and construction workers
for the duration of the construction project.
4. Measurement and Method of Payment

Unless otherwise specified, the Contract lump sum price for Maintenance of Traffic will
be full compensation for all work necessary to maintain traffic.

END OF SECTION

u

1 CONSTRUCTION SPECIFICATIONS
SECTION 4
POLLUTION CONTROL
1. Description
This work shall include furnishing, installing and maintaining all measures necessary for
the prevention and/or mitigation of impacts from pollution during construction. The work
will prevent or minimize the release of sediment, dust, fuel, hydraulic fluid, oil,
wastewater, or any other pollutants into the water or air from the work site.
2. Materials
All materials furnished shall meet the requirements as set forth in each of the following
subsections. All materials and/or supplies furnished for the purpose of pollution control
shall be of new or good condition.
3. Erosion and Sediment Control Measures
Control of sediment production and its introduction to the watercourse shall be prevented
or minimized during all operations to complete the work under this contract. The
following items set forth some, but not necessarily all, techniques which may be required
under this contract.
3.1 Silt Fence for Sediment Control
a. This work shall include furnishing, installing and maintaining silt fence for
sediment control as may be required by local or state regulations. Silt fence
shall be installed in accordance with the specifications shown on the plate on
this Erosion and Sediment Control Sheet.
b. All materials, construction methods, handling, and maintenance shall be in
accordance with the plate shown on this Erosion and Sediment Control
Sheet. Silt fence shall be installed prior to the disturbance of stockpiling,
staging and construction access areas shown on the Erosion and Sediment
Control Sheet.
3.2 Stabilized Construction Entrance
a. This work shall consist of installing a stabilized construction entrance at all
point of ingress and egress from public roads. The stabilized construction
entrances shall be installed in accordance with the specifications shown in
the plate on this Erosion and Sediment Control Sheet. The work will include
excavation, furnishing and placing filter cloth and #2 stone necessary to
complete the work, and removal of it at the completion of the project.
b. All materials, construction methods and maintenance shall be in accordance
with the plate shown on this Erosion and Sediment Control Sheet.
8
c. Acceptable filter cloths include Mirafi 140N, Dupont Typar No. 3341 or 301,
Supac 5P or an approved equal. Stone shall meet AASHTO designation M43
Size No. 2 or 24. The Contractor may use a reclaimed or recycled concrete
equivalent.
d. Stabilized construction entrances shall be installed prior to any stockpiling, -
staging, and/or construction work.
3.3 Temporary Mulching
a. Temporary mulching may be required when permanent vegetated
stabilization of the disturbed areas will be delayed. Temporary mulching will
be required when stockpiles of topsoil and fill will not be used for an extended
period of time.
b. Temporary mulching will be accomplished by application of cellulose hydro-
mulch, chopped straw/hay, tackifiers, burlap, cellulose mat or another
acceptable erosion control material.
3.4 Erosion Control Blankets
a. This work consists of installing erosion control blankets on graded stream
banks and on adjacent slopes as may be determined to be necessary by the
Contractor and Project Manager.
b. Erosion control blankets will be utilized on all newly graded/constructed
stream banks. They may also be utilized on graded slopes if it is determined
they are necessary and appropriate to maintain the stability of the graded
slopes. Any erosion control blankets utilized shall be composed of organic
geotextile fabric with biodegradable netting. Approved erosion control
blankets include Clearfilter 700 Gram and Clearfilter 900 Gram, KoirMatTM
700 and KoirMatTm 900 or an approved equivalent.
3.5 Dewatering Diversion System
a. During construction, temporary diversions will be required to collect and divert
stream flow around the work area. The work shall consist of the installation
of a system of pumps and pipes/hoses designed to convey baseflow pumped
from an in-stream cofferdam at the upstream of the construction area to an
outfall-point downstream of the construction area for the purpose of
dewatering the construction area.
b. All materials, construction methods and maintenance shall be in accordance
with the plate shown on the Erosion and Sediment Control Sheet and as
described in Section 5 - Project Dewatering.
4. Equipment Fuels and Lubricants
The Contractor shall take all necessary precautions to prevent the spill of chemical
pollutants including, but not limited to fuel, oil, grease, and hydraulic fluid.
9
4.1 Equipment Leaks
a. All equipment used on the project shall be free of leaks and excessive
deposits of materials such a fuel, hydraulic fluid, oil and other lubricants.
b. At the start of each workday, the Contractor shall perform a visual inspection
of each piece of equipment to check for leaks. During equipment operation,
the Contractor shall watch for leaks that may develop.
c. In the event a piece of equipment develops a leak during construction work,
the Contractor shall immediately remove the machine from the stream
channel area and shall repair the leak. All excess fluids will be cleaned from
the machine prior to its return to the work area.
4.2 Equipment Fueling
a. The Contractor shall provide for safe fueling of all equipment within the work
area.
b. Under no circumstances shall the equipment be fueled within the stream
channel area.
4.3 Fuel Storage
a. All fuel stored on site must be in a suitable container. Fuel storage in
containers greater than five (5) gallons shall be in a containment tank, which
meets or exceeds NFPA Standards or other applicable local, state and
federal regulations. Mobile tanks on pickup trucks and service vehicles are
exempt from this requirement.
b. Pumps on fuel storage units must be in good working order and free of leaks.
The Contractor shall remove leaking fuel equipment from the work site upon
direction of the Project Manager.
4.4 Equipment Service and Repair
a. In the event that the Contractor must service or repair equipment during
construction, appropriate measures will be taken to prevent contamination of
the soil and/or water during the service/repair operations.
b. Under no circumstances will equipment be serviced in the stream channel
area. All equipment must be removed from the channel to the floodplain area
for servicing.
c. All waste lubricants and other chemicals will be disposed of in sealed,
watertight tanks. No more than five (5) gallons of waste lubricants will be
retained on site.
5. Sanitary Facilities
The Contractor shall be required to provide adequate sanitary facilities for their work
force as well as for use by the Project Manager, and Project Observers. Chemical toilets
10
shall be provided in a quality that is consistent with the requirements of state and federal
regulations. Chemical toilets will be placed no closer than one hundred (100) feet of the
stream edge. The Contractor will provide for routine maintenance and cleaning of the
sanitary facilities.
6. Other Chemicals
In the event the work requires the use of other chemicals (e.g., herbicides), the
Contractor will use the chemicals in a manner that is consistent with the chemicals
labeled use and the manufacturer's instructions.
7. Air Pollution
7.1 Dust Control
The Contractor shall be responsible for the control of excessive dust on public roads
and project access roads. The Contractor shall be prepared, at the request of the
Project-Manager, to suppress dust. If chemical dust suppressants are used, the
Contractor shall use a commercially available product specifically designed for dust
control and shall follow the manufacturer's recommended rates and methods of
application.
7.2 Equipment Emissions
The Contractor shall be responsible to insure that all equipment has proper and
functioning emissions control equipment. All equipment will have mufflers and will be
free of excessive smoke emissions. In the event the Contractor's equipment is
emitting excessive smoke, the equipment will be removed from the work area and
repaired or a substitute piece of equipment will be brought to the project site. The
Contractor will be solely responsible for the mobilization and demobilization costs
associated with replacement of any equipment that is pulled from service.
8. Maintenance, Removal and Restoration
The Contractor shall maintain all pollution control measures in good operating form until
such time that the measures are no longer needed. Upon completion of the work, the
Contractor shall remove any temporary pollution control measures installed during
construction and shall restore the site to original conditions as reasonably practical.
9. Measurement and Method of Payment
9:1 Method 1 -Unit Prices
For items of work, for which unit prices are established in the contract, each item will
be measured to the nearest unit applicable. Payment for each item will be made at
the contract unit price for that item. Payment for erosion control blankets will be at
the unit price per square yard of fabric. Payment for chemical dust suppression
items shall not be made for applications that are excessive or unnecessary. Such
payment shall constitute full compensation for the completion of the work.
11
9.2 Method 2 - Lump Sum
For items of work, for which lump sum prices are established in the contract,
payment will be made as the work proceeds, after presentation of adequate invoice
documentation showing the Contractor's cost. If the total of such payments is less
than the lump sum contract price for that item, the unpaid balance will be included in
the final contract payment. Payment of the lump sum contract price shall constitute
full compensation for completion of the work.
9.3 Method 3 - Incidental Costs
For items of work, for which a specific bid price is not requested, the costs shall be
considered incidental to the total items of work and no payment shall be made
separate and distinct for pollution control. Pollution control costs will be included in
the costs of the other work items.

END OF SECTION

12
CONSTRUCTION SPECIFICATIONS
SECTION 5
PROJECT DEWATERING
1. Description
In order to meet the requirements of state and federal regulatory agencies, stream
channel construction generally requires that work be completed in a dry channel
condition. During construction, various techniques ranging from construction of passive
by-pass channels to installation of pump diversions are utilized to divert stream flow
around the work area. Traditional riprap projects generally allow for partial channel
dewatering by diverting the flow to one side of the existing channel. However,
geomorphic-based restoration often involves significant channel reconstruction requiring
stream flows to be diverted completely around the project.
The work described in this section shall consist of the collection and diversion of surface
water and groundwater from the stream channel as necessary to perform the
construction required by the contract. The work shall involve the installation of a system
of cofferdams, pumps, pipes and hoses designed to convey stream flow pumped from
an in-stream cofferdam at the upstream of the construction area to an outfall point
downstream of the construction area for the purpose of dewatering the construction
area.
2. Diverting Surface Water
The Contractor shall install, maintain, and operate all cofferdams, pumps, pipes and
hoses and all other temporary diversion and protective works needed to divert stream
flow and other surface water through or around the project site.
2.1 Diversion of surface water shall be continuous during the period that damage to
the construction work could occur. Unless otherwise specified, diverted surface
water shall be diverted to the same drainage-way that the water would have
reached before being diverted.
2.2 The Contractor is responsible to determine the number and sizes of pumps
necessary to complete the dewatering process.
2.3 The Contractor shall furnish the Project Manager a written detailed plan for
meeting the surface water diversion requirements set forth in the contract
documents. The Project Manager prior to the start of work must approve the
dewatering plan, and it shall include information on the type, number, sizes of
pumps, type and size of pipes and hoses, refueling/service schedules, cofferdam
construction techniques, discharge outfall protection, and other relevant
information. All proposed activities shall meet the conditions set forth in the
North Carolina State Sedimentation and Erosion Control Guidelines or another
similar, recognized specification. Acceptance of the dewatering plan or the
waiving of the plan requirements shall not relieve the Contractor of the
responsibilities related to this activity during the process of completing the work.
13
' 2.4 The Contractor must plan the dewatering activities such that increases in water
flow due to storms or other events are taken under consideration. No separate
payment will be made for dewatering measures that are damaged or
overwhelmed by significant and sudden increases in the water flow. The
Contractor must plan for such events. In some instances, water flows may
exceed those reasonably expected to be dewatered and the Contractor may be
required to suspend work until such time that the water flows return to a
manageable level. In the event that the work is suspended due to high water, the
Contractor will not be compensated for repairs to dewatering measures, but
additional days will be added to the schedule, at no additional cost, to offset the
days lost due to high water.
3. Dewatering the Stream Channel
All work in the stream area will be performed in a fully dewatered channel. The
Contractor shall dewater Tributary 1, Tributary 2 and Main Stem Pilot Creek channel, as
well as provide for diversion of water flows into the work area from secondary channels
or drainage-ways.
3.1 Cofferdams and Diversions
To capture or divert stream flows, cofferdams are used across the stream
channel and secondary drainage-ways above (up-slope) from the work site. (See
Standard Detail in the Erosion and Sediment Control Plans)
a. Cofferdams will be constructed of clean, inert materials that will have a
minimal impact on the stream system. Cofferdams constructed of soil or
material from the stream will not be used unless specifically directed by the
Project Manager.
b. Acceptable materials shall include water structures, concrete jersey barriers,
plastic barriers, and other comparable items.
c. The Contractor is responsible to install all cofferdams/diversion structures in a
safe and correct manner. Cofferdams must be installed so as to withstand
the pressures exerted by the stream flow or ponded water against the
cofferdam.
d. Commercial products used as cofferdams (i.e., water structures, temporary
dams) shall be installed according to the manufacturer's instructions.
e. The Contractor is permitted to make minor disturbances to the streambed or
banks as may be required to properly install the cofferdam. All disturbances
will be limited to only that disturbance necessary to install the cofferdam.
Cofferdam installation must be done in the presence of the Project Manager.
f. If the Contractor uses sand bags to assist with the dewatering, the Contractor
shall fill the sand bags with clean, washed sand. Soils with fine particles are
prohibited. When placed in the flowing water, the sand bags shall not
produce visible turbidity.

14
3.2 Pumps
' The Contractor shall use pumps and pipes/hoses to divert the water flow. The
Contractor shall be responsible for providing all pumps, pipelines, hoses, fuel
tanks, and other items required to pump the stream flow around the work site,
e and for providing supervision of the pumping operation during all hours that the
pumps are running.
a. The Contractor shall be responsible for calculating the required pump
capacity to handle the average stream flow in the area of the work.
b. The Contractor shall provide the pumps required, as well as have available
additional pumps in the event that the stream flow increases, a pump
becomes disabled, or to cover periods when pumps are out of operation for
routine service.
c. The Contractor shall provide pumps that are in good operating order and free
of leaks. Pumps that are leaking fuel, lubricants, or other material, will be
removed immediately from the work area, and repaired or replaced as
necessary. All pump equipment will be properly equipped with mufflers and
other noise suppression equipment to minimize noise impacts on the
surrounding residences.
d. Discharge pipes and hoses shall be reasonably free of leaks at either the
fittings or in the discharge pipe/hose. No leaks from discharge lines shall be
allowed to create excessively wet spots or to cause erosion.
e. The Contractor shall provide adequate suction hose length to allow the
pumps to be placed back from the immediate edge of the stream.
Supplemental fuel tanks, used to minimize refueling requirements, must be
installed in such a manner so as to eliminate any leaks from the fuel lines,
and so they are protected from damage in the event of high water or flooding
which may occur during the project. Fuel tanks over five (5) gallons in
capacity will require a containment system. Supplemental fuel tanks will be
placed no closer than twenty-five feet (25') from the stream edge and must be
secured to prevent their movement in the event of high water. Supplemental
fuel tanks must be equipped so as to prevent the escape of fuel in the event
that they are covered by water during a flood condition. The Contractor is
responsible to insure that all supplemental fuel storage facilities meet or
exceed National Fire Protection Association (NFPA) standards or other
applicable local, state, and federal regulations.
g. When flooding conditions can be reasonably expected, the Project Manager
shall have the authority to require the Contractor to remove the pumps and/or
supplemental fuel tanks from the projected flood area. If the Contractor is
required to remove pumps and fuel tanks due to flood or storm events, the
Contractor shall not receive additional compensation for removal or re-
installation of the pumps and/or supplemental fuel tanks. Compensation will
be provided in the form of additional time on the project schedule.
15
3.3 Discharge Outfall Protection
During the dewatering operations, the Contractor must provide adequate
protection from erosion at the discharge area. The discharge of water from the
pumping operation shall be done so as to prevent erosion of soils and the
downstream introduction of sediment.
1 a. When discharges from the dewatering operation involve large volumes of
water, the discharge area will require a concrete and/or stone structure to
provide for the dispersion of discharge energy. The Contractor shall use
geotextiles as appropriate to provide erosion protection. Discharge structures
must be capable of dispersing the energy of the expected discharge from the
pumps.
b. All materials placed for the protection of discharge outfalls are temporary in
nature, and shall be removed from the project area upon completion of the
dewatering process.
4. Maintenance, Removal and Restoration
The Contractor shall maintain all dewatering measures in good operating form until such
time that the measures are no longer needed.
4.1 In the event that high flows damage or remove dewatering measures, the
Contractor shall repair or replace the measures as soon as the water flows
allow and prior to commencing work.
4.2 Upon completion of the work and approval of the Project Manager, the
Contractor shall remove all dewatering measures. The Contractor shall remove
pumps, pipes and hoses from the site, as well as cofferdams from the stream
channel.
1 4.3 Any fill placed in the active channel during the dewatering process shall be
removed from the channel upon completion of the work. In the event sand bags
are used in the dewatering process, the sand bags will be removed and emptied
t outside of the active channel area.
4.4 Upon removal of the dewatering measures, the Contractor shall regrade any
disturbed surfaces, remove any contaminated soils, and restore all areas
consistent with the stabilization of the project site set forth in the Contract
Documents.
5. Measurement and Method of Payment
5.1 Payment for dewatering of the project site shall be paid at the Contract lump
sum price. The Contractor may make requests for partial payment of
dewatering expenses on a monthly basis. Payment request shall include
adequate documentation of the Contractor's dewatering expenses, as well as a
measurement of the percentage of the dewatering completed to date.
16
5.2 If the total payments made for dewatering are less than the Contract Lump Sum
Price for this item, the unpaid balance will be included in the final contract
payment.
5.3 Payment of the Contract Lump Sum Price shall constitute full compensation for
completion of the work.
END OF SECTION
17
CONSTRUCTION SPECIFICATIONS
SECTION 6
CLEARING AND GRUBBING
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1. Description
This work shall consist of clearing and grubbing within the limits specified in the Contract
Documents.
a. Clearing within the construction area includes removing and disposing of trees,
shrubs, and other vegetation not specified in the Contract Documents for removal
and disposal.
b. Grubbing within the construction area includes removing from the ground and
disposing of all stumps, roots, and stubs, brush and debris.
2. Methods
2.1 Project Staging
a. In order to minimize the potential for erosion, sedimentation and the
degradation of water quality, clearing and grubbing will be conducted in
stages. The area cleared and grubbed at any one time shall be limited to the
area of active construction work.
b. Unless noted in the Sequence of Construction, no areas will be cleared and
grubbed until the areas disturbed during the previous construction stage have
been stabilized (i.e., covered by fabric and/or seeded and mulched). The
Project Manager shall have ultimate authority in this determination.
2.1 Damaging or Destroying Vegetation Beyond the Limit of Disturbance.
a. The Contractor shall not damage or destroy any trees, shrubs, or turf, which
exist beyond the limits of disturbance as illustrated on the plans and
specified.
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b. The Contractor shall be responsible for any and all damages to trees, shrubs,
or turf located beyond the limits of disturbance that occurs from his
operations during the life of the Contract. The Contractor shall fully restore,
at his own expense, and to the satisfaction of the Town, any trees, shrubs, or
turf that have been damaged or destroyed.
3. Measurement and Method of Payment
Clearing and grubbing will not be measured for payment but will be paid for at the
Contract lump sum price. The payment will be full compensation for the removal and
disposal of all materials cleared and grubbed, and for all material, labor, equipment,
tools, and incidentals necessary to complete the work.
END OF SECTION
18
CONSTRUCTION SPECIFICATIONS
SECTION 7
STREAM CHANNEL EXCAVATION
a. Description
In natural channel restoration projects, primary focus is placed on excavation and
grading to produce a stream channel with correct geomorphic features. During the
implementation of this project, excavation and fill will be required to restore a stable plan
form and channel cross-section. Excavation under this specification also focuses on the
development of a stable streambed profile and will require the construction of a riffle-
pool complex.
a. Tributary 1 Relocation/Restoration
During this project the upper reaches of Tributary 1 will be reconstructed and relocated
to eliminate extremely tight meander bends, the middle reaches will be reconstructed
and relocated away from steep eroding banks and hillslopes and routed along the right
floodplain, and the lower reaches will be reconstructed and relocated to eliminate the
extremely tight meander bend at its confluence with the main stem. Adjacent terraces
i
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e graded to create bankfull benches and floodprone areas. The old channel along
the relocated reaches will be backfilled to create bankfull benches and floodprone areas
or to blend into adjacent hillslopes.
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ocation/Restoration
The upper and reaches of Tributary 2 will be reconstructed and relocated to eliminate
extremely tight meander bends. Adjacent banks and terraces will be graded to create
bankfull benches and floodprone areas. The old channel along the relocated upper
reaches will be backfilled to create bankfull benches and floodprone areas. The old
channel along the relocated lower reaches will be backfilled to create vernal pools and
wetlands.
c. Main Stem Pilot Creek
Reaches along the main stem Pilot Creek will be reconstructed and relocated to
eliminate extremely tight meander bends and relocate the channel away from steep
eroding banks and hillslopes and center the channel on existing or newly created
floodplain areas. Adjacent banks and terraces will be graded to create bankfull benches
and floodprone areas. The old channel along the relocated reaches will be backfilled to
create bankfull benches and floodprone areas or to blend into adjacent hillslopes.
d. Gully Restoration
A number of gullies have formed along the drainageways on the steep hillslopes
adjacent to the stream valley. During this project these gullies will be backfilled and
stabilized.
s 19
1 b. Materials
2.1 Typically, excavation of the channel form will be conducted using cuts and fills from
the project site. In some instances, there may be insufficient materials on site to
meet the fill requirements. In cases where additional fill is required, The Contractor
is responsible for furnishing and transporting suitable fill material to the project site.
2.2 When the Contractor stockpiles fill material on-site, the Project Manager and/or
regulatory agencies may require silt control. The requirement for silt control during
the material storage period is determined on a case-by-case basis. The Contractor
should be prepared to provide adequate silt control as provided for in the
Construction Specification Section 4 - Pollution Control.
c. Construction Methods
1 Excavation and fill for the construction of the new channel shall be as shown on the
Project Drawings. Construction shall be as shown in the plan view, cross sections, and
the stream profile drawings.
3.1 The existing elevations and contours shown on the plans, cross sections and
profile were surveyed in 2004. Grades and elevations may have changed since
the original survey was completed, due to erosion, sedimentation, and fill. The
Contractor is responsible for confirming existing grades and to adjust the
excavation and fill as necessary to produce the desired channel configuration.
3.2 Due to the requirement to dewater the stream channels, all excavation and fill to
construct the new channel, as well as all in-stream structures must be done in an
expeditious manner. Dewatering periods must be limited, and the stream flow
returned to the new channel as soon as is reasonably possible. The Contractor
is responsible to provide adequate equipment and manpower, as well as to
establish a work schedule that will meet this requirement.
3.3 In areas where fill is required to establish the design channel, the Contractor
shall place the required fill in a manner so as to provide adequate compaction of
the material. No fill will be placed in lifts to exceed two feet (2') and each soil lift
shall be adequately compacted with heavy equipment before placement of
succeeding lifts. Coarser material, cobble, gravel, and sand will be used below
the bankfull elevation. Finer material, gravel, sand, and silt will be used to
complete any required fill above bankfull in the floodplain.
3.4 The Contractor shall be responsible for providing temporary stabilization of all
graded stream banks immediately after the completion of grading, and until such
time that stream bank vegetation stabilization measures required under this
contract are completed. The Contractor shall provide interim stabilization of the
immediate stream bank areas as set forth in construction specification Section 14
- Seeding and Mulching.
3.5 Immediately upon completion of all grading, and the installation of in-stream
structures, the Contractor will provide permanent stabilization of all disturbed
areas.
20
3.6 Permanent stabilization will be completed as set forth in Construction
Specification Section 14 - Seeding and Mulching.
3.7 The Contractor shall at all times conduct his work in full compliance with OSHA
regulations and any other applicable local, state, and federal regulations.
d. Warranty of Work
The Contractor shall be responsible for warranting his work for a period of one (1) year
from the date of completion. The care and maintenance of the stream channel
excavation shall begin immediately upon the completion of the project and shall continue
in accordance with these specifications for a period of one (1) year. The Contractor, at
the request of the Town, shall perform all work to repair and/or maintain channel
grading, in-stream structures, and vegetative stabilization in accordance with the
applicable specification, and at no additional cost to the Town.
e. Measurement and Method of Payment
Payment for stream channel excavation along Pilot Creek and its tributaries will be
measured and paid for at the Contract unit price per cubic yards of material
excavated/placed. Payment will be full compensation for all materials, transport,
excavation, and placement, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these specifications and on the plans.
END OF SECTION
21
CONSTRUCTION SPECIFICATIONS
SECTION 8
LOG/BOULDER STEP POOLS
1. Description
A series of step pool structures will be constructed along several reaches of Pilot Creek
and its tributaries. Installation of the step pool structures is intended to provide grade
control and dissipate the energy of storm flows.
The Contractor shall furnish all labor, material and equipment required to install step-
pools, as described in these Specifications and shown on the plans. This work shall
consist of transporting, installing and maintaining step-pools within the stream channel,
as specified on the plans or as directed by the Project Manager.
2. Materials
2.1 Step-Pool Rock
Step-pool rocks shall consist of angular flat rock, similar in color, texture and density
to the native rock at the site, obtained from an approved source. The dry unit weight
of the rock shall be 130 lb/cu ft or greater. The dimensions of the rock will be a
minimum of 2.5 feet and maximum of 3.5 feet along the long (a) axis, a minimum of 2
feet and maximum of 3 feet along the median (b) axis, a minimum of 0.5 feet and
maximum of 1.5 feet along the short (c) axis. Concrete and white stone will not be
considered as an alternative to step pool rocks.
' 2.2 Step-Pool Logs
1 Step-Pool Logs will be cut from trees that are removed and salvaged from the
stream banks and floodplain along Pilot Creek and its tributaries. The logs will be
12 -18 inches in diameter and cut to a length of 20 - 25 feet.
2.3 Bedding Rock
Bedding rock shall consist of angular rock, similar in color, texture and density to the
step-pool rock. The dry unit weight of the rock shall be 130 lb/cu ft or greater. The
rock shall range from 0.5 foot to 1.5 feet along the long (a) and median (b) axes.
Concrete and white stone will not be considered as an alternative to the bedding
rocks.
2.4 Step-Pool Gravel
Step-Pool Gravel shall consist of streambed gravel from the existing stream channel
to be excavated and placed as a result of this Contract. If sufficient material is not
available from this site to complete placement throughout the areas shown on the
plans then the Contractor shall obtain unwashed bank run gravel, ranging in size
from coarse sands (02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
22

1 2.5 Geotextile Liner
A geotextile liner shall be installed along the upstream side of the logs to prevent
piping and structural failure of the steps. The geotextile fabric shall have 1)
Apparent opening size of 0.30 mm max; 2) Grab tensile strength of 200 lb. min, and
3) Burst strength of 320 psi min.
2.6 Source of Rock
The Contractor will locate potential sources for the rocks. The Contractor and the
Project Manager will visit the site(s) to determine whether the rocks meet the
specified requirements for color, weight and size. If sufficient stream gravel material
is not available from the site, the Contractor shall obtain material meeting the
specified requirements as outlined above.
' 3. Construction Methods
3.1 Installation
' a. Step pools shall be installed according to the Sequence of Construction, the plans
and details, and the following specifications. The Contractor shall arrange and
construct step pools under the direction and approval of the Project Manager.
b. The existing streambed shall be excavated to the general shape of the steps and
pools and to a depth sufficient to allow for installation of the foundation rocks,
' bedding stone, step logs and rocks and gravel.
c. Step logs shall be trenched into each bank and set so that they are resting on the
streambed at the top of the log is placed at the elevation of step as shown in the
' Construction drawings.
d. Step rocks for each step shall be keyed into the existing streambed along the
downstream side of the step logs and along the edge of stream along both sides of
the channel forming a broad "U" pattern to the step. The thalweg of the stream
channel shall alternate from off-center left to off-center right and back to off-center
left at each step in a downstream direction.
e. Geotextile liner shall be draped over the upstream edge of the step log pulled to
cover the streambed in the tail-out of the pool upstream of the log and wrapping up
along the toe of bank on either side of the channel.
' f. Bedding rock and gravel shall be installed over top of the geotextile liner.
g. The top of the step rocks and pool gravel shall be equal to finished grade of the
' steps and pools, respectively as specified on the cross-sections and profile.

23
1 4. Measurement and Method of Payment
' Step-pools will be measured and paid for at the Contract unit price per ton of rock, per
log installed and per square yard of geotextile liner. Payment will be full compensation
for all materials, transport, excavation, installation, and maintenance of step-pools, and
for all material, labor, equipment, tools, and incidentals necessary to complete the work
as specified in these specifications and on the plans.
END OF SECTION
24
1 CONSTRUCTION SPECIFICATIONS
SECTION 9
ROOTWAD - LOG/BOULDER J-HOOK VANES
1. Description
J-Hook vanes are in-stream structures constructed with native/natural materials (i.e.,
logs and boulders) that are essentially rock vanes with a hook added to the upstream
end of the vane arm. They are typically installed along the channel margin in meander
bends. In this location they serve to divert stream flow away from banks and towards
the center of the channel as it flows from the run at the upstream end, through the pool,
and out the glide at the downstream end of the meander bend. The added feature of the
hook serves to create and maintain a scour pool that dissipates energy and provides
' excellent habitat for fish. In addition, these structures maintain the thalweg offset from
the bank and create back-eddies along the channel margin that encourage the
deposition of material along the toe of-the bank.
This work shall consist of transporting, installing, and maintaining the rock vane
structures, as specified on the Grading Details in the Construction Drawings, as
described in these specifications, and as directed by the Project Manager. The
Contractor shall furnish all labor, material and equipment required to install the rock
vanes.
2. Materials
1. J-Hook Vane Rocks
J-Hook vane rocks shall consist of angular flat rock, similar in color, texture and density
to the native rock on the site obtained from an approved source. The dry unit weight of
the rocks shall be 160 lb/cu ft or greater. The dimensions of the rock will be a minimum
of 3 feet and maximum of 4 feet along the long (a) axis, a minimum of 2 feet and
maximum of 3 feet along the median (b) axis, and a minimum of 1 foot and maximum of
2 feet along the short (c) axis. Concrete and limestone rock will not be considered as an
alternative to vane rocks.
The Contractor will be responsible for identifying a source of rock for the rock vanes. At
the time of the Pre-construction meeting, the Contractor and Project Manager will visit
the source and confirm that the rocks identified will meet the specifications outlined
above. The Contractor will be responsible for transporting the rock to the project site.
2. J-Hook Vane Logs
Vane logs shall be cut from trees that were removed and salvaged from the stream
banks. The Logs shall be 12 -18 inches in diameter and cut to a length of 35 - 40 feet.
Two logs are utilized per vane. Every other log shall have its root fan in-tact and
undamaged.
25
3. Rootwads
1 Rootwad logs shall be cut from trees that were removed and salvaged from the stream
banks. The Logs shall be 12 - 18 inches in diameter and cut to a length of 15 - 20 feet.
The root fan shall be in-tact and undamaged.
4. Geotextile Liner
A nonwoven geotextile liner shall be installed along the stream bank side of the vane
arm to prevent piping and structural failure of the arm. Acceptable geotextile liner
materials include Mirafi S600 and Mirafi 140N.
5. Backfill Material
Cobble, gravel and sand excavated from the streambed shall be placed behind the vane
arm to tie the arm into the adjacent bank and bring the channel margin to grade. If
sufficient material is not available from this site to complete placement throughout the
areas shown on the plans then the Contractor shall obtain unwashed bank run gravel,
ranging in size from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
3. Construction Methods
1. J-Hook vanes shall be installed according to the Sequence of Construction, the Plan
Sheets and Grading Detail Sheets in the Construction Drawings, as described in
these specifications, and as directed by the Project Manager.
2. The rootwad log shall be installed in the meander bend as shown in the Construction
Drawings with the log placed in a trench cut in the bank and the root fan facing in an
upstream direction. Boulders shall be placed on top of the section of log in the
trench and the trench backfilled.
3. J-Hook vane logs shall be installed starting at the stream bank, working in upstream
direction, and tie-in to the streambed. The vane is set at an angle of 20 - 300 tangent
to the curve of the bank and shall rise at a slope of 2 - 4% from the streambed to its
tie-in at the bank.
4. Two logs are utilized to construct the vane arm. The first vane log should not have a
root fan. The second vane should have a root fan.
5. When constructing the arm of the J-Hook vane, the first vane log shall be firmly
keyed into the stream bank at the downstream end of the arm and to the bank side of
the rootwad. At the upstream end of the arm the log should be keyed firmly in the
stream bottom. The second vane log shall be placed in front of and above the first
log on the stream-ward side. It shall be placed such that the root fan rests on the
bank side of the rootwad log. The remainder of the second vane log should be
resting on the first vane log.
6. Geotextile liner shall be draped over the stream bank side of both vane logs and
secured to both logs using 11/2 - 2 inch button cap roofing nails. The liner should be
spread out bank-ward and weighted down with large rocks to prevent it from being
pulled out of place by the flow. Cobble, gravel and sand excavated from the
26
streambed shall be placed on the liner behind the vane arm to tie the arm into the
adjacent bank and bring the channel margin to grade.
7. The vane hook shall be constructed by placing footer rocks in an arch starting from
the end of the vane arm, which is located at a point that is approximately one-third
the bankfull width and ending at a point that is approximately two-thirds the bankfull
channel width or the center of the channel. The footer rocks are keyed into the
streambed and placed adjacent to and tight against one another so that there is no
space between adjacent rocks. The top rocks for the hook shall be placed above
and on the upstream side of the footer rocks so that they lean on the footer rocks.
The top rocks along the hook are placed so that there is a gap of one-quarter to one-
third rock diameter between adjacent rocks. The top of the top rocks are set at
approximately one-tenth bankfull elevation. The top rocks at the end of the arm shall
be placed such that they rest on the arm.
4. Measurement and Method of Payment
J-Hook vanes will be measured and paid for at the Contract unit price per ton of rock
installed for the hook, per rootwad and log installed for the vane arm, and per square
yard of geotextile liner. Payment will be full compensation for all materials, transport,
excavation, installation, and maintenance of J-hook vanes, and for all material, labor,
equipment, tools, and incidentals necessary to complete the work as specified in these
specifications and on the plans.
END OF SECTION
27
t CONSTRUCTION SPECIFICATIONS
SECTION 10
CONSTRUCTED RIFFLES
' 1. Description
Restoration of Pilot Creek and its tributaries will require raising the existing streambed to
' reconnect the channel and adjacent floodplain in other areas. In addition, for relocated
reaches it will be necessary to construct a streambed in the newly excavated channel.
Installing grade control structures and reconstructing riffles or creating new riffles at key
points along the channel will provide a means of stabilizing and raising the streambed.
This work shall consist of transporting, installing and maintaining reconstructed and
constructed riffles within the stream channel.
2. Materials
1. The constructed riffle rocks shall consist of round, subangular, or angular rock,
similar in color, texture and density to the native rock on the site obtained from an
approved source. The dimensions of the boulders will be a minimum of 1.5 foot and
maximum of 3.5 feet in diameter. The dry unit weight of the boulders shall be 160
lb/cu ft or greater. The cobble size material will range from 2.5 inches to 10 inches in
diameter and the gravel size material will range from 0.5 inches to 2 inches in
diameter.
2. The Contractor will be responsible for identifying a source of rock for the constructed
riffles. The Contractor will be responsible for transporting the rock to the project site.
' 3. Construction Methods
' 1. Constructed riffles shall be installed according to the Sequence of Construction, the
Plans and details, the following specifications, and as directed by the Project
Manager.
2. Existing riffles already at or near the proposed invert may be experiencing
degradation and loss of material. These riffles will be reinforced by reconstructing
and armoring the riffle with grade control features and supplementing the existing
bed material with larger material.
a. Existing riffles will be reconstructed by installing a rock sill structure set at the
proposed invert of the channel at the upstream and downstream end of each
reconstructed riffle.
b. The rock sills will be constructed perpendicular to the flow, extending the full
width of the base channel, and extending upstream and downstream of the
sill crest as shown the Plans and details.
c. Installation of the rock sill will involve excavating a trench across the existing
streambed and/or backfilling with large boulders to form the main
components of the sill structure. Small boulders, cobble and gravel sized
28
material will be utilized to fill the voids between the boulders and complete
the sill structures.
d. Additional boulders shall be placed randomly along the riffle between the sills.
The randomly placed boulders shall be keyed firmly into the streambed.

a
3. Where the objective is to raise the streambed or construct a riffle where none
currently exist riffles will be constructed with grade control features and placement of
material along the entire length of the riffle.
a. New riffles will be constructed by installing a rock sill structure set at the
proposed invert of the channel at the upstream and downstream end of each
constructed riffle. For longer riffle areas additional grade control features will
be installed at intermediate points along the riffle.
b. The rock sills will be constructed perpendicular to the flow, extending the full
width of the base channel, and extending upstream and downstream of the
sill crest as shown the Plans-and details.
c. Installation of the rock sill will involve backfilling the channel with large
boulders to form the main components of the sill structure. Small boulders,
cobble and gravel sized material will be utilized to fill the voids between the
boulders and complete the sill structures.
d. The channel between the sills will be backfilled with additional boulders,
cobble and gravel to complete the riffle.
4. Measurement and Method of Payment
Constructed riffles will be measured and paid for at the Contract unit price per ton of rock
installed. Payment will be full compensation for the transport and placement of all
materials in the channel, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these special provisions and on the
plans.
END OF SECTION

29
' CONSTRUCTION SPECIFICATIONS
' SECTION 11
BOULDER CASCADES
' 1. Description
Restoration of Pilot Creek and its tributaries will require stabilizing the existing
' streambed in some areas and raising the streambed to reconnect the channel and
adjacent floodplain in other areas. Along steep stream reaches this will be
accomplished with log/boulder step-pool features and boulder cascades. The work
described in this specification shall consist of transporting, installing and maintaining
boulder cascade streambed features within the stream channel.
2. Materials
The boulder cascade rocks shall consist of round, subangular, or angular rock, similar in
' color, texture and density to the native rock on the site obtained from an approved
source. The dimensions of the boulders will be a minimum of 2 feet and maximum of 3.5
feet along the long (a) axis, a minimum of 2 feet and maximum of 3 feet along the
median (b) axis, a minimum of 0.5 feet and maximum of 1.5 feet along the short (c) axis.
' The dry unit weight of the boulders shall be 160 lb/cu ft or greater. The cobble size
material will range from 2.5 inches to 10 inches in diameter and the gravel size material
will range from 0.5 inches to 2 inches in diameter. Concrete and limestone rock will not
' be considered as an alternative to the boulder cascade rocks. The Contractor will be
responsible for identifying a source of rock for the constructed riffles. The Contractor will
be responsible for transporting the rock to the project site.
3. Construction Methods
' 1. Boulder cascades shall be installed according to the Sequence of Construction, the
Plans and details, the following specifications, and as directed by the Project
Manager.
2. Boulder cascades will be constructed by installing a rock sill structure set at the
proposed invert of the channel at the upstream and downstream end of each boulder
cascade.
3. The rock sills will be constructed perpendicular to the flow, extending the full width of
the base channel, and extending upstream and downstream of the sill crest as
' shown the Plans and details.
4. Installation of the rock sill will involve keying the largest boulders into the streambed
' across the channel to form the main components of the sill structure. Smaller
boulders, cobble and gravel sized material will be utilized to fill the voids between the
large boulders and complete the sill structures.
5. Additional large boulder shall be placed randomly along the cascade between the
sills. The randomly placed boulders shall be keyed firmly into the streambed. The
30
channel between the sills will also be backfilled with additional small boulders, cobble
and gravel to complete the cascade.
4. Measurement and Method of Payment
Boulder cascades will be measured and paid for at the Contract unit price per ton of rock
installed. Payment will be full compensation for the transport and placement of all
materials in the channel, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these special provisions and on the
plans.

F

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END OF SECTION
1 31
CONSTRUCTION SPECIFICATIONS
SECTION 12
TOE BENCHES
1. Description
Stream bank failure results from three principal mechanisms: tractive erosion caused by
hydraulic forces that remove erodible bank and bed material, gravitational erosion
caused by geotechnical instability, and a combination of tractive and gravitational forces
acting to cause the failure. For most natural stream channels the hydraulic and
gravitational forces exerted on the stream banks are greatest along the outside of
meander bends.
During the implementation of this project, it will be important to provide structural stability
along reconstructed banks. This will be accomplished by protecting the toe of the banks
utilizing a variety of stabilization and flow diverting techniques that resist and/or deflect
the hydraulic forces away from the bank. In addition, the new bank will be constructed
with an angle of repose that minimizes the potential for gravitational failures. Toe
benches will be installed to protect the toe existing banks and to provide a solid base
upon which new banks can be constructed.
This work shall consist of obtaining, transporting materials, and constructing toe benches
within the stream channel, as specified on the plans and as directed by the Project
Manager. The Contractor shall furnish all labor, material and equipment required to
construct the toe benches along the margins of the channel, as described in these
Construction Specifications and shown in the Grading Details Sheets of the Construction
1 Drawings.
2. Materials
1 1. Bench Rocks
Bench rocks shall consist of angular rock, similar to the native rock on the site, obtained
from an approved source. The dry unit weight of the rock shall be 160 lb/cu ft or greater.
The dimensions of the rock will be a minimum of 2 feet and maximum of 3 feet along the
long (a) axis, a minimum of 1 foot and maximum of 3 feet along the median (b) axis, and
a minimum of 0.5 foot and maximum of 1.5 feet along the short (c) axis. The rocks
supplied should include a mix of sizes including all those within the size ranges
specified.
2. Selected Backfill
The selected backfill will be installed in accordance with the construction drawings. The
selected backfill shall consist of streambed cobble, gravel and sand from the existing
channel to be excavated and placed as a result of this Contract. If sufficient material is
' not available from this Contract site to complete placement throughout the areas shown
on the plans then the Contractor shall obtain unwashed bank run gravel, ranging in size
from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
32
3. Source of Materials
The Contractor will be responsible for identifying a source of rock for the project. At the
time of the Pre-construction meeting,,the Contractor and Project Manager will visit the
source and confirm that the rocks identified will meet the specifications outlined above
for bench rocks. The Contractor will be responsible for furnishing and transporting
suitable rock and select backfill material to the project site.
3. Construction Methods
1. Toe benches shall be constructed according to the Sequence of Construction, the
Construction Drawings, the following specifications, and as directed by the Project
Manager.
2. Toe benches shall be constructed so that the rocks are placed to form a foundation
wall or framework for the benches that will then be filled with selected backfill. The
framework will consist of varying size rocks, with the smaller rocks placed closer to
the toe of the existing slope and largest rocks facing out along the margin of the new
stream channel. The rocks facing out along the stream channel should be of varying
sizes and placed in a staggered arrangement to create an uneven and more natural
looking stream margin.
3. All bench rocks will be keyed into the streambed a minimum of one half the thickness
of the rock below the proposed grade.
' 4. The top of the bench along the new stream channel margin shall be approximately
one foot above baseflow elevation. The top of the bench along the toe of the
existing slope shall be as shown in the Construction Plans.
5. Each bench rock shall be placed adjacent to and tight against one another. All voids
shall be plugged with selected backfill behind the foundation wall.
6. Selected backfill shall be placed in the benches in accordance with the Construction
Drawings.
4. Measurement and Method of Payment
Toe Bench construction will be measured and paid for at the Contract unit price per ton
of rock installed. Payment will be full compensation for all materials, excavation and
installation of rocks, and resetting of rocks, all material, labor, equipment, tools, and
incidentals necessary to complete the work as specified in these special provisions and
on the plans.
END OF SECTION
33
CONSTRUCTION SPECIFICATIONS
SECTION 13
LOG VANES
1. Description
Log vanes are in-stream structures constructed with native/natural materials (i.e., logs
and boulders) that are typically installed along the channel margin in meander bends. In
this location they serve to divert stream flow away from banks and towards the center of
the channel as it flows from the run at the upstream end, through the pool, and out the
glide at the downstream end of the meander bend. In addition, these structures maintain
the thalweg offset from the bank and create back-eddies along the channel margin that
encourage the deposition of material along the toe of the bank.
This work shall consist of transporting, installing, and maintaining the rock vane
structures; as-specified on the Grading Details in the Construction Drawings, as
described in these specifications, and as directed by the Project Manager. The
Contractor shall furnish all labor, material and equipment required to install the rock
vanes.
2. Materials
1. Log Vane Logs
Log vane logs shall be cut from trees that were removed and salvaged from the stream
banks. The Logs shall be 12 - 18 inches in diameter and cut to a length of 35 - 40 feet.
2. Geotextile Liner
A nonwoven geotextile liner shall be installed along the stream bank side of the vane
arm to prevent piping and structural failure of the arm. Acceptable geotextile liner
materials include Mirafi S600 and Mirafi 140N.
3. Backfill Material
Cobble, gravel and sand excavated from the streambed shall be placed behind the vane
arm to tie the arm into the adjacent bank and bring the channel margin to grade. If
sufficient material is not available from this site to complete placement throughout the
areas shown on the plans then the Contractor shall obtain unwashed bank run gravel,
ranging in size from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
3. Construction Methods
1. Log vanes shall be installed according to the Sequence of Construction, the Plan
Sheets and Grading Detail Sheets in the Construction Drawings, as described in
these specifications, and as directed by the Project Manager.
2. Two logs are utilized to construct the vane arm. The first vane log should not have a
root fan. The second vane should have a root fan.
34
3. Log vanes shall be installed starting at the stream bank, working in upstream
direction, and tie-in to the streambed. The vane is set at an angle of 20 - 300 tangent
to the curve of the bank and shall rise at a slope of 4 - 7% from the streambed to its
tie-in at the bank.
4. When constructing the vane, the first vane log shall be firmly keyed into the stream
bank at the downstream end of the arm and to the bank side of the rootwad. At the
upstream end of the arm the log should be keyed firmly in the stream bottom. The
second vane log shall be placed in front of and above the first log on the stream-
ward side. It shall be placed such that the root fan rests on the bank side of the
rootwad log. The remainder of the second vane log should be resting on the first
vane log.

5. Geotextile liner shall be draped over the stream bank side of both vane logs and
secured to both logs using 11/2 - 2 inch button cap roofing nails. The liner should be
spread out bank-ward and weighted down with large rocks to prevent it from being
pulled out of place by the flow. Cobble, gravel and sand excavated from the
streambed shall be placed on the liner behind the vane arm to tie the arm into the
adjacent bank and bring the channel margin to grade.
4. Measurement and Method of Payment
' Log vanes will be measured and paid for at the Contract unit price per log installed and
per square yard of geotextile liner. Payment will be full compensation for all materials,
transport, excavation, installation, and maintenance of log vanes, and for all material,
labor, equipment, tools, and incidentals necessary to complete the work as specified in
these specifications and on the plans.
END OF SECTION
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1 35

CONSTRUCTION SPECIFICATIONS
SECTION 14
SEEDING AND MULCHING
1. Description
Seeding and mulching is used to provide permanent or temporary stabilization to areas
of disturbance.. This operation consists of site preparation, soil amendments, seedbed
preparation, seeding and mulching.
' 2. Materials
2.1 Seed Mixture
The Contractor shall apply seed at the mixture and application rates indicated for the
areas noted in the following specifications. A conservation seed mix of comparable
formulation may be used only if the label is provided to the Project Manager for approval
prior to seeding.
a. The Contractor shall apply seed at the following mixture and application rate for
Seeding Zone 1 - Stream Banks as shown in Table 14a.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Redto 1 .02
Rou hstalk Bluegrass 1 .02
Rye 60 1.4
Table 14a - Seed Mixture and Application Rate for Seeding Zone 1 - Stream
Banks
b. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 2 - Riparian Buffer Forest Areas as shown in Table 14b.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Annual R e rass 40 .92
Tall Fescue 200 4.6
Table 14b - Seed Mixture and Application Rate for Seeding Zone 2 - Riparian
Buffer Forest Areas
36
c. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 3 - Riparian Buffer Meadow Areas as shown in Table 14c.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Little Bluestem 3 .07
Deer tongue 3 .07
Wildflower Mix 1 .02
Wheat 60 1.4
Table 14c - Seed Mixture and Application Rate for Seeding Zone 3 - Riparian
Buffer Meadow Areas
d. Wildflower Seed Mixture should include the following species:
Echinacea purpurea
Rudbeckia hirta
Coreopsis lanceolata
Asclepias tuberosa
Coreopsis tinctoria
Liatris graminifolia
e. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 3 - all disturbed areas outside of the immediate restoration work area (e.g.,
temporary access roads, dewatering diversion pathways, stockpile and staging
areas, etc.) as shown in Table 14d.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Annual R e rass 40 .92
Tall Fescue 200 4.6
Table 14d - Seed Mixture and Application Rate for Disturbed Areas Outside of
Restoration Work Area
f. Tall Fescue shall be from a seed variety with low endophyte content, such as
Stargrazer, Martin, Mozark, Penngrazer, Phyter, Forager or an equivalent.
2.2 Soil Amendments
a. Fertilizer composition and application rate shall be as outlined in Table 16d below.
Fertilizers shall be of uniform composition and shall be suitable for accurate
application by approved equipment. Fertilizers shall be delivered to the site in the
manufacturer's packaging, and shall meet all applicable state or federal laws related
to labeling. The manufacturer's name, fertilizer formulation and other required
information should be clearly marked on the packaging.
b. When lime is required, the materials shall be ground limestone, hydrated lime or
burnt lime. Lime materials shall contain a minimum of 50% total oxides and shall be
ground such that 50% passes a #100 mesh sieve and 98 -100% shall pass a #20
mesh sieve. Lime shall be incorporated into the top 3 - 6 inches of soil by disking or
37
other suitable methods. If lime is required it shall be applied at the rates indicated in
Table 14e below.
r

Soil Amendment Application Rate Ibs/acre

10-20-20 Grade Fertilizer 500
Ground Agricultural Lime 2000
Table 14e - Soil Amendment and Application Rate
2.3 Mulching
' a. Straw
Straw mulch shall consist of well-threshed wheat, rye, or oat straw and shall be
reasonably bright. Mulch must be free of mold and noxious seed and shall not be
musty, caked, decayed, or excessively dusty.
' b. Wood Cellulose Fiber Mulch (WCFM)
WCFM shall consist of prepared wood cellulose processed into a uniform fibrous
physical state, and shall contain a dye to facilitate visual inspection of the uniformity
t of the application. WCFM shall not contain germination- or growth-inhibiting factors.
1 3. Installation Methods
3.1 Site Preparation
a. Prior to the start of operations, the Contractor shall install all erosion and
sediment control measures as described in the Construction Specifications and
shown on the Erosion and Sediment Control Sheets in the Construction
Drawings.
b. The Contractor shall perform all final grading operations at right angles to the
slope. Final grading and shaping may not be required for temporary seeding.
3.2 Seedbed Preparation, Temporary Seeding
a. For temporary seeding, the Contractor shall prepare a suitable seedbed by
loosening the soil to a depth of 3 - 6" by means of suitable equipment.
b. The area shall not be rolled or smoothed. On slopes greater than 3:1 the surface
shall be tracked with heavy equipment such that the surface is irregular with track
ridges running parallel to the slope contour.

3.3 Seedbed Preparation, Permanent Seeding
' a. The Contractor shall loosen all disturbed areas to a depth of 3 - 6°. In areas
where repeated access by heavy equipment or trucks has caused compaction,
the Contractor shall loosen the soil to a depth of 12". The Contractor may use
' agricultural or construction equipment to perform the task.
38
b. The Contractor shall conduct final grading of all disturbed areas in conformance
with the Construction Drawings. All surfaces shall be smooth and free of large
rocks.
c. On sloped areas (greater than 3:1), the Contractor shall use track equipment to
compact the slope and produce ridges parallel to the slope contour.
d. When topsoil has been stockpiled during the construction of the project, the
Contractor shall spread the topsoil on the disturbed areas after the soil has been
loosened and rough grading completed.
e. Apply soil amendments as described in Section 2.2 of these specifications.
Mix amendments into the top 3 - 5" of the topsoil by disking or other suitable
means.
f. In lawn areas as shown on the Construction Drawings, the Contractor shall
rake the seedbed surface to remove rocks and other large debris. The
surface shall be clear of obstructions and debris and must be suitable for
mowing upon establishment of the seeding.
3.4 Seed Specifications
a. All seed must meet all applicable state and federal regulations and must
include labeling indicating the supplier, formulation, germination rates, and
seed date. Seed may be subject to retesting by a certified lab. The
Contractor shall submit a copy of the seed label for approval by the
Contracting Officer.
b. When inoculates are required for legume seed, they shall be provided by the
same supplier as the seed. Inoculates shall be fresh and viable and must not
have exceeded their expiration date. The Contractor shall apply they in
accordance with the manufacturer's recommended application rate and
1 procedures. In hydro-seeding operations, inoculates shall be applied at a
rate four times (4x) the recommended rate.
c. The Contractor shall use a seed mix and application as set forth in Tables
16a, 16b, 16c and 16d of this specification.
3.5 Methods of Seeding
a. Hydro-seeding: the application of a combination of seed, fertilizer, and mulch
in a slurry mixture.
1) If fertilizer is applied at time of seeding, the application rate will not
exceed
100 Ibs/ac nitrogen, 200 Ibs/ac phosphorous, and 200 Ibs/ac potassium.
2) When lime is to be applied by the hydro-seeder, the rate shall not exceed
3 tons/acre burnt and hydrated lime shall not be used.

39
3) Hydro-seeding mixtures shall be prepared on site and applied
immediately. No seed/mulch mix that has been left in the seeder for more
than eight (8) hours shall be used.
b. Dry Seeding: this includes the use of conventional drop or broadcast
spreaders.
1) Dry seed applications shall be incorporated into the subsoil at the rates
prescribed in Table 14b of this specification.
2) After seeding, the Contractor shall use a weighted roller over the area to
provide for good seed-to-soil contact.
3) Where practical, seed shall be applied in tow directions perpendicular to
each other. Apply half the seeding rate in each direction.
c. Drill/Cultipacker Seeding: the use of mechanized spreaders that apply and
- cover seed with soil.
1) Seeding completed with a cultipacker shall bury the seed to the depth
specified in by the supplier and the seedbed must be firm after planting.
® 2) Where practical, seed shall be applied in tow directions perpendicular to
each other. Apply half the seeding rate in each direction.
d. Hydroseeding and dry seeding may be utilized for broadcasting the seed
mixes in Seeding Zone 2 and disturbed areas outside the restoration work
area. However, seeding the warm season grasses and wildflower mixes
designated for Seeding Zones 1 and 3 (i.e., stream banks and riparian buffer
meadow areas) must utilize a drill or cultipacker.
3.6 Mulching Application
a. All areas shall be mulched immediately upon completion of the seeding
operations. Mulch shall be applied so as to provide a uniform cover on all
seeded areas.
b. When straw mulch is specified, the Contractor shall provide for anchoring of
the mulch. Anchoring may be accomplished by mechanical equipment
designed to punch and anchor mulch or by the use of a liquid binder.
c. When liquid binders are used, they shall be applied at a uniform rate as
provided for in the manufacturer's directions. The Contractor shall provide
the Contracting Officer with a copy of the manufacturer's literature prior to the
use of any liquid binder.
d. Permanent mulch shall be applied at the rate shown in Table 14f of this
specification.
e. In areas where plant materials such as fascines are to be installed at a later
date, the Contractor shall apply a heavy layer of mulch to provide temporary
40
protection to the disturbed surface. Temporary mulch shall be applied at the
rate shown in Table 14f of this specification.
Mulch Application Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft
Temporary Mulching 2000 45.9
Permanent Mulching 1500 34.5
Table 14f - Mulching Application and Application Rate
4. Measurement and Method of Payment
Seeding and mulching will be measured and paid for at the Contract price per pound of
seed and bales of straw. The payment will be full compensation for all material, labor,
equipment, tools, and incidentals necessary to complete the work.
END OF SECTION
41
CONSTRUCTION SPECIFICATIONS
SECTION 15
PLANTING TREES AND SHRUBS
' 1. Description
This work shall consist of furnishing and planting trees and shrubs and all plant
' establishment operations as specified in the Contract Documents and shown on the
Planting Plans or as directed by the Project Manager. Transporting and installation of
plant material shall take place when plants are dormant (December 1 through April 1).
Prior to the start of work on this item, the Contractor shall submit a proposed planting
schedule, including source of plant material to the Town and the Project Manager for
' review. No work shall be performed until the Town and the Project Manager approve
this schedule.
2. Materials
2.1 Plant Material
a. All plant material shall conform to the current issue of the American Standard for
Nursery Stock published by the American Association of Nurserymen.
' b. Plant materials must be selected from certified nurseries that have been
inspected by state and/or federal agencies. Nursery inspection certificates shall
be furnished to the Project Manager upon request.
c. Plant material collected from the "wild" is prohibited.
d. Container grown stock shall have been grown in a container long enough for the
root system to have developed sufficiently to hold its soil. Roots shall visibly
extend to the inside face of the growing container. All container plants shall be
grouped and watered daily until they are planted.
e. The Project Manager may reject plants damaged in handling or transport.
2.2. Substitute Plant Material
If a substitute is selected, it must be native to the North Carolina Piedmont Region
and of the same size, value, and quality as the original plant.
2.3. Preparation
a. The live plant material shall be transported to the construction site within three (3) of
delivery from the nursery.
b. Live plant materials must be protected against drying out and overheating
before/during transport (e.g., they shall be covered transported in unheated vehicles,
moistened, kept in soak pits) and on-site prior to installation (e.g., by storing in
42
controlled conditions, storing in shade, covering with evergreen branches or plastic,
placing in moist soil, or spraying with anti-transpirant chemicals). Live materials shall
receive continuous shade, shall be sheltered from the wind, and shall be
continuously protected from drying by being heeled into moist soils. Where water is
available, live stakes shall be sprayed or immersed.
3. Installation Methods
3.1 Planting
a. The Contractor shall refer to the Plant Schedules and Composition Schedules
on the plans for specific spacing requirements.
b. The Contractor shall use the Overall Spacing figure to determine the spacing
between each species of vegetation strata. The Contractor shall use the
Individual Spacing figure to determine the spacing between each plant of the
same species.
c. The Contractor is not required to stake out each individual planting pit. However,
upon planting a typical 50-foot X 15-foot area within each planting zone, the
Contractor shall have the Town or Project Manager inspect and approve plant
spacing techniques prior to proceeding.
® 3.2 Clean Up
' a. During planting all areas shall be kept neat, clean and free of all trash and
debris, and all reasonable precautions shall be taken to avoid damage to
existing plants, turf, structures and private property.
b. Remove all tags, labels, strings, and wire from the plant materials, unless
otherwise directed by the Project Manager.
c. Final cleanup shall be the responsibility of the Contractor and consist of
removing all trash and materials incidental to the project and disposing of them
off-site.
3.3 Plant Establishment
a. The Contractor is responsible for maintaining an 80% plant establishment
success rate at the end of the one-year plant establishment period. The
Contractor is responsible for replanting all areas not meeting 80% survival. The
80% plant success rate shall be based on each of the Planting Sections (Zone 1
- Stream Banks and Zone 2 - Riparian Buffer Forest Areas) of the project's
plant material achieving 80%.
b. The Contractor will not be responsible for plant material that has been damaged
by vandalism, fire, flooding, or other activities beyond the Contractors' control.
43
1 4. Measurement and Method of Payment
Planting trees and shrubs will be measured and paid for at the Contract price per each
item specified in the Contract Documents. The payment will be full compensation for all
material, labor, equipment, tools, and incidentals (including watering during the
construction period) necessary to complete the work.
END OF SECTION

44
CONSTRUCTION SPECIFICATIONS
SECTION 16
INSTALLING LIVE STAKES
1. Description
This work shall consist of harvesting, transporting, and installing live stakes into the
subgrade along the stream banks of Pilot Creek and its tributaries, as specified on
the Construction Plans, these specifications or as directed by the Project Manager.
Harvesting, transporting, and installation shall take place when plants are dormant
(December 1 through April 1).
2. Materials
2.1 Live cuttings for live stakes shall be one-half to one and one-half inches (0.5" to 1.5")
in diameter and between two and three feet (2' to 3') long. Side branches shall be
removed and the bark left intact prior to installation.
2.2 Buds on the stakes shall be oriented in an upward position. The basal ends shall be
tapered to a point for easy insertion into the soil. The top shall be cut smooth and
square.
2.3 Live stakes shall consist of a mix of three or more of the following species, with each
species comprising no more than 50% and no less than 20% of the mix.
Cornus amomum
Sambucus canadensis
Salix nigra
Silky Dogwood
American Elderberry
Black Willow
3. Construction Methods
3.1 Harvesting
The source of all live cuttings shall be located on-site or within fifty (50) miles of the
project site. The Contractor shall be responsible for harvesting and transporting the
cuttings to the job site.
3.2 Live Material Preparation
a. All cuts shall be smooth and the cut surface kept small. The use of large pruning
shears or power saws may be required.
b. The live materials shall be transported to the construction site within eight (8) hours
of harvesting and then cut to size, as specified above and on the details.
c. Live materials must be protected against drying out and overheating before/during
transport (e.g., they shall be covered transported in unheated vehicles, moistened,
kept in soak pits) and on-site prior to installation (e.g., by storing in controlled
conditions, storing in shade, covering with evergreen branches or plastic, placing in
45
1 moist soil, or spraying with anti-transpirant chemicals). Live materials shall receive
continuous shade, shall be sheltered from the wind, and shall be continuously
protected from drying by being heeled into moist soils. Where water is available, live
stakes shall be sprayed or immersed.
' d. Live materials shall be installed the same day that the cuttings are harvested. If
installation of live materials cannot be accomplished on the same day and storage is
required, live materials shall be stored for a period no longer than three (3) days.
3.3 Live Stake Installation
a. Live Stakes shall be installed according to the Sequence of Construction, the plans
and details, and the following specifications.
b. Erosion control fabric should be placed on the banks prior to installing the live
stakes.
c. -Insert the point of the stake through the fabric and tamp it into the ground at a right
angle to the slope.
d. The live stakes should be installed 5 feet apart using triangular spacing.
e. Buds should be oriented up.
f. Four-fifths of the length of the live stake should be installed into the ground, and soil
should be firmly packed around it after installation.
g. Do not split the stakes during installation. Stakes that split should be removed and
replaced.
h. An iron bar can be used to make a pilot hole in firm soil.
i. Tamp the stake into the ground with a dead blow hammer.
3.4 Clean-up
a. During installation of the live stakes, all areas shall be kept neat, clean and free of all
trash and debris, and all reasonable precautions shall be taken to avoid damage to
erosion control fabric, and graded slopes.
b. Final cleanup shall be the responsibility of the Contractor and consist of removing all
trash and materials incidental to the project and disposing of them off-site.
3.5 Plant Establishment
a. The Contractor is responsible for maintaining an 80% plant establishment success
rate at the end of the one-ygar plant establishment period.
b. The Contractor will not be responsible for plant material that has been damaged by
vandalism, fire, flooding, or other activities beyond the Contractors' control.
46
4. Measurement and Method of Payment
Installing live stakes will be measured and paid for at the Contract price per each live
stake installed. The payment will be full compensation for all material, labor, equipment,
tools, and incidentals (including watering during the construction period) necessary to
complete the work.
END OF SECTION
47
CONSTRUCTION SPECIFICATIONS
SECTION 17
PEDESTRIAN AND LIGHT VEHICULAR BRIDGES
1. Description
This work shall consist of installing three (3) prefabricated bridges along Pilot Creek and
its tributaries to provide pedestrian access as well as access for small trucks and
tractors. This work shall consist of geotechnical studies to verify soil conditions;
surveying, including field measurement and verification of abutments and anchor bolt
placement; excavation and construction of bridge foundations; unloading all trucks
delivering the prefabricated bridges and bridge materials; setting of the prefabricated
bridges onto the bridge foundations; providing and installing level plates and anchor
t bolts. The Contractor shall furnish all labor, material and equipment required to install
the bridges, as described in these Construction Specifications and shown in the Shop
Drawings furnished by the bridge supplier.
2. Materials
Bridge Type
a. Prefabricated bridges shall be Enwood Structures, Model - Woodland or equivalent.
b. The bridges shall have a deck width of 8 feet 6 inches with 8 feet 0 inches clearwidth
- inside face to inside face of safety rails and a span of 35 feet 0 inches out to out of
stringers.
c. The bridges shall have two safety rails each side with vertical pickets - 54 inch rail
height.
d. The bridges shall have a high profile as shown in the sketch included with this
specification.
e. The bridges shall be designed for an 85 PSF live load and designed for wet conditions
of use.
Laminated Stringers, Posts, Safety Rails and Diaphragms
a. Laminating lumber shall be Southern Pine, kiln dried and graded to meet
requirements of standard specifications for structural glued laminated timber, AITC 117.
Lumber combination shall be determined by the design requirements for each
component and designated on the fabricator's shop drawings. AITC quality marks shall
be used for identification.
b. Laminated components shall be per AITC Architectural Appearance Grade.
c. Miscellaneous solid sawn lumber for decking shall be Southern Pine graded in
accordance with SPIB. Preservative treatment for glulam components shall consist of
pressure treated laminated lumber (treated prior to gluing) with pentachlorophenol Type
48
C in accordance with AITC 109 and AWPA C28. Exterior stringers shall be 0.6 PCF
retention and all other and other glulam components shall be 0.3 PCF retention. Solid
sawn decking shall be pressure treated in accordance with C2 for above ground use.
d. Adhesives shall be wet-use (waterproof) complying with ANSUAITC A190.1 - Latest
Edition.
e. All steel and hardware required for assembly shall be hot-dipped galvanized. Note:
anchor bolts, leveling plates, or items welded to structural steel shall be supplied by the
Contractor.
f. All glulam materials to receive one factory applied coat of clear penetrating sealer.

CROSS SECTION

Bridge Foundations
a. The Contractor will construct the bridge foundations in accordance with the structural
foundation design provided by the bridge supplier. The bridge supplier shall provide a
structural foundation design for the bridge based on an assumed net soil bearing
pressure of 8000 PSF. The foundation will utilize a spread footing abutment design, with
the abutment fully buried in the ground and not acting as a retaining wall.
b. It will be the Contractor's responsibility and liability to confirm the net soil bearing
pressure during the construction phase of the project. A site survey shall be completed
and forwarded to the bridge manufacturer at the Contractor's expense, prior to the start
of the structural foundation design.
c. Structural foundation design services will be provided by the supplier at an additional
49
WOODLAND MODEL ELEVATION
cost to the providing of the bridge. These services are for the structural design of the
foundations only. Foundations are defined as the elements, which interface between the
' bridge bearings and the ground, supporting the bridge structure.
SUGGESTED FOOTING DETAIL
' (MOT TO BE USED AS FINAL DESIGN)
WOODLAND MODEL
Sold Docking
Finish Gmdo
Stud Shoo with
3/4' Dia. Bob
I J t - I I ? I/--
This Dimension -
Varies Per Site / Sods
Conditions
Reinforcing Rods As
Required Per Final
Design Drawings
ri dtt? W

put to Qut o StrirlclCf9
ooti
idth
F ttg

10'-0'

Span Footing Reaction Dim "A" Dim.'B" Dim.'C" Dim.'D'
For 8' Wide Bridge
20'-0' 8,0004 ti 1'-0' 2-0' Reforonce
40'-0' 10,000# 7" 1'-0' 7-0' Shop
60'-0' 28,0000 B' 1'-0' 7.6' Drawings
80'-0' 38,000# 9' 11-r 3'-0'
1 W-T 52.00M 10' 1'r1' 4'-0'
NOT TO BE USED
AS FINAL DESIGN.
CONSULT A
STRUCTURAL ENGINEER
d. Site layout, grading, hydraulic, scour, soil stability, or other civil engineering design
1 services typically required for bridge installations, as well as site construction services
for the foundations, will be the Contractor's responsibility. Design of additional earth
retaining structures, such as retaining walls and wing walls are not the bridge
manufacturer's responsibility. It will be the Contractor's responsibility to determine local
code conditions and notify the bridge supplier if these codes are in conflict with the
codes shown on the drawings.
50
_I
4 4 m
_ DESI DATA'
?? 10 psf ArJawaWo Soil Bearing Prcrsure
J3 ksi concrete, 50 ksi Reinforcing Stool
12 psf Dead Load Pkrs Stringer Weight
M 'm m 85 psf Live load.
3. Measurement and Method of Payment
Installation of the three bridges will not be measured for payment but will be paid for at
the Contract lump sum price. Payment will be full compensation for prefabrication of the
bridge, bridge foundation design services, construction of the bridge foundation and
bridge bearing devices, delivery, and erection of the bridge, and for all material, labor,
equipment, tools, and incidentals necessary to complete the work as specified in these
specifications and on the plans.
END OF SECTION
51
CONSTRUCTION SPECIFICATION
SEQUENCE OF CONSTRUCTION
Construction Access
1 1. Clear and grub for stabilized construction entrance, construction access points #1, #2
and #3, and associated sediment and erosion control devices except for the sandbag
stone dikes and pumped diversions.
2. Install stabilized construction entrance, construction access points, and associated
sediment and erosion control devices as shown in construction drawings and outlined in
the Construction Specifications.
Gully # 1
1. Clear and grub to facilitate gully stabilization.
2. Stabilize gully as outlined in the Construction Specifications, and directed in the field
- by Project Manager. -
3. Rake all disturbed areas along slopes.
4. Apply permanent seed mix and fertilizer as outlined in the Construction
Specifications.
Stage 1 Tributary 1 (Station 10+00 to 13+00)
1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
3. Install sandbag/stone dike at upstream end of Stage 1 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 1 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 1 work area.
6. Starting in the area immediately downstream of Station 10+00 and working
downstream:
A. Construct new channel (Station 10+00 -10 +50) by grading left bank and
floodprone area and backfilling old channel to construct new right bank and
floodprone area as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
B. Install the log-boulder J-hooks (Station 10+10 -10+22) and (Station 10+30 -
10+43) and excavate the streambed to form the scour pools as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
C. Reconstruct existing channel (Station 10+50 -10+77) as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
D. Construct new channel (Station 10+77 -11 +15) by grading right bank and
floodprone area and backfilling old channel to construct new left bank and
floodprone area as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
E. Install the log-boulder J-hooks (Station 10+62 -10+77) and (Station 10+85 -
11+00) and excavate the streambed to form the scour pools as shown in
52
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
F. Reconstruct existing channel and excavate left terrace to create bankfull
bench (Station 11+15 -11+70) as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
G. Install log-boulder step-pools (Station 11+15 -11+52) and constructed riffle
(Station 11+52 -11+70) as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
H. Construct new channel in right floodplain (Station 11+70 -12+30) as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
1. Install the log-boulder J-hooks (Station 11+70 -11+85) and (Station 11+95 -
12+15) and excavate the streambed to form the scour pools as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
J. Install constructed riffle (Station 12+15 -12+30) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project-Manager: -- -
K. Reconstruct existing channel (Station 12+30 -12+83) as shown in
construction drawings and outlined in the Construction Specifications.
L. Install the log-boulder J-hooks (Station 12+30 -12+50) and (Station 12+58 -
12+76) and excavate the streambed to form the scour pools as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
7. Shut down pump diversion and remove sandbag/stone dike.
8. Rake all disturbed areas along banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on flood pl ai n/te rrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
11. Apply permanent seed mix and fertilizer
12. Apply mulch over all disturbed floodplain/terrace areas.
Stage 2 Tributary 1 (Station 13+00 to 15+50)
1. Clear and grub for construction access, to facilitate construction and installation of all
sediment and erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
3. Install sandbag/stone dike at downstream end of Stage 1 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 2 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 2 work area.
6. Starting in the area immediately downstream of Station 3+00 and working
downstream:
A. Construct new channel and reconstruct existing channel
(Station 12+83 -13+35) by excavating existing bank and floodprone area and
backfilling old channel as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
53
B. Install log-boulder step-pools (Station 12+83 -13+28) and constructed riffle
(Station 13+28 -13+35) as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
C. Construct new channel and reconstruct existing channel
(Station 13+35 -13+96) by excavating existing bank and floodprone area and
backfilling old channel as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
D. Install the log-boulder J-hooks (Station 13+35 -13+50) and (Station 13+58 -
13+78) and excavate the streambed to form the scour pools as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
E. Install constructed riffle (Station 13+78 -13+96) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
F. Construct new channel and reconstruct existing channel
(Station 13+96 -14+37) by excavating existing banks and floodprone areas and
backfilling old channel as shown in construction drawings, outlined in the
Construction Specificationsf and directed in the field by Project Manager.
G. Install log-boulder step-pools (Station 13+96 -14+37) and tie-into existing
riffle at Station 14+39 as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
H. Construct new channel and reconstruct existing channel (Station 14+39 -
15+50) by excavating existing bank and floodprone area and backfilling old
channel as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
Note: Backfill the existing channel along the right channel margin only (Station
15+30 -15+50). Do Not backfill along the left channel margin at this time.
1. Install rootwad revetment in left bank (Station 14+70 -14+80) and excavate
pool as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
J. Install constructed riffle (Station 14+90 -15+30) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
K. Do Not install the log-boulder J-hook (Station 15+30 -15+50) at this time.
7. Shut down pump diversion and remove sandbag/stone dike.
8. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
11. Apply permanent seed mix and fertilizer over all disturbed floodplain/terrace areas.
12. Apply mulch over all disturbed floodplain/terrace areas.
Stage 3 Tributary 1 (Station 15+50 to 17+00)
1. Clear and grub for access to facilitate construction and installation of all sediment and
' erosion control devices along left floodplain.
2. Install all sediment and erosion control devices except the sandbag/stone dikes and
pumped diversions.
I?
54
I,?
3. Since the majority of the work for this stage will be conducted in the dry installation of
sandbag/stone dikes will not be required. Stream flow will be routed along the existing
channel and a temporary diversion channel cut across the left floodplain (Station 16+84
-17+12).
4. Starting in the area immediately downstream of Station 15+52 and working
downstream:
A. Construct new channel (Station 15+52 -16+84) by excavating existing
meadow area as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
Note: To prevent stream flow from entering new channel leave the existing right
bank at Station 15+50 in place.
B. Install the log-boulder J-hooks (Station 15+57 -15+72), (Station 15+87 -
16+02) and (Station 16+11 -16+26) and excavate the streambed to form the
scour pool as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
C. Install constructed riffles (Station 15+52 -15+57), (Station 15+72 -15+87),
(Station 16+02 - 16+11) and (Station 16+26 -16+36) as shown in construction
drawings,-outlined in-the Construction Specifications, and directed in the field by
Project Manager.
D. Install log-boulder step-pools (Station 16+26 -17+00) as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
E. Remove right bank plug at Station 15+50 and turn flow into new channel.
F. Backfill old channel and temporary diversion channel (Station 15+30 - 17+12).
G. Install the log-boulder J-hook (Station 15+30 -15+50) and excavate the
streambed to form the scour pool as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
5. Rake all disturbed areas along banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
6. Disk and rake all disturbed areas on floodplain/terrace.
7. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
8. Apply permanent seed mix and fertilizer over all disturbed floodplain/terrace areas.
9. Apply mulch over all disturbed floodplain/terrace areas.
Gully # 2
5. Clear and grub to facilitate gully stabilization.
6. Stabilize gully as outlined in the Construction Specifications, and directed in the field
by Project Manager.
7. Rake all disturbed areas along slopes.
8. Apply permanent seed mix and fertilizer as outlined in the Construction
Specifications.
Stage 4 Tributary 2 (Station 10+00 to 12+10)
1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
55
3. Install sandbag/stone dike at upstream end of Stage 4 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 4 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 4 work area.
6. Starting in the area immediately downstream of Station 10+50 and working
downstream:
A. Construct new channel (Station 10+63 -11 +50) by grading banks and
floodprone areas, backfilling old channel, and constructing new confluence for
stabilized Gully #2 as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
B. Install the log-boulder J-hook (Station 10+63 -10+75) and excavate the
streambed to form the scour pools as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
C. Install log-boulder step-pool (Station 10+81 -10+96) and constructed riffle
(Station 10+96 -11+16) as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
D. Install log-boulder step-pools (Station 11+16 -11+36) and tie-into existing
-riffle at Station-11+36 as-shown-in construction drawings,, outlined in the
Construction Specifications, and directed in the field by Project Manager.
E. Construct toe bench along left channel margin and excavate right bank to
create a point bar (Station 11+75 -12+10) as shown in construction drawings,
outlined in the Construction Specifications, and directed in the field by Project
Manager.
7. Shut down pump diversion and remove sandbag/stone dike.
8. Rake all disturbed areas along banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
11. Apply permanent seed mix and fertilizer
12. Apply mulch over all disturbed floodplain/terrace areas.
Stage 5 Tributary 2 (Station 12+10 to 14+89)
1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dikes and
pumped diversions.
3. Since the work for this stage involves bank work only and no in-channel work will not
be required. Stream flow will be routed along the existing channel.
4. Starting in the area immediately downstream of Station 12+50 and working
downstream:
A. Excavate right bank to create a bankfull bench (Station 12+62 -13+35) as
shown in construction drawings, outlined in the Construction Specifications, and
directed in the field by Project Manager.
B. Excavate left bank to create a point bar (Station 13+10 -13+50) as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
56
C. Excavate right bank to create a bankfull bench (Station 13+90 -14+50) as
shown in construction drawings, outlined in the Construction Specifications, and
directed in the field by Project Manager.
5. Rake all disturbed areas along banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
6. Disk and rake all disturbed areas on floodplain/terrace.
7. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
8. Apply permanent seed mix and fertilizer
9. Apply mulch over all disturbed floodplain/terrace areas.
Stage 6 Tributary 2 (Station 14+89 to 16+09)
1. Clear and grub to facilitate construction and installation of all sediment and erosion
control devices along the floodplain.
2. Install all sediment and erosion control devices except the sandbag/stone dikes and
.pumped diversions.
3. Since the majority of the work for this stage will be conducted in the dry installation of
sandbag/stone dikes will not be required. Stream flow will be routed along the existing
channel.
4. Starting in the area immediately downstream of Station 14+89 and working
downstream:
A. Construct new channel (Station 14+91 - 16+09) by excavating existing
meadow area as shown in construction drawings, outlined in the Construction
1 Specifications, and directed in the field by Project Manager.
Note: To prevent stream flow from entering new channel leave the existing right
bank at Station 14+89 in place.
B. Install constructed riffle (Station 14+91 -15+01) and log-boulder step-pools
(Station 15+01 -15+49) as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
C. Install constructed riffle (Station 15+49 -15+61) and log-boulder step-pools
(Station 15+61 -15+97) as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
D. Remove right bank plug at Station 14+89 and turn flow into new channel.
F. Backfill old channel as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
5. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
6. Disk and rake all disturbed areas on floodplain/terrace.
7. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
8. Apply permanent seed mix and fertilizer over all disturbed floodplain/terrace areas.
Stage 7 Tributary 1 (Station 17+00 to 18+29)
1. Clear and grub to facilitate construction and installation of all sediment and erosion
control devices along the floodplain.
2. Install all sediment and erosion control devices except the sandbag/stone dikes and
pumped diversions.
57
3. Install sandbag/stone dike at downstream end of Stage 3 area as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 7 area to trap sediment
moving through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 7 work area.
6. Starting in the area immediately downstream of Station 17+00 and working
downstream:
A. Construct new channel and reconstruct existing channel
(Station 17+00 -17+65) by excavating existing banks and floodprone areas and
backfilling old channel as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
B. Install the log-boulder J-hooks (Station 17+38 -17+50) and (Station 17+53 -
17+65) and excavate the streambed to form the scour pool as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
C. Construct new channel and reconstruct existing channel
(Station 17+65 -18+15) by excavating floodplain and backfilling old channel as
shown in construction drawings, outlined in the Construction Specifications, and
directed in the field by Project Manager.
D. Install log-boulder step-pools (Station 17+65 -18+15) and tie-into existing
riffle at Station 18+29 as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
7. Shut down pump diversion and remove sandbag/stone dikes.
8. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
11. Apply permanent seed mix and fertilizer over all disturbed floodplain/terrace areas.
12. Apply mulch over all disturbed flood plai n/te rrace areas.
Stage 8 Main Stem Reach 1 (Station 18+29 to 20+10)
1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
3. Install sandbag/stone dike at upstream end of Stage 8 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 8 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 8 work area.
6. Starting in the area immediately downstream of Station 18+29 and working
downstream:
A. Excavate plunge pool (Station 18+29 to 18+54) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
B. Excavate left bank to create a bankfull bench (Station 18+50 -19+00) as
shown in construction drawings, outlined in the Construction Specifications, and
directed in the field by Project Manager.
58
C. Excavate left bank to create a point bar (Station 19+00 -19+40) as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
D. Reconstruct existing channel (Station 19+40 - 20+10) by excavating existing
banks and stabilizing with toe boulders as shown in construction drawings,
outlined in the Construction Specifications, and directed in the field by Project
Manager.
7. Shut down pump diversion and remove sandbag/stone dikes.
8. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
11. Apply permanent seed mix and fertilizer over all disturbed flood pla i n/terrace areas.
12. Apply mulch over all disturbed flood plain/terrace areas.
Gully # 3 -
9. Clear and grub to facilitate gully stabilization.
10. Stabilize gully and construct new confluence for stabilized Gully #3 as outlined in the
Construction Specifications, and directed in the field by Project Manager.
11. Rake all disturbed areas along slopes.
12. Apply permanent seed mix and fertilizer as outlined in the Construction
Specifications.
Stage 9 Main Stem Reach 2 (Station 21+00 to 23+86)
1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
3. Install sandbag/stone dike at upstream end of Stage 9 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 9 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 9 work area.
6. Starting in the area immediately downstream of Station 21+00 and working
downstream:
A. Reconstruct existing channel (Station 21+36 - 22+36) by excavating existing
streambed and right bank as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
B. Reconstruct existing channel (Station 22+36 - 23+86) by excavating existing
streambed and banks as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
7. Shut down pump diversion and remove sandbag/stone dikes.
8. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
59
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Construction Specifications.
11. Apply permanent seed mix and fertilizer over all disturbed flood plai n/terrace areas.
' 12. Apply mulch over all disturbed floodplain/terrace areas.

Stage 11 Main Stem Reach 3 (Station 27+00 to 30+00)
1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
3. Install sandbag/stone dike at upstream end of Stage 11 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 11 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 11 work area.
6. Starting in the area immediately downstream of Station 26+94 and working
downstream:
A. Construct new channel-and reconstruct existing channel
(Station 26+96 - 28+15) by excavating banks and floodprone areas and
backfilling old channel as shown in construction drawings, outlined in the
Construction Specifications, and directed in the field by Project Manager.
6. Excavate pool (Station 26+96 - 27+18) as shown in construction drawings,
outlined in the Construction Specifications, and directed in the field by Project
Manager.
C. Install constructed riffle (Station 27+18 - 27+44) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
D. Install log-boulder J-hook (Station 27+44 - 27+67), constructed riffle (Station
27+67 - 27+85), and log-boulder J-hook (Station 27+85 - 28+00) and excavate
the streambed to form the scour pools as shown in construction drawings,
outlined in the Construction Specifications, and directed in the field by Project
Manager.
E. Construct bankfull benches and floodprone areas by excavating left banks and
terraces (Station 28+15 - 29+35) as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
F. Construct bankfull benches and floodprone areas by excavating right and left
banks and terraces and backfilling old slope (Station 29+65 - 30+00) as shown
in construction drawings, outlined in the Construction Specifications, and directed
in the field by Project Manager.
7. Shut down pump diversion and remove sandbag/stone dikes.
8. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications.
11. Apply permanent seed mix and fertilizer over all disturbed floodplain/terrace areas.
12. Apply mulch over all disturbed floodplain/terrace areas.
61
Stage 12 Main Stem Reach 3 (Station 30+00 to 30+75)
' 1. Clear and grub to facilitate channel construction and installation of all sediment and
erosion control devices.
2. Install all sediment and erosion control devices except the sandbag/stone dike and
pumped diversion.
3. Install sandbag/stone dike at upstream end of Stage 12 as shown in plans.
4. Install sandbag/stone dike at downstream end of Stage 12 to trap sediment moving
through work area as shown in plans.
5. Start pumped diversion operation to dewater Stage 12 work area.
6. Starting in the area immediately downstream of Station 30+00 and working
downstream:
A. Construct new channel and reconstruct existing channel
(Station 30+10 - 32+62) by excavating banks, floodprone areas, terraces, old fill
pile, and backfilling old channel as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
B. Install log-boulder J-hooks (Station 30+10 - 30+25) and (Station 30+35 -
- 30+50)-and excavate the-streambed to form the-scour pools as shown in
construction drawings, outlined in the Construction Specifications, and directed in
the field by Project Manager.
C. Install constructed riffle (Station 30+55 - 30+64) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
D. Install log-boulder J-hook (Station 30+64 - 30+79), constructed riffle (Station
30+79 - 30+98), and log-boulder J-hook (Station 30+98 - 31+13) and excavate
the streambed to form the scour pools as shown in construction drawings,
outlined in the Construction Specifications, and directed in the field by Project
Manager.
E. Install constructed riffle (Station 31+13 - 31+20) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
F. Install log-boulder J-hooks (Station 31+20 - 31+35) and
(Station 31+45 - 31+60) and excavate the streambed to form the scour pools as
shown in construction drawings, outlined in the Construction Specifications, and
directed in the field by Project Manager.
G. Install constructed riffle (Station 31+60 - 31+85) as shown in construction
drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
H. Install log-boulder J-hook (Station 31+85 - 32+00), constructed riffle (Station
32+00 - 32+17), and log-boulder J-hook (Station 32+17 - 32+32) and excavate
the streambed to form the scour pools as shown in construction drawings,
' outlined in the Construction Specifications, and directed in the field by Project
Manager.
1. Install constructed riffle (Station 32+32 - 32+47) as shown in construction
' drawings, outlined in the Construction Specifications, and directed in the field by
Project Manager.
J. Install log-boulder J-hook (Station 32+47 - 32+62) and excavate the
' streambed to form the scour pools as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
K. Construct new channel and reconstruct existing channel
62
(Station 32+62 - 33+75) by excavating banks, floodprone areas, terraces, old fill
pile, and backfilling old channel as shown in construction drawings, outlined in
the Construction Specifications, and directed in the field by Project Manager.
L. Install log-boulder J-hook (Station 32+70 - 32+85), constructed riffle (Station
32+85 - 33+00), and log-boulder J-hook (Station 33+00 - 32+22) and excavate
the streambed to form the scour pools as shown in construction drawings,
outlined in the Construction Specifications, and directed in the field by Project
Manager.
M. Install constructed riffle (Station 33+22 - 33+42) and excavate pool (Station
33+42 - 33+75) as shown in construction drawings, outlined in the Construction
Specifications, and directed in the field by Project Manager.
7. Shut down pump diversion and remove sandbag/stone dikes.
8. Rake all disturbed areas along the banks, apply permanent seed mix and fertilizer and
install coir fiber blankets along exposed banks as outlined in the Construction
Specifications.
9. Disk and rake all disturbed areas on floodplain/terrace.
10. Install all woody plant material as shown in the planting plans and outlined in the
Construction Specifications:
11. Apply permanent seed mix and fertilizer over all disturbed floodplain/terrace areas.
12. Apply mulch over all disturbed floodplain/terrace areas.
Gully # 4
13. Clear and grub to facilitate gully stabilization.
14. Stabilize gully and construct new confluence for stabilized Gully #4 as outlined in the
Construction Specifications, and directed in the field by Project Manager.
15. Rake all disturbed areas along slopes.
16. Apply permanent seed mix and fertilizer as outlined in the Construction
Specifications.
END OF SECTION
63

F?
an
Construction Specifications
Pilot Mountain
Civic and Recreation Center
Stream Restoration
September 2005
1 1317 Knopp Road, Jarrettsville, Maryland 21084
CREEKS
LLC
CONSULTING
[phone]
CONSTRUCTION SPECIFICATIONS
Project Description 2
Section 1 - Mobilization 4
Section 2 - Construction Stakeout 5
Section 3 - Maintenance of Traffic 7
Section 4 - Pollution Control 8
Section 5 - Project Dewatering 13
Section 6 - Clearing and Grubbing 18
Section 7 - Stream Channel Excavation 19
Section 8 - Log/Boulder Step Pools 22
Section 9 - Rootwad - Log/Boulder J-Hook Vanes 25
Section 10 -Constructed Riffles 28
Section 11 - Boulder Cascades 30
Section 12 - Toe Benches 32
Section 13 - Log Vanes 34
Section 14 - Seeding and Mulching 36
Section 15 - Planting Trees and Shrubs 42
Section 16 - Installing Live Stakes 45
Section 17 - Bridges 48
Sequence of Construction 51
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oa
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N. P
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PROJECT DESCRIPTION
1. Scope
a. The Town of Pilot Mountain, North Carolina proposes to restore 3579 linear feet
of Pilot Creek and its tributaries and reestablish 4.9 acres of riparian habitat at
the Pilot Mountain Civic and Recreation Center.
b. The work consists of excavation and fill to create new stream channels and
stabilize existing channels, installation of in-stream structures to provide stream
bank protection and grade control, construction of (3) pedestrian and light-vehicle
bridges, installation of soil bioengineering practices, planting of native plant
material, seeding and mulching for stabilization, and all necessary incidentals
described and illustrated in this Construction Specification Document.
c. The work to be performed under this Contract includes, but is not limited to,
furnishing all materials, labor, equipment, tools, plants, seed, superintendence,
transportation and performing all work in strict accordance with these
specifications and drawings.
d. The work shall be performed under contract to Town of Pilot Mountain hereafter
referred to as the Town and under the direction of Clear Creeks Consulting and
Buck Engineering, hereafter referred to as the Project Manager.
e. The work shall be completed in all its parts and ready for use in the time
specified and in strict accordance with the terms and conditions of the Contract
Documents. Any deviation shall be subject to the approval of the Town and the
Project Manager.
f. The Contractor shall follow the requirements of all the permits issued for the
proposed construction.
g. The Contractor shall be prepared to execute a finished project in every particular
without extra charge, unless specifically provided for within the contract.
2. Project Site
a. The project site is located in Pilot Mountain Civic and Recreation Center in Pilot
Mountain, North Carolina. The project shall be completed in twelve stages,
which include:
STAGES DESCRIPTION
1 Tributary 1
(Station 10+00 to 13+00)
2 Tributary 1
(Station 13+00 to 15+50)
3 Tributary 1
(Station 15+50 to 17+00)
4 Tributary 2
(Station 10+00 to 12+10)
5 Tributary 2
(Station 12+10 to 14+89)
6 Tributary 2
(Station 14+89 to 16+09)
7 Tributary 1
(Station 17+00 to 18+29)
8 Main Stem Reach 1
(Station 18+29 to 20+10)
9 Main Stem Reach 2
(Station 21+00 to 23+86)
10 Main Stem Reaches 2 and 3
(Station 23+86 to 27+00)
11 Main Stem Reach 3
(Station 27+00 to 30+00)
12 Main Stem Reach 3
(Station 30+00 to 30+75)
b. The Contractor shall perform all activities related to this contract within the Limits
of Disturbance (LOD) illustrated on the Drawings.
c. The project site shall be accessed through the designated access points
illustrated on the Drawings.
d. The Contractor shall begin work at the top of the project and work downstream
until the project is completed and stabilized in accordance with the Contract
Documents.
END OF SECTION
3
CONSTRUCTION SPECIFICATIONS
SECTION 1
MOBILIZATION
1. Description
This work shall consist of the construction preparatory operations, including the
movement of personnel and equipment to the project site and for the establishment of
the Contractor's on-site offices, buildings, and other facilities necessary to begin work.
2. Materials
Not Applicable
3. Methods
All work performed in providing the facilities and services shall be done in a safe and
workmanlike manner.
4. Measurement and Method of Payment
Mobilization will not be measured for payment but will be paid for at the Contract lump
sum price.
END OF SECTION
4
CONSTRUCTION SPECIFICATIONS
SECTION 2
CONSTRUCTION STAKEOUT
1. Description
This work shall consist of preserving and maintaining construction layout stakes and
benchmarks installed by Buck Engineering and as specified in the Contract Documents
or as directed by the Project Manager.
1 Buck Engineering surveyed the existing elevations and contours shown on the plans,
cross-sections, and profiles in 2004. Existing elevations and grades may have changed
since the original survey was completed due to stream erosion, sediment accretion, and
fill. It is the Contractor's responsibility to confirm existing grades and adjust earthwork
as necessary at no additional cost to the Town.
2. Materials
Not applicable.
3. Methods
3.1 Line and Grade
1 Buck Engineering will provide the Contractor with the following:
a. Reconstructed Stream Channel Stakeout
Utilizing the Baseline Survey and the Construction Plans, Buck Engineering will
establish appropriately spaced benchmarks and the necessary references
including all P.C.s, and P.T.s for the preservation and control of the thalweg and
bankfull channel alignment.
b. Structure and Feature Stakeout
Utilizing the Baseline Survey and Construction Plans, Buck Engineering will set
stakes at key points along the floodplain. These stakes will be marked with the
thalweg station and denote the bed feature or structure associated with that
stationing. These stakes will be utilized during construction to verify stationing of
bed and structural features (i.e., top and bottom of riffles, runs and pools; and log
and rock sills, structure tie-in points, steps and pools, etc.).
3.2 Control Markers
The Contractor shall exercise care in the preservation of the stakes and
benchmarks set by Big Eagle Surveying. If any are damaged or destroyed the
Contractor shall reset them at his own expense.
F
4. Measurement and Method of Payment
Buck Engineering will complete the initial construction stakeout. The Contractor shall be
responsible for maintaining all stakes and benchmarks. Any stakes and benchmarks
damaged or destroyed shall be reset by The Contractor at his expense.
END OF SECTION
6
CONSTRUCTION SPECIFICATIONS
SECTION 3
MAINTENANCE OF TRAFFIC
1 1. Description
This work shall consist of maintaining traffic, vehicular and pedestrian, on or along
1 the roads within and adjacent to the project site, affected by the work. This Section
sets forth the traffic control requirements necessary for the safe and continuous
maintenance of traffic throughout the area affected by the work, and is intended to
1 minimize inconveniences to the traveling public, while providing for the safety of
motorists, pedestrians, and workers.
2. Materials
All materials and equipment (e.g., warning and guide signs, warning lights and devices,
traffic-channelizing devices, etc.) shall be furnished, installed and maintained in
accordance with an approved Traffic Control Plan.
3. Methods
The Contractor shall prepare and submit a Traffic Control Plan (TCP) to the Town for
approval, which will assure the safety of motorists, pedestrians and construction workers
for the duration of the construction project.
4. Measurement and Method of Payment
Unless otherwise specified, the Contract lump sum price for Maintenance of Traffic will
be full compensation for all work necessary to maintain traffic.
END OF SECTION
7
CONSTRUCTION SPECIFICATIONS
SECTION 4
POLLUTION CONTROL
1. Description
This work shall include furnishing, installing and maintaining all measures necessary for
the prevention and/or mitigation of impacts from pollution during construction. The work
will prevent or minimize the release of sediment, dust, fuel, hydraulic fluid, oil,
wastewater, or any other pollutants into the water or air from the work site.
2. Materials
All materials furnished shall meet the requirements as set forth in each of the following
subsections. All materials and/or supplies furnished for the purpose of pollution control
shall be of new or good condition.
3. Erosion and Sediment Control Measures
Control of sediment production and its introduction to the watercourse shall be prevented
or minimized during all operations to complete the work under this contract. The
following items set forth some, but not necessarily all, techniques which may be required
under this contract.
3.1 Silt Fence for Sediment Control
a. This work shall include furnishing, installing and maintaining silt fence for
sediment control as may be required by local or state regulations. Silt fence
shall be installed in accordance with the specifications shown on the plate on
this Erosion and Sediment Control Sheet.
b. All materials, construction methods, handling, and maintenance shall be in
accordance with the plate shown on this Erosion and Sediment Control
Sheet. Silt fence shall be installed prior to the disturbance of stockpiling,
staging and construction access areas shown on the Erosion and Sediment
Control Sheet.
3.2 Stabilized Construction Entrance
a. This work shall consist of installing a stabilized construction entrance at all
point of ingress and egress from public roads. The stabilized construction
entrances shall be installed in accordance with the specifications shown in
the plate on this Erosion and Sediment Control Sheet. The work will include
excavation, furnishing and placing filter cloth and #2 stone necessary to
complete the work, and removal of it at the completion of the project.
b. All materials, construction methods and maintenance shall be in accordance
with the plate shown on this Erosion and Sediment Control Sheet.
8

1 c. Acceptable filter cloths include Mirafi 140N, Dupont Typar No. 3341 or 301,
Supac 5P or an approved equal. Stone shall meet AASHTO designation M43
Size No. 2 or 24. The Contractor may use a reclaimed or recycled concrete
® equivalent.
d. Stabilized construction entrances shall be installed prior to any stockpiling,
staging, and/or construction work.
3.3 Temporary Mulching

a. Temporary mulching may be required when permanent vegetated
stabilization of the disturbed areas will be delayed. Temporary mulching will
be required when stockpiles of topsoil and fill will not be used for an extended
period of time.
b. Temporary mulching will be accomplished by application of cellulose hydro-
mulch, chopped straw/hay, tackifiers, burlap, cellulose mat or another
acceptable erosion control material.
3.4 Erosion Control Blankets
a. This work consists of installing erosion control blankets on graded stream
banks and on adjacent slopes as may be determined to be necessary by the
Contractor and Project Manager.
b. Erosion control blankets will be utilized on all newly graded/constructed
stream banks. They may also be utilized on graded slopes if it is determined
they are necessary and appropriate to maintain the stability of the graded
slopes. Any erosion control blankets utilized shall be composed of organic
geotextile fabric with biodegradable netting. Approved erosion control
blankets include Clearfilter 700 Gram and Clearfilter 900 Gram, KoirMatrm
700 and KoirMatTA° 900 or an approved equivalent.
3.5 Dewatering Diversion System
a. During construction, temporary diversions will be required to collect and divert
stream flow around the work area. The work shall consist of the installation
of a system of pumps and pipes/hoses designed to convey baseflow pumped
from an in-stream cofferdam at the upstream of the construction area to an
outfall-point downstream of the construction area for the purpose of
dewatering the construction area.
b. All materials, construction methods and maintenance shall be in accordance
with the plate shown on the Erosion and Sediment Control Sheet and as
described in Section 5 - Project Dewatering.
4. Equipment Fuels and Lubricants
The Contractor shall take all necessary precautions to prevent the spill of chemical
pollutants including, but not limited to fuel, oil, grease, and hydraulic fluid.
e

a
4.1 Equipment Leaks
a. All equipment used on the project shall be free of leaks and excessive
deposits of materials such a fuel, hydraulic fluid, oil and other lubricants.
b. At the start of each workday, the Contractor shall perform a visual inspection
of each piece of equipment to check for leaks. During equipment operation,
the Contractor shall watch for leaks that may develop.
c. In the event a piece of equipment develops a leak during construction work,
the Contractor shall immediately remove the machine from the stream
channel area and shall repair the leak. All excess fluids will be cleaned from
the machine prior to its return to the work area.
4.2 Equipment Fueling
a. The Contractor shall provide for safe fueling of all equipment within the work
area.
b. Under no circumstances shall the equipment be fueled within the stream
channel area.
4.3 Fuel Storage
a. All fuel stored on site must be in a suitable container. Fuel storage in
containers greater than five (5) gallons shall be in a containment tank, which
meets or exceeds NFPA Standards or other applicable local, state and
federal regulations. Mobile tanks on pickup trucks and service vehicles are
exempt from this requirement.
b. Pumps on fuel storage units must be in good working order and free of leaks.
The Contractor shall remove leaking fuel equipment from the work site upon
direction of the Project Manager.
4.4 Equipment Service and Repair
a. In the event that the Contractor must service or repair equipment during
construction, appropriate measures will be taken to prevent contamination of
the soil and/or water during the service/repair operations.
b. Under no circumstances will equipment be serviced in the stream channel
area. All equipment must be removed from the channel to the floodplain area
for servicing.
c. All waste lubricants and other chemicals will be disposed of in sealed,
watertight tanks. No more than five (5) gallons of waste lubricants will be
retained on site.
5. Sanitary Facilities
The Contractor shall be required to provide adequate sanitary facilities for their work
force as well as for use by the Project Manager, and Project Observers. Chemical toilets
10
shall be provided in a quality that is consistent with the requirements of state and federal
regulations. Chemical toilets will be placed no closer than one hundred (100) feet of the
stream edge. The Contractor will provide for routine maintenance and cleaning of the
sanitary facilities.
6. Other Chemicals
In the event the work requires the use of other chemicals (e.g., herbicides), the
Contractor will use the chemicals in a manner that is consistent with the chemicals
labeled use and the manufacturer's instructions.
7. Air Pollution
7.1 Dust Control
The Contractor shall be responsible for the control of excessive dust on public roads
and project access roads. The Contractor shall be prepared, at the request of the
Project-Manager, to suppress dust. If chemical dust suppressants are used, the
Contractor shall use a commercially available product specifically designed for dust
control and shall follow the manufacturer's recommended rates and methods of
application.
7.2 Equipment Emissions
The Contractor shall be responsible to insure that all equipment has proper and
functioning emissions control equipment. All equipment will have mufflers and will be
free of excessive smoke emissions. In the event the Contractor's equipment is
emitting excessive smoke, the equipment will be removed from the work area and
repaired or a substitute piece of equipment will be brought to the project site. The
Contractor will be solely responsible for the mobilization and demobilization costs
associated with replacement of any equipment that is pulled from service.
8. Maintenance, Removal and Restoration
The Contractor shall maintain all pollution control measures in good operating form until
such time that the measures are no longer needed. Upon completion of the work, the
Contractor shall remove any temporary pollution control measures installed during
construction and shall restore the site to original conditions as reasonably practical.
9. Measurement and Method of Payment
9.1 Method 1 - Unit Prices
For items of work, for which unit prices are established in the contract, each item will
be measured to the nearest unit applicable. Payment for each item will be made at
the contract unit price for that item. Payment for erosion control blankets will be at
the unit price per square yard of fabric. Payment for chemical dust suppression
items shall not be made for applications that are excessive or unnecessary. Such
payment shall constitute full compensation for the completion of the work.
11
9.2 Method 2 - Lump Sum
For items of work, for which lump sum prices are established in the contract,
payment will be made as the work proceeds, after presentation of adequate invoice
documentation showing the Contractor's cost. If the total of such payments is less
than the lump sum contract price for that item, the unpaid balance will be included in
the final contract payment. Payment of the lump sum contract price shall constitute
full compensation for completion of the work.
9.3 Method 3 - Incidental Costs
For items of work, for which a specific bid price is not requested, the costs shall be
considered incidental to the total items of work and no payment shall be made
separate and distinct for pollution control. Pollution control costs will be included in
the costs of the other work items.
END OF SECTION
12
CONSTRUCTION SPECIFICATIONS
SECTION 5
® PROJECT DEWATERING
1. Description
In order to meet the requirements of state and federal regulatory agencies, stream
channel construction generally requires that work be completed in a dry channel
condition. During construction, various techniques ranging from construction of passive
by-pass channels to installation of pump diversions are utilized to divert stream flow
around the work area. Traditional riprap projects generally allow for partial channel
dewatering by diverting the flow to one side of the existing channel. However,
geomorphic-based restoration often involves significant channel reconstruction requiring
stream flows to be diverted completely around the project.
The work described in this section shall consist of the collection and diversion of surface
water and groundwater from the stream channel as necessary to perform the
construction required by the contract. The work shall involve the installation of a system
of cofferdams, pumps, pipes and hoses designed to convey stream flow pumped from
an in-stream cofferdam at the upstream of the construction area to an outfall point
downstream of the construction area for the purpose of dewatering the construction
area.
2. Diverting Surface Water
The Contractor shall install, maintain, and operate all cofferdams, pumps, pipes and
hoses and all other temporary diversion and protective works needed to divert stream
flow and other surface water through or around the project site.
2.1 Diversion of surface water shall be continuous during the period that damage to
the construction work could occur. Unless otherwise specified, diverted surface
water shall be diverted to the same drainage-way that the water would have
reached before being diverted.
2.2 The Contractor is responsible to determine the number and sizes of pumps
necessary to complete the dewatering process.

2.3 The Contractor shall furnish the Project Manager a written detailed plan for
meeting the surface water diversion requirements set forth in the contract
documents. The Project Manager prior to the start of work must approve the
dewatering plan, and it shall include information on the type, number, sizes of
pumps, type and size of pipes and hoses, refueling/service schedules, cofferdam
construction techniques, discharge outfall protection, and other relevant
information. All proposed activities shall meet the conditions set forth in the
North Carolina State Sedimentation and Erosion Control Guidelines or another
similar, recognized specification. Acceptance of the dewatering plan or the
waiving of the plan requirements shall not relieve the Contractor of the
responsibilities related to this activity during the process of completing the work.
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13

2.4 The Contractor must plan the dewatering activities such that increases in water
flow due to storms or other events are taken under consideration. No separate
payment will be made for dewatering measures that are damaged or
overwhelmed by significant and sudden increases in the water flow. The
Contractor must plan for such events. In some instances, water flows may
exceed those reasonably expected to be dewatered and the Contractor may be
required to suspend work until such time that the water flows return to a
manageable level. In the event that the work is suspended due to high water, the
Contractor will not be compensated for repairs to dewatering measures, but
additional days will be added to the schedule, at no additional cost, to offset the
days lost due to high water.
3. Dewatering the Stream Channel
All work in the stream area will be performed in a fully dewatered channel. The
Contractor shall dewater Tributary 1, Tributary 2 and Main Stem Pilot Creek channel, as
well as provide for diversion of water flows into the work area from secondary channels
or drainage-ways.
1 3.1 Cofferdams and Diversions
To capture or divert stream flows, cofferdams are used across the stream
e channel and secondary drainage-ways above (up-slope) from the work site. (See
Standard Detail in the Erosion and Sediment Control Plans)
a. Cofferdams will be constructed of clean, inert materials that will have a
minimal impact on the stream system. Cofferdams constructed of soil or
material from the stream will not be used unless specifically directed by the
Project Manager.
b. Acceptable materials shall include water structures, concrete jersey barriers,
® plastic barriers, and other comparable items.
`a c. The Contractor is responsible to install all cofferdams/diversion structures in a
safe and correct manner. Cofferdams must be installed so as to withstand
the pressures exerted by the stream flow or ponded water against the
cofferdam.
d. Commercial products used as cofferdams (i.e., water structures, temporary
dams) shall be installed according to the manufacturer's instructions.
e. The Contractor is permitted to make minor disturbances to the streambed or
banks as may be required to properly install the cofferdam. All disturbances
will be limited to only that disturbance necessary to install the cofferdam.
Cofferdam installation must be done in the presence of the Project Manager.
f. If the Contractor uses sand bags to assist with the dewatering, the Contractor
shall fill the sand bags with clean, washed sand. Soils with fine particles are
prohibited. When placed in the flowing water, the sand bags shall not
produce visible turbidity.
14
3.2 Pumps
The Contractor shall use pumps and pipes/hoses to divert the water flow. The
Contractor shall be responsible for providing all pumps, pipelines, hoses, fuel
tanks, and other items required to pump the stream flow around the work site,
and for providing supervision of the pumping operation during all hours that the
pumps are running.
a. The Contractor shall be responsible for calculating the required pump
1 capacity to handle the average stream flow in the area of the work.
b. The Contractor shall provide the pumps required, as well as have available
additional pumps in the event that the stream flow increases, a pump
becomes disabled, or to cover periods when pumps are out of operation for
routine service.
c. The Contractor shall provide pumps that are in good operating order and free
of leaks. Pumps that are leaking fuel, lubricants, or other material, will be
removed immediately from the work area, and repaired or replaced as
necessary. All pump equipment will be properly equipped with mufflers and
other noise suppression equipment to minimize noise impacts on the
surrounding residences.
d. Discharge pipes and hoses shall be reasonably free of leaks at either the
fittings or in the discharge pipe/hose. No leaks from discharge lines shall be
allowed to create excessively wet spots or to cause erosion.
e. The Contractor shall provide adequate suction hose length to allow the
pumps to be placed back from the immediate edge of the stream.
f. Supplemental fuel tanks, used to minimize refueling requirements, must be
installed in such a manner so as to eliminate any leaks from the fuel lines,
and so they are protected from damage in the event of high water or flooding
which may occur during the project. Fuel tanks over five (5) gallons in
capacity will require a containment system. Supplemental fuel tanks will be
placed no closer than twenty-five feet (25') from the stream edge and must be
secured to prevent their movement in the event of high water. Supplemental
fuel tanks must be equipped so as to prevent the escape of fuel in the event
that they are covered by water during a flood condition. The Contractor is
responsible to insure that all supplemental fuel storage facilities meet or
exceed National Fire Protection Association (NFPA) standards or other
applicable local, state, and federal regulations.
g. When flooding conditions can be reasonably expected, the Project Manager
shall have the authority to require the Contractor to remove the pumps and/or
supplemental fuel tanks from the projected flood area. If the Contractor is
required to remove pumps and fuel tanks due to flood or storm events, the
Contractor shall not receive additional compensation for removal or re-
installation of the pumps and/or supplemental fuel tanks. Compensation will
be provided in the form of additional time on the project schedule.
15
3.3 Discharge Outfall Protection
During the dewatering operations, the Contractor must provide adequate
protection from erosion at the discharge area. The discharge of water from the
pumping operation shall be done so as to prevent erosion of soils and the
downstream introduction of sediment.
a. When discharges from the dewatering operation involve large volumes of
water, the discharge area will require a concrete and/or stone structure to
provide for the dispersion of discharge energy. The Contractor shall use
geotextiles as appropriate to provide erosion protection. Discharge structures
must be capable of dispersing the energy of the expected discharge from the
pumps.
b. All materials placed for the protection of discharge outfalls are temporary in
nature, and shall be removed from the project area upon completion of the
dewatering process.
® 4. Maintenance, Removal and Restoration
The Contractor shall maintain all dewatering measures in good operating form until such
time that the measures are no longer needed.

4.1 In the event that high flows damage or remove dewatering measures, the
Contractor shall repair or replace the measures as soon as the water flows
allow and prior to commencing work.
4.2 Upon completion of the work and approval of the Project Manager, the
Contractor shall remove all dewatering measures. The Contractor shall remove
pumps, pipes and hoses from the site, as well as cofferdams from the stream
channel.
4.3 Any fill placed in the active channel during the dewatering process shall be
removed from the channel upon completion of the work. In the event sand bags
are used in the dewatering process, the sand bags will be removed and emptied
outside of the active channel area.
4.4 Upon removal of the dewatering measures, the Contractor shall regrade any
disturbed surfaces, remove any contaminated soils, and restore all areas
consistent with the stabilization of the project site set forth in the Contract
Documents.
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5.1 Payment for dewatering of the project site shall be paid at the Contract lump
sum price. The Contractor may make requests for partial payment of
dewatering expenses on a monthly basis. Payment request shall include
adequate documentation of the Contractor's dewatering expenses, as well as a
measurement of the percentage of the dewatering completed to date.

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5.2 If the total payments made for dewatering are less than the Contract Lump Sum
Price for this item, the unpaid balance will be included in the final contract
payment.
5.3 Payment of the Contract Lump Sum Price shall constitute full compensation for
completion of the work.
END OF SECTION
17
CONSTRUCTION SPECIFICATIONS
SECTION 6
CLEARING AND GRUBBING
1. Description
This work shall consist of clearing and grubbing within the limits specified in the Contract
Documents.
a. Clearing within the construction area includes removing and disposing of trees,
shrubs, and other vegetation not specified in the Contract Documents for removal
and disposal.
b. Grubbing within the construction area includes removing from the ground and
® disposing of all stumps, roots, and stubs, brush and debris.
2. Methods
2.1 Project Staging
a. In order to minimize the potential for erosion, sedimentation and the
degradation of water quality, clearing and grubbing will be conducted in
stages. The area cleared and grubbed at any one time shall be limited to the
area of active construction work.
b. Unless noted in the Sequence of Construction, no areas will be cleared and
grubbed until the areas disturbed during the previous construction stage have
been stabilized (i.e., covered by fabric and/or seeded and mulched). The
® Project Manager shall have ultimate authority in this determination.
2.1 Damaging or Destroying Vegetation Beyond the Limit of Disturbance.
a. The Contractor shall not damage or destroy any trees, shrubs, or turf, which
exist beyond the limits of disturbance as illustrated on the plans and
specified.
b. The Contractor shall be responsible for any and all damages to trees, shrubs,
or turf located beyond the limits of disturbance that occurs from his
operations during the life of the Contract. The Contractor shall fully restore,
at his own expense, and to the satisfaction of the Town, any trees, shrubs, or
turf that have been damaged or destroyed.
3. Measurement and Method of Payment
Clearing and grubbing will not be measured for payment but will be paid for at the
Contract lump sum price. The payment will be full compensation for the removal and
disposal of all materials cleared and grubbed, and for all material, labor, equipment,
tools, and incidentals necessary to complete the work.
END OF SECTION
18
CONSTRUCTION SPECIFICATIONS
SECTION 7
STREAM CHANNEL EXCAVATION
a. Description
In natural channel restoration projects, primary focus is placed on excavation and
grading to produce a stream channel with correct geomorphic features. During the
implementation of this project, excavation and fill will be required to restore a stable plan
form and channel cross-section. Excavation under this specification also focuses on the
development of a stable streambed profile and will require the construction of a riffle-
pool complex.
a. Tributary 1 Relocation/Restoration
During this project the upper reaches of Tributary 1 will be reconstructed and relocated
to eliminate extremely tight meander bends, the middle reaches will be reconstructed
and relocated away from steep eroding banks and hillslopes and routed along the right
floodplain, and the lower reaches will be reconstructed and relocated to eliminate the
extremely tight meander bend at its confluence with the main stem. Adjacent terraces
will be graded to create bankfull benches and floodprone areas. The old channel along
the relocated reaches will be backfilled to create bankfull benches and floodprone areas
or to blend into adjacent hillslopes.
b. Tributary 2 Relocation/Restoration
e The upper and reaches of Tributary 2 will be reconstructed and relocated to eliminate
extremely tight meander bends. Adjacent banks and terraces will be graded to create
bankfull benches and floodprone areas. The old channel along the relocated upper
reaches will be backfilled to create bankfull benches and floodprone areas. The old
channel along the relocated lower reaches will be backfilled to create vernal pools and
wetlands.
c. Main Stem Pilot Creek
Reaches along the main stem Pilot Creek will be reconstructed and relocated to
eliminate extremely tight meander bends and relocate the channel away from steep
eroding banks and hillslopes and center the channel on existing or newly created
floodplain areas. Adjacent banks and terraces will be graded to create bankfull benches
and floodprone areas. The old channel along the relocated reaches will be backfilled to
create bankfull benches and floodprone areas or to blend into adjacent hillslopes.
d. Gully Restoration
A number of gullies have formed along the drainageways on the steep hillslopes
adjacent to the stream valley. During this project these gullies will be backfilled and
stabilized.
19

b. Materials
2.1 Typically, excavation of the channel form will be conducted using cuts and fills from
the project site. In some instances, there may be insufficient materials on site to
meet the fill requirements. In cases where additional fill is required, The Contractor
is responsible for furnishing and transporting suitable fill material to the project site.
t 2.2 When the Contractor stockpiles fill material on-site, the Project Manager and/or
regulatory agencies may require silt control. The requirement for silt control during
the material storage period is determined on a case-by-case basis. The Contractor
should be prepared to provide adequate silt control as provided for in the
Construction Specification Section 4 - Pollution Control.
c. Construction Methods
Excavation and fill for the construction of the new channel shall be as shown on the
Project Drawings. Construction shall be as shown in the plan view, cross sections, and
the stream profile drawings.
3.1 The existing elevations and contours shown on the plans, cross sections and
profile were surveyed in 2004. Grades and elevations may have changed since
the original survey was completed, due to erosion, sedimentation, and fill. The
1 Contractor is responsible for confirming existing grades and to adjust the
excavation and fill as necessary to produce the desired channel configuration.
3.2 Due to the requirement to dewater the stream channels, all excavation and fill to
construct the new channel, as well as all in-stream structures must be done in an
expeditious manner. Dewatering periods must be limited, and the stream flow
returned to the new channel as soon as is reasonably possible. The Contractor
is responsible to provide adequate equipment and manpower, as well as to
establish a work schedule that will meet this requirement.
3.3 In areas where fill is required to establish the design channel, the Contractor
shall place the required fill in a manner so as to provide adequate compaction of
the material. No fill will be placed in lifts to exceed two feet (2') and each soil lift
shall be adequately compacted with heavy equipment before placement of
succeeding lifts. Coarser material, cobble, gravel, and sand will be used below
the bankfull elevation. Finer material, gravel, sand, and silt will be used to
complete any required fill above bankfull in the floodplain.
3.4 The Contractor shall be responsible for providing temporary stabilization of all
graded stream banks immediately after the completion of grading, and until such
time that stream bank vegetation stabilization measures required under this
contract are completed. The Contractor shall provide interim stabilization of the
immediate stream bank areas as set forth in construction specification Section 14
- Seeding and Mulching.
3.5 Immediately upon completion of all grading, and the installation of in-stream
structures, the Contractor will provide permanent stabilization of all disturbed
areas.
20
3.6 Permanent stabilization will be completed as set forth in Construction
Specification Section 14 - Seeding and Mulching.
3.7 The Contractor shall at all times conduct his work in full compliance with OSHA
regulations and any other applicable local, state, and federal regulations.
d. Warranty of Work
The Contractor shall be responsible for warranting his work for a period of one (1) year
from the date of completion. The care and maintenance of the stream channel
excavation shall begin immediately upon the completion of the project and shall continue
in accordance with these specifications for a period of one (1) year. The Contractor, at
the request of the Town, shall perform all work to repair and/or maintain channel
grading, in-stream structures, and vegetative stabilization in accordance with the
applicable specification, and at no additional cost to the Town.
e. Measurement and Method of Payment
Payment for stream channel excavation along Pilot Creek and its tributaries will be
measured and paid for at the Contract unit price per cubic yards of material
excavated/placed. Payment will be full compensation for all materials, transport,
excavation, and placement, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these specifications and on the plans.
END OF SECTION
21
CONSTRUCTION SPECIFICATIONS
SECTION 8
LOG/BOULDER STEP POOLS
1. Description
A series of step pool structures will be constructed along several reaches of Pilot Creek
and its tributaries. Installation of the step pool structures is intended to provide grade
control and dissipate the energy of storm flows.
The Contractor shall furnish all labor, material and equipment required to install step-
pools, as described in these Specifications and shown on the plans. This work shall
consist of transporting, installing and maintaining step-pools within the stream channel,
as specified on the plans or as directed by the Project Manager.
2. Materials
2.1 Step-Pool Rock
Step-pool rocks shall consist of angular flat rock, similar in color, texture and density
to the native rock at the site, obtained from an approved source. The dry unit weight
of the rock shall be 130 lb/cu ft or greater. The dimensions of the rock will be a
minimum of 2.5 feet and maximum of 3.5 feet along the long (a) axis, a minimum of 2
feet and maximum of 3 feet along the median (b) axis, a minimum of 0.5 feet and
maximum of 1.5 feet along the short (c) axis. Concrete and white stone will not be
considered as an alternative to step pool rocks.
2.2 Step-Pool Logs
Step-Pool Logs will be cut from trees that are removed and salvaged from the
stream banks and floodplain along Pilot Creek and its tributaries. The logs will be
12 - 18 inches in diameter and cut to a length of 20 - 25 feet.
2.3 Bedding Rock
Bedding rock shall consist of angular rock, similar in color, texture and density to the
step-pool rock. The dry unit weight of the rock shall be 130 lb/cu ft or greater. The
rock shall range from 0.5 foot to 1.5 feet along the long (a) and median (b) axes.
Concrete and white stone will not be considered as an alternative to the bedding
rocks.
2.4 Step-Pool Gravel
Step-Pool Gravel shall consist of streambed gravel from the existing stream channel
to be excavated and placed as a result of this Contract. If sufficient material is not
available from this site to complete placement throughout the areas shown on the
plans then the Contractor shall obtain unwashed bank run gravel, ranging in size
from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
22
2.5 Geotextile Liner
A geotextile liner shall be installed along the upstream side of the logs to prevent
piping and structural failure of the steps. The geotextile fabric shall have 1)
Apparent opening size of 0.30 mm max; 2) Grab tensile strength of 200 lb. min; and
3) Burst strength of 320 psi min.
2.6 Source of Rock
The Contractor will locate potential sources for the rocks. The Contractor and the
Project Manager will visit the site(s) to determine whether the rocks meet the
specified requirements for color, weight and size. If sufficient stream gravel material
is not available from the site, the Contractor shall obtain material meeting the
specified requirements as outlined above.
3. Construction Methods
3.1- Installation
a. Step pools shall be installed according to the Sequence of Construction, the plans
and details, and the following specifications. The Contractor shall arrange and
construct step pools under the direction and approval of the Project Manager.
b. The existing streambed shall be excavated to the general shape of the steps and
pools and to a depth sufficient to allow for installation of the foundation rocks,
bedding stone, step logs and rocks and gravel.
c. Step logs shall be trenched into each bank and set so that they are resting on the
streambed at the top of the log is placed at the elevation of step as shown in the
Construction drawings.
d. Step rocks for each step shall be keyed into the existing streambed along the
downstream side of the step logs and along the edge of stream along both sides of
the channel forming a broad "U" pattern to the step. The thalweg of the stream
channel shall alternate from off-center left to off-center right and back to off-center
left at each step in a downstream direction.
e. Geotextile liner shall be draped over the upstream edge of the step log pulled to
1 cover the streambed in the tail-out of the pool upstream of the log and wrapping up
along the toe of bank on either side of the channel.
f. Bedding rock and gravel shall be installed over top of the geotextile liner.
g. The top of the step rocks and pool gravel shall be equal to finished grade of the
steps and pools, respectively as specified on the cross-sections and profile.
s
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4. Measurement and Method of Payment
Step-pools will be measured and paid for at the Contract unit price per ton of rock, per
log installed and per square yard of geotextile liner. Payment will be full compensation
for all materials, transport, excavation, installation, and maintenance of step-pools, and
for all material, labor, equipment, tools, and incidentals necessary to complete the work
as specified in these specifications and on the plans.
END OF SECTION
24
CONSTRUCTION SPECIFICATIONS
SECTION 9
ROOTWAD - LOG/BOULDER J-HOOK VANES
1. Description
J-Hook vanes are in-stream structures constructed with native/natural materials (i.e.,
logs and boulders) that are essentially rock vanes with a hook added to the upstream
end of the vane arm. They are typically installed along the channel margin in meander
bends. In this location they serve to divert stream flow away from banks and towards
the center of the channel as it flows from the run at the upstream end, through the pool,
and out the glide at the downstream end of the meander bend. The added feature of the
hook serves to create and maintain a scour pool that dissipates energy and provides
excellent habitat for fish. In addition, these structures maintain the thalweg offset from
the bank and create back-eddies along the channel margin that encourage the
deposition of material along the toe of the bank.
This work shall consist of transporting, installing, and maintaining the rock vane
structures, as specified on the Grading Details in the Construction Drawings, as
described in these specifications, and as directed by the Project Manager. The
Contractor shall furnish all labor, material and equipment required to install the rock
vanes.
2. Materials
1. J-Hook Vane Rocks
J-Hook vane rocks shall consist of angular flat rock, similar in color, texture and density
to the native rock on the site obtained from an approved source. The dry unit weight of
the rocks shall be 160 lb/cu ft or greater. The dimensions of the rock will be a minimum
of 3 feet and maximum of 4 feet along the long (a) axis, a minimum of 2 feet and
maximum of 3 feet along the median (b) axis, and a minimum of 1 foot and maximum of
2 feet along the short (c) axis. Concrete and limestone rock will not be considered as an
alternative to vane rocks.
The Contractor will be responsible for identifying a source of rock for the rock vanes. At
the time of the Pre-construction meeting, the Contractor and Project Manager will visit
the source and confirm that the rocks identified will meet the specifications outlined
above. The Contractor will be responsible for transporting the rock to the project site.
2. J-Hook Vane Logs
Vane logs shall be cut from trees that were removed and salvaged from the stream
banks. The Logs shall be 12 -18 inches in diameter and cut to a length of 35 - 40 feet.
Two logs are utilized per vane. Every other log shall have its root fan in-tact and
undamaged.
25
3. Rootwads
Rootwad logs shall be cut from trees that were removed and salvaged from the stream
banks. The Logs shall be 12 - 18 inches in diameter and cut to a length of 15 - 20 feet.
The root fan shall be in-tact and undamaged.
4. Geotextile Liner
A nonwoven geotextile liner shall be installed along the stream bank side of the vane
arm to prevent piping and structural failure of the arm. Acceptable geotextile liner
materials include Mirafi S600 and Mirafi 140N.
5. Backfill Material
Cobble, gravel and sand excavated from the streambed shall be placed behind the vane
arm to tie the arm into the adjacent bank and bring the channel margin to grade. If
sufficient material is not available from this site to complete placement throughout the
areas shown on the plans then the Contractor shall obtain unwashed bank run gravel,
ranging in size from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
3. Construction Methods
1. J-Hook vanes shall be installed according to the Sequence of Construction, the Plan
Sheets and Grading Detail Sheets in the Construction Drawings, as described in
these specifications, and as directed by the Project Manager.
2. The rootwad log shall be installed in the meander bend as shown in the Construction
Drawings with the log placed in a trench cut in the bank and the root fan facing in an
upstream direction. Boulders shall be placed on top of the section of log in the
trench and the trench backfilled.
3. J-Hook vane logs shall be installed starting at the stream bank, working in upstream
direction, and tie-in to the streambed. The vane is set at an angle of 20 - 300 tangent
to the curve of the bank and shall rise at a slope of 2 - 4% from the streambed to its
tie-in at the bank.
4. Two logs are utilized to construct the vane arm. The first vane log should not have a
root fan. The second vane should have a root fan.
5. When constructing the arm of the J-Hook vane, the first vane log shall be firmly
keyed into the stream bank at the downstream end of the arm and to the bank side of
the rootwad. At the upstream end of the arm the log should be keyed firmly in the
stream bottom. The second vane log shall be placed in front of and above the first
log on the stream-ward side. It shall be placed such that the root fan rests on the
bank side of the rootwad log. The remainder of the second vane log should be
resting on the first vane log.
6. Geotextile liner shall be draped over the stream bank side of both vane logs and
secured to both logs using 11/2 - 2 inch button cap roofing nails. The liner should be
spread out bank-ward and weighted down with large rocks to prevent it from being
pulled out of place by the flow. Cobble, gravel and sand excavated from the
26
streambed shall be placed on the liner behind the vane arm to tie the arm into the
adjacent bank and bring the channel margin to grade.
7. The vane hook shall be constructed by placing footer rocks in an arch starting from
the end of the vane arm, which is located at a point that is approximately one-third
the bankfull width and ending at a point that is approximately two-thirds the bankfull
channel width or the center of the channel. The footer rocks are keyed into the
streambed and placed adjacent to and tight against one another so that there is no
space between adjacent rocks. The top rocks for the hook shall be placed above
and on the upstream side of the footer rocks so that they lean on the footer rocks.
The top rocks along the hook are placed so that there is a gap of one-quarter to one-
third rock diameter between adjacent rocks. The top of the top rocks are set at
approximately one-tenth bankfull elevation. The top rocks at the end of the arm shall
be placed such that they rest on the arm.
4. Measurement and Method of Payment
J-Hook vanes will be measured and paid for at the Contract unit price per ton of rock
installed for the hook, per rootwad and log installed for the vane arm, and per square
yard of geotextile liner. Payment will be full compensation for all materials, transport,
excavation, installation, and maintenance of J-hook vanes, and for all material, labor,
equipment, tools, and incidentals necessary to complete the work as specified in these
specifications and on the plans.
END OF SECTION
27
i
CONSTRUCTION SPECIFICATIONS
SECTION 10
® CONSTRUCTED RIFFLES
1. Description
Restoration of Pilot Creek and its tributaries will require raising the existing streambed to
reconnect the channel and adjacent floodplain in other areas. In addition, for relocated
reaches it will be necessary to construct a streambed in the newly excavated channel.
Installing grade control structures and reconstructing riffles or creating new riffles at key
points along the channel will provide a means of stabilizing and raising the streambed.
This work shall consist of transporting, installing and maintaining reconstructed and
constructed riffles within the stream channel.
2. Materials
1. The constructed riffle rocks shall consist of round, subangular, or angular rock,
similar in color, texture and density to the native rock on the site obtained from an
approved source. The dimensions of the boulders will be a minimum of 1.5 foot and
maximum of 3.5 feet in diameter. The dry unit weight of the boulders shall be 160
lb/cu ft or greater. The cobble size material will range from 2.5 inches to 10 inches in
diameter and the gravel size material will range from 0.5 inches to 2 inches in
diameter.
2. The Contractor will be responsible for identifying a source of rock for the constructed
riffles. The Contractor will be responsible for transporting the rock to the project site.
3. Construction Methods
1. Constructed riffles shall be installed according to the Sequence of Construction, the
Plans and details, the following specifications, and as directed by the Project
Manager.
2. Existing riffles already at or near the proposed invert may be experiencing
degradation and loss of material. These riffles will be reinforced by reconstructing
and armoring the riffle with grade control features and supplementing the existing
bed material with larger material.
a. Existing riffles will be reconstructed by installing a rock sill structure set at the
proposed invert of the channel at the upstream and downstream end of each
® reconstructed riffle.
b. The rock sills will be constructed perpendicular to the flow, extending the full
width of the base channel, and extending upstream and downstream of the
sill crest as shown the Plans and details.
c. Installation of the rock sill will involve excavating a trench across the existing
streambed and/or backfilling with large boulders to form the main
components of the sill structure. Small boulders, cobble and gravel sized
28
material will be utilized to fill the voids between the boulders and complete
the sill structures.
d. Additional boulders shall be placed randomly along the riffle between the sills.
The randomly placed boulders shall be keyed firmly into the streambed.
3. Where the objective is to raise the streambed or construct a riffle where none
currently exist riffles will be constructed with grade control features and placement of
material along the entire length of the riffle.
a. New riffles will be constructed by installing a rock sill structure set at the
proposed invert of the channel at the upstream and downstream end of each
constructed riffle. For longer riffle areas additional grade control features will
be installed at intermediate points along the riffle.
b. The rock sills will be constructed perpendicular to the flow, extending the full
width of the base channel, and extending upstream and downstream of the
sill crest as shown the Plans and details.
c. Installation of the rock sill will involve backfilling the channel with large
boulders to form the main components of the sill structure. Small boulders,
cobble and gravel sized material will be utilized to fill the voids between the
boulders and complete the sill structures.
d. The channel between the sills will be backfilled with additional boulders,
cobble and gravel to complete the riffle.
4. Measurement and Method of Payment
Constructed riffles will be measured and paid for at the Contract unit price per ton of rock
installed. Payment will be full compensation for the transport and placement of all
materials in the channel, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these special provisions and on the
plans.
END OF SECTION
29
CONSTRUCTION SPECIFICATIONS
SECTION 11
BOULDER CASCADES
1. Description
Restoration of Pilot Creek and its tributaries will require stabilizing the existing
streambed in some areas and raising the streambed to reconnect the channel and
adjacent floodplain in other areas. Along steep stream reaches this will be
accomplished with log/boulder step-pool features and boulder cascades. The work
described in this specification shall consist of transporting, installing and maintaining
boulder cascade streambed features within the stream channel.
2. Materials
The boulder cascade rocks shall consist of round, subangular, or angular rock, similar in
color, texture and density to the native rock on the site obtained from an approved
source. The dimensions of the boulders will be a minimum of 2 feet and maximum of 3.5
feet along the long (a) axis, a minimum of 2 feet and maximum of 3 feet along the
median (b) axis, a minimum of 0.5 feet and maximum of 1.5 feet along the short (c) axis.
The dry unit weight of the boulders shall be 160 lb/cu ft or greater. The cobble size
material will range from 2.5 inches to 10 inches in diameter and the gravel size material
will range from 0.5 inches to 2 inches in diameter. Concrete and limestone rock will not
be considered as an alternative to the boulder cascade rocks. The Contractor will be
responsible for identifying a source of rock for the constructed riffles. The Contractor will
be responsible for transporting the rock to the project site.
3. Construction Methods
1. Boulder cascades shall be installed according to the Sequence of Construction, the
Plans and details, the following specifications, and as directed by the Project
Manager.
1 2. Boulder cascades will be constructed by installing a rock sill structure set at the
proposed invert of the channel at the upstream and downstream end of each boulder
cascade.
3. The rock sills will be constructed perpendicular to the flow, extending the full width of
the base channel, and extending upstream and downstream of the sill crest as
shown the Plans and details.
4. Installation of the rock sill will involve keying the largest boulders into the streambed
1 across the channel to form the main components of the sill structure. Smaller
boulders, cobble and gravel sized material will be utilized to fill the voids between the
large boulders and complete the sill structures.
5. Additional large boulder shall be placed randomly along the cascade between the
sills. The randomly placed boulders shall be keyed firmly into the streambed. The
30
1
channel between the sills will also be backfilled with additional small boulders, cobble
and gravel to complete the cascade.
4. Measurement and Method of Payment
Boulder cascades will be measured and paid for at the Contract unit price per ton of rock
installed. Payment will be full compensation for the transport and placement of all
materials in the channel, and for all material, labor, equipment, tools, and incidentals
necessary to complete the work as specified in these special provisions and on the
plans.
END OF SECTION
31
CONSTRUCTION SPECIFICATIONS
SECTION 12
TOE BENCHES
1. Description
Stream bank failure results from three principal mechanisms: tractive erosion caused by
hydraulic forces that remove erodible bank and bed material, gravitational erosion
caused by geotechnical instability, and a combination of tractive and gravitational forces
acting to cause the failure. For most natural stream channels the hydraulic and
gravitational forces exerted on the stream banks are greatest along the outside of
meander bends.
During the implementation of this project, it will be important to provide structural stability
along reconstructed banks. This will be accomplished by protecting the toe of the banks
utilizing-a variety of stabilization and flow diverting techniques that resist and/or deflect
the hydraulic forces away from the bank. In addition, the new bank will be constructed
with an angle of repose that minimizes the potential for gravitational failures. Toe
benches will be installed to protect the toe existing banks and to provide a solid base
upon which new banks can be constructed.
This work shall consist of obtaining, transporting materials, and constructing toe benches
within the stream channel, as specified on the plans and as directed by the Project
Manager. The Contractor shall furnish all labor, material and equipment required to
construct the toe benches along the margins of the channel, as described in these
Construction Specifications and shown in the Grading Details Sheets of the Construction
Drawings.
2. Materials
1. Bench Rocks
Bench rocks shall consist of angular rock, similar to the native rock on the site, obtained
from an approved source. The dry unit weight of the rock shall be 160 lb/cu ft or greater.
The dimensions of the rock will be a minimum of 2 feet and maximum of 3 feet along the
long (a) axis, a minimum of 1 foot and maximum of 3 feet along the median (b) axis, and
a minimum of 0.5 foot and maximum of 1.5 feet along the short (c) axis. The rocks
supplied should include a mix of sizes including all those within the size ranges
specified.
2. Selected Backfill
1 The selected backfill will be installed in accordance with the construction drawings. The
selected backfill shall consist of streambed cobble, gravel and sand from the existing
channel to be excavated and placed as a result of this Contract. If sufficient material is
not available from this Contract site to complete placement throughout the areas shown
on the plans then the Contractor shall obtain unwashed bank run gravel, ranging in size
from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
32
Uil
I'I 3. Source of Materials
The Contractor will be responsible for identifying a source of rock for the project. At the
time of the Pre-construction meeting,,the Contractor and Project Manager will visit the
source and confirm that the rocks identified will meet the specifications outlined above
for bench rocks. The Contractor will be responsible for furnishing and transporting
suitable rock and select backfill material to the project site.
3. Construction Methods
1. Toe benches shall be constructed according to the Sequence of Construction, the
Construction Drawings, the following specifications, and as directed by the Project
Manager.
2. Toe benches shall be constructed so that the rocks are placed to form a foundation
wall or framework for the benches that will then be filled with selected backfill. The
framework will consist of varying size rocks, with the smaller rocks placed closer to
the toe of the existing slope and largest rocks facing out along the margin of the new
stream channel. The rocks facing out along the stream channel should be of varying
sizes and placed in a staggered arrangement to create an uneven and more natural
looking stream margin.
3. All bench rocks will be keyed into the streambed a minimum of one half the thickness
of the rock below the proposed grade.
4. The top of the bench along the new stream channel margin shall be approximately
one foot above baseflow elevation. The top of the bench along the toe of the
existing slope shall be as shown in the Construction Plans.
5. Each bench rock shall be placed adjacent to and tight against one another. All voids
shall be plugged with selected backfill behind the foundation wall.
6. Selected backfill shall be placed in the benches in accordance with the Construction
Drawings.
4. Measurement and Method of Payment
Toe Bench construction will be measured and paid for at the Contract unit price per ton
of rock installed. Payment will be full compensation for all materials, excavation and
installation of rocks, and resetting of rocks, all material, labor, equipment, tools, and
incidentals necessary to complete the work as specified in these special provisions and
on the plans.
END OF SECTION
r_
33
CONSTRUCTION SPECIFICATIONS
SECTION 13
LOG VANES
1. Description
Log vanes are in-stream structures constructed with native/natural materials (i.e., logs
and boulders) that are typically installed along the channel margin in meander bends. In
this location they serve to divert stream flow away from banks and towards the center of
the channel as it flows from the run at the upstream end, through the pool, and out the
glide at the downstream end of the meander bend. In addition, these structures maintain
the thalweg offset from the bank and create back-eddies along the channel margin that
encourage the deposition of material along the toe of the bank.
This work shall consist of transporting, installing, and maintaining the rock vane
structures, as specified on the Grading Details in the Construction Drawings, as
described in these specifications, and as directed by the Project Manager. The
Contractor shall furnish all labor, material and equipment required to install the rock
vanes.
2. Materials
1. Log Vane Logs
Log vane logs shall be cut from trees that were removed and salvaged from the stream
banks. The Logs shall be 12 -18 inches in diameter and cut to a length of 35 - 40 feet.
2. Geotextile Liner
A nonwoven geotextile liner shall be installed along the stream bank side of the vane
arm to prevent piping and structural failure of the arm. Acceptable geotextile liner
materials include Mirafi S600 and Mirafi 140N.
3. Backfill Material
Cobble, gravel and sand excavated from the streambed shall be placed behind the vane
arm to tie the arm into the adjacent bank and bring the channel margin to grade. If
sufficient material is not available from this site to complete placement throughout the
areas shown on the plans then the Contractor shall obtain unwashed bank run gravel,
ranging in size from coarse sands (.02 in.) to cobble (5.0 in, with a D50 - 2.5 in.).
3. Construction Methods
1. Log vanes shall be installed according to the Sequence of Construction, the Plan
Sheets and Grading Detail Sheets in the Construction Drawings, as described in
these specifications, and as directed by the Project Manager. .
2. Two logs are utilized to construct the vane arm. The first vane log should not have a
root fan. The second vane should have a root fan.
34
3. Log vanes shall be installed starting at the stream bank, working in upstream
direction, and tie-in to the streambed. The vane is set at an angle of 20 - 300 tangent
to the curve of the bank and shall rise at a slope of 4 - 7% from the streambed to its
tie-in at the bank.
4. When constructing the vane, the first vane log shall be firmly keyed into the stream
bank at the downstream end of the arm and to the bank side of the rootwad. At the
upstream end of the arm the log should be keyed firmly in the stream bottom. The
second vane log shall be placed in front of and above the first log on the stream-
ward side. It shall be placed such that the root fan rests on the bank side of the
rootwad log. The remainder of the second vane log should be resting on the first
vane log.
5. Geotextile liner shall be draped over the stream bank side of both vane logs and
secured to both logs using 11/2 - 2 inch button cap roofing nails. The liner should be
spread out bank-ward and weighted down with large rocks to prevent it from being
pulled out of place by the flow. Cobble, gravel and sand excavated from the
streambed shall be placed on the liner behind the vane arm to tie the arm into the
adjacent bank and bring the channel margin to grade.
4. Measurement and Method of Payment
Log vanes will be measured and paid for at the Contract unit price per log installed and
per square yard of geotextile liner. Payment will be full compensation for all materials,
transport, excavation, installation, and maintenance of log vanes, and for all material,
labor, equipment, tools, and incidentals necessary to complete the work as specified in
these specifications and on the plans.
END OF SECTION
35
CONSTRUCTION SPECIFICATIONS
SECTION 14
SEEDING AND MULCHING
1. Description
Seeding and mulching is used to provide permanent or temporary stabilization to areas
of disturbance. This operation consists of site preparation, soil amendments, seedbed
preparation, seeding and mulching.
2. Materials
2.1 Seed Mixture
The Contractor shall apply seed at the mixture and application rates indicated for the
areas noted in the following specifications. A conservation seed mix of comparable
formulation may be used only if the label is provided to the Project Manager for approval
prior to seeding.
a. The Contractor shall apply seed at the following mixture and application rate for
1 Seeding Zone 1 - Stream Banks as shown in Table 14a.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Redto 1 .02
Rou hstalk Bluegrass 1 .02
Rye 60 1.4
Table 14a - Seed Mixture and Application Rate for Seeding Zone 1 - Stream
Banks
' b. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 2 - Riparian Buffer Forest Areas as shown in Table 14b.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Annual R e rass 40 .92
Tall Fescue 200 4.6
Table 14b - Seed Mixture and Application Rate for Seeding Zone 2 - Riparian
Buffer Forest Areas
36
c. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 3 - Riparian Buffer Meadow Areas as shown in Table 14c.
Species Application Rate
Lbs/Acre Application Rate
Lbs11000 S Ft.
Little Bluestem 3 .07
Deer tongue 3 .07
Wildflower Mix 1 .02
Wheat 60 1.4
Table 14c - Seed Mixture and Application Rate for Seeding Zone 3 - Riparian
Buffer Meadow Areas
d. Wildflower Seed Mixture should include the following species:
Echinacea purpurea
Rudbeckia hirta
Coreopsis lanceolata
Asclepias tuberosa
Coreopsis tinctoria
Liatris graminifolia
e. The Contractor shall apply seed at the mixture and application rate for Seeding
Zone 3 - all disturbed areas outside of the immediate restoration work area (e.g.,
temporary access roads, dewatering diversion pathways, stockpile and staging
areas, etc.) as shown in Table 14d.
Species Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft.
Annual R e rass 40 .92
Tall Fescue 200 4.6
Table 14d - Seed Mixture and Application Rate for Disturbed Areas Outside of
Restoration Work Area
f. Tall Fescue shall be from a seed variety with low endophyte content, such as
Stargrazer, Martin, Mozark, Penngrazer, Phyter, Forager or an equivalent.
2.2 Soil Amendments
a. Fertilizer composition and application rate shall be as outlined in Table 16d below.
Fertilizers shall be of uniform composition and shall be suitable for accurate
application by approved equipment. Fertilizers shall be delivered to the site in the
manufacturer's packaging, and shall meet all applicable state or federal laws related
to labeling. The manufacturer's name, fertilizer formulation and other required
information should be clearly marked on the packaging.
b. When lime is required, the materials shall be ground limestone, hydrated lime or
burnt lime. Lime materials shall contain a minimum of 50% total oxides and shall be
ground such that 50% passes a #100 mesh sieve and 98 -100% shall pass a #20
mesh sieve. Lime shall be incorporated into the top 3 - 6 inches of soil by disking or
37
other suitable methods. If lime is required it shall be applied at the rates indicated in
Table 14e below.
Soil Amendment Application Rate Ibs/acre

10-20-20 Grade Fertilizer 500
Ground Agricultural Lime 2000
Table 14e - Soil Amendment and Application Rate
2.3 Mulching
a. Straw
Straw mulch shall consist of well-threshed wheat, rye, or oat straw and shall be
reasonably bright. Mulch must be free of mold and noxious seed and shall not be
musty, caked, decayed, or excessively dusty.
b. Wood Cellulose Fiber Mulch (WCFM)
WCFM shall consist of prepared wood cellulose processed into a uniform fibrous
physical state, and shall contain a dye to facilitate visual inspection of the uniformity
of the application. WCFM shall not contain germination- or growth-inhibiting factors.
3. Installation Methods
3.1 Site Preparation
a. Prior to the start of operations, the Contractor shall install all erosion and
sediment control measures as described in the Construction Specifications and
shown on the Erosion and Sediment Control Sheets in the Construction
Drawings.
b. The Contractor shall perform all final grading operations at right angles to the
slope. Final grading and shaping may not be required for temporary seeding.
3.2 Seedbed Preparation, Temporary Seeding
a. For temporary seeding, the Contractor shall prepare a suitable seedbed by
loosening the soil to a depth of 3 - 6" by means of suitable equipment.
b. The area shall not be rolled or smoothed. On slopes greater than 3:1 the surface
shall be tracked with heavy equipment such that the surface is irregular with track
ridges running parallel to the slope contour.
3.3 Seedbed Preparation, Permanent Seeding
a. The Contractor shall loosen all disturbed areas to a depth of 3 - 6". In areas
where repeated access by heavy equipment or trucks has caused compaction,
the Contractor shall loosen the soil to a depth of 12". The Contractor may use
agricultural or construction equipment to perform the task.
38
b. The Contractor shall conduct final grading of all disturbed areas in conformance
with the Construction Drawings. All surfaces shall be smooth and free of large
rocks.
c. On sloped areas (greater than 3:1), the Contractor shall use track equipment to
compact the slope and produce ridges parallel to the slope contour.
d. When topsoil has been stockpiled during the construction of the project, the
Contractor shall spread the topsoil on the disturbed areas after the soil has been
loosened and rough grading completed.
e. Apply soil amendments as described in Section 2.2 of these specifications.
Mix amendments into the top 3 - 5" of the topsoil by disking or other suitable
means.
f. In lawn areas as shown on the Construction Drawings, the Contractor shall
rake the seedbed surface to remove rocks and other large debris. The
surface shall be clear of obstructions and debris and must be suitable for
mowing upon establishment of the seeding.
3.4 Seed Specifications
a. All seed must meet all applicable state and federal regulations and must
include labeling indicating the supplier, formulation, germination rates, and
seed date. Seed may be subject to retesting by a certified lab. The
Contractor shall submit a copy of the seed label for approval by the
Contracting Officer.
b. When inoculates are required for legume seed, they shall be provided by the
same supplier as the seed. Inoculates shall be fresh and viable and must not
have exceeded their expiration date. The Contractor shall apply they in
accordance with the manufacturer's recommended application rate and
procedures. In hydro-seeding operations, inoculates shall be applied at a
rate four times (4x) the recommended rate.
c. The Contractor shall use a seed mix and application as set forth in Tables
16a, 16b, 16c and 16d of this specification.
3.5 Methods of Seeding
a. Hydro-seeding: the application of a combination of seed, fertilizer, and mulch
in a slurry mixture.
1) If fertilizer is applied at time of seeding, the application rate will not
exceed
100 Ibs/ac nitrogen, 200 Ibs/ac phosphorous, and 200 Ibs/ac potassium.
2) When lime is to be applied by the hydro-seeder, the rate shall not exceed
3 tons/acre burnt and hydrated lime shall not be used.
39
3) Hydro-seeding mixtures shall be prepared on site and applied
immediately. No seed/mulch mix that has been left in the seeder for more
than eight (8) hours shall be used.
b. Dry Seeding: this includes the use of conventional drop or broadcast
spreaders.
1) Dry seed applications shall be incorporated into the subsoil at the rates
prescribed in Table 14b of this specification.
2) After seeding, the Contractor shall use a weighted roller over the area to
provide for good seed-to-soil contact.
3) Where practical, seed shall be applied in tow directions perpendicular to
each other. Apply half the seeding rate in each direction.
c. Drill/Cultipacker Seeding: the use of mechanized spreaders that apply and
cover seed with soil.
1) Seeding completed with a cultipacker shall bury the seed to the depth
specified in by the supplier and the seedbed must be firm after planting.
® 2) Where practical, seed shall be applied in tow directions perpendicular to
each other. Apply half the seeding rate in each direction.
d. Hydroseeding and dry seeding may be utilized for broadcasting the seed
mixes in Seeding Zone 2 and disturbed areas outside the restoration work
area. However, seeding the warm season grasses and wildflower mixes
designated for Seeding Zones 1 and 3 (i.e., stream banks and riparian buffer
meadow areas) must utilize a drill or cultipacker.
3.6 Mulching Application
a. All areas shall be mulched immediately upon completion of the seeding
e operations. Mulch shall be applied so as to provide a uniform cover on all
seeded areas.
b. When straw mulch is specified, the Contractor shall provide for anchoring of
the mulch. Anchoring may be accomplished by mechanical equipment
designed to punch and anchor mulch or by the use of a liquid binder.
C. When liquid binders are used, they shall be applied at a uniform rate as
provided for in the manufacturer's directions. The Contractor shall provide
the Contracting Officer with a copy of the manufacturer's literature prior to the
use of any liquid binder.
d. Permanent mulch shall be applied at the rate shown in Table 14f of this
specification.
e. In areas where plant materials such as fascines are to be installed at a later
date, the Contractor shall apply a heavy layer of mulch to provide temporary
40
protection to the disturbed surface. Temporary mulch shall be applied at the
rate shown in Table 14f of this specification.
Mulch Application Application Rate
Lbs/Acre Application Rate
Lbs/1000 S Ft
Temporary Mulching 2000 45.9
Permanent Mulching 1500 34.5
Table 14f - Mulching Application and Application Rate
4. Measurement and Method of Payment
Seeding and mulching will be measured and paid for at the Contract price per pound of
seed and bales of straw. The payment will be full compensation for all material, labor,
equipment, tools,-and incidentals necessary to complete the work.
END OF SECTION
41
CONSTRUCTION SPECIFICATIONS
SECTION 15
® PLANTING TREES AND SHRUBS
1. Description
This work shall consist of furnishing and planting trees and shrubs and all plant
establishment operations as specified in the Contract Documents and shown on the
Planting Plans or as directed by the Project Manager. Transporting and installation of
plant material shall take place when plants are dormant (December 1 through April 1).
Prior to the start of work on this item, the Contractor shall submit a proposed planting
schedule, including source of plant material to the Town and the Project Manager for
review. No work shall be performed until the Town and the Project Manager approve
this schedule.
2. Materials
2.1 Plant Material
a. All plant material shall conform to the current issue of the American Standard for
Nursery Stock published by the American Association of Nurserymen.
b. Plant materials must be selected from certified nurseries that have been
inspected by state and/or federal agencies. Nursery inspection certificates shall
be furnished to the Project Manager upon request.
c. Plant material collected from the "wild" is prohibited.
d. Container grown stock shall have been grown in a container long enough for the
root system to have developed sufficiently to hold its soil. Roots shall visibly
extend to the inside face of the growing container. All container plants shall be
grouped and watered daily until they are planted.
e. The Project Manager may reject plants damaged in handling or transport.
2.2. Substitute Plant Material
If a substitute is selected, it must be native to the North Carolina Piedmont Region
and of the same size, value, and quality as the original plant.
2.3. Preparation
1 a. The live plant material shall be transported to the construction site within three (3) of
delivery from the nursery.
III 1 b. Live plant materials must be protected against drying out and overheating
before/during transport (e.g., they shall be covered transported in unheated vehicles,
1 moistened, kept in soak pits) and on-site prior to installation (e.g., by storing in
42
controlled conditions, storing in shade, covering with evergreen branches or plastic,
placing in moist soil, or spraying with anti-transpirant chemicals). Live materials shall
receive continuous shade, shall be sheltered from the wind, and shall be
continuously protected from drying by being heeled into moist soils. Where water is
available, live stakes shall be sprayed or immersed.
3. Installation Methods
3.1 Planting
a. The Contractor shall refer to the Plant Schedules and Composition Schedules
on the plans for specific spacing requirements.
b. The Contractor shall use the Overall Spacing figure to determine the spacing
between each species of vegetation strata. The Contractor shall use the
Individual Spacing figure to determine the spacing between each plant of the
same species.
c. The Contractor is not required to stake out each individual planting pit. However,
upon planting a typical 50-foot X 15-foot area within each planting zone, the
Contractor shall have the Town or Project Manager inspect and approve plant
spacing techniques prior to proceeding.
3.2 Clean Up
a. During planting all areas shall be kept neat, clean and free of all trash and
debris, and all reasonable precautions shall be taken to avoid damage to
existing plants, turf, structures and private property.
b. Remove all tags, labels, strings, and wire from the plant materials, unless
otherwise directed by the Project Manager.
c. Final cleanup shall be the responsibility of the Contractor and consist of
removing all trash and materials incidental to the project and disposing of them
off-site.
3.3 Plant Establishment
a. The Contractor is responsible for maintaining an 80% plant establishment
success rate at the end of the one-year plant establishment period. The
Contractor is responsible for replanting all areas not meeting 80% survival. The
80% plant success rate shall be based on each of the Planting Sections (Zone 1
- Stream Banks and Zone 2 - Riparian Buffer Forest Areas) of the project's
plant material achieving 80%.
b. The Contractor will not be responsible for plant material that has been damaged
by vandalism, fire, flooding, or other activities beyond the Contractors' control.
43
4. Measurement and Method of Payment
' Planting trees and shrubs will be measured and paid for at the Contract price per each
item specified in the Contract Documents. The payment will be full compensation for all
material, labor, equipment, tools, and incidentals (including watering during the
t construction period) necessary to complete the work.
END OF SECTION
44
CONSTRUCTION SPECIFICATIONS
SECTION 16
INSTALLING LIVE STAKES
L'
L
II
L
C
r
C
L
L
I
L

LI
1. Description
This work shall consist of harvesting, transporting, and installing live stakes into the
subgrade along the stream banks of Pilot Creek and its tributaries, as specified on
the Construction Plans, these specifications or as directed by the Project Manager.
Harvesting, transporting, and installation shall take place when plants are dormant
(December 1 through April 1).
2. Materials
2.1 Live cuttings for live stakes shall be one-half to one and one-half inches (0.5" to 1.5")
in diameter and between two and three feet (2' to 3') long. Side branches shall be
removed and the bark left intact prior to installation.
2.2 Buds on the stakes shall be oriented in an upward position. The basal ends shall be
tapered to a point for easy insertion into the soil. The top shall be cut smooth and
square.
2.3 Live stakes shall consist of a mix of three or more of the following species, with each
species comprising no more than 50% and no less than 20% of the mix.
Cornus amomum
Sambucus canadensis
Salix n!M
Silky Dogwood
American Elderberry
Black Willow
3. Construction Methods
3.1 Harvesting
The source of all live cuttings shall be located on-site or within fifty (50) miles of the
project site. The Contractor shall be responsible for harvesting and transporting the
cuttings to the job site.
3.2 Live Material Preparation
a. All cuts shall be smooth and the cut surface kept small. The use of large pruning
shears or power saws may be required.
b. The live materials shall be transported to the construction site within eight (8) hours
of harvesting and then cut to size, as specified above and on the details.
c. Live materials must be protected against drying out and overheating before/during
transport (e.g., they shall be covered transported in unheated vehicles, moistened,
kept in soak pits) and on-site prior to installation (e.g., by storing in controlled
conditions, storing in shade, covering with evergreen branches or plastic, placing in
45
moist soil, or spraying with anti-transpirant chemicals). Live materials shall receive
continuous shade, shall be sheltered from the wind, and shall be continuously
protected from drying by being heeled into moist soils. Where water is available, live
1 stakes shall be sprayed or immersed.
d. Live materials shall be installed the same day that the cuttings are harvested. If
1 installation of live materials cannot be accomplished on the same day and storage is
required, live materials shall be stored for a period no longer than three (3) days.
3.3 Live Stake Installation
a. Live Stakes shall be installed according to the Sequence of Construction, the plans
and details, and the following specifications.
b. Erosion control fabric should be placed on the banks prior to installing the live
1 stakes.
c. Insert the point of the stake through the fabric and tamp it into the ground at a right
angle to the slope.
d. The live stakes should be installed 5 feet apart using triangular spacing.
e. Buds should be oriented up.
f. Four-fifths of the length of the live stake should be installed into the ground, and soil
should be firmly packed around it after installation.
g. Do not split the stakes during installation. Stakes that split should be removed and
replaced.
h. An iron bar can be used to make a pilot hole in firm soil.
i. Tamp the stake into the ground with a dead blow hammer.
3.4 Clean-up
a. During installation of the live stakes, all areas shall be kept neat, clean and free of all
trash and debris, and all reasonable precautions shall be taken to avoid damage to
erosion control fabric, and graded slopes.
b. Final cleanup shall be the responsibility of the Contractor and consist of removing all
trash and materials incidental to the project and disposing of them off-site.
3.5 Plant Establishment
a. The Contractor is responsible for maintaining an 80% plant establishment success
rate at the end of the one-ygar plant establishment period.
b. The Contractor will not be responsible for plant material that has been damaged by
vandalism, fire, flooding, or other activities beyond the Contractors' control.
46
1-1
I' 4. Measurement and Method of Payment
Installing live stakes will be measured and paid for at the Contract price per each live
stake installed. The payment will be full compensation for all material, labor, equipment,
tools, and incidentals (including watering during the construction period) necessary to
complete the work.
END OF SECTION
F--
L

1

r
1 47
WOO Regency Parkway LETTER OF TRANSMITTAL
Suite 200
Cary, North Carolina 27511
Phone: [phone]
T Fax. [phone] O J r.
www.buckengineenng.corn 7,9
6
TO: NC Division of Water Quality RE: Permit Application for 401 permit for
Parkview Building Pilot Mountain Restoration Project
2321 Crabtree Blvd
Raleiqh, NC 27604
ATTENTION:
DATE: September 20, 2005 JOB NO.
228
We are sending via:
Fax E::] Regular Mail ? Pick-up FX Hand Delivered
The following items:
Correspondence OX Plans ? Specifications F 7X Other as listed below:
COPIES DATE NO. DESCRIPTION
7 Design Plans
7 Construction Specifications
7 PCN form

THESE ARE TRANSMITTED as.checked below:
pqX For Approval As Requested 8 Approved As Submitted e Returned For Corrections
For Your Use X For Permitting Approved As Noted Forward To Subcontractor
REMARKS:
Please find enclosed an application for DWQ's 401 Permit along with supporting
documentation for The Pilot Mountain Restoration Site in Surrry County. If you have any
questions, please give me call at [phone] or contact Rocky Powell at [phone].
COPY TO: File SIGNED: C. Heath Wadsworth, PE
aa?D
SEP ? 12n5
R WpSER???6E?+?1
E N G I N E E R I N G
September 19, 2005
To: US Army Corps of Engineers
NC Division of Water Quality
From: C. Heath Wadsworth, PE, Buck Engineering
Rocky Powell, Clear Creeks Consulting
Re: Permit application for Pilot Mountain Restoration Project
20015
96
Please find enclosed the Pre-Construction Notification and design for the Pilot Mountain
Restoration Project. The project is located in Surry County.
The project meets the DWQ definition of stream restoration and funding was
provided by grant funding. Therefore a permitting fee has not been included with
this package. This is not a stream mitigation project.
If you have project questions, please contact C. Heath Wadsworth at [phone];
[e-mail], or Rocky Powell at [phone];
[e-mail].
Sincerely,
C. Heath Wadsworth, PE
Enclosure: Plan Sheets, Specifications, and PCN form for Pilot Mountain restoration.
5000 Rcgcit cy Parkxcay_ S ui tc '00
Cary, North Carol i it it 275 1 1
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Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.army.mi]/wetlands/Perin app.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.army.mil/wetlands/re?ztour.litm, or contact one of the field
offices listed on page 3 of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://112o.enr.state.ne.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for General Certifications is not required, provided
that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet should
contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on page 4 of this application).
Page 1 of 14
Coastal Area Management Act (CAMA) Coordination - If the project occurs in any of North Carolina's
twenty coastal counties (listed on page 4) the applicant should contact the North Carolina Division of
Coastal Management (DCM). DCM will determine whether or not the project is within a designated
Area of Environmental Concern, in which case DCM will act as the lead permitting agency. In such
cases, DCM will require a CAMA Permit and will coordinate the 404/401 Permits.
The applicant may also choose to coordinate with the United States Fish and Wildlife Service to ensure
that the proposed project will have no impact upon any endangered or threatened species or critical
habitat as regulated by the Endangered Species Act, and the State Historic Preservation Office, North
Carolina Department of Cultural Resources to ensure that the proposed project will have no impact upon
any properties listed or eligible for listing on the National Register of Historic Places. Compliance with
these regulations is required to be eligible for any Department of the Army permit. The addresses for
both agencies are listed on page 3 of this application.
USACE Permits - Submit one copy of this form, along with supporting narratives, snaps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office. Upon receipt of an application, the
USACE will determine if the application is complete as soon as possible, not to exceed 30 days. This
PCN form is designed for the convenience of the applicant to address information needs for all USACE
Nationwide, Regional or General permits, as well as information required for State authorizations,
certifications, and coordination. Fully providing the information requested on this form will result in a
complete application for any of the USACE Nationwide, Regional or General permits. To review the
minimum amount of information that must be provided for a complete PCN for each USACE
Nationwide permit, see Condition 13, 65 Fed. Reg. 12893 (March 9, 2000), available at
littp://www.saw.usace.ari-ny.nii]/wet]ands/nwpfinalFedReg.pd f. Processing times vary by permit and
begin once the application has been determined to be complete. Please contact the appropriate
regulatory field office for specific answers to pennit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at littp://li2o.ehnr.state.nc.us/ncwetiands/fees.htm1. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 14
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Caldwell Haywood McDowell Swain
US Army Corps of Engineers Alleghany Catawba Henderson Mecklenburg Transylvania
151 Patton Avenue Ashe Cherokee Iredell Mitchell Union
Room 208 Avery Clay Jackson Polk Watauga
Asheville, NC 28801-5006 Buncombe Cleveland Lincoln Rowan Yancey
Telephone: [phone] Burke Gaston Macon Rutherford
Fax: [phone] Cabarrus Graham Madison Stanley
Raleigh Regulatory Field Office Alamance Franklin Nash Surry
US Army Corps Of Engineers Caswell Forsyth Northampton Vance
6508 Falls of the Neuse Road Chatham Granville Orange Wake
Suite 120 Davidson Guilford Person Warren
Raleigh, NC 27615 Davie Halifax Randolph Wilkes
Telephone: [phone] Durham Johnston Rockingham Wilson
Fax: [phone] Edgecombe Lee Stokes Yadkin
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
North Carolina State Agencies
Division of Water Quality Division of Water Quality State Historic Preservation Office
401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
US Fis
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
h and Wildlife Service / National N
US Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
larine Fisheries Service
National Marine Fisheries Service
Habitat Conservation Division
Pivers Island
Beaufort, NC 28516
Telephone: [phone]
Page 3 of 14
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
APPLICATION FORM BEGINS ON PAGE 5. PLEASE DO NOT SUBMIT PAGES 1 - 4.
Page 4 of 14
Office Use Only: 2 Form Version February 2002
0051
USACE Action ID No. DWQ No. 7 9 6
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
I. Processing D (rj uw? O
1. Check all of the approval(s) requested for this project: S F P 2 l 2005
® Section 404 Permit
F-1 Section 10 Permit EK wATE-R QUAITY
® 401 Water Quality Certification t?°'?I`p?'"`t'''1'l?'A'?'i
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: NW - 27
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Blair Knox, Town Manger
Mailing Address: Town of Pilot Mountain
124 West Main Street
Box 1
Pilot Mountain, North Carolina 27041
Telephone Number:_ [phone] Fax Number: [phone]
E-mail Address: mana?4erntownofpilotmountain.com
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name:_ Rocky Powell
Company Affiliation: Clear Creeks Consulting
Mailing Address: 1317 Knopp Road
Jarrettsville Maryland 21084
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: rockypowellnmsn.com
Page 5 of 14
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Pilot Mountain Civic and Recreation Center Stream Restoration
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 5966-00-47-1675-,5966-00-36-8143
4. Location
County: Surry Nearest Town
Subdivision name (include phase/lot number): NA
Directions to site (include road numbers, landmarks, etc.):
Pilot Mountain
From US 52 take the Pilot Mountain Exit heading east on Route 268 (Key Street), follow 268
through Town until it intersects with the Old US 52 Bypass; turn left and continue northwest
for approximately 1 mile; the Civic and Recreation Center is on the right.
5. Site coordinates, if available (UTM or Lat/Long):North=967.844.2442/Lat 3624'0.74814"N
East=1,564,315.8200/LonQ 8028'49.09096"W
6. Describe the existing land use or condition of the site at the time of this application:
Although the headwaters include East Surry High School and the Pilot Mountain Civic and
Recreation Center's existing recreational facilities, the dominant land use in the watershed is
low-density single-family residential fronting along secondary roads and forest, old field and
grasslands along the ridges, side slopes, and floodplain.
7. Property size (acres): 151.78
8. Nearest body of water (stream/river/sound/ocean/lake): Toms Creek/Ararat River
9. River Basin: Yadkin Pee-Dee River
Page 6 of 14
10. Describe the purpose of the proposed work:
Correct the stream channel instability problems, improve water quality, enhance and/or
restore natural floodplain characteristics, protect infrastructure, and reduce the loss of public
land by implementing an effective, long-term restoration plan for the streams within the Park
property.
11. List the type of equipment to be used to construct the project:
Tracked excavators with hydraulic thumbs, tracked trucks and tracked loaders, dump trucks
and misc. small trucks.
12. Describe the land use in the vicinity of this project: forest, grassland and old fields
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
Apre-application meeting was held on-site August 16, 2005 to present the proiect to the
permittin-g agencies. The following persons were in attendance: Mr. John Thomas, USACOE•
Mr. Daryl Lamb; NCDWQ, and Mr. Rocky Powell, Clear Creeks Consulting.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Yes. Additional restoration work may be conducted on the headwater streams upstream of the
proiect reaches, That work is dependent on the availability of funds and may not occur for
several years.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 7 of 14
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a brief written description of the proposed impacts:
Temporary impacts include:
1) removal of a small percentage of the existing vegetation on upper point bars, streambanks, and
terraces to allow grading and sloping of the streambanks and construction of floodprone areas;
and 2) dewatering and diversion of the baseflow to allow work to proceed in the dry.
Permanent impacts include:
1) excavation of the streambed to establish a new channel profile pools and riffles ; and 2)
placement of fill - a) in abandoned channel sections after constructing a new channel that is
away from steep hillslopes and that is reconnected to the floodplain, b) to construct/install
structures such as log-boulder i-hooks boulder step-pools, boulder cascades, etc. at key points
along the channel to provide grade control and deflect flows away from the banks and toward the
center of the channel.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at littp:/hvww.fema.aov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of all existing wetlands on the property: 1.5 acres
Total area of wetland impact proposed: 0.0 acres
Page 8 of 14
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
(indicate on ma linear feet Before Impact (please seci
9 bankfull
TIT Temporary 530 Unnamed Tributary 1 4 baseflow Perennial
9 bankfull
TIP Permanent 585 Unnamed Tributary 1 4 baseflow Perennial
9 bankfull
T2T Temporary 100 Unnamed Tributary 2
4 baseflow Perennial
9 bankfull
T2P Permanent 260 Unnamed Tributary 2 4 baseflow Perennial
MST Temporary 825 Pilot Creek 11 bankfull Perennial
5 baseflow
1 1 bankfull
MSP Permanent 550 Pilot Creek 5 baseflow Perennial
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 2850
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic Ocean
and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be included
above in the wetland and stream impact sections. Also, the proposed pond should be described
here and illustrated on any maps included with this application.
Page 9 of 14
Pond to be created in (check all that apply):
Describe the method of construction (e.g.,
down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond, local
stormwater requirement, etc.):
Size of watershed draining to pond:
VII. Impact Justification (Avoidance and Minimization)
Expected pond surface area:
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The general restoration approach includes reconstructing reaches of Tributary 1, Tributary 2 and
the lower Main Stem to relocate the channel away from steep hillslopes reconnect the channel
with the floodplain provide a more regular planform along reaches where meander bends are
extremely tight and modify channel cross-sections to improve habitat and sediment transport
capacity. The abandoned channels will be backfilled to create vernal pools to create wetlands and
wildlife habitat The gullies that have formed in the steep drainages along the hillslopes will be
stabilized.
The temporary impacts associated with mechanical clearing are limited to those stream banks
and point bars where grading is essential to establish stable channel geometry. All disturbed
areas impacted within the limits of the project will be seeded with native grasses and planted
with native trees and shrubs All disturbed areas impacted outside the limits of the project will be
seeded with grasses and clover.
The permanent impacts associated with fill will run almost the entire length of the project. The
majority of the fill placed will involve backfilling of old channels after new channels have been
constructed Some sections of the existing channels that remain will be reconstructed by raising
the streambed to reconnect the channel to its floodplain and reconstructing narrower cross-
section to improve habitat and sediment transport. In addition log-boulder j-hooks, boulder
cascades and log-boulder step-pools will be constructed at key points along the channel to
provide grade control and divert flow away from the stream banks. Avoidance of these impacts
would be inconsistent with many of the objectives of this project including: reconnecting the
stream channels with their floodplain improving habitat by constructing a narrower and deeper
baseflow channel improving sediment transport capacity, reducing sedimentation and protecting
the stream banks from scour.
? uplands ? stream ? wetlands
dam/embankment, excavation, installation of draw-
Page 10 of 14
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
llttp://li2o.enr.state.ne.us/ncwetlands/strnigide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Given the type of project it is not anticipated that mitigation will be required. In fact, the
project itself could be viewed as mitigation for historic impacts to Pilot Creek and its
tributaries. As a result of this project 3579 feet of unstable stream channel will be restored,
0.5 acres of wetlands will be created 4.0 acres of riparian forest and native meadow buffer
will be created and sediment and nutrient loadings to Toms Creek and the Ararat River
resulting from eroding banks and eroding gullies will be significantly reduced. In addition,
the Town of Pilot Mountain will establish a conservation easement that permanently protects
49 acres of steep slopes and floodplain along these stream reaches.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
Page 11 of 14
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://112o.enr.state.ne.us/wrp/index.litm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to detennine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Page 12 of 14
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
Zone 1 extends out 30 feet perpendicular from near banx of cnannei; /-one L extenas an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
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.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 13 of 14
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may choose to list
constraints associated with construction or sequencing that may impose limits on work schedules (e.g.,
draw-down schedules for lakes, dates associated with Endangered and Threatened Species, accessibility
problems, or other issues outside of the applicant's control).
14 ?
Applicant/Age(nt's Signature V Date
s signature is valid only if an authorization letter from the applicant is provided.)
0
Page 14 of 14
STREAM AND WATERSHED ASSESSMENT

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CLEAR CREEKS CONSULTING
1317 Kan" PAmwL jm -a.W I f-) b w '21004 [phone]
CLEAR CREEKS CONSULTING
1317 Knopp Road
01 Jarrettsville, Maryland 21084
11110 LLC
410-692-2164
'WMAJ
October 10, 2005
Mr. Ian McMillan
401 Oversight and Express Permits Unit
2321 Crabtree Boulevard D ?C1 (p
Raleigh, NC 27604 2-00
Dear Mr. McMillan:
In response to the request for additional information from Ms. Cyndi Karoly dated
October 6, 2005 and per our recent phone conversation, I am forwarding the
following information:
1. One (1) copy of the Pilot Mountain Stream and Watershed Assessment
Findings Report for your review and files.
2. A list of the reference reaches and accompanying information included in the
"reference stream database" we used to develop the dimensionless ratios for
the Pilot Mountain Project.
I hope that the above information adequately addresses the comments outlined
in your letter. If you need additional information or have any questions please
contact me at [phone].
Sincerely
(3N6? cs???
Rocky O. Powell
Principal
C Mr. Blair Knox, Town of Pilot Mountain
Mr. Charles Anderson, Pilot View RC&D
Mr. Daryl Lamb, NCDWQ
Mr. John Thomas, USACOE
Mr. Heath Wadsworth, P.E., Buck Engineering
ode
1 2 ??05
pEN?- pS?O MN?? 8?N
Dios ?
v.
North Carolina Piedmont
Reference Reaches
Stream Name Stream Types Location Surveyed B

Unnamed B4/B3 Mickey Property Buck Engineering
Tributary South Surry County
Fork Mitchell River
Mills Creek B4/B3 Headwaters of Buck Engineering
South Fork
Mitchell River
South Fork Bc4 Harris Property Buck Engineering
Mitchell River Sur Count
Silas Creek Bc4 Reynolda Drive USDA-NRCS
Winston-Salem
Forsyth Count
North Prong of C/E4 Kraft Property Buck Engineering
South Fork Surry County
Mitchell River
South Fork C/E4 Darnell Property Buck Engineering
Mitchell River Sur Count
South Fork C/E4 Woods Property Buck Engineering
Mitchell River Sur Count
Note: Field data from the references reaches listed above were utilized to
develop the dimensionless ratios included in the design criteria table in the
appendix to the Findings Report

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PILOT MOUNTAIN
CIVIC AND RECREATION CENTER
STREAM AND WATERSHED ASSESSMENT
FINDINGS REPORT
PREPARED FOR
TOWN OF PILOT MOUNTAIN
PREPARED BY
CLEAR CREEKS CONSULTING
IN COLLABORATION WITH
BUCK ENGINEERING
APRIL 2005
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DAN p?jpSS??A?R ?H
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Table of Contents
Project Background 1
Technical Report
1. Study Area 2
11. Scope of Studies 2
III. Watershed Characterization
A. Physiography and Basin Morphometry 2
B. Climate 4
C. Geology, Soils, and Land Use 5
D. Hydrology 6
1. Hydrologic Modeling 6
2. Bankfull Discharge Estimates 6
E. Hydraulic Analysis 8
IV. Channel Morphology and Stability Assessment
A. Rationale 8
B. Verifying Bankfull Channel Field Indicators 9
C. Upstream Channel Morphology and Sediment Sources 9
D. Geomorphic Mapping 9
E. Level II - Morphological Description 9
F. Level III - Assessment of Stream Condition 9
G. Shear Stress and Sediment Entrainment Analysis 10
e
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i
H. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed Conditions and
Upstream Channel Conditions 13
a. Historic Conditions 13
b. Current Conditions 13
2. Project Site - Channel Morphology and
Stability Assessment 14
a. Historic Conditions 14
b. Current Conditions 15
Tributary 1 15
Tributary 2 16
Main Stem Reach 1 18
Main Stem Reach 2 19
Main Stem Reach 3 20
V. Estimating Sediment Loadings 22
VI. Reference Reach 24
VII. Restoration Approach 24
References
Appendix
A. Watershed Characterization Supporting Documentation
1. Topographic Map
2. Land Use Map and Summary Table
3. Soils Map and Summary Table
4. Geologic Maps

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5. Historic Aerial Photographs
6. Biological Data
B. Bankfull Discharge and Channel Dimensions Validation Supporting
Documentation
1. Regional Curves and Regression Equations
C. Channel Morphology and Stability Assessment Supporting
Documentation
1. Field Data Plots and Summary Table
2. BEHI Map and Summary Table
3. Geomorphic Mapping
4. Photographic Documentation of Existing Conditions
D. Hydrologic/Hydraulic Spreadsheets
E. Restoration Design Preliminary Concept
1. Design Criteria Summary Table
2. Plan View
3. Typical Cross-sections
PROJECT BACKGROUND
The Town of Pilot Mountain, North Carolina is developing plans to expand its
recreational facilities at the Civic and Recreation Center on Old Highway 52. The
expansion will provide enhanced opportunities for educational as well as active
and passive recreational uses. The expansion will include three amphitheaters,
picnic and camping areas, walking trails and foot bridges, a multipurpose field,
horseshoe pits, volleyball courts, additional parking and upgraded utilities. The
streams in the Park will become a focal point for various types of passive
recreational activities (e.g., hiking, bird watching, and nature photography).
However, in their current degraded condition they detract from the aesthetic
appeal of the natural setting the Park provides the citizens of this community.
The Town is particularly concerned about stream bank erosion and the loss of
public land along the creeks in the Park. The stream bank erosion and
sedimentation problems also represent a long-term maintenance issue as lateral
erosion could impact the proposed trails and footbridges.
The streams in the Park drain to Toms Creek which is part of the Ararat
River/Yadkin River system. The Toms Creek is the main source of drinking
water for the Town of Pilot Mountain. The Yadkin River is one of the main
sources of drinking water for the City of Winston-Salem and Forsyth County. In
1998 the NC Division of Water Quality completed a Water Quality Management
Plan for the Yadkin-Pee Dee River Basin. The study identified the Ararat River
i watershed as one that has experienced high levels of erosion. Although
conditions have improved sedimentation is still a problem.
The hydrologic regime of the tributaries in the Park has been historically altered
by development in the headwaters. The channels in the headwater areas have
adjusted in response to the alterations in watershed hydrology by incising (i.e.,
down-cutting), widening, and eroding laterally. Sediment eroded from these
headwater reaches is still being transported to downstream reaches within the
Park where deposition initiates lateral adjustments and instability.
It is the Town of Pilot Mountain's intention to correct the stream channel
instability problems, improve water quality, enhance and/or restore natural
floodplain characteristics, protect infrastructure, and reduce the loss of public
land by implementing an effective, long-term restoration plan for the streams
o within the Park property.
I ; TECHNICAL REPORT
1. Study Area
The study area for the current project includes the stream reaches along the
main stream, hereafter referred to as Pilot Creek, from its confluence with Toms
Creek upstream approximately 1994 feet to the confluence with its two major
tributaries. It also includes the reaches along Tributary 1 from its confluence with
Pilot Creek to a point approximately 915 feet upstream and Tributary 2 from the
confluence to a point approximately 670 feet upstream (Fig 1).
II. Scope of Studies
Existing data was collected and field studies were conducted to: evaluate the
current conditions along Pilot Creek and its tributaries; determine which reaches
to restore and the extent of the restoration effort required; develop reliable
estimates of the design discharge(s) and other design parameters that will guide
the preparation of restoration design plans, and satisfy permitting requirements.
This study did not include wetland delineations, identification of significant plant
or animal habitat, archeological or historical studies, or other environmental
studies that may be required by local, state or federal permitting agencies.
III. Watershed Characterization
Existing information on watershed characteristics and land use was collected,
compiled and reviewed. The data collected included: topographic, soils, geology,
and land use maps; meteorological data; hydrologic and hydraulic data; and
published technical reports. The following characterization of Pilot Creek
watershed was developed from this information.
A. Physiography and Basin Morphomet
rY
Pilot Creek watershed is situated to the north of the Town of Pilot Mountain. Its
headwaters are bounded by ridges along the Park entrance road to the
southwest and west, Main Street and Old Highway 52 to the south, and Westfield
Road to the southeast and east. The Town of Pilot Mountain is located in
eastern Surry County in the west-central section of North Carolina. This region is
situated along the eastern edge of the Western Piedmont physiographic province
and is characterized by gently rolling to hilly topography.
The Pilot Creek watershed area is 0.325 square miles (208 acres) at the
downstream end of the Pilot Mountain Park project. The basin is nearly
rectangular-shaped, about 0.84 miles long by 0.47 miles wide. For purposes of
1 this current study the Pilot Creek watershed draining to the project reaches is
divided into three sub watersheds.
2

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Fig. 1 Pilot Mountain Park Study Area
3
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Tributary 1 sub watershed, which includes that area draining the Park entrance
road and East Surry High School along Old Highway 52, is 0.12 square miles.
This watershed is characterized by moderately steep to very steep topography
with slopes ranging from 8% to 60%. The overall slope of the tributary is
approximately 3.0%
Tributary 2 sub watershed, which includes that area draining the ridges along Old
1 Westfield Road, is also 0.12 square miles. This watershed is characterized by
moderately steep to very steep topography with slopes ranging from 8% to 60%.
The overall slope of the tributary is approximately 3.0%.
The lower Pilot Creek sub watershed (i.e., from the confluence of Tributaries 1
and 2 to the confluence with Toms Creek) is 0.085 square miles. The
topography of the lower watershed is gentle to steep with slopes ranging from
3% to 25%. The overall slope of the channel is approximately 1.8%.
Most of the valley bottoms throughout the Pilot Creek watershed are relatively
narrow, confined by adjacent hill slopes. The few exceptions include areas along
lower Pilot Creek. Although numerous bedrock outcrops and drops characterize
the streams throughout the watershed, the most significant outcrop/drops are
located at the downstream ends of Reaches 1 and 2 on the main stem Pilot
Creek.
}
B. Climate
The climate of North Carolina is determined by its location in the warm temperate
zone, but is modified by three important factors: the proximity of the Atlantic
Ocean to the east, the distance of the state from the prevailing course of cyclonic
storms, and the gradual rise in elevation of the land towards the west to the
summit of Mt. Mitchell. Unlike the Coastal Plain, in the Western Piedmont
extremes of temperature become greater and rainfall is less. Surry County
experiences moderate winters and warm summers. Mean annual temperature 'is
58° F. Mean monthly temperatures range from 32 to 50°F in January and 68 to
88 in July.
There are no distinct wet and dry seasons. Most of the rainfall during the
growing season comes from summer thunderstorms, but may vary widely from
place to place and from season to season. Winter rainfall results mostly from
low-pressure storms moving through the area and is less variable than summer
rainfall. Mean annual precipitation is 44.2 inches, with mean monthly
precipitation varying from a low of 2.8 inches in November to a high of 4.6 inches
in July.
4
Some snow falls every winter, with total amounts ranging from 1 inch to 2 feet.
Mean annual snowfall is 9 inches. Generally, only a few inches accumulate at
one time, and such accumulations usually melt within a few days.
C. Geology, Soils, and Land Use
According to the North Carolina Geological Survey, the Pilot Mountain Park is
located within the Inner Piedmont Belt, which consists of a variety of
metamorphic and igneous bedrock formations. More specifically, the study area
is underlain by Cenozoic biotite gneiss and schist rock, which is described as
inequigranular, locally abundant potassic feldspar and garnet; interlayered and
gradational with calc-silicate, sillimanite-mica schist, mica schist, and amphibolite
(NCGS, 1998). It also contains small masses of granitic rock.
The dominant upland soils weathered from these rocks are Fairview, Rhodhiss,
Toast, and Woolwine loamy soils. These soils are moderately deep to very deep,
well drained soils. Fairview soils have a sandy clay loam surface layer and
clayey subsoil. Moderate permeability, low to high surface runoff, and moderate
to severe erosion hazard characterize these soils. Rhodhiss soils have a sandy
loam surface layer and sandy clay loam subsoil. Moderate permeability, low to
high surface runoff, and moderate to severe erosion hazard characterize these
soils. Toast soils have a coarse sandy loam surface layer and clay subsoil.
Moderate permeability, low to high surface runoff, and moderate to severe
erosion hazard characterize these soils. Woolwine soils have a gravelly sandy
loam surface layer and sandy clay loam, clay, and very gravelly sandy clay loam
subsoils. Moderate permeability, low to high surface runoff, and moderate to
severe erosion hazard characterize these soils.
The dominant floodplain soils along Pilot Creek are of the Colvard series. These
very deep, well drained soils formed in loamy alluvial deposits. They have a fine
sandy loam surface layer and subsoil and are characterized by moderately rapid
permeability, slow surface runoff, a moderate to high erosion hazard, and
occasional flooding.
Although the headwaters include East Surry High School and Pilot Mountain
Park's existing recreational facilities, the dominant land use in the watershed is
low-density single-family residential fronting along secondary roads and forest,
old field and grasslands along the ridges, side slopes, and floodplain.
D. Hydrology
One of the critical steps necessary for any geomorphic stream design project is
developing accurate estimates of the flow regime, particularly the bankfull
discharge.
1 , 1. Hydrologic Modeling
The intention of the hydrologic modeling was to develop estimates of the 1-, 2-,
10-, 25-, 50- and 100-year 6-hour peak discharge rates for segments along the
Pilot Mountain Park Project Watershed. For this study, the peak discharge rates
were estimated using the U.S. Army Corps Engineers HEC-HMS (HMS -
Hydrologic Modeling System). The peak discharge estimates provide information
necessary to characterize the existing hydrologic regime. The results of the
hydrologic analysis were utilized as one method for validating design discharge
estimates, as well as providing hydraulic model inputs.
Table 1 shows the estimated range of flows varying in frequency from the 1-year
to the 100-year discharge at the downstream limits of the project study reaches.
The HEC-HMS input and summary for the model are included in the Appendix to
this report.
F],

Reach Drainage
Area
Mi Peak Discharge Rate (cfs)
(Sq.
.) 1 r 2 r 5 r 25 r 50 r 100 r
Tributary 1 0.12 20 45 125 175 215 250
Tributary 2 0.12 15 30 95 135 165 200
Main Stem 0.325 45 85 280 395 485 575
Table 1 - Flood Frequency Flows in the three project study reaches
2. Bankfull Discharge Estimates
Three methods were used to develop bankfull discharge estimates. These
included 1) regional curves developed in North Carolina (NCSU and NRCS,
1999), 2) U.S. Army Corps Engineers HEC-HMS (HMS - Hydrologic Modeling
System), and 3) Manning's equation and field data.
a. Regional Curves
® North Carolina State University (NCSU) and the U.S. Natural Resources
Conservation Service (NRCS) cooperated to develop regional curves for the rural
Piedmont area of North Carolina (NCSU and NRCS, 1999). The regional
1 regressions developed from this work were used as one method for estimating
bankfull discharges.
1 .
6
l b. U.S. Army Corps Engineers HEC-HMS Hydrologic Model
As part of this current study a range of flows varying in frequency from the 1-year
to the 100-year discharge was developed using the U.S. Army Corps Engineers
HEC-HMS (HMS - Hydrologic Modeling System). The 1 and 2-year recurrence
1 interval peak discharges were utilized to validate the discharge estimates
developed using the other two methods.
I c. Manning's Equation
Bankfull discharge estimates were developed using Manning's equation and
cross-sectional data collected in the crossover (riffle) of relatively stable reaches
along the project area. The slope used was the bankfull slope of the overall
reach, and estimates of Manning's n were developed utilizing visual observations
of the channel bottom and banks throughout the reach. The bankfull discharge
estimates are summarized in Table 2.
1
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Reach NC HEC=HMS Manning's
Location Rural Regional Model. Equation
DA miZ Curve 1 YR/ 2YR
Tributary 1 19.25 20.0 45.0 25.8-27.7
0.12
Tributary 2 19.25 15.0 30.0 27.7-29.3
0.12
Main stem
Reach 1 33.7 ND ND 35.8-43.1
0.26
Main stem
Reach 2 35.1 ND ND 36.7-38.9
o.28
Main stem
Reach 3 39.5 45.0 85.0 39.6
0.325
Table 2 - Bankfull discharge estimates (cfs) developed using three methods
Although the bankfull discharge estimates developed for the tributaries using the
rural regional regressions are somewhat lower than Manning's equation
estimates, both estimates fall within or very near the range of discharges bound
by the 1 and 2-Year recurrence interval flood flows developed with the HEC-HMS
model.
The bankfull discharge estimates developed for the main stem reaches using the
rural regional regressions compare very favorably with the Manning's equation
7

. estimates. The estimates for the 1 and 2-Year flood flows developed with the
HEC-HMS model are somewhat higher.
B
d
'
ase
on this analysis it was determined that utilizing the Manning
s equation
estimates provides a reliable method for estimating bankfull discharge for the
proposed project design.
E. Hydraulic Analysis

The purpose of the hydraulic study was to analyze changes in water surface
elevations, channel velocities and other pertinent hydraulic parameters
associated with the proposed channel modifications. The hydraulic analysis was
based on U. S. Army Corps of Engineers HEC-RAS. The hydraulic model was
developed for existing conditions for the 1-, 2-, 10-, 25-, 50-, and 100- year flow
events. Post-restoration conditions will be modeled for the same flow events.

1 1. Existing Conditions
The maps showing the watershed and channel/flood plain cross-sections, and the
1-year and 100-year water surfaces, cross-section profiles and summary tables
are included in the Appendix of this report.

i IV. Channel Morphology and Stability Assessment
A. Rationale
Stream stability is morphologically defined as the ability of the stream to
maintain, over time, its dimension, pattern and profile in such a manner that it is
neither aggrading or degrading and is able to effectively transport the flows and
sediment delivered to it by its watershed. Morphologic stability permits the full
expression of natural stream characteristics.
Stream potential is defined as the best condition, based on quantifiable
morphological characteristics, for a given stream type. Streams functioning at full
potential exhibit a desired or preferred set of stability or condition characteristics
that may be quantitatively described in terms of channel size and shape, bed
stability/vertical control, and bank stability/lateral control - low bank erosion
® potential and gradual lateral migration rates.
Stream classification as a morphologic stream assessment technique permits a
quantitative analysis of the degree to which existing conditions differ from an
accepted range of morphological values documented for different stable stream
types. The degree of departure for an existing stream condition from its full
stable operating potential can be determined in a number of ways including
comparisons to: 1) geomorphologic databases; 2) historical photography or
surveys of the same reach; and 3) stable reference reaches of the same stream
type at different points in the watershed or adjacent watersheds.
B. Verifying Bankfull Channel Field Indicators.
Existing regional regressions developed in the rural Piedmont Region of North
Carolina (NCSU and NRCS, 1999) for bankfull channel field indicators were
utilized to verify field indicators associated with the bankfull channel in
conducting the geomorphic stream assessments along Pilot Creek and its
tributaries.
C. Upstream Channel Morphology and Sediment Sources
A field reconnaissance was conducted to assess and photographically document
existing conditions in the Pilot Creek watershed and along the stream reaches
upstream of the project site. It focused on characterizing stream channel
morphology and condition, and identifying unstable reaches that could potentially
impact the project area. Historic and current channel alterations were evaluated
utilizing information gathered from historic aerial photographs available from the
USDA - NRCS Office in Surry County.
D. Geomorphic Mapping of Pilot Creek.
The geomorphic features of Pilot Creek and its tributaries were mapped and the
overall stability assessed. The Geomorphic Maps completed for this study area
are included in the Appendix to this report.
E. Level II - Morphological Description.
The reaches along Pilot Creek and its tributaries within the study area were
classified into specific categories of stream types (i.e., 134c, E4, G4, etc.) utilizing
the standard field procedures recommended by Rosgen (1996). The cross-
section, profile, pebble count data plots, and Level II Field Data Summary Tables
are included in the Appendix to this report.
F. Level III - Assessment of Stream Condition and Departure from Potential
I' The reaches along Pilot Creek and its tributaries within the study area were
assessed for stream channel condition and influencing factors including riparian
vegetation, meander pattern, depositional pattern, debris and channel blockages,
sediment supply, vertical stability, and stream bank erosion potential. Sediment
entrainment analyses were conducted to verify field observations of existing
streambed stability. The sediment analysis procedures are outlined The Level III
Inventory Form: Summary of Condition Categories and Bank Erosion Hazard
Index Summary Table completed for this study area is included in the Appendix
to this report.
9
L
1. - t G. Shear Stress and Sediment Entrainment Analysis
In restoration design, this analysis is utilized to verify that the existing and
proposed channel generate the shear stress needed to entrain and transport the
sediment expected to be moving through the project reach under bankfull flow
1 conditions. Sediment data gathered from the project reach is utilized to adjust
the design channel dimensions to fit the drainage area, bankfull discharge,
sediment supply, and conditions at the project site.

As part of the field studies, sediment samples were collected from riffle
subpavement areas along Pilot Creek and its tributaries. The data collected was
utilized to conduct a sediment entrainment analysis. The sediment entrainment
analysis involves the following procedures:
1. Sediment Sample Collection Procedures
a. Conduct a Wolman Pebble Count (100 particles) of the bed material in
the coarsest portion of the wetted area in a narrow, stable riffle. The
pebble count should be conducted at multiple transects that represent
the riffle. Plot the particle size distribution (i.e., D15, D35, D50, etc.) of
the bed material.
b. Collect a sediment sample from the subpavement of the same riffle.
c. Collect the sample by pushing a five-gallon bucket into the riffle. The
sampling point should be to the left or right of the thalweg in the
coarsest part of the riffle.
d. Remove the pavement material (surface layer) by removing the
smallest to the coarsest particles. Measure (in feet) the intermediate
axis of the two largest particles and individually weigh each particle.
Place the remaining pavement material into a bucket for sieving and
weighing.
e. Remove the subpavement material to a depth equal to twice the
intermediate axis of the largest particle in that pavement layer.
f. Place the subpavement material into a separate bucket. Measure the
intermediate axis and weight of the two largest particles in the
subpavement sample. Sieve and weigh the remaining subpavement
material.
g. Process this sample through sieve analysis and determine the particle
1 size distribution (i.e., D15, D35, D50,.etc.) of the subpavement material
by weight. When plotting the particle size distribution, the D100 should
represent the actual intermediate axis and weight of the largest surface

10
particle. The intermediate axis of the second largest surface particle
will be the top end of the catch range for the last sieve that retains
material.
2. Critical Dimensionless Shear Stress Calculations
Using the following equations, the critical shear stress required to mobilize and
transport the largest particle from the riffle subpavement was determined.
1. Determine ratio D50/D50A
Where: D50 = bed material D50 of riffle
D50" = D50 of bar or riffle subpavement
2. If ratio is 3.0 - 7.0, calculate the critical shear stress using:
Tic = .0834 (D5o/D50") -0.872
3. If ratio D50/D50A is not 3.0 - 7.0, calculate the ratio of Di/D50
Where: D; = largest particle from bar or riffle subpavement
D50 = bed material D50 of riffle (100 count in riffle)
C
L.'
4. If ratio of Di/D50 is 1.3 - 3.0, calculate the critical shear stress using:
Tci =.0384 (Di/D50) -0.887
3. Critical Shear Stress Calculations for Project Reaches
Pilot Creek

u
1. Calculate ratio of D5o/D50"
D50 = 51.5 mm (bed material D50)
D50A = 32.8 mm (subpavement D50)
D50/D50^ = 51.5/32.8 = 1.57
If ratio D50/D50A is not 3.0 - 7.0, calculate the ratio of Di/D50
D50 = 51.5 mm (bed material D5o)
Di = 89 mm (largest particle from subpavement)
Di/D50 = 89/51.5 = 1.73
If ratio of Di/D50 is 1.3 - 3.0, calculate the critical shear stress using:
Tci =.0384 (Di/D50) -0.887
j
2. Calculate critical shear stress (Tci)
Tci = .0384 (Di/D50) -0.887
Tci = .0384 (89/51.5) -0887
Tci = 0.024
Tributaries
1. Calculate ratio of D50/D50"
D50 = 44.2 mm (bed material D50)
D50A = 23.6 mm (subpavement D50)
D5o/D50" = 44.2/23.6 = 1.87
If ratio D5o/D50" is not 3.0 - 7.0, calculate the ratio of Di/D50
D50 = 44.2 mm (bed material D5o)
Di = 76 mm (largest particle from subpavement)
Di/D50 = 76/44.2 = 1.72
If ratio of Di/D50 is 1.3 - 3.0, calculate the critical shear stress using:
Tci = .0384 (Di/D50) -0.887
2. Calculate critical shear stress (Tci)
Tci =.0384 (Di/D50) -0.887
Tci = .0384 (76/44.2) _0.887
Tci = 0.024
4. Existing Conditions
The critical shear stress values developed in these analyses were compared to
the critical shear stress values calculated for riffle cross-sections along the
existing channels. This comparison provided verification of field observations
regarding existing streambed stability and channel competency.
I 5. Proposed Conditions
During the design phase of the project, the critical shear stress developed in
these analyses will be utilized to verify that the project channel dimensions,
1 12
meander geometry and profile are appropriate to maintain the competency of the
restored reaches.
H. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed and Upstream Channel Conditions
a. Historic Conditions
® An analysis of a series of historic aerial photographs covering the period 1936 -
1997 obtained from the USDA - NRCS Office in Surry County indicates that until
' the 1960's, Pilot Creek watershed was predominantly forest and fields. Prior to
this time period the headwater streams were probably fairly stable and sediment
sources were probably limited to runoff from agricultural land. During the 1960's,
70's and 80's forest and fields in the upper watershed were converted to single
family homes, commercial uses, the high school, and athletic fields. In particular,
the construction of East Surry High School with its associated parking lots and
athletic fields in 1961 and the Civic and Recreation Center with its associated
parking lots and athletic fields in 1987 significantly altered the hydrologic regime
of the watershed.
' These changes in land use increased runoff which was conveyed via storm
drains directly to the nearest headwater stream channels. The unmanaged
runoff caused streambed and bank erosion as the receiving channels adjusted to
the new flow regime. In addition, to changes in land cover, the method of
development has significantly altered land form. Field observations indicate that
a considerable amount of fill material has been placed along ridges and valley
slopes to create the flat land areas necessary for athletic fields, parking lots, and
other recreational facilities. For example, fill placed to create the gun range
across from the high school severely constricted an already narrow floodplain.
The loss of flood conveyance associated with this fill has increased stress on the
channel bed and banks as well as adjacent slopes during large storms resulting
in channel erosion and slope failures.
b. Current Conditions
Stability problems observed during the field reconnaissance of headwater
reaches included gully erosion immediately downstream of storm drain outfalls
along Old Route 52 that collect runoff from the high school, parking lots and
mowed athletic fields; gully erosion along old farm roads and the entrance road
to the gun range; gully erosion along fill slopes; slope failures where the channel
is eroding into adjacent slopes and terraces; and removal of vegetation and
dumping along steep valley slopes.
Sediment contributed by these eroding gullies, failing slopes, and dump sites has
caused sedimentation problems along reaches immediately downstream.
' 13
a; Channel avulsions (i.e., complete filling of the channel with sediment) were
observed downstream of a number of these gully erosion and slope failure areas.
The current conditions in the upper Pilot Creek watershed can be characterized
as very unstable with localized areas of stability. Analysis of the field
reconnaissance map shows that unstable reaches account for approximately
55% of the total stream length along Tributary 1 and approximately than 51 % of
the total stream length along Tributary 2 in the upper watershed.
These instability problems may be directly attributed to historic alterations of
watershed hydrology and land form associated with development as well as
current land use management practices. Conditions will worsen unless existing
channel and slope problems are corrected and best management practices are
implemented to control runoff. Any additional development within the watershed
will exacerbate already unstable conditions unless best management practices
are incorporated into development plans.
2. Project Site - Channel Morphology and Stability Assessment
a. Historic Conditions
It appears that the morphology and stability of the Pilot Creek project reaches
have been affected by increased runoff and channel adjustments associated with
development in the watershed.
Prior to the 1960's the transport and sedimentation rates from the upper
watershed would have been relatively low given that forest and agriculture was
the dominant land cover throughout the watershed. During the 1960's, 70's and
' 80's changes in land use increased runoff causing streambed and bank erosion
along headwater reaches. Sediment loadings from upland areas and erosion
along headwater channels lead to sedimentation and channel adjustments along
downstream reaches within the project area.
The following is one possible scenario for a series of channel adjustments that
may have occurred in response to these imposed conditions: 1) the streambed
eroded, incising the channel; 2) lowering of the streambed increased bank
heights, confined the channel and increased stress on the banks; 3) hydraulic
forces eroded the toe of the banks creating steeper bank angles and increasing
susceptibility to gravitational failure; 4) failures became common and the channel
adjusted laterally; 5) bank retreat and subsequent widening decreased sediment
' transport capacity leading to deposition and the formation of side-channel and
mid-channel bar features. The end result of the adjustments that have occurred
thus far defines the existing conditions along much of the project reaches.
As lateral erosion continues, point bars and floodprone areas will develop at a
new, lower elevation. Where the channel is not up against terraces or hill slopes,
1 14
t bank angles will be reduced eventually to a gentle angle of repose, grasses and
f other perennial vegetation will colonize depositional features, and the channel
will begin to stabilize. Finally woody vegetation will be able to colonize and
stabilize the banks and adjacent slopes. However, the channel adjustments
required to reach this stable condition will contribute significant additional
amounts of sediment to Toms Creek and the Ararat River. Where the channel is
up against terraces and hill slopes instability and slope failure will continue for
some time.
b. Current Conditions
Utilizing the data collected from the Level II stream classification and Level III
channel condition assessment the current condition of Pilot Creek and its
tributaries and the degree to which the existing condition of the reaches differ
from an accepted range of morphological values documented for similar stable
stream types was evaluated. The direction, rate and nature of the channel
adjustments were also evaluated.
An analysis of the data collected during this field effort indicates that widely
varying conditions exist along the project reaches. The following is a summary of
the findings of that analysis as it relates to the existing conditions within the
project study area:
Tributary 1
The upper reach of this tributary within the project area is an unstable B4
transitioning to an F4 stream channel. A comparison of channel geometry with
that of the reference reach database indicates that the upper reach has a higher
width to depth ratio (i.e., wider and shallower) and larger bankfull cross-sectional
area than that of stable B4 reaches in the region. Pools are shallower and riffle
and pool slopes are steeper. The channel plan form is characterized by tight
meander bends. The overall condition of the upper reach is characterized by
lateral erosion, high sediment supply, and vertical instability. Lateral and mid-
channel bars were present. Grade control is provided by bedrock at the
downstream end of this reach.
The middle reach is an unstable B4 transitioning to a G4 stream channel.
Although the channel cross-section of the upper section is consistent with stable
B geometry, the cross-sections throughout most of the reach, where bank height
to bankfull ratios are increasing, are characterized by a low width to depth ratio
more typical of G channels. Pools are generally shallow and riffle and pool
slopes are steep. The channel plan form is characterized by tight meander
bends. The overall condition of the middle reach is characterized by lateral
erosion, high sediment supply, and vertical instability. Lateral and mid-channel
bars were present. Debris jams and aggradation was observed immediately
upstream of the tightest bends. Along this reach the channel is eroding into the
15
adjacent slopes in several locations. There is no grade control at the
downstream end of this reach.
® The lower reach is an unstable E4 stream channel. The channel cross-section is
consistent with stable E geometry. The channel plan form is characterized by
low sinuosity and long sweeping meander bends with the exception of the tight
bend immediately upstream of the confluence with the main stem Pilot Creek.
The overall condition of the lower reach is characterized by lateral erosion,
moderate sediment supply, and vertical instability. Lateral bars were present.
On two separate occasions it was observed that the section of channel in the
tight bend immediately upstream of the confluence completely fills with coarse
material (i.e., gravel - large cobble) transported by large storm flow events.
Although, the material is eroded by subsequent smaller storm flows, aggradation
has been a significant on-going problem at this location.
Results of the stability assessment for Tributary show bank height to bankfull
ratios along most of the reach range from 1.4 - 4.0. These high banks are
susceptible to erosion and gravitational failure. Although the bank and riparian
vegetation along this reach includes some mature trees and shrubs, there is a
general lack of lateral control to prevent continued bank erosion and channel
migration. The potential for continued bank erosion, loss of trees and channel
migration is high. Results of the stability assessment confirm that approximately
6% of the banks along this tributary have a high to extreme bank erosion
potential.
Finally, Tributary 1 may be characterized as a relatively high energy, high
sediment supply system. The dominant bed material is coarse gravel with a mix
of small cobble and large boulders. Fine gravel is the smallest size material in
the riffles. Even pools have little fine sediment, with coarse gravel the dominant
bed material size. As noted a section of bedrock provides grade control for the
upper reach. Field observations suggest that the aggradation occurring along
the project reaches is a function of upstream sediment supply. A considerable
amount of coarse sediment is stored along the bed and in the eroding banks and
slopes in the upper watershed. This material is eroded and transported into the
project area during larger storm flows.
Tributary 2
The upper reach of this tributary within the project area is a stable F4
transitioning to an unstable C4 stream channel. A comparison of channel
geometry with that of the reference reach database indicates that the upper
reach has a higher width to depth ratio (i.e., wider and shallower) and larger
bankfull cross-sectional area than that of stable C4 reaches in the region. Pools
are shallow and riffle and pool slopes are steep. The channel plan form is
characterized by tight meander bends. The overall condition of the upper reach
is characterized by lateral erosion and moderate sediment supply. Vertical
16
i instability does not appear to be a problem. Grade control is provided by
bedrock at the downstream end of the reach.
¦ The middle reach is an unstable G4 transitioning to a B4 stream channel. The
channel cross-section of the upper section is consistent with stable B geometry,
' the cross-sections throughout most of the reach, where bank height to bankfull
ratios are higher, are characterized by a low width to depth ratio more typical of
G channels. Pools are generally shallow and riffle and pool slopes are steep.
The channel plan form is characterized by low sinousity with two very tight
meander bends in the middle of the reach. Although not typical of G channels,
the overall condition of this reach is characterized by low - moderate bank
erosion rates and low - moderate sediment supply. Bedrock outcrops and
ledges have minimized lateral erosion and halted vertical adjustments.
The lower reach is an unstable E4 stream channel. The channel cross-section is
consistent with stable E geometry. The channel plan form is characterized by
low sinuosity and long sweeping meander bends with the exception of the tight
' bend in the middle of the reach. The overall condition of the lower reach is
characterized by lateral erosion, moderate sediment supply, and vertical
instability. Point bars and lateral bars were present. Field observations and
' measurements indicate that the channel in the middle section of this reach is too
small to accommodate bankfull flows. Deposits and wrack lines on the adjacent
floodprone area suggest that this section overtops at flows well below bankfull.
' f This may be an area where material previously transported from the upper
watershed during a large storm flow event was deposited causing the channel to
fill completely. The channel that currently exists may have only recently eroded
through the previously deposited material and not yet reformed its bankfull cross-
sectional area. Lateral bars and a very large accumulation of coarse sediment
' were observed immediately upstream of and at the confluence of this tributary
with the main stem Pilot Creek.
' Results of the stability assessment for Tributary show bank height to bankfull
ratios along most of the reach range from 1.79 - 4.12. These high banks are
susceptible to erosion and gravitational failure. Fortunately bank and riparian
vegetation along most of the tributary includes mature trees and shrubs that
provide lateral control. In addition, bedrock outcrops prevent bank erosion and
channel migration along some fairly tight meander bends. Along sections where
woody vegetation and/or bedrock are absent, the potential for bank erosion, loss
of trees and channel migration is high. Results of the stability assessment
confirm that approximately 6% of the banks along this tributary have a high to
extreme bank erosion potential.
Similar to Tributary 1, Tributary 2 may be characterized as a relatively high
energy, high sediment supply system. The dominant bed material is coarse
gravel with a mix of small - large cobble and small boulders. Medium gravel is
the smallest size material in the riffles. Fine sand is the dominant bed material
¦
17
_ size in the pools. As noted, sections of bedrock provide grade control along the
middle reach. Field observations suggest that the aggradation occurring along
the project reaches is a function of upstream sediment supply. A considerable
amount of coarse sediment is stored along the bed and in the eroding banks and
slopes in the upper watershed. This material is eroded and transported into the
project area during larger storm flows.
Main Stem Reach 1
' The upper section of this reach is an unstable E4 stream channel. The channel
cross-section is generally consistent with stable E geometry except for the upper
section immediately downstream of the confluence with the tributaries and where
the old farm road crosses the channel. This area has a wider and shallower
cross-section. The channel plan form is characterized by low sinuosity and long
sweeping meander bends with the exception of the tight bend at the downstream
end of the section. The overall condition of the upper section is characterized by
lateral erosion and moderate sediment supply. Lateral bars were present. A
spring channel enters the reach from the right floodplain dropping into the large
pool at the downstream end of the upper section. Bedrock in this pool and along
the upstream riffle provides grade control for this upper section.
' The middle section of this reach is an unstable B4c stream channel. The
channel cross-section is consistent with stable B geometry. Pools are generally
deep and riffle and pool slopes are steep. The channel plan form is
characterized by moderate sinousity with one tight meander bend at the
upstream end of the section. The overall condition of the upper section is
characterized by lateral erosion and moderate sediment supply. Lateral bars
were present. Vertical instability does not appear to be a problem as grade
control is provided by bedrock at the downstream end of the reach.
The lower reach is a stable B4 stream channel. The channel cross-section is
consistent with stable B geometry throughout. The channel plan form is
characterized by moderate sinuosity and long sweeping meander bends. The
overall condition of the lower section is characterized by stable banks with lateral
control provided by rock outcrops and mature trees and shrubs. Besides being
stable, the downstream end of this section is particularly scenic with very large
outcrops and a series of bedrock ledges that that drop through a narrow slot to
the pool at the upstream end of Reach 2. The bedrock ledges provide grade
control for this section.
Results of the overall stability assessment for this reach show bank height to
bankfull ratios along most of the reach are at or near 1.0. The bank height to
bankfull ratios along the banks in the middle section of the reach range from 1.38
- 2.13. These banks which account for approximately 17% of the bank length
along this reach have a high to extreme bank erosion potential and are
susceptible to erosion and gravitational failure. Fortunately bank and riparian
18
vegetation along much of this reach includes mature trees and shrubs that
provide lateral control. In addition, bedrock outcrops prevent bank erosion and
channel migration along some meander bends.
Reach 1 may be characterized as a high energy system. The dominant bed
' material is coarse gravel with a mix of small - large cobble and small boulders.
Coarse gravel is the smallest size material in the riffles. Coarse sand is the
smallest material and coarse gravel is the dominant bed material size in the
' pools. As noted, sections of bedrock provide grade control along the entire
reach. Field observations suggest that the aggradation occurring along the
project reaches is a function of upstream sediment supply. A considerable
' amount of coarse sediment is stored along the bed and in the eroding banks and
slopes in the upper watershed. This material is eroded and transported into the
project area during larger storm flows. The effect of the road crossing on
channel cross-section is also a factor.
Main Stem Reach 2
The upper section of this reach is an F4 stream type. A comparison of channel
geometry with that of the reference reach database indicates that the upper
' reach has a higher width to depth ratio (i.e., wider and shallower) and larger
bankfull cross-sectional area than that of stable 134c or C4 reaches in the region.
Pools are shallower and riffle and pool slopes are steeper. The channel plan
form is characterized by very low sinuosity. The overall condition of the upper
section is characterized by stable banks at the upstream end of this section
where lateral control is provided by rock outcrops and mature woody vegetation.
Immediately downstream of the bedrock lateral erosion, high sediment supply,
and vertical instability (i.e., aggradation) predominate. Debris jams and mid-
channel bars are present.
The middle section of this reach is an unstable E4 stream channel. The channel
cross-section is generally consistent with stable E geometry. The channel plan
form in this section is characterized by low - moderate sinousity with long
sweeping meander bends. The overall condition of the middle section is
characterized by lateral erosion and moderate sediment supply. Some
aggradation was observed at the downstream end of the section.
' The lower section is also an unstable E4 stream channel. The channel cross-
section is consistent with E geometry except for areas immediately upstream of
debris jams. These areas have wider and shallower cross-sections. The
channel plan form in the lower section is characterized by high sinuosity and very
tight meander bends. The overall condition of this section is characterized by
extreme lateral erosion rates and high sediment supply. Debris jams, fallen
' trees, and aggradation was observed upstream of tight bends. Aggradation was
even observed along the floodprone area in these bends. The downstream end
of this section transitions into a 64c stream type immediately upstream of the
19
bedrock ledge that drops into Reach 3. The bedrock ledge provides grade
control for this section.
Results of the overall stability assessment for this reach show bank height to
bankfull ratios along most of the reach range from 1.53 - 1.90. Where the
channel transitions fro an E4 to a 64c stream type the bank height to bankfull
ratios is 3.71. Although the bank and riparian vegetation along this reach
includes some mature trees and shrubs, there is a general lack of lateral control
to prevent continued bank erosion and channel migration. The potential for
continued bank erosion, loss of trees and channel migration is high. Results of
the stability assessment confirm that approximately 5% of the banks along this
reach have a high to extreme bank erosion potential.
Reach 2 may be characterized as a transition zone from the steeper, high energy
reaches of the tributaries and Reach 1 to the flatter gradient, lower energy
system along a wider valley bottom in this portion of Pilot Creek's watershed.
The dominant bed material is medium gravel with some small cobble. Coarse
sand is the smallest size material in the riffles. Medium sand is the smallest
material and fine gravel is the dominant bed material size in the pools. As noted,
sections of bedrock provide grade control along the entire reach. Field
observations suggest that the aggradation occurring along the project reaches is
a function of upstream sediment supply. A considerable amount of coarse
sediment is stored along the bed and in the eroding banks and slopes in the
upper watershed. This material is eroded and transported into the project area
during larger storm flows. The effect of a sudden decrease in channel gradient
' as well as increased sinuosity and tight meander bends in this part of the valley
is also a factor.
Main Stem Reach 3
The upper section of this reach is an unstable 134c stream channel. The channel
cross-section is generally consistent with stable B geometry except for the upper
section at and immediately downstream of the bedrock ledge where an island
vegetated with mature shrubs has split flow and widened the channel. The
channel plan form is characterized by low sinuosity and long sweeping meander
bends with the exception of the tight bend at the downstream end of the section.
The overall condition of the upper section is characterized by low to moderate
erosion and moderate sediment supply. One debris jam and lateral bar was
observed immediately upstream of the tight bend.
The middle section of this reach is an unstable C4/174 stream channel. The
channel cross-section is consistent with F geometry. Pools are generally deep
and riffle and pool slopes are steep. The channel plan form is characterized by
moderate sinousity with one tight meander bend at the upstream end of the
section. The overall condition of the upper section is characterized by low -
moderate bank erosion and moderate sediment supply. Vertical instability does
20'
_ not appear to be a problem as grade control is provided by bedrock at the
{ downstream end of the section.
The upper portion of the lower section is also an unstable E4 stream channel.
The channel cross-section is consistent with E geometry except for the area
immediately upstream of a tight meander bend. This area has a wider and
shallower cross-section. The channel plan form in the lower section is
characterized by low - moderate sinuosity and one very tight meander bend at
the downstream end. The overall condition of this section is characterized by
extreme lateral erosion rates and high sediment supply. Aggradation was
observed upstream of the tight bend and even along the floodprone area in this
bend. Field observations and measurements indicate that the channel in this
section is too small to accommodate bankfull flows. Deposits and wrack lines on
the adjacent floodprone area suggest that this section overtops at flows well
below bankfull. This may be an area where material previously transported from
the upper watershed during a large storm flow event was deposited causing the
channel to fill completely. The channel that currently exists may have only
recently eroded through the previously deposited material and not yet reformed
its bankfull cross-sectional area.
The lower section of this reach is an unstable F4 stream type. The channel
cross-section is consistent with F geometry throughout. The channel plan form is
characterized by moderate - high sinuosity with tight meander bends followed by
long sweeping bends and very bends at the downstream end of the reach. The
overall condition of the lower section is characterized by extreme lateral erosion
1 rates and high sediment supply. Debris jams, fallen trees, and aggradation were
observed upstream of tight bends. Along the meander bend immediately
upstream of the confluence with Toms Creek the channel is eroding into a high,
steep hill slope causing mass wasting of the slope.
Results of the overall stability assessment for this reach show bank height to
bankfull ratios along most of the reach range from 1.43 - 4.00. The bank along
the steep hill slope noted above has a bank height to bankfull ratio of 7.89.
Approximately 4.5% of the bank length along this reach has a high to extreme
bank erosion potential. The worst banks are very susceptible to erosion and
gravitational failure. Fortunately bank and riparian vegetation along the upper
and middle sections includes mature trees and shrubs that provide lateral control.
In addition, bedrock outcrops prevent bank erosion and channel migration along
some meander bends.
Reach 3 may be characterized as a low energy system. The dominant bed
material is coarse gravel with a mix of small cobble. Fine sand is the smallest
size material and very coarse gravel is the dominant bed material size in the
riffles. Very fine sand is the smallest material and medium gravel is the dominant
bed material size in the pools. As noted, sections of bedrock provide grade
control along some sections of the reach. Field observations suggest that the
21
aggradation occurring along the project reaches is a function of upstream
1) sediment supply. A considerable amount of coarse sediment is stored along the
bed and in the eroding banks and slopes in the upper watershed. This material
is eroded and transported into the project area during larger storm flows. The
effect of decreased channel gradient, increased sinuosity and tight meander
bends is a factor as well as the backwater from Toms Creek under larger storm
flow conditions.
V. Estimating Sediment Loadings
Actual loadings of sediment should be determined through a comprehensive
water quality monitoring and geomorphic assessment effort that includes
installation, survey, and resurvey of permanent cross-sections. However, the
following computations provide a reasonable method for estimating current and
future sediment loadings to Toms Creek.
' Rosgen (1996) demonstrated that significant relations exist between stress in the
near-bank region (NBS), stream bank erosion potential (i.e., BEHI ratings) and
measured stream bank erosion rates. Utilizing relations developed for Colorado
' and Wyoming streams he has been able to predict, with a high degree of
confidence, erosion rates for stream banks utilizing field data on near bank stress
and bank erosion potential.
As part of this study, field data on stress in the near-bank region and bank
erosion potential (BEHI ratings) were collected for the stream banks along Pilot
' Creek and its tributaries within project area (see Geomorphic Map and BEHI Map
in appendix). Utilizing the data collected from Pilot Creek and near bank stress
and bank erosion potential relations developed on North Carolina streams
' (USDA-NRCS and NCSU, 2002), predicted erosion rates were calculated for the
stream banks evaluated along Pilot Creek and its tributaries within the project
area. Estimates for current and future sediment loadings were developed based
1 on the existing bank height, length of stream bank evaluated and the predicted
erosion rates.
The estimates presented in Table 3a below indicate that approximately 2,000
cubic feet or 100 tons of sediment are contributed annually to Pilot Creek and
Toms Creek from bank erosion along the tributaries within the project area.
Comparison of the tributaries indicates that Tributary 1 is the most significant
source of sediment contributing more than 1600 cubic feet and more than 80
tons of sediment annually.
¦ The estimates for sediment loadings from the tributaries do not include
contributions from the gullies, unstable reaches, and slope failures in the
' headwater areas of the tributaries upstream of the project area. No estimates
were developed for these headwater sources. However, given the overall length
and nature of the gullies, unstable reaches, and slope failures it is not
' 22
_ unreasonable to assume that the headwater sources contribute as much and
} probably more sediment than the tributary reaches within the project area.
As noted previously, sediment from these headwater sources is a significant
factor contributing to the unstable conditions along the tributaries and main stem
reaches within the project area.

L
L

I
r_

n
Bank ID
# Near
Bank
Stress
Rating BEHI
Rating Bank
Erosion
Predicted
ft/ r Bank
Height
(ft) Bank
Length
(ft) Annual
Sediment
Loading
ft3/Tons
T1 B1 Extreme Hi h 0.2 2.8 23 12.9/0.64
T1 B2 Moderate Moderate 0.06 5.5 21 6.9/0.35
T1 B3 High Extreme 3.0 6.6 41 811.8/40.6
T1 B4 High High 0.1 3.5 37 12.95/0.65
T1 B5 High High 0.1 3.7 28 10.36/0.52
T1 B6 High High 0.2 4.1 13 10.66/0.53
T1 B7 Very High Extreme 3.0 3.4 27 275.4/13.8
T1 B8 High High 0.1 2.8 18 5.04/0.25
T1 B9 High High 0.1 3.9 27 10.53/0.53
T1 B10 High High 0.1 4.8 15 7.2/0.36
T1 B11 Very High High 0.2 3.9 21 16.38/0.82
T1 B12 Very High Moderate 0.15 3.9 15 8.78/0.44
T1 B13 Extreme Very High 1.5 6.8 37 377.4/18.9
T11314 Hi h High 0.1 3.4 33 11.22/0.56
T11315 High High 0.1 13 35 45.5/2.28
T1 B16 High Moderate 0.15 3.5 60 31.5/1.58
T1 Total NA NA NA NA NA 1,667/83.4
T2B1 Very High High 0.2 4.8 47 45.12/2.25
T2B2 High High 0.1 3.4 30 10.2/0.5
T2B3 High High 0.1 2.9 15 4.35/0.22
T2B4 High High 0.1 7.0 28 19.6/0.98
T2B7 Low Extreme 1.5 3.1 40 186/9.3
T2138 High High 0.1 6.6 32 21.12/1.06
T2B9 High High 0.1 3.8 40 15.2/0.76
T2B10 High Moderate 0.15 4.7 30 21.15/1.06
T2 Total NA NA NA NA NA 322.7/16.1
Total NA NA NA NA NA 1,990/99.5
Table 3a - Estimates for sediment loadings based on existing bank height, length
of stream bank evaluated and predicted erosion rates for stream banks along
Tributary 1 and Tributary 2.
The estimates presented in Table 3b below indicate that approximately 12,000
cubic feet or 600 tons of sediment are contributed annually to Toms Creek from
bank erosion along the Pilot Creek main stem reaches within the project area.
The largest contribution (approximately 88%) of the sediment loading along the
main stem is from the unstable banks in Reach 3.
23

Bank ID
# Near
Bank
Stress
Rating BEHI
Rating Bank
Erosion
Predicted
ft/ r Bank"
Height
O ft Bank
Length
(ft) Annual
Sediment
Loading
ft/Tons
64 Very High High 0.2 3.4 18 12.24/0.61
135 Moderate High 0.15 2.2 27 8.9/0.45
68 High Extreme 3.0 2.6 36 281/14
139 Moderate Moderate 0.06 3.8 45 10.3/0.5
1311a Very High Very High 1.0 3.8 52 197.6/9.9
1311b Extreme Very High 1.5 3.8 17 96.9/4.85
B11c Very High Very High 1.0 3.8 32 121.6/6.1
B13 Very High Extreme 5.0 3.8 21 399/19.95
B14 Very High Very High 1.0 5.2 57 296.4/14.8
B15 Moderate Moderate 0.06 7 38 15.96/0.8
B16 Low Moderate 0.015 2.8 14 0.6/.03
B18 High Moderate 0.2 3 15 9/0.45
B19 High Extreme 3.0 5.6 65 1092/54.6
B21 Very High Extreme 5.0 5.3 38 1007/50.35
B22 Low Very High 0.6 4.6 25 69/3.45
B23a High Extreme 3.0 5.6 141 2369/118.5
623b Extreme Extreme 10.0 8 32 2560/128
B24 High High 0.2 3.7 30 22.2/1.1
B25 Very High Extreme 5.0 7.5 26 975/48.8
B26 Extreme Very High 2.0 15 85 2550/127.5
Total NA NA NA NA NA 12,093.1/604.7
Table 3b - Estimates for sediment loadings based on existing bank height, length
of stream bank evaluated and predicted erosion rates for stream banks along
Pilot Creek.
VI. Reference Reach
1 A. Reference Reach Data
After determining the targeted stream types (i.e., stable form for the reaches to
' be restored) for Pilot Creek and its tributaries, dimensionless ratios were taken
from a reference reach data base developed from stable C4, E4 and 134 streams
in the Piedmont and Mountain Regions of North Carolina. The dimensionless
ratios are presented in the Appendix to this report.
VII. Restoration Approach
As pointed out in the Findings of Channel Morphology and Stability Assessment
Section, Pilot Creek and its tributaries have been affected by alterations in
watershed hydrology and land form associated with development in the upper
watershed.
1
' 24
The restoration objectives for Pilot Creek and its tributaries include:
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Overall channel geometry and slope will be modified to improve sediment
transport capacity. This will be accomplished by reconstructing unstable
F4, G4 and B4 reaches along the tributaries as stable B4 channels.
Unstable F4 and C4 reaches along the main stem Pilot Creek will be
reconstructed as stable C4 and 134c channels. Unstable E4 reaches along
the tributaries and main stem Pilot Creek will be reconstructed as stable
E4 channels.
2. Meander geometry will be modified to increase radii of curvature on bends
where the radii of curvature are extremely low, that is smooth out the tight
bends. This will reduce the backwater effect and sediment deposition
caused by these tight bends and increase the overall channel gradient and
sediment transport capacity.
3. Where channel reaches are currently eroding terraces and steep hill
slopes, they will be relocated away from these areas.
4. High, vertical banks on the outside of the meander bends as well as the
adjacent floodplain will be excavated and graded to establish a better
angle of repose on the banks, increase floodprone area, and lower the
bankfull to bank height ratio.
5. Cross vanes, boulder drop structures, log/boulder J-hooks, and
log/boulder step-pools will be installed at key locations along both
tributaries and the main stem Pilot Creek to reduce near-bank stress,
provide grade control, and dissipate energy.
6. Long-term bank stabilization and lateral control will be provided by
establishing native woody vegetation on the lower and upper banks.
7. Eroding gullies within the project area will be repaired by backfilling and
installing boulder step-pools at key locations to provide grade control and
dissipate energy.
8. Finally, it is strongly recommended that the gullies, unstable reaches, and
slope failures identified in the headwater areas upstream of the project site
be further evaluated and rehabilitation measures implemented as soon as
additional funding is available. Failure to correct these problems in the
near future will increase the likelihood that the sediment transported from
these areas will have a significant negative affect on the restoration efforts
focused on the current project reaches.
25
The restoration approach presented above is illustrated in the preliminary design
drawings (i.e., plan view and cross-sections) attached to this report. The design
criteria are summarized in the Appendix.
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1 26
References
t )
1. Earth Satellite Corporation (EarthSat) Land Use, 1997 - 2003.
2. National Oceanographic and Atmospheric Administration - National Climate
Data Center, Cooperative Station Data/Record Climatological Observations
Website, 2004. Regional Precipitation, Snowfall, Temperature Records for
Mount Airy, NC 1999 - 2004.
3. North Carolina Division of Water Quality, 1998. Yadkin-Pee Dee River
' Basinwide Water Quality Management Plan. City-County Planning Board of
Forsyth County and Winston-Salem, North Carolina.
4. North Carolina Division of Water Quality, 2001. Standard Operating
Procedures - Biological Monitoring. Biological Assessment Unit. Raleigh,
NC.
5. North Carolina Division of Water Quality, 2002. Basinwide Assessment
Report - Yadkin River Basin. Environmental Sciences Branch. Raleigh, NC.
6. North Carolina Department of Transportation
GIS Database -River and
stream; road; and National Wetland Inventory (NWI) mapping layers.
7. North Carolina State University, Cooperative Extension Service and U.S.D.A.
Natural Resources Conservation Service, 1999. Hydraulic Geometry
Relationships for the Rural Piedmont of North Carolina. Raleigh, N.C.
8. Rosgen, D.L., 1994. A classification of natural rivers. Catena 22: 169-199.
9. Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology.
Pagosa Springs, Colorado.
10. U.S. Department of Agriculture, Natural Resource Conservation Service,
' Surry County, North Carolina - Historic Aerial Photograph Series 1936 -
1997.
11. U.S. Department of Agriculture, Natural Resource Conservation Service,
Website - Soil Survey for Surry County, North Carolina 2004.
t 12. U.S. Geological Survey 7.5 Minute Quadrangle Topographic Map for Pilot
Mountain, North Carolina.
13. U.S. Geological Survey 7.5 Minute Quadrangle Geologic Map for Pilot
Mountain, North Carolina.
APPENDIX
Watershed Characterisation
' Supporting Documentation
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Figure 3. Land Use Map
UT Toms Creek at Pilot Mtn Park Site
0 500 1,000 2,000
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- High Intensity Developed
?L Low Intensity Developed
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® Other Needlelsal Evergreen Forests
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Woolwine-Fairview WoD 0.00 16.18 21.5% 0.00
78.00 ac 75.19 ac 54.46 ac
0.12 sq. mi. 0.12 sq. mi. 0.09 sq. mi.
7.5-minute Quadrangle Geologic Maps
7.5-minute Quadrangle Geologic Maps
0 General Help
Pilot Mountain and Pinnacle
Ready
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Biological data - Pilot Mtn. Park
® North Carolina Division of Water Quality (NCDWQ) benthic surveys provide a metric
of aquatic habitat function (NCDWQ, 2001). Functioning aquatic habitat offers a setting
in which aquatic communities, such as fish and benthic invertebrates, can be both diverse
and balanced. Such a community meets the designated use of biological integrity. Good
habitat has abundant and diverse microhabitat, limited embeddedness, stable
1 streambanks, and a variety of bottom substrate.
NCDWQ has never sampled Pilot Creek. However, in 1987 they sampled Toms Creek
upstream and downstream of its confluence with Heatherly Creek, which carried waste
from the Pilot Mountain wastewater treatment plant (WWTP). Pilot Creek enters Toms
Creek upstream from its confluence with Heatherly Creek.
NCDWQ gave Toms Creek a Good rating, indicating an unimpaired aquatic insect
community, above the confluence with Heatherly Creek, and a Fair rating, indicating an
impaired aquatic insect community, below the confluence with Heatherly Creek. It
appears that the W WTP was the primary problem.
Based on a survey of the fish community in 2001, DWQ gave Toms Creek an Excellent
rating. The survey site was located downstream of the confluence with Heatherly Creek.
In their Basinwide Assessment Report, NCDWQ noted that more species were collected
at this site (n = 23) than any site in the basin in 2001.
1 Water quality data - Pilot Mtn. Park
No record of water quality monitoring could be found. Buck Engineering checked
NCDWQ and Yadkin/Pee Dee River Basin Association records.
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Validation Supporting Documentation
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BANKFULL GEOMETRIC DATA
Drainage Area (Sq Mi) Q (cfs) Lower 95 % Upper 95% Gage # Description
0.2 55.4 8.8 88.0 Reference Reach Sal's Branch in Umsted State Park
1.05 83 32.6 261.3 Humpy Creek Gage
3.44 85.1 80.3 588.4 02123567 Dutchmans Crk near Uwharrie, NC
4.7 277 101.3 732.3 Reference Reach Fisher River
6.0 356 123.0 898.0 Reference Reach Upper Mitchell River (Headwaters)
7.18 253.7 138.3 989.0 0214253830 Norwood Creek near Troutman, NC
9.6 507.2 170.8 1218.4 02121180 North Pott's Creek near Linwood, NC
15.5 655.3 240.8 1726.2 02101800 Tick Creek near Mt. Vernon Springs, NC
29.9 708.8 382.5 2808.0 02075160 Moon Creek
31.8 1041 399.2 2941.0 02144000 Long Creek Gage near Bessemer City
42.8 2236 490.2 3678.7 02114450 Little Yadkin River at Dalton, NC
78.8 2681 743.2 5860.0 02112360 Mitchell River near State Road, NC
128 3687 1028.7 8533.0 02113000 Fisher River
129 3064 02068500 Dan River near Francisco, NC
Published 5/14/99
plus Dan River 1/10/02
1000.0
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Little Yadkin River data corrected (width and mean depth)
Upper Mitchell River data corrected (drainage area)
10 100
Watershed Area (Sq. Mi.)
1000
Final Published 5/14/99
Dan River data added 1-10-02
Ilil.r Illlr Ir Ir Illy rr rr Ir try ar r Ir lillr Ir ® Ir llr Ilr r
Bankfull Regional Curve Data for Rural Piedmont of North Carolina
Cross Sectional Area
Drainage Area (Sq Mi) X-Sectional Area (Sq Ft) Lower 95 % Upper 95%
0.2 10.4 3.3 14.7
1.05 15.8 10.9 42.6
3.44 45.6 25.3 93.1
4.7 46.7 31.5 114.8
6.0 62.5 38.0 138.5
7.18 98.8 42.3 153.0
9.6 89.6 51.6 186.5
15.5 194 71.5 259.4
29.9 162 111.4 410.0
31.8 195 116.0 428.2
42.8 469 141.4 528.0
78.8 377 211.3 815.1
128 578 289.8 1155.6
129 441.80
Gage #
Reference Reach
02117030
02123567
Reference Reach
Reference Reach
0214253830
02121180
02101800
02075160
02144000
02114450
02112360
02113000
02068500
Description
Sal's Branch in Umsted State Park
Humpy Creek Gage
Dutchmans Crk near Uwharrie, NC
Mill Creek - Trib of Mitchell
Upper Mitchell River (Headwaters)
Norwood Creek near Troutman, NC
North Pott's Creek near Linwood, NC
Tick Creek near Mt. Vernon Springs, NC
Moon Creek
Long Creek Gage near Bessemer City
Little Yadkin River at Dalton, NC
Mitchell River near State Road, NC
Fisher River
Dan River near Francisco, NC
1000.0

m
y = 13.652x0.381
R2 = 0.930
NC Rural Piedmont Regional Curare

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0.1
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Watershed Area (sq. mi.)
1000
100.0

10.0
Little Yadkin River data corrected (width and mean depth) Final Published 5/14/99
Upper Mitchell River data corrected (drainage area) Dan River data added 1-10-02
BANKFULL GEOMETRIC DATA
Drainage Area (Sq Mi) Width (ft) Lower 95 % Upper 95% Gage # Description
0.2 8.7 3.6 14.9 Reference Reach Sal's Branch in Umsted State Park
1.05 12.0 7.3 26.5 Humpy Creek Gage
3.44 23.5 11.9 40.9 02123567 Dutchmans Crk near Uwharrie, NC
4.7 24.5 13.5 46.0 02113000 Fisher River
6.0 29.2 15.0 50.0 Reference Reach Upper Mitchell River (Headwaters)
7.18 32.0 16.0 54.0 0214253830 Norwood Creek near Troutman, NC
9.6 25.4 17.9 60.5 02121180 North Pott's Creek near Linwood
NC
15.5 40.5 21.5 73.0 02101800 ,
Tick Creek near Mt. Vernon Springs, NC
29.9 33.0 27.6 94.9 02075160 Moon Creek
31.8 40.0 28.2 97.3 02144000 Long Creek Gage near Bessemer City
42.8 77.5 31.5 109.9 02114450 Little Yadkin River at Dalton, NC
78.8 77.0 39.4 141.5 02112360 Mitchell River near State Road, NC
128 101 46.8 173.7 02113000 Fisher River
129 94 02068500 Dan River near Francisco, NC
NC Rural Piedmont Regional Curve
100.0
$ 10.0
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R2 = 0.859 Watershed Area (sq.mi.)
Little Yadkin River data corrected (width and mean depth)
Upper Mitchell River data corrected (drainage area)
Final 5114/99
Dan River data added 1-10-02
BANKFULL GEOMETRIC DATA
Drainage Area (Sq Mi) Depth (ft) Lower 95 % Upper 95% Gage # Description
0.2 1.2 0.6 1.6 Reference Reach Sal's Branch in Umsted State Park
1.05 1.3 1.0 2.5 Humpy Creek Gage
3.44 1.9 1.4 3.4 02123567 Dutchmans Crk near Uwharrie, NC
4.7 1.9 1.5 3.8 Reference Reach Fisher River
6 2.1 1.7 4.0 Reference Reach Upper Mitchell River (Headwaters)
7.18 3.1 1.7 4.3 0214253830 Norwood Creek near Troutman, NC
9.6 3.5 1.9 4.6 02121180 North Pott's Creek near Linwood, NC
15.5 4.8 2.2 5.4 02101800 Tick Creek near Mt. Vernon Springs, NC
29.9 4.9 2.6 6.5 02075160 Moon Creek
31.8 4.9 2.7 6.7 02144000 Long Creek Gage near Bessemer City
42.8 6.0 2.9 7.3 02114450 Little Yadkin River at Dalton, NC
78.8 4.9 3.5 8.9 02112360 Mitchell River near State Road, NC
128 5.7 4.0 10.4 02113000 Fisher River
129 4.7 02068500 Dan River near Francisco, NC
Channel Morphology and Stability Assessment
Supporting Documentation

CROSS SECTIONS - PILOT MTN
TRIR 1

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool n/a 10.1 9.25 1.1 2.59 8.44 1.5 5.8 989.94 991.17
XSEC 1 Pool
998
996
994 -
c
992- ---------------------------------------------•---
cc
990 -------
w
988
986
0 10 20 30 40 50 60 70 80
Station (ft) a Bankfull - • a - A-F1oodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle F 11.3 16.28 0.69 0.88 23.5 3.6 1.2 987.9 990.23
XSEC 2 Riffle
993 -
992
991
0 990
989 ........................
a?
988 --------------------
987
986
0 10 20 30 40 50 60
Station (ft) - a - • Bankfull - - a - • Floodprone
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Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 15.1 11.37 1.33 1.98 8.57 1.8 2.1 978.5 980.15
984
983
c 982
981
> 980
a)
w 979
978
977
976
XSEC 5 Pool
0 20 40 60 80 100 120
Station (ft) F O - • Bankfull - - c - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 12.6 6.62 1.9 2.61 3.5 1 8.6 971.46 971.46
975
974
973
v
972
c r
971
d
w 970
969
968
XSEC 6 Pool
M --------------------------------------------------------------------------
0 10 20 30 40 50 60
Station (ft) - - 0 - • Bankfull - - o - • Floodprone
MAIN STEM REACH 1

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle E 11.7 10.23 1.14 1.44 8.95 1.5 4.5 967.58 968.31
971
970.5
970
969.5
0 969
968.5
968
W 967.5
967
966.5
966
965.5
XSEC 7 Riffle
0 10 20 30 40 50 60 70 80
Station (ft) - o- - •Bankfull - - o- - •Floodprone

Feature Stream
Type I
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 14.8 7.41 2 2.73 3.72 1 10.7 966.64 966.64
972
971
970
969
0 968
967
w 966
965
964
963
XSEC 8 Pool
-----------------------------------------------------------------------
0 10 20 30 40 50 60 70 80 90
Station (ft) - - o- - • Bankfull - - o- - • Floodprone

Feature Stream
Type
IBKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 13.4 10.12 1.33 2.78 7.62 0.9 3.6 966.25 965.96
971
970
969
c 968
967
966
U' 965
964
963
XSEC 9 Pool
11- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
0 10 20 30 40 50 60
Station (ft) - - o- - • Bankfull - - o- - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKI=
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle Bc 10 12.77 0.78 1.35 16.34 1.3 2 965.78 966.15
j 970
969
968
967
ro
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w
965
964
XSEC 10 Riffle
0 10 20 30 40 50 60 70 80 90
Station (ft) 0 - • Bankfull - - a - • Floodprone
auadpoo13 • - o - - IlntNueg • - o
09 917 017 9£ 0£
(u) uo11e4S
9Z OZ 96 06 9
0
.v-z--------------- va
-------------------
OUM U 03SX
096
Z96
1796 m
996
a?
896 0
OL6
ZL6
17L6
917'£96 176796 L' L 9* L LL'0 L £ L' L £8'0 98'8 £'L 9 91JAH
n013 801 Aa13 dA8 89 OPH H8 a/M UldaC]
3M XeW 4ldaQ
JAB 4lP!JVI
A)I8 e@IV 3>j8 ads .L
weeds ainlea3
auoidpooid • - •o - - iingueg • - o - -
09 917 017 9£ OE
(U) uolluls
9Z OZ
96 06 9 0
10Od 6 ? 03SX
696
Z96
£96
1796 m
996
996 o
L96
896
696
170'996 96'£96 Z'Z G* L 9L'9 86' L H7* L 617.6 £'£ L loud
nai3 801 Aa13 3N8 U3 o!le2l H8 a/M 4ldaQ
318 XeW 4l as
319 ulP!M
JA9 eaiv 3>i8 adAi
weans ainlea3
s
s
e
t
s
t
e
e
e
a
MAIN STEM REACH 2

Feature Stream
Type
IBKFArea BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 14.6 10.88 1.34 1.75 8.13 2.3 1.3 960.34 962.57
970
$ 968
c 966
r
964
w 962
960
958
XSEC 13 Pool
-----------------
0 10 20 30
Station (ft)
40 50 60
a • Bankfull - - o- - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle F 13.1 19.38 0.68 1.25 28.63 1.4 1.3 960.11 960.56
967
966
965
964
0 963
962
w 961
960
959
958
XSEC 14 Riffle
--------------------
01-? -------------_..
0 10 20 30 40 50
Station (ft)
60 70 80 90
- - a - • Bankfull - - a - • Floodprone
1-11
i
i
t
e

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BI<F
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 11.7 7.42 1.58 3.14 4.71 1 12.7 958.73 958.73
964
963
962
$ 961
0 960
959
w 958
957
956
955
XSEC 15 Pool
0 20 40 60 80 100 120
Station (ft) o - • Bankfull - - c - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle E 11.3 9.57 1.18 2.08 8.1 1.4 9 957.92 958.83
XSEC 16 Riffle
963
962
$ 961
C 960 -------------------------------------------------
959
co
958 - -
w 957
956
955
0 20 40 60 80 100 120
Station (ft) - a - • Bankfull - - a - - Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle E 8.9 7.22 1.24 1.91 5.83 1 >10.4 957.41 957.41
XSEC 17 Riffle
960
959
c 958
w0
> 957
w
956
955
--------------------------------------------•------------•------------- 0
0 10 20 30 40 50 60 70 80
Station (ft) a - • Bankfull - a - • Floodprone

Feature Stream
Type I
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 14.1 10.8 1.31 2.01 8.25 1.6 2.2 953.08 954.33
958
$ 957
r 956
955
R
>? 954
w 953
952
951
950
XSEC 18 Pool
0 10 20 30 40 50 60
Station (ft) --c-Bankfull - - a - • Floodprone
MAIN STEM REACH 3

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BElev
TOB Elev
Pool 12.2 11.5 1.06 1.9 10.8
- 3
F 2
1 946.75 950.65
954
953
952
r 951
950
949
948
w 947
946
945
944
XSEC 19 Pool
0 20 40 60 80 100 120 140 160
Station - - • Bankfull - - o - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle Bc 11.1 15.14 0.74 1.45 20.59 4 1.7 946.12 950.53
953
952
951
$ 950
0 949
948
w 947
946
945
944
XSEC 20 Riffle

0 20 40 60 80
Station (ft)
100 120 140 160
o - • Bankfull - - o - • Floodprone

Feature Stream
Type I
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOE Elev
Pool 16.6 13.27 1.25 2.28 10.64 2.4 4.2 944.45 947.62
950
949
948
947
946
w 945
944
943
942
941
XSEC 21 Pool
0 20 40 60 80 100 120 140
Station (ft) o - • Bankfull - - a • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle C 8.9 13.2 0.68 0.93 19.51 4.9 2.7 943.04 946.65
XSEC 22 Riffle
949
948 -
$ 947
946
945
?a
>0 944 -------------- -----
U' 943- ---------
942 -
941
0 10 20 30 40 50 60 70 80 90 100
Station (ft) i - - O - • Bankfull - - o - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle E 13.5 11.48 1.18 1.62 9.76 1.8 4.7 939.19 940.45
944
943
942
c 941
0
940
w 939
938
937
XSEC 23 Riffle
----------------------------------------------------0
0 10 20 30 40
Station (ft)
50 60 70 80
- - o - • Bankfull - - o - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Dc th
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 9.1 11.12 0.82 2.04 13.59 2.5 2.4 936.97 939.94
XSEC 24 Pool
946
944
$ 942
940 -
---------..
w 938
936
934
0 20 40 60 80 100 120 140
Station (ft) o- - • Bankfull - - o- - • Floodprone l
TRIB 2

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle F 5.07 8.8 0.58 0.87 15.3 2.6 1 984.2 985.57
996
994
$ 992
0 990
988
w 986
984
982
XSEC 25 Riffle
0 20 40 60 80 100 120 140 160 180
Station (ft) [--`a - •Bankfull - - a - •Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 11.4 16.59 0.69 2.62 24.11 1 7.5 981.84 984.96
987
986
985
984
0 983
982
981
w 980
979
978
XSEC 26 Pool
0 20 40 60 80 100 120 140 160 180
Station (ft) i - - o - • Bankfull - - o - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Riffle G 6.6 8.05 0.82 1.14 9.81 2.7 1.1 977.58 979.51
XSEC 27 Riffle
988
986
984
v
0 982
:.
> 980 -
m -
w 978
976
974
0 20 40 60 80 100 120 140
Station (ft) - c - • Bankfull - - a - - Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 10 9.98 1.01 1.32 9.92 3.1 1.2 976.49 979.29
XSEC 28 Pool
992
990
988 -
986 -
0 984 -
982
w 980
978 -•-
976
974
0 20 40 60 80 100 120 140 160
Station (ft) - - O - • Bankfull - - a - • Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BI<F
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 8.8 9.35 0.94 1.6 9.92 2.9 1.2 975.69 982.9
XSEC 29 Pool
988
986 -
984 -
= 982
980
978
U' 976
974 -
97
2 .
0 20 40 60 80 100 120 140
Station (ft) a - •Bankfull - - a - •Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Pool 13 28.66 0.45 2.09 63.08 1.5 3.6 972.5 973.64
978
977
976
975
974
c?
a 973
U' 972
971
970
XSEC 30 Riffle
----------------------------------------------------------------- o
0 20 40 60 80 100 120
Station (ft) E-Bankfull - - a - • Floodprone
PEBBLE COUNT DATA SHEET
SITE OR PROJECT: UT to Toms Ck Pilol Mtn Rec CV
REACH/LOCATION: Trib 1
DATE COLLECTED: 21-Sep-04
FIELD COLLECTION BY: MW/JE
DATA ENTERED BY: JE
SEDIMENT ANALYSIS DATA SHEET
PARTICLE CLASS Reach Summary
MATERIAL PARTICLE SIZE (mm) Riffle Pool Total Class% %Cum
T 91
f'
Silt / Clay
<.0653
?
2
4
4.00
4.00
Very Fine .063-125 4 3 7 7.00 11.00
Fine .125-25 3 3 3.00 14.00
SAND Medium .25-50 ] ] 2 2.00 16.00
Coarse .50-1.0 j 1 1.00 17.00
Very Coarse 1.0-2.0 2 1 3 3.00 20.00
C i 4 Very Fine 2.0-2.8 ] 1 1.00 21.00

? O 1 Very Fine 2.8-4.0 21.00
, Fine 4.0-5.6 21.00
-? Fine 5.6-8.0 ] j 2 2.00 23.00

G Medium 8.0-11.0 3 j 4 4.00 27.00
RAVEL
(? r ?=
Medium
11.0-16.0
2
3
5
5.00
32.00
Coarse 16 - 22.6 4 4 4.00 36.00
?C Coarse 22.6 - 32 $ 5 13 13.00 49.00
Very Coarse 32 - 45 9 2 11 11.00 60.00
C
l On Very Coarse
rY 45 - 64
]
9
9.00
69.00
Q Small 64 - 90 8 3 11 11.00 80.00
Small 90-128 4 6 10 10.00 90.00
COBBLE
?A)
Large
128 - 180
3
j
4
4.00
94.00
(? ?) Large 180 - 256 94.00
Small 256 - 362 94.00
Small 362 - 512 94.00
BOULDER
?-
Medium
512 - 1024
94.00
Large-Very Large 1024 - 2048 94.00
BEDROCK Bedrock > 2048 ] .51 61 6.00 100.00
60 40 100
Cummulative
Channel materials
D,8 = 0.50
D35 = 20.73
D50 = 33.01
D& = 103.62
D?5 = 2298.80
D, = > 2048
Riffle Summary
Class % °? Cum
3.33 3.33
6.67 10.00
10.00
1.67 11.67
11.67
3.33 15.00
15.00
15.00
15.00
1.67 16.67
5.00 21.67
3.33 25.00
6.67 31.67
13.33 45.00
15.00 60.00
13.33 73.33
13.33 86.67
6.67 93.33
5.00 98.33
98.33
98.33
98.33
98.33
98.33
1.67 100.00
100 100
Riffle
Channel materials
D1e = 6.94
D35 = 24.65
D,0 = 35.85
D& = 84.07
D?, - 143.40
D, = > 2048
Pool
Channel materials
D1e = 0.17
D35 = 11.00
D50 = 27.84
D?4 = 125.03
Dam= 3104.19
D,? = > 2048
PEBBLE COUNT DATA SHEET
SITE OR PROJECT: UT to Toms Ck Pilot Mtn Rec CV
REACH/LOCATION: Tnb 2
DATE COLLECTED: 21-Sep-04
FIELD COLLECTION BY: MW/JE
DATA ENTERED BY: JE
SEDIMENT ANALYSIS DATA SHEET
PARTICLE CLASS Reach Summary
MATERIAL PARTICLE SIZE (mm) Riffle Pool Total Class % % cum
-4y It / Clay < .063 2 17 19 19.00 19.00
Very Fine .063-125 5 5 5.00 24.00
Fine .125-25 1 1 2 2.00 26.00
SAND Medium .25-50 26.00
Coarse .50-1.0 1 1 1.00 27.00
Very Coarse 1.0-2.0 1 1 1.00 28.00

J
d Very Fine 2.0-2.8 28.00
?
,
?0 1
O Very Fine 2.8-4.0 28.00
Fine 4.0-5.6 ] 1 1.00 29.00
Fine 5.6-8.0 ( 1 1.00 30.00
` n Medium 8.0-11.0 3 1 4 4.00 34.00
GRAVEL
0=
Medium
11.0-18.0
3
2
5
5.00
39.00
Coarse 16 - 22.6 2 8 8.00 47.00
00? (D Coarse 22.6 - 32 6 2 8 8.00 55.00

r Very Coarse 32 - 45 5 3 8 8.00 63.00
o-)or'C Very Coarse 45 - 64 12 2 14 14.00 77.00
Small 64-90 13 13 13.00 90.00
Small 90-128 3 1 4 4.00 94.00
COBBLE )
U/
Large
128-180
5
5
5.00
99.00
Large 180 - 256 1 1 1.00 100.00
4 Small 256 - 362 100.00

" Small 362 - 512 100.00
BOULDER
i -
t-) Medium 512-1024 100.00
)
(x Large-Very Large 1024 - 2048 100.00
BEDROCK Bedrock > 2048 100.00
55 45 100
Cummulative
Channel materials
D,8 = #N/A
D35= 11.86
D,? = 25.75
D. - 76.90
D95 = 137.03
D,m = 180 - 258
Riffle Summary
Class %. %. Cum
3.64 3.64
3.64
1.82 5.45
5.45
5.45
5.45
5.45
5.45
5.45
1.82 7.27
5.45 12.73
5.45 18.18
10.91 29.09
10.91 40.00
9.09 49.09
21.82 70.91
23.64 94.55
5.45 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Riffle
Channel materials
Ole = 13.77
D35 - 27.28
D.= 45.67
D.= 77.30
DBe = 92.68
D,m - 90 - 128
Pool
Channel materials
D,e = #N/A
D35 = #N/A
D5? = 0.18
De4= 61.79
D.? = 165.29
D„n - 180 - 256
PEBBLE COUNT DATA SHEET
SITE OR PROJECT: IJT to Toms Ck Pilot Mtn Rec CV
REACH/LOCATION: Main Stem Reach 1
DATE COLLECTED: 21-Sep-04
FIELD COLLECTION BY: MW/JE
DATA ENTERED BY: JE
SEDIMENT ANALYSIS DATA SHEET
TICLE CLASS Reach Summary
MATERIAL PARTICLE SIZE (mm) P; T Poo l Total Class % % Cum
LAT Silt / Clay < ,063 0.00
Very Fine .063-125 3 2 5 5.00 5.00
Fine .125-25 1 1 2 2.00 7.00
SAND Medium .25-50 3 3 3.00 10.00
Coarse .50-1.0 1 1 1.00 11.00
Very Coarse 1.0-2.0 2 2 2.00 13.00
Very Fine 2.0-2.8 1 1 1.00 14.00
d 0,)
O Very Fine 2.8-4.0
14.00
J?,QI?1?t7 ??_ Fine 4.0-5.6 14.00
jf-rl ?),v I Fine 5.6-8.0 14.00
,0?0 Medium 8.0-11.0 1 1 2 2.00 16.00
GRAVEL -
(I
Medium
11.0-16.0
3
2
5
5.00
21.00
?Y)
J- f- Coarse 16 - 22.6 7 6 13 13.00 34.00
-
U Q Coarse 22.6 - 32 5 9 14 14.00 48.00
l
V? Very Coarse 32 - 45 6 2 13 13.00 61.00
?J :C
Very Coarse
45 - 64
7
6
13
13.00
74.00
?C)) Small 64 - 90 12 4 16 16.00 90.00
^!?? Small 90-128 4 1 5 5.00 95.00
COBBLE
Large 128 -180 j 1 1.00 98.00
? Large 180 - 256 96.00
Small 256 - 362 96.00

" Small 362 - 512 96.00
BOULDER Medium 512-1024 98.00
Large-Very Large 1024 - 2048 96.00
BEDROCK Bedrock > 2048 4 4 4.00 100.00
50 50 100
Cummulauve
Channel materials
Die= 11.00
D35 = 23.17
D,0 - 33.72
De4 = 79.20
Dee = 128.00
Dim = > 2048
Riffle Summary
Class. %Cum
0.00
6.00 6.00
2.00 8.00
8.00
8.00
8.00
8.00
8.00
8.00
8.00
2.00 10.00
6.00 16.00
14.00 30.00
10.00 40.00
12.00 52.00
14.00 66.00
24.00 90.00
8.00 98.00
2.00 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Riffle
Channel materials
Die= 16.00
D35 = 26.89
D. = 42.51
D. = 82.65
D?, = 112.16
Dino = 128-180
Pool
Channel materials
Die= 1.41
D35 = 20.73
D.= 28.50
D.= 69.69
Dm= 2655.93
Dim = > 2048
PEBBLE COUNT DATA SHEET
SITE OR PROJECT: UT to Toms Ck Pilot Mtn Rec CV
REACHILOCATION: Main Stem Reach 2
DATE COLLECTED: 21-Sep-04
FIELD COLLECTION BY: MW/JE
DATA ENTERED BY: JE
SEDIMENT ANALYSIS DATA SHEET
PARTICLE CLASS Reach Summary
MATERIAL PARTICLE SIZE (mm) Riffle z-:, Total class % % cum
41L*04"
r Silt / Clay < ,063 1 5 6 6.00 6.00
Very Fine .063-1125 6.00

EEE Fine .1125-25 2 2 4 4.00 10.00
, S A N D Medium .25-.50 1 4 5 5.00 15.00
Coarse .50-1.0 3 4 7 7.00 22.00
Very Coarse 1.0-2.0 2 3 5 5.00 27.00
O Very Fine 2.0-2.8 1 1 1.00 28.00
n V ' Gam,
OU `
Very Fine 2.8-4.0 28.00
Fine 4.0 - 5.6 3 3 3.00 31.00
Fine 5.8-8.0 3 d 7 7.00 38.00
q Medium 8.0-11.0 5 3 8 8.00 46.00
GRAVEL
Medium
11.0-16.0
4
4
8
8.00
54.00
D6??, Coarse 16 - 22.6 $ 4 9 9.00 63.00
09 n c i Coarse 22.6 - 32 6 3 9 9.00 72.00
Very Coarse 32 - 45 7 1 8 8.00 80.00
Very Coarse 45 - 64 3 3 6 6.00 86.00
Small 64-90 6 3 9 9.00 95.00
r l? Small 90 - 128 1 1 2 2.00 97.00
COBBLE
ES
Large
128-180
2
2
2.00
99.00
(? ?) Large 180 - 256 1 1 1.00 100.00
?- Small 256 - 362 100.00
Small 362 - 512 100.00
BOULDER
Medium
512 - 1024
100.00
Large-Very Large 1024 - 2048 100.00
BEDROCK Bedrock > 2048 100.00
50 50 100
Cummulative
Channel materials
Die = 0.55
Du = 6.87
D. = 13.27
D. = 56.91
Dee = 90.00
Dim = 180 - 256
Riffle Summary
Class %. %Cum
2.00 2.00
2.00
4.00 6.00
2.00 8.00
6.00 14.00
4.00 18.00
2.00 20.00
20.00
20.00
6.00 26.00
10.00 36.00
8.00 44.00
10.00 54.00
12.00 66.00
14.00 80.00
6.00 86.00
12.00 98.00
2.00 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Riffle
Channel materials
Die = 1.41
Das = 10.66
D.= 19.68
D. = 56.91
Des = 82.65
D„„ = 90-128
Pool
Channel materials
Die = 0.30
D35= 1.78
D. = 8.00
D. = 56.91
Dee = 139.39
Dim= 180-258
PEBBLE COUNT DATA SHEET
SITE OR PROJECT: UT to Toms Ck Pilot Mtn Rec CV
REACRLOCATION: Main Stem Reach 3
DATE COLLECTED: 22-Seµ04
FIELD COLLECTION BY: MW/JE
DATA ENTERED BY: JE
SEDIMENT ANALYSIS DATA SHEET
PARTICLE CLASS Reach Summary
MATERIAL PARTICLE SIZE (mm) Riffle Pool Total Class %. •/.Cum
" Silt / Clay <.o63 2 K 10 10.00 10.00
Very Fine .063-125 10.00
Fine .125-25 3 4 7 7.00 17.00
SAND Medium .25-50 4 4 4.00 21.00
Coarse .50-1.0 1 3 4 4.00 25.00
Very Coarse 1.0-2.0 25.00

t Very Fine 2.0-2.8 ] 1 1.00 26.00
?
V
Very Fine
2.8-4.0
26.00
Fine 4.0-5.6 26.00
P?) Fine 5.6-8.0 ] ( 2 2.00 28.00
Medium 8.0-11.0 2 1 3 3.00 31.00
GRAVEL
Medium
11.0-16.0
5
6
11
11.00
42.00
??) Coarse 16 - 22.6 4 3 7 7.00 49.00
?j
l Coarse 22.6-32 5 3 8 8.00 57.00
, Very Coarse 32 - 45 7 5 12 12.00 69.00
Very Coarse 45 - 64 10 5 15 15.00 84.00
Small 64 - 90 5 2 7 7.00 91.00
Small 90- 128 4 4 8 8.00 99.00
COBBLE
Large
128-180
1
1
1.00
100.00
Large 160 - 256 100.00
1 Small 256 - 362 100.00
Small 362 - 512 100.00
BULDE
Medium
512-1024
100.00
Large-Very Large 1024 - 2048 100.00
BEDROCK Bedrock > 2048 100.00
50 50 100
Cummulative
Channel materials
D,B= 0.23
D35 = 12.61
D. = 23.60
D? = 64.00
D?5 = 107.33
D, = 128 - 180
Riffle Summary
Class %. %. Cum
4.00 4.00
4.00
6.00 10.00
10.00
2.00 12.00
12.00
2.00 14.00
14.00
14.00
2.00 16.00
4.00 20.00
10.00 30.00
8.00 38.00
10.00 48.00
14.00 62.00
20.00 82.00
10.00 92.00
8.00 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 loo
Riffle
Channel materials
D,8 = 8.00
Du = 19.85
D? = 33.60
D? = 68.52
D?, = 102.71
D,m - 90-128
Pool
Channel materials
D,e = 0.13
D35 = 0.71
D50 = 14.12
D. = 59.65
D?5 = 112.16
D,, 128 - 180
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REACH STABILITY RANKING
Pilot Creek
Pilot Mountain, NC

Reach ID BEHI Total

Score BEHI Rating

Weights Bank Area

(sgft) Bank
Stability
Score Reach

Length (ft) Reach
Stability
Score
Tribuatry 1 1 9651
Bank 1 36.1 4 1 64.41 257.61
Bank 2 22.9 I 3 1 115.51 346.51
Bank 3 50.7 1 6 1 270.61 1623.61 I
Bank 4 36.8 4 1 129.5 518
Bank 5 30.1 4 103.61 414.41
Bank 6 29.8 1 4 53.31 213.21
Bank 7 52.5 1 6 91.81 550.81
Bank 8 38.1 1 4 50.4 201.61
Bank 9 50.5 ( 6 105.3 631.81
Bank 10 32.9 4 721 2881
Bank 11 35.0 4 1 81.91 327.61
Bank 12 24.0 3 58.51 175.51
Bank 13 42.3 5 251.61 12581
Bank 14 30.3 4 112.21 448.81
Bank 15 37.8 4 1 4551 18201
Bank 16 22.7 3 1 2101 6301 I 9.8
Tributary 2 2101 01 6701
Bank 1 35.3 4 1 225.6 902.41 1
Bank 2 30.4 4 102 408
Bank 3 32.8 4 43.5 174
Bank 6 30.6 4 196 784
Bank 7 45.9 6 124 7441
Bank 8 32.6 4 211.2 844.8
Bank 9 35.6 4 152 608
Bank 10 19.8 3 141 423 7.3
MS 1 1 3901
Bank 4 36.9 4 61.21 244.81
Bank 5 33.1 4 59.41 237.6 1.2
MS 2 5301
Bank 8 49.8 1 6 1 93.61 561.61
Bank 9 21.9 3 171 5131 1
Bank 11A 43.1 5 197.6 9881
Bank 11B 44.1 5 64.61 3231
Bank 11C 41.1 5 121.6 608
Bank 13 46.9 6 79.8 478.81
Bank 14 44.4 5 1 296.4 14821 1 9.3
MS 3 1 9701
Bank 15 28.9 1 3 1 2661 798
Bank 16 27.7 1 3 1 39.21 117.61
Bank 18 21.5 1 3 1 451 135
Bank 19 45.6 6 1 3641 21841
Bank 21 52.6 6 201.4 1208.4
Bank 22 33.7 4 115 460
Bank 23A 46.6 6 1 789.61 4737.61
Bank 23B 46.4 1 6 1 2561 15361 1
Bank 24 34.5 4 111 444
Bank 25 47.9 6 195 1170
Bank 26 44.3 5 1 12751 63751 1 19.8
?' Clear Creeks Consulting Page 1 of 1 02/05

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61
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Pavement/Subpavement Analysis
SITE OR PROJECT: UT to Toms Ck Pilot Min Rec CV
REACHILOCATION: Trib i
DATE COLLECTED: 09/21104
FIELD COLLECTION BY: MW/JE
DATA ENTERED BY: JE
LARGEST SUBPAVEMENT PARTICLE (mm): 76mm
SEDIMENT ANALYSIS DATA SHEET
Pavement Subpavement
ATERIAL PARTICLE SIZE (mm) 100 ct Bucket (g)
p-
.063
1.0
29.0
Fine
Very .063-125 68.0
Fine .125-.25 311.5
S A N D Medium 25-.50 439.0
Coarse .50-1.0 191.5
Very Coarse 1.0-2.0 158.0
Very Fine 2.0-2.8 87.0
), G 0'C7 Very Fine 2.8-4.0 104.5
Fine 4.0-5.6 1.0 134.5
- s Fine 5.6-8.0 1.0 187.5
Medium 8.0-11.0 2.0 345.5
GRAVEL
Medium
11.0-16.0
8.0
577.5
Coarse 16-22.6 2.0 997.0
( Q') qG
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Coarse
22.6-32
18.0
1988.5
] Very Coarse 32-45 19.0 1233.0
Very Coarse 45 - 64 26.0 3 69.0
Small 64-90 13.0 520.0
Small 90 - 128 7.0
CODBLE
Large
128-180
4.0
Large 180 - 258
Small 256 - 362

" Small 362 - 512
B ULDE
7? 1 Medium 512 - 1024
Large-Very Large 1024 - 2048
BEDROCK Bedrock > 2048
102 7741
Channel materials
Pavement Subpavement
D,6= 23.18 1NALUEI
D35 = 33.59 #VALUEI
D,? - 44.20 1i'VALUEI
D? = 78.28 #VALUEI
Dys= 121.11 #VALUEI
Drm = '28- 180 #VALUEI
Pavement
Class ti %Cum
0.98 0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98 1.96
0.98 2.94
1.96 4.90
7.84 12.75
1.96 14.71
17.65 32.35
18.63 50.98
25.49 76.47
12.75 89.22
6.86 96.08
3.92 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Subpavement
Class% %Cum
0.37 0.37
0.88 1.25
4.02 5.28
5.67 10.95
2.47 13.42
2.04 15.46
1.12 16.59
1.35 17.94
1.74 19.67
2.42 22.10
4.46 26.56
7.46 34.02
12.88 46.90
25.69 72.59
15.93 88.52
4.77 93.28
6.72 100.00
100.00
1 D0.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Entrainment Calculation Form
Pilot NI1i1 Para, z . ? 3
Critical Dimensionless Shear Stress
i = 0.0384(d;/d50)-o.s87

Value Variable Definition
di (mm) Largest particle from subpavement sample
_
-id d5o (mm) D50 from riffle bed (100 count or pavement sample)
0.024 tef Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment of Largest Particle in Subpavement Sample:
dr = (t,i* 1.65* Di)/S,
1.65 = submerged specific weight of sediment
Value Variable Definition
0.024 tC1 Critical Dimensionless Shear Stress
11 Di (ft) Largest particle from riffle subpavement
Se (ft/ft) Existing Bankfull Water Surface Slope
0.3 dr (ft) Bankfull Mean Depth Required
t_W` d, (ft) Existing Bankfull Mean Depth (from riffle cross section)
2.0 de/dr Ratio of Existing Mean Depth to Required Mean Depth
Check one: Stable de dr = 1 A radin de dr < 1 PI Degrading de dr > 1
Bankfull Slope Required for Entrainment of Largest Particle in Subpavement Sample:
S, = (t,i*1.65*D)/d,
1.65 = submerged specific weight of sediment
Value Variable Definition
0.024 tri Critical Dimensionless Shear Stress
0.249 Di (ft) Largest particle from subpavement
0.68 de (ft) Existing Bankfull Mean Depth (from riffle cross section)
0.0143 Sr (ft/ft) Bankfull Water Surface Slope Required
2.0 Se/Sr Ratio of Existing Slope to Required Slope
Check one: ? Stable Se Sr = 1 ? A radin se Sr < 1 ? Degrading Se Sr > 1
Sediment Transport Validation
Largest Particle in Subpavement Di (mm)
t?!; H draulic Radius ft
1.10 Bankfull Shear Stress ?=gRS (lb/ft2) g = 62.4 R=Hydraulic Radius S=Slope
Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram:
Blue field book: 238, Red field book: 190)
Predicted shear stress required to initiate movement of Di (mm) (see Shields Diagram:
Blue field book: 238, Red field book: 190)
After Wildland Hydrology 2001
Pavement/Subpavement Analysis
SITE OR PROJECT: UT to Toms Ck Pilot Mtn Ree Ctr
REACHILOCATION: Main Stem Reach 1
DATE COLLECTED: 09121104
FIELD COLLECTION BY: JE/MW
DATA ENTERED BY: JE
LARGEST SUBPAVEMENT PARTICLE (mm): 89mm
SEDIMENT ANALYSIS DATA SHEET
Pavement Subpavement
MATERIAL PARTICLE SIZE (mm) 100 ct Bucket (g)
L.. Silt/Clay <.063 10.$
Very Fine .063-125 27.0
Fine .125-.25 116.5
P SAND Medium .25-50 1.0 190.0
Coarse .50-1.0 147.5
Very Coarse 1.0-2.0 2.0 165.5
00fi Very Fine 2.0-2.8
1.0
106.0
Very Fine 2.8-4.0 129.5
n?

T
N, Fine 4.0-6.6 147.$
r 0 Fine 5.6-8.0 1.0 214.5
Medium 8.0-11.0 2.0 323.5
GRAVEL ,
Medium
11.0-16.0
6.0
324.0
Coarse 16-22.6 4.0 $55.5
Coarse 22.6-32 9.0 839.0
Very Coarse 32 - 45 16.0 740.5
Very Coarse 45 - 64 21.0 771.0
small 64 - 90 13.0 1891.0
? Small 90 - 128 16.0
COBBLE
?j ?
U
Large
128-180
8.0
?
(- J Large 180 - 256

r Small 256 - 362
Small 362 - 512
B ULD R "
Medium
512-1024
Large-Very Large 1024 - 2048
BEDROCK Bedrock >2048
100 6699
Channel materials
Pavement Subpavement
D16 = 20.73 #VALUEI
D? = 38.76 #VALUEI
D50 = 51.46 #VALUEI
De. = 107.33 #VALUEI

=
D95
145.46
#VALUEI
Dim 128-180 #VALUEI
Pavement
Class % %Cum
0.00
0.00
0.00
1.00 1.00
1.00
2.00 3.00
1.00 4.00
4.00
4.00
1.00 5.00
2.00 7.00
6.00 13.00
4.00 17.00
9.00 26.00
16.00 42.00
21.00 63.00
13.00 76.00
16.00 92.00
8.00 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Subpavement
Class % %Cum
0.16 0.16
0.40 0.56
1.74 2.30
2.84 5.14
2.20 7.34
2.47 9.81
1.58 11.39
1.93 13.32
2.20 15.52
3.20 16.73
4.83 23.56
4.84 28.39
8.29 36.68
12.52 49.21
11.05 60.26
11.51 71.77
28.23 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100 100
Entrainment Calculation Form

Critical Dimensionless Shear Stress
t,i = 0.0384(d;/d50)-0'887

Value Variable Definition
-' di (mm) Largest particle from subpavement sample
d50 (mm) D50 from riffle bed (100 count or pavement sample)
0.024 tC1 Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment of Largest Particle in Subpavement Sample:
dr = (t,i*1.65*D)/S,
1.65 = submerged specific weight of sediment
Value Variable Definition
0.024 tri Critical Dimensionless Shear Stress
Di (ft) Largest particle from riffle subpavement
Se (ft/ft) Existing Bankfull Water Surface Slope
0.5 d, (ft) Bankfull Mean Depth Required
de (ft) Existing Bankfull Mean Depth (from riffle cross section)
1.5 de/dr Ratio of Existing Mean Depth to Required Mean Depth
Check one: ? Stable de dr = 1 ? A radin de dr < 1 Degrading de dr > 1
Bankfull Slope Required for Entrainment of Largest Particle in Subpavement Sample:
Sr = (t?i* 1.65*D)./d,
1.65 = submerged specific weight of sediment
Value Variable Definition
0.024 tC1 Critical Dimensionless Shear Stress
0.292 Di (ft) Largest particle from subpavement
0.78 de (ft) Existing Bankfull Mean Depth (from riffle cross section)
0.0146 Sr (ft/ft) Bankfull Water Surface Slope Required
1.5 Se/Sr Ratio of Existing Slope to Required Slope
Check one: ? Stable Se Sr = 1 ? A radin Se Sr < 1 0 Degrading Se Sr > 1
Sediment Transport Validation
Largest Particle in Subpavement Di (mm)
Hydraulic Radius (ft)
0.94 Bankfull Shear Stress t,=g RS (lb/ft) g = 62.4 R=Hydraulic Radius S=Slope
Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram:
Bluefield book: 238, Redfield book: 190
Predicted shear stress required to initiate movement of Di (mm) (see Shields Diagram:
Blue field book: 238, Red field book: 190
After Wildland Hydrology 2001

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Tributary 1 - Bank 1
Tributary 1 - Debris jam and mid-channel bar
Tributary 1 - Bank 3
d

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Tributary 1 - Bank 13

Tributary 1 and Main Stem Reach 1 - Material in avulsion at confluence
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I
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Tributary 2 - Bank 2

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Tributary 2 and Upper Main Stem Reach 1 - Large gravel bar at
confluence in foreground and avulsion on Tributary 1 in background
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Upper Main Stem Reach 3 - Right Bank at bedrock ledge

Lower Main Stem Reach 3 - Bank 26

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Hydrologic and Hydraulic
Modeling Spr adahc3L-

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HEC-HMS Precipitation Data
Depth-duration-frequency data for Winston-Salem, NC
(Tabulated values are DreciDitation death finD
71
Lt_
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Duration
min min min hr hr hr hr
5 15 30 1 2 3 6
1 0.41 •0.8 1.1 1.3 1.48 1.62 2.08
Return 2 0.48 0.92 1.25 1.6 1.81 2.02 2.55
Interval 10 0.6 1.22 1.76 2.32 2.61 2.9 3.64
(Year) 25 0.68 1.41 2.06 2.74 3.08 3.43 4.29
50 0.75 1.55 2.3 3.07 3.45 3.83 4.8
100 0.81 1.7 2.53 3.4 3.82 4.24 5.3

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1 10 100
Return Interval (yr)
-a-- 5min -? 15min 30min ---?E--1 hr = 2hr -3hr +6hr
CHW Pilot Mountain State Park
Pilot Mountain State Park Hydrology
Surry County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number

---------------
----------------------
------ Group (ac)

sub-basin2Brush
- brush, weed, grass --
mix -------
(fair) ------------
C -----------
12.94 -----
70
Woods (fair) C 62.24 73
Total Area / Weighted Curve Number 75.18 72
sub-basinlIndustrial C 6.43 91
Residential districts (1/2 acre) C 5.86 80
Brush - brush, weed, grass mix (fair) C 26.51 70
Woods (fair) C 39.2 73
Total Area / Weighted Curve Number 78 74
sub-basin3Brush - brush, weed, grass mix (fair) C 13.63 70
Woods (fair) C 40.81 73
Total Area / Weighted Curve Number 54.44 72
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Reach River Sta Profile 0 Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Clint Flow Area Top Width Froude # Chl
lots) (ft) (ft) (h) (h) (fvh) (fvs) (sq ry) (h)
Trib. #1 2693.440 1 YR 15.00 989.06 989.93 989.78 990.05 0.013773 2.82 5.32 10.01 0.68
Trib. #1 2693.440 2YR 40.00 989.06 990.54 990.69 0.008182 3.15 12.79 14.53 0.57
Trib. 01 2693.440 10 YR 125.00 989.06 991.60 991.89 0.006383 4.36 30.90 19.64 0.56
Trib, #1 2693.440 25 YR 175.00 989.06 992.02 992.37 0.006446 4.89 39.53 21.66 0.58
Trib. #1 2693.440 50 YR 210.00 989.06 992.28 992.67 0.006452 5.19 45.36 22.92 0.58
Trib. #1 2693.440 100 YR 250.00 989.06 992.50 992.97 0.006927 5.63 50.65 25.10 0.61

Trib, #1 26_26.470 1 YR 15.00 987.59 988.79 988.65 989.01 0.017672 3.69 4.06 5.64 0.77
Trib.#1 2628.470 2YR _ 40.00 987.59 989.29 989.26 989.76 0.026244 5.49 7.29 7.39 0.97
T_rlb. #1 2626.470 10 YR 125.00 987.59 990.39 990.39 991.09 0.024857 6.70 18.66 13.61 1.01
Trib. #1 2_626.470_ 25 YR 175.00 987.59 990.78 990.78 991.59 0.022482 7.26 24.43 16.60 0.99
Trib. 01 2_620.470_ 50 YH 210.00 987.59 991.00 991.00 991.90 0.021550 7.64 28.28 17.74 0.98
Trib. #1 2620.470 100 YR 250.00 987.59 991.33 991.33 992.22 0.017902 7.64 35.64 26.11 0.91
`
Trib. #1 2576.680 1 YR 15.00 986.70 987.64 987.64 987.83 0.033151 3.44 4.37 11.36 0.98
Trib, #1, 2576,680 2YR 40.00 986.70 987.97 987.97 988.29 0.031201 4.52 8.85 14.57 1.02
Trib, #1 2570.680_ 10 YR _ 125.00 986.70 989.23 989.51 0.006602 4.26 31.10 20.10 0.56
Trib #1 2570.6130 25 YR 175.00 986.70 989.77 990.08 0.005177 4.50 42.47 21.78 0.52
Tnb. #1 2576.680 FO YR _ 210.00 986.70 990.10 990.43 0.004722 4.69 49.75 22.80 0.51
161b: #1 i 2570.680 100YR 250.00 986.70 990.40 990.77 0.004679 5.01 57.20 27.74 0.51

Trib, #1 2535,750 1 YR 15.00 985.81 986.92 987.00 0.004525 2.17 6.91 7.74 0.40
Trib. #1 2535.750 2YR 40.00 985.81 987.65 987.79 0.005185 3.00 13.31 9.92 0.46
Trib. #1 2535.750 10 YR 125.00 965.81 988.95 989.25 0.006037 4.34 28.80 13.75 0.53
_
Trib_#1 2535.750 25 YR 175.00 985.81 989.48 989.84 0.005859 4.82 36.47 15.85 0.53
Trib, 411 2535.750 50YH 210.00 985.81 989.80 990.21 0.005637 5.12 42.62 23.21 0.53
Trib. #1 2535,750 100 YH 250.00 985.81 990.10 990.55 0.005599 5.45 50.64 31.55 0.54

Trib. #1 2503.880 1 YR _ 15.00 965.26 986.32 986.32 986.66 0.034627 4.64 3.23 4.96 1.01
Trib. #1 2503.630 2YR 40.00 985.26 986.96 986.96 987.43 0.029572 5.51 7.35 8.70 1.00
Trib, #1
? 2503.850 10YR _ 125.00 985.26 988.04 988.04 988.86 0.022776 7.47 18.60 12.13 0.94
Trib. #1 2501630 25 YR _ 175.00 985.26 988.47 988.47 989.45 0.022667 8.28 24.05 13.10 0.96
Trib, #1 2503.880 50 YR 210.00 985.26 988.76 988.76 989.82 0.021992 8.68 27.95 14.53 0.95
Trib, #1_ 2503.880 100 YH 250.00 985.26 989.16 989.16 990.19 0.018188 8.68 35.53 23.87 0.88
?
Trib. 41 2467.440 1 YR 15.00 983.99 984.74 984.74 985.03 0.031157 4.30 3.49 6.18 1.01
Trib,_#1' 2_467,44_0 2YR 40.00 983.99 985.27 985.27 985.74 0.027411 5.49 7,29 8.05 1.01
Trib. #1 2467.440 10 YR 125.00 983.99 986.34 986.34 987.19 0.021537 7.48 17.67 11.21 0.98
Trib. #1 2467.440 25 YR 175.00 983.99 986.81 986.81 987.81 0.020193 8.13 23.41 13.25 0.97
Trib, #1 2467.440 50 YR 210.00 983.99 987.09 987.09 988.18 0.020088 8.57 27.22 14.91 0.98
Trib. #1 2467.440 100 YR 250.00 983.99 987.46 987.46 968.56 0.017136 8.65 33.54 18.26 0.92

Trib, #1 2433.860 1 YR 15.00 983.12 983.86 983.76 983.95 0.015632 2.49 6.03 14.93 0.69
Trib. #1 2433.860 2YR 40.00 983.12 984.16 984.06 984.38 0.017688 3.74 10.69 15.52 0.79
Trib, #1 2433.660 10 YR
i 125.00 983.12 984.74 984.74 985.35 0.024281 6.25 20.00 16.63 1.00
Trib. #1 2433.860 25 YR 175.00 983.12 985.06 985.06 985.80 0.023019 6.90 25.36 17.24 1.00
Trib. #1 2433.860 60 YH 210.00 983.12 985.26 985.26 986.08 0.022539 7.29 28.80 17.62 1.01
Trib. #1 2433.860 100 YR 250.00 983.12 985.46 985.46 986.38 0.021927 7.71 32.43 18.06 1.01

Trib. #1 2399.910_ 1 YR _ 15.00 982.44 983.00 983.00 983.19 0.034814 3.48 4.31 11.55 1.00
Trib. #1 2399.910 2YR 40.00 982.44 983.33 983.33 983.58 0.033186 4.00 10.00 20.94 1.02
Trib. #1 23_99.910 10"YR 125.00 982.44 983.88 983.88 984.39 0.025894 5.75 21.84 22.38 1.00
Trib: #1 2399.910 25 YR 175.00 982.44 984.14 984.14 984.77 0.023906 6.39 27.83 23.50 1.00
Trib. #1 2399.910 50 YR 210.00 982.44 984.32 984.32 985.01 0.022577 6.72 31.97 24.25 0.99
Trib. #1 2399.910 100 YR 250.00 982.44 984.49 984.49 985.27 0.021970 7.12 36.24 25.00 0.99

Trib. #1 2323.570 1 YR 15.00 979.96 980.75 980.86 0.012932 2.76 5.43 9.84 0.66
Trib. #1 2323.570 2YR 40.00 979.96 981.21 981.44 0.013561 3.66 10.36 11.56 0.72
Trib. #1 2323.570 10 YR 125.00 979.96 981.93 981.83 982.42 0.019134 5.63 22.20 18.27 0.90
Trib. #1 2323.570 25 YR 175.00 979.96 982.19 982.12 982.84 0.020031 6.48 27.06 18.92 0.94
Trib. #1 2323.570 50 YR 210.00 979.96 982.41 982.31 983.11 0.018385 6.76 31.28 19.47 0.92
Trib.#1 2323.570 100YR 250.00 979.96 982.55 982.51 983.40 0.019820 7.38 34.20 19.84 0.97

Trib. #i 2289.760 1 YR 15.00 979.05 979.92 979.92 980.20 0.032019 4.25 3.53 6.41 1.01
Trib. #1 2289,780 2YR 40.00 979.05 980.51 980.51 980.79 0.029059 4.20 9.53 16.75 OR
HEC-RAS Plan, existinn frnntinuedl
L
C
L
L
N
0
` Reach River Sta Profile 0 Total Min Ch EI W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Fronde # Chi
_ (Cfs) (ft) (?) tft) (ft) (ft'h) (tvs) (sq ft) (ft)
Trib. #1 2289.780 10 YR 125.00 979.05 981.20 981.14 981.72 0.021973 5.82 21.48 18.28 0.95
Trib.#1 2289.780 25YR 175.00 979.05 981.50 981.44 982.15 0.020805 6.43 27.23 18.98 0.95
Trib.#1 2289.780 50YR 210.00 979.05 981.63 981.63 982.41 0.023204 7.09 29.61 19.33 1.01
T6b. #1 2289.780 100 YR 250.00 979.05 981.84 981.84 982.69 0.021673 7.41 33.92 21.45 0.99

Trib. #1 2248.520 1 YR 15.00 977.45 978.55 978.72 0.012044 3.29 4.56 5.36 0.63
TO. #1 2248.520 2YR 40.00 977.45 979.09 978.92 979.51 0.019497 5.19 7.73 7.10 0.82
Trib, #1
` 2248.520 10 YR 125.00 977.45 980.21 980.21 980.88 0.018380 6.98 23.06 20.22 0.87
Trib. #1 2248.520_ 25 YR 175.00 977.45 980.59 980.59 981.35 0.017514 7.65 31.61 24.69 0.87
Trib. #1 22413.52_0 50 YR 210.00 977.45 980.91 980.91 981.63 0.014920 7.66 40.07 29.12 0.82
Trib. #1 2248,520 100 YR 250.00 977.45 981.10 981.10 981.88 0.015263 8.12 45.93 30.52 0.84

Trib. #1 2203.350 1 YR 15.00 976.67 977.63 977.63 977.86 0.035191 3.80 3.94 9.02 1.01
Trib, 2_203,350_ 2YR 40.00 976.67 976.03 978.03 978.41 0.030544 4.91 8.15 11.23 1.02
Trib. #1 2203.350 10 YR 125.00 976.67 978.88 978.88 979.57 0.025873 6.66 18.78 13.93 1.01
Trib. #1 2203.350 25 YR 175.00 976.67 979.24 979.24 980.07 0.023984 7.29 24.08 15.14 1.00
Trib. #1 2203.350 50 YR 210.00 976.67 979.46 979.46 980.39 0.023421 7.74 27.38 15.87 1.00
Trib, #1 2203.350 100 YR 250.00 976.67 979.70 979.70 980.72 0.022531 8.15 31.27 16.68 0.99

Trib. 0 2153.040
` 1 YR 15.00 975.30 975.81 975.78 975.93 0.025874 277 5.41 17.08 0.87
Trib. #1 2153.040 2YR 40.00 975.30 976.05 976.05 976.31 0.030278 4.06 9.84 19.63 1.01
Trib. #1 2153.040 10 YR 125.00 975.30 976.86 977.19 0.012010 4.58 27.65 24.31 0.73
Trib. #1 2153.040 _ 25 YR 175.00 975.30 977.32 977.63 0.008084 4.56 41.41 34.32 0.63
Trib. #1 2153.040 50 YR 210.00 975.30 977.63 977.92 0.006174 4.47 53.39 42.28 0.56
Trib. #1 2153.040 100YR 250.00 975.30 977.94 978.23 0.004969 4.43 66.94 43.97 0.52

TO. #1 2113.870 1 YR 15.00 974.19 974.75 974.71 974.91 0.025658 3.27 4.59 10.87 0.89
Trib. #1 - 2113.870 2YR 40.00 974.19 975.29 975.50 0.012630 3.71 10.79 12.00 0.69
Trib #1 2_113.870_ 10 YR_ 125.00 974.19 976.30 976.72 0.011190 5.21 24.01 14.05 0.70
Trib, #1 2113.870 25 YR 175.00 974.19 976.69 977.24 0.011436 5.94 29.54 14.58 0.73
Trib. #i 2113.870 50 YR 210.00 974.19 976.96 977.58 0.010875 6.29 33.61 15.07 0.72
Trib. #1 _ 2113.870 100 YR 250.00 974.19 977.13 977.89 0.012297 7.00 36.11 15.37 0.78

Trib. 01 2060,230 1 YR s 15.00 972.61 973.77 973.59 973.97 0.015972 3.59 4.17 5.40 0.72
Trib, #1 2066.23_0_ 2YR 40.00 972.61 974.38 974.27 974.74 0.020111 4.80 8.38 9.27 0.85
Trlb._#1 2066.230 10 YR 125.00 972.61 975.35 975.29 976.04 0.017608 6.86 20.99 15.85 0.88
Trib. #1 2066.230 25YR 175.00 972.61 975.78 975.73 976.57 0.016069 7.51 28.23 18.11 0.87
Trib. #1 2066.230 50 YR 210.00 972.61 976.09 976.09 976.95 0.014890 7.87 35.07 25.86 0.86
Trib: #1 2060.230 100 YR 250.00 972.61 976.37 975.92 977.25 0.013922 8.14 42.74 29.95 0.84

Trib. 01 2026.680 1 YR 15.00 972.16 972.82 972.82 973.09 0.031830 4.20 3.57 6.61 1.01
Trib. #1 2026.680 2YR 40.00 972.16 973.34 973.34 973.80 0.027842 5.45 7.33 7.99 1.00
Trib. #1 - 2026.680 10 YR 125.00 972.16 974.39 974.39 975.20 0.024725 7.22 17.30 10.84 1.01
Trib. #1 2026.680
v 25 YR 175.00 972.16 974.84 974.84 975.79 0.023865 7.80 22.43 12.05 1.01
Trib, #1 - 2026.G80 50 YR 210.00 972.16 975.12 975.12 976.14 0.023378 8.12 25.85 12.79 1.01
Trib. #1 2026.680 100 YR 250.00 972.16 975.36 975.36 976.51 0.023932 8.61 29.05 13.54 1.03

Trib. #1 1975.530 1 YR 15.00 969.46 970.70 970.83 0.009011 2.86 5.24 6.29 0.55
Trib. #1 1975.530 2YR 40.00 969.46 971.33 971.61 7.26 0.65
Trib. #1 1975,530 10 YR 125.00 969.46 972.17 972.17 973.09 0.026633 7.74 6.85 1.01
Trib. #1 1975.530 25 YR 175.00 969.46 972.88 972.88 973.70 20.46 0.86
Trib. #1 1975.530 50 YR 210.00 969.46 973.14 973.14 974.01 = M 23.72 0.84
Trib. #1 1975.530 100 YR 250.00 969.46 973.43 973.43 974.31 27.98 0.82

Trib._#1 1934.840 1 YR 15.00 969.07 969.92 969.92 970.19 0.031475 4.17 3.550 6.79 1.01
Trib. #1 1934.840 2YR 40.00 969.07 970.42 970.42 970.90 0.027623 5.54 7.22 7.70 1.01
Trib. #1 1934.840 10 YR 125.00 969.07 971.49 971.49 971.99 0.015101 6.20 28.00 27.39 0.81
Trib. #1 1934.840 25 YR 175.00 969.07 971.75 971.75 972.36 0.016492 7.06 35.23 28.40 0.86
Trib. #1 1934.640 50 YR - 210.00 969.07 971.91 971.91 972.59 0.017397 7.60 39.62 28.98 0.90
Trib. #1 1934.840 100 YR 250.00 969.07 972.10 972.10 972.84 0.017270 8.00 45.22 29.71 0.91

Trib. #2 559.970 1 YR . 25.00 983.34 984.51 984.33 984.72 0.014536 3.67 6.80 8.57 0.73
Trib. #2 . 559.970 2YR 30.00 983.34 984.59 984.43 984.84 0.015191 3.98 7.55 8.91 0.75
Trib. #2 559.970 10 YR 95.00 983.34 985.29 985.29 986.00 0.020679 6.85 14.68 11.60 0.97
Trib. #2 559.970 25 YR 135.00 983.34 985.70 985.70 986.55 0.018186 7.52 19.92 13.83 0.94
u
HEC-RAS Plan: existing (Continued)
i }
Reach River Sta Profile 0 Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Fro Ode # Chl
(cfs) (it) (ft) (ft) (ft) (fvh (fvs) (sq ft) (fl) '
Trib. #2 559.970 50 YR 165.00 983.34 985.97 985.97 986.91 0.017168 7.95 23.85 15.58 0.94
Trib. #2 559.970 100 YR 200.00 983.34 986.36 986.36 987.27 0.013930 7.97 31.56 25.53 0.87

Trib. #2 493,790 1 YR 25.00 981.97 983.09 98109 983.41 0.027738 4.58 5.61 9.79 0.98
Trib: 02 493.790
-
- 2YR 30.00 981,97 983.18 983.18 983.53 0.026141 4.79 6.56 10.61 0.97
Trib. #2 493790 10 YR 95.00 981.97 984.00 984.00 984.56 0.019867 6.34 18.21 17.89 0.93
Trib, 92 493.790 25 YR 135.00 981.97 984.31 984.31 984.99 0.019929 7.09 24.29 21.46 0.96
Trib, 42 493.790 50 YR 165.00 981.97 984.48 984.48 985.27 0.020868 7.73 28.20 24.25 0.99
Trib, 02 493.790 100 YR 200.00 981.97 985.00 985.00 985.57 0.011877 6.85 46.75 47.05 0.78

Trio. #2 404.640 1 YR 25.00 979.02 980.35 980.35 980.75 0.028219 5.11 4.96 6.73 0.99
Trib, #2 404.640 2YR 30.00 979.02 980.46 980.46 980.90 0.026737 5.35 5.76 7.29 0.98
Trib. 02 404.640 10 YR 95.00 979.02 981.50 981.50 982.19 0.020454 6.99 15.90 12.35 0.93
Trib, 4t2 404.640 25 YR 135.00 979.02 981.90 981.90 982.71 0.020192 7.66 21.26 13.94 0.94
Trite. #2 404.640 50 YR 165.00 979.02 982.18 982.18 983.04 0.019405 7.99 25.71 18.88 0.93
1rib. 02 404.640 100YR 200.00 979.02 982.50 982.50 983.37 0.016956 8.18 32.69 24.93 0.89

Tr6, 42_? 355.070 1 YR 25.00 977.69 978.84 978.84 979.20 0.028771 4.77 5.27 7.84 1.01
Trib: #2 355.070 2YR 30.00 977.69 978.94 978.94 979.33 0.027653 5.02 6.02 8.13 1.01
116, #2 355,070 10 YR 95.00 977.69 979.84 979.84 980.55 0.022121 6.82 14.55 10.82 0.99
Trib.#2 355.070 25YR 135.00 977.69 980.22 980.22 981.09 0.020770 7.56 18.94 12.02 0.99
Trib. 92 355.070 50 YR 165.00 977.69 960.49 980.49 981.45 0.019487 8.02 22.18 12.85 0.99
Trib, 42 355.070 100 YR 200.00 977.69 980.77 980.77 981.84 0.018316 8.47 25.95 13.75 0.98

Trib. 112 311650 1 YR 25.00 976.55 977.50 977.50 977.86 0.029256 4.82 5.18 7.30 1.01
Trlb, 02
- 311.850
----- 2YR
-- 30.00 976.55 977.60 977.60 978.00 0.028506 5.06 5.93 7.56 1.01
Trlb, #2-
- _---- 311.850

---- 10 YR

-- 95.00 976.55 978.53 978.53 979.24 0.024562 6.76
14.05
9.98
1.00
Trib. 42
1 311.850 25 YR 135.00 976.55 978.94 978.94 979.78 0.023684 7.36 18.35 11.04 1.01
412
Irib. 311,850 50 YR _ 165.00 976.55 979.20 979.20 980.13 0.023297 7.72 21.36 11.74 1.01
Trib. 442 311.850 100 YR u 200.00 976.55 979.49 979.49 980.50 0.022737 8.06 24.81 12.48 1.01
`
Trib. 112 255.180 1 YR 25.00 974.20 975.52 975.35 975.78 0.016353 4.06 6.15 7.00 0.76
Trib, #2 255.180 2YR 30.00 974.20 975.64 975.47 975.93 0.016277 4.28 7.01 7.28 0.77
Trib. ll2
V 255,180 10 YR 95.00 974.20 976.58 976.45 977.21 0.020167 6.39 14.87 9.49 0.90
Trib, 92 255.180
- - 25 YR 135.00 974.20 976.94 976.88 977.77 0.022536 7.31 18.47 10.35 0.96
Irib_42 255.160 50 YR 165.00 974.20 977.17 977.17 978.14 0.024296 7.92 20.84 10.88 1.01
Trib. 02 255160 100 YR 200.00 974.20 977.46 977.46 978.53 0.023883 8.27 24.18 11.58 1.01

Trib. #2 187.680 1 YR_ 25.00 973.35 974.17 974.12 974.45 0.024008 4.27 5.85 8.64 0.92
Trib. 42 187.680 2 YR 30.00 973.35 974.24 974.21 974.57 0.025184 4.62 6.50 8.83 0.95
1 rib, #2 187.680 10 YR 95.00 973.35 975.05 975.05 975.72 0.024432 6.57 14.47 10.92 1.01
Trio. #2 187.680 25 YR 135.00 973.35 975.41 975.41 976.23 0.022993 7.26 18.66 11.89 1.01
Trib. #2 187.680 50 YR 165.00 973.35 975.65 915.65 976.58 0.021645 7.72 21.57 12.51 1.00
Trib. #2 187.680 100 YR 200.00 973.35 975.91 975.91 976.95 0.020423 8.18 24.93 13.20 0.99

Trib. #2 127.400 1 Y_R 25.00 971.50 972.59 972.59 972.90 0.027596 4.56 5.71 9.70 1.00
Trib, 42 127.400 2YR 30.00 971.50 972.67 972.67 973.02 0.026092 4.81 6.56 10.35 0.99
Trib. 92 127.400_ 10 YR 95.00 971.50 973.49 973.49 974.10 0.018009 6.60 17.64 16.63 0.93
Trib, #2 127.400 _ 25 YR 135.00 971.50 973.85 973.85 974.57 0.016687 7.29 24.05 19.41 0.93
Trib._42 127.400 50 YR_ 165.00 971.50 974.08 974.08 974.86 0.015983 7.70 28.83 21.45 0.93
Trib. #2 127.400 100 YR 200.00 971.50 974.33 974.33 975.17 0.015280 8.10 34.41 23.60 0.92
- -
Trib.
#2 16.510 1 YR _ 25.00 967.98 969.25 969.25 969.64 0.029753 5.02 4.98 6.50 1.01
Trib. #2 16.510 2 YR 30.00 967.98 969.36 969.36 969.79 0.029253 5.23 5.73 6.88 1.01
Trib. 42 16.510 10 YR 95.00 967.98 970.34 970.34 971.04 0.025862 6.73 14.11 10.25 1.01
Trib. #2 16.510 25 YR 135.00 967.98 970.75 970.75 971.57 0.024766 7.24 18.65 11.68 1.01
Trib. 02 16.510 50 YR 165.00 967.98 971.02 971.02 971.90 0.024127 7.54 21.89 12.60 1.01
Trib. #2 16.510 100 YR 200.00 967.98 971.28 971.28 972.25 0.023280 7.91 25.34 14.15 1.00

Main Stem 1830.060 1 YR 35.00 966.61 968.30 968.49 0.011903 3.51 9.98 11.48 0.66
Main Stem 1830.060 2YR 65.00 966.61 968.64 968.96 0.015397 4.54 14.33 13.57 0.78
Main Stem 1830.060 10 YR 210.00 966.61 969.57 969.57 970.35 0.022941 7.23 29.04 18.27 1.01
Main Stem 1830.060 25 YH 300.00 966.61 970.04 970.04 971.00 0.020201 7.91 39.87 23.99 0.98
Main Stem 1630.060 50 YR 365.00 966.61 970.36 970.36 971.39 0.017716 8.19 47.64 29.76 0.94
Main Stem 1830.060 100 YR 430.00 966.61 970.68 970.68 971.72 0.015541 8.34 57.93 35.37 0.90
HEC-RAS Plan: existing (Continued)
r?
I )
I
Reach RNer Sta Profile 0 Total Min Ch El W.S. Elev Crd W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Fronde # Chl
(cfs) (ft) (h (ft) (ft) (fvtt) (fvs) (sq ft) (ft)

Main Stem 1785.020 1 YR 35.00 966.32 967.40 967.40 967.69 0.028728 4.32 8.14 15.01 1.00
Maln Stem 1785.020 2 YR 65.00 966.32 967.70 967.70 968.10 0.024252 5.12 13.21 18.85 0.96
Main Stem 1785.020 1D YR 210.00 966.32 966.82 969.36 0.011893 6.29 43.40 36.77 0.79
Maln Stem 1785.020 25 YR 300.00 966.32 969.21 969.86 0.011660 7.04 59.37 43.94 0.81
P.1aln Stem 178_5.020 50 YR 365.00 966.32 969.46 970.16 0.011337 7.42 70.90 47.81 0.81
Main Stem 1785.020 100 YR 430.00 966.32 969.69 970.43 0.010987 7.74 82.48 51.47 0.81
-
Main Stem 1718.710 1 YR _ 35.00 964.12 965.56 965.38 965.86 0.016431 4.39 7.96 7.73 0.76
f.1ain Stem_ 1718.710 2 YR 65.00 964.12 968.06 965.83 966.52 0.016900 5.41 12.01 8.22 0.79
l101 Stem 1718.710 10 YR 210.00 964.12 967.66 967.66 968.46 0.014880 7.45 35.77 29.02 0.77
'k,J0 Stern
_ 1718.710 25 YR_ 300.00 964.12 968.23 968.23 969.01 0.013511 7.81 54.45 38.47 0.75
Main Stem 1718.710 50 YR_ 365.00 964.12 968.50 968.50 969.32 0.013454 6.21 65.72 42.97 0.75
Ma'n Stem 1718,710 100 YR 430.00 964.12 968.73 968.73 969.60 0.013781 8.64 75.64 46.27 0.77
?
Main Stem_ 16_01:480 1 YR 35.00 962.02 963.15 963.12 963.52 0.024627 4.83 7.24 8.95 0.95
Main Slcm _ 1601.480 2.,Y R _ 65.00 962.02 963.54 963.54 964.09 0.025775 5.93 10.96 10.16 1.01
Main Slcm 1601.400 10 YR 210.00 962.02 964.84 964.84 965.80 0.022407 7.85 26.74 14.19 1.01
rdaln Stem
___..._- 1601.480
_.____.__-_.- 25 YR 300.00 962.02 965.38 965.38 966.54 0.019653 8.65 35.34 17.54 0.98
Main Stcm 1601.480 50 YR _ 365.00 962.02 965.76 965.76 967.01 0.017703 9.04 42.32 19.89 0.96
Main Stem 1601.480 100 YR 430.00 962.02 966.10 966.10 967.44 0.016228 9.36 49.81 23.85 0.93

Main Stem - 1555.700 1 YR
? 35.00 961.18 961.95 961.95 962.30 0.028618 4.71 7.44 10.86 1.00
Main Stern 1555.700 2 YR 65.00 961.18 962.31 962.31 962.81 0.026246 5.68 11.45 11.59 1.01
Mt:in Stern 1655.700 10 YR 210.00 961.18 963.51 963.51 964.45 0.022500 7.76 27.06 14.69 1.01
Main Stcm 1655.700 25 YR 300.00 961.18 964.04 964.04 965.18 0.020475 8.56 35.54 17.05 0.99
Main Stern 1555.700 50 YR
--_ 365.00 961.18 964.38 964.38 965.64 0.019236 9.05 41.55 18.58 0.98
lklin Stdm 1655.700 100 YR 430.00 961.18 964.71 964.71 966.07 0.017968 9.44 47.80 20.03 0.96

f in St vin 1516 740 1 YR 35.00 959.15 960.49 960.49 960.95 0.027625 5.44 6.45 7.35 1.01
Main t rn 1516 740 2 YR 65.00 959.15 961.00 961.00 961.61 0.021347 6.34 10.94 11.03 0.95
Main stern 1616.740 10 YR 210.00 959.15 962.42 962.42 963.43 0.015682 8.70 31.70 17.71 0.91
Mail Stern 1516.740 25 YR 300.00 959.15 963.02 963.02 964.20 0.014908 9.65 43.08 20.29 0.92
Maul Stein 1510.740 50 YR_ 365.00 959.15 963.36 963.36 964.70 0.015100 10.36 50.42 22.28 0.94
Main Stem 1516.740 100 YR 430.00 959.15 963.75 963.75 965.14 0.014102 10.69 59.66 24.86 0.93
-
-
Maln Stem _ 1463.580 1Y R 35.00 959.24 960.34 960.44 0.005624 2.50 13.98 15.84 0.47
Main Stem 1463.580 2 YR 65.00 959.24 960.87 960.99 0.004466 2.86 22.73 17.52 0.44
Main Stem 1433.580 10 YR_ 210.00 959.24 962.26 962.54 0.004072 4.25 50.75 22.83 0.47
Main Stem_ 1483.580 25 YR 300.00 959.24 962.85 963.22 0.004067 4.88 64.90 25.20 0.49
M_aln Stem 1483.580 50 YR 365.00 959.24 963.21 963.64 0.004139 5.29 74.31 28.83 0.50
Main Stem 1483.580 100 YR 430.00 959.24 963.51 964.00 0.004296 5.69 83.35 31.64 0.51

Main Stem 1445.660 1 Y_R 35.00 958.29 959.84 959.62 960.11 0.013002 4.25 8.89 10.97 0.70
Main Stem _ 1445.660 2 YR 65.00 958.29 960.20 960.12 960.66 0.017060 5.67 13.51 14.72 0.83
Main Stem 1445.660 10 YR 210.00 958.29 961.34 961.34 962.20 0.017342 8.35 34.56 21.17 0.92
Main Stem 1445.660 25 YR 300.00 958.29 961.84 961.84 962.87 0.017081 9.34 45.81 23.48 0.94
Main Stem__ 1445.660 50 YR 365.00 958.29 962.19 962.19 963.29 0.016318 9.80 54.79 28.49 0.93
Maln Stem 1445.660 100 YH 430.00 958.29 962.52 962.52 963.65 0.015346 10.11 64.97 33.33 0.92

Main Stem 1 YR 35.00 957.29 958.56 958.56 958.90 0.028955 4.69 7.47 11.46 1.02
Main Stem_ 2 YR 65.00 957.29 958.93 958.90 959.40 0.022749 5.52 12.00 12.94 0.97
Main Stem A 10 YR 210.00 957.29 960.10 960.10 961.02 0.016742 7.90 29.95 18.50 0.94
Main Stem 25 YR 300.00 957.29 960.70 960.70 961.76 0.014328 8.59 43.48 27.86 0.91
Main Stem 1381.O30 50 YR 365.00 957.29 961.19 961.19 962.17 0.011180 8.45 60.55 41.84 0.82
Main Stem 100 YR 430.00 957.29 961.51 961.51 962.48 0.010226 8.61 75.51 50.13 0.80

Main Stem 1309.170 1 YR 35.00 955.51 957.70 957.84 0.005806 3.20 12.75 12.08 0.45
Main Stem 1309.170 2 YR 65.00 955.51 958.15 958.41 0.008307 4.35 18.80 16.82 0.56
Main Stem 1309.170 10 YR 210.00 955.51 959.28 959.74 0.010897 6.52 54.67 48.90 0.68
Main Stem 1309.170 25 YR 300.00 955.51 959.57 960.16 0.013366 7.69 70.09 58.23 0.76
Main Stem 1309.170 50 YR 365.00 955.51 959.72 960.41 0.015100 8.44 79.74 63.29 0.81
Main Stem 1309.170 100 YR 430.00 955.51 959.84 960.64 0.017239 9.23 87.41 67.03 0.87

Main Stem 1228.510 1 YR 35.00 954.86 957.02 956.58 957.24 0.009859 3.76 10.39 21.03 0.58

NEC-RAS Plan: existing (Continued)
0 )

Reach River Sla Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chill Flow Area Top Width Fro ude # Chi
(cfs) (ft) (ft) (ft) (ft) (fvft) - (ft's) (sq ft) (ft)
Main Stem 1228.510 2 YR 65.00 954.86 957.45 957.26 957.70 0.009154 4.36 21.22 26.75 0.59
Main Stern 1228.510 10 YR 210.00 954.86 958.60 958.93 0.008472 5.90 73.55 83.08 0.61
Main Stem 1228.510 25 YR 300.00 954.86 958.93 959.25 0.008123 6.21 103.53 96.89 0.61
Main Stem 1228.510 50 YR 365.00 954.86 959.14 959.44 0.007784 6.34 124.37 104.09 0.61
Main Stem 1228.510 100 YR 430.00 954.86 959.37 959.65 0.006862 6.23 149.71 111.63 0.57

Main Stem 1087.880 1 YR 35.00 953.42 954.68 954.67 955.07 0.027028 4.98 7.03 8.85 0.98
Main Stem 1087.660. 2 YR 65.00 953.42 955.11 955.11 955.63 0.026547 5.78 11.24 11.05 1.01
Main Stern 1067.860_ 10 YR 210.00 953.42 956.35 956.35 957.15 0.019665 7.18 30.45 25.44 0.95
Main Stem 1087.880 25 YR 300.00 953.42 956.91 956.91 957.71 0.014335 7.37 49.69 43.30 0.85
Main Stem 1087.830 50 YR 365.00 953.42 957.22 957.22 958.02 0.012720 7.54 64.56 53.16 0.62
fAaln Stem 1087.680 100 YR 430.00 953.42 957.40 957.40 958.28 0.013251 8.05 74.71 58.87 0.84

Ma InStom 945.130 1 YR 35.00 949.08 950.58 950.58 950.89 0.031404 4.49 7.79 13.04 1.02
Main Shtm 945.130 2 YR 65.00 949.08 950.92 950.92 951.33 0.028253 5.13 12.67 15.74 1.01
lk"in Stom 945.130 10 YR 210.00 949.08 951.68 951.88 952.50 0.024825 6.35 33.30 28.73 1.02
M_aln Stem 945.130 25 YR 300.00 949.08 952.23 952.23 952.99 0.021524 7.00 43.64 30.23 0.99
Main Stem 945.130 50 YR 365.00 949.08 952.44 952.44 953.30 0.020836 7.49 50.03 31.12 0.99
Mahn Stem 945130 100 YR 430.00 949.08 952.65 952.65 953.60 0.019629 7.84 56.77 32.03 0.98
-
Main Stem 901.450 1 YR 35.00 947.02 948.02 948.02 948.39 0.027818 4.88 7.19 10.56 1.00
tdaln Stem 901.450 2 YR 65.00 947.02 948.41 948.41 948.90 0.022658 5.67 12.26 13.96 0.96
Main Sham 901.450 10 YR 210.00 947.02 949.40 949.40 950.51 0.023388 8.87 28.22 18.55 1.09
Ma41 Stem 901.450 25 YR 300.00 947.02 950.26 950.26 951.07 0.011826 7.96 54.67 34.66 0.82
Main Stam 901.450 50 YR 365.00 947.02 950.51 950.51 951.40 0.012202 8.53 63.27 35.42 0.84
Maln Slim 901.450 100 YR 430.00 947.02 950.73 950.73 951.71 0.012504 9.04 71.29 36.11 0.86

Main Sh^rrt
i 8 _5G._430 1 YR 35.00 944.90 946.19 946.51 0.019029 4.58 7.64 8.39 0.85
1,1;,In Stern 856.430 2 YR 65.00 944.90 946.56 946.56 947.08 0.025133 5.78 11.25 10.78 1.00
Main ;tarn 8!,6.430 10 YR 210.00 944.90 947.75 947.75 948.65 0.019394 7.65 28.44 17.31 0.97
tdain Sirtn 356.430 25 YR 300.00 944.90 948.27 948.27 949.37 0.017472 8.50 38.03 21.06 0.96
Magi Stem_ _ 8_56.430 50 YR 365.00 944.90 948.69 948.69 949.80 0.014670 8.66 47.92 26.12 0.90
Mohn Stem 856.430 100 YR 430.00 944.90 948.97 948.97 950.18 0.014181 9.08 55.62 27.34 0.90

Main Stem 796.660 1 YR 45.00 943.69 945.25 945.51 0.014874 4.10 10.98 12.40 0.76
Main Stem 795.680 2 YR 85.00 943.69 945.80 946.12 0.010997 4.53 19.80 19.01 0.70
Main Stc m 796.660 10 YR 280.00 943.69 947.10 947.72 0.009667 6.73 52.48 31.61 0.74
Main Stem 796.680 25 YR 400.00 943.69 947.45 948.34 0.011828 8.11 64.17 34.07 0.83
Main Stem _ 796.680 50 YR 480.00 943.69 947.71 948.71 0.012237 8.72 73.18 36.17 0.86
Mnin Stem 796.680 100 YR 575.00 943.69 948.02 949.12 0.012172 9.25 84.58 38.13 0.87
-
-
--
Main Stem_ 705
_
.300 1
YYR 45.00 942.03 943.64 944.01 0.017710 4.90 9.18 7.94 0.80
Mahn Stem_
i 705.300,__1 2 YR 85.00 942.03 944.12 944.07 944.75 0.020487 6.41 14.17 13.09 0.89
Main Stem 705.300_ 10 YR 280.00 942.03 945.61 946.54 0.017283 8.58 46.10 29.68 0.87
Main Stem 705.300 25 YR 400.00 942.03 946.36 947.21 0.012551 8.53 72.37 38.26 0.77
Main Stem 705.300 a 50 YR 480.00 942.03 946.92 947.63 0.009683 8.19 94.63 44.24 0.70
Main Stem 705.300 100 YR 575.00 942.03 947.37 948.06 0.008693 8.28 115.48 49.19 0.67

Main Stem 608.660 1 YR 45.00 940.79 942.72 942.68 0.007533 3.18 14.16 13.47 0.55
Main Stem_ 603.660 2 YR 85.00 940.79 943.24 943.47 0.007825 3.90 21.81 15.56 0.58
Main Stem 608 10 YR_ 280.00 940.79 944.41 945.12 0.011562 6.80 41.82 19.05 0.77
Main Stem 608.660 25 YR 400.00 940.79 944.76 944.59 945.86 0.014861 8.45 48.85 20.41 0.89
Main Stem 608.660 50 YR 480.00 940.79 944.93 944.93 946.33 0.017640 9.55 52.23 21.02 0.98
Main Stem 608.660 100 YR 575.00 940.79 945.33 945.33 946.85 0.016300 10.00 61.01 22.55 0.96

Main Stem . 541.090 1 YR 45.00 940.54 941.57 941,57 941.98 0.027382 5.11 8.81 11.01 1.01
Main Stem 541.090 2 YR 85.00 940.54 942.12 942.12 942.58 0.025427 5.41 15.72 17.04 0.99
Main Stem 541.090 10 YR 280.00 940.54 943.19 943.19 944.05 0.022142 7.46 37.53 22.21 1.01
Main Stem 541.090 25 YR 400.00 940.54 943.81 943.68 944.73 0.017095 7.70 52.01 25.18 0.92
Main Stem 0 50 YR 480.00 940.54 944.27 943.98 945.16 0.012816 7.58 65.27 32.24 0.82
Main Stem 0 100 YR 575.00 940.54 944.74 944.31 945.62 0.010382 7.60 81.87 39.03 0.76
V
Main Stem 469.780 1 YR 940.14 0.011998 3.79 11.88 12.18 0.68
Main Stem 0 2 YR 85.00 940.77 0.011566 4.64 18.30 0.69
Main Stem 0 10 YR 280.00 938.65 941.92 941.48 942.69 0.013052 7.04 39.76 15.73 0.78
I,
?I
HFr-RAS Plan- Priclinn (Cnntinn 11
e
Reach River Sta Profile 0 Total Min Ch El W.S. Elev Crit W.& E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width ' Froude N Chi

- cts) (ft) (ft) (ft) (ft) (ft/ft) (tvs) ?(s9 ft) (ft) ;.
Ma In Stem 469.780 25 YR 400.00 938.65 942.33 942.12 943.49 0.017204 8.62 46.40 16.46 0.90
Main Stem 469.780 50 YR 480.00 938.65 942.55 942.51 943.98 0.020021 9.59 50.04 16.85 0.98
Main Stem 469.780 100 YR 575.00 938.65 942.92 942.92 944.54 0.020528 10.19 56.43 17.51 1.00

h1aln Stem 360.890 1 YR 45.00 937.52 938.76 939.00 0.013742 3.95 11.40 12.58 0.73
Main Stem 380.890 2 YR 85.00 937.52 939.17 939.56 0.015968 5.02 16.93 14.44 0.62
Maln Stem 360.890 10 YR 280.00 937.52 940.29 940.29 941.23 0.020643 7.80 36.17 21.67 1.00
Main Stem 380.890 25 YR 400.00 937.52 940.86 940.86 941.95 0.016971 8.43 50.68 28.99 0.95
Main Stem 380.890 50 YR 480.00 937.52 941.21 941.21 942.35 0.015176 8.71 61.61 33.53 0.91
Main Slem 380.890 100 YR 575.00 937.52 941.56 941.56 942.77 0.014149 9.09 74.04 38.05 0.90

Maln Stem 329.740 1 YR 45.00 936.83 938.41 938.51 0.006095 2.54 17.73 20.68 0.48
Main Stem 329.740 2 YR 85.00 936.83 938.91 939.04 0.005384 2.92 29.11 24.93 0.48
Main Stem 329.740 10 YR 280.00 936.83 940.20 940.49 0.004787 4.39 69.69 38.62 0.50
Maln Sterner 329.740 25 YR 400.00 936.83 940.65 941.04 0.005431 5.17 88.34 46.13 0.54
Main Stem 329.740 50 YR 480.00 936.83 940.93 941.38 0.005564 5.54 102.45 53.40 0.55
Main Stem 329.740 100 YR 575.00 936.83 941.28 941.76 0.005389 5.80 122.42 60.46 0.55
-
-
-
Maln Sti1m 229.1
0 1 YR 45.00 935.84 937.49 937.70 0.011009 3.60 12.49 13.27 0.65
Main "'tern 229.150 2 YR 85.00 935.84 937.98 938.28 0.010981 4.35 19.52 15.47 0.68
Maim Stem^ 229.150 10 YR 280.00 935.84 939.20 939.72 0.013372 5.82 50.38 36.54 0.80
Main Stem _ 229.150 25 YR 400.00 935.84 939.80 940.33 0.009203 5.95 73.72 41.12 0.70
Main Stem 229.150 50 YR_ 480.00 935.84 940.21 940.73 0.007306 5.93 91.31 44.48 0.64
Main Stem 229.150 100YR 575.00 935.84 940.68 941.19 0.005860 5.92 113.13 48.69 0.59

Main. tom 168.550 1 YR 45.00 934.94 936.87 937.05 0.010255 3.36 13.41 14.47 0.61
Maln Stern 168.550 - 2 YR 85.00 934.94 937.32 937.57 0.011973 4.07 21.19 20.75 0.69
Clain Stem
- 168.550 10 YR 280.00 934.94 938.87 939.14 0.005697 4.24 71.67 41.48 0.52
Maln Stem
- 168.550 25 YR 400.00 934.94 939.64 939.91 0.003875 4.27 106.48 49.46 0.45
PAahi Stam_ 168.550 50 YR_ 480.00 934.94 940.11 940.37 0.003247 4.29 130.82 54.32 0.42
Main :Stem 166.550 100YR 575.00 934.94 940.62 940.88 0.002784 4.34 159.59 59.06 0.40

Main Stem 131.051 1 YR 45.00 935.08 936.46 936.24 936.63 0.012135 3.26 13.82 18.41 0.66
Main Stem _ 131.051 2 YR 85.00 935.08 937.01 937.18 0.008059 3.37 25.20 23.33 0.57
Main Stem_ 131.051 10 Y_R_ 280.00 935.08 938.76 938.96 0.003148 3.60 80.49 36.25 0.40
M_aln Stem 131.051 25 YR 400.00 935.08 939.55 939.78 0.002466 3.84 110.52 39.41 0.38
Main Stem ' 131.051 50 YR _ 480.00 935.08 940.02 940.26 0.002229 4.00 129.44 41.28 0.37
Main Stem 131.051 100 YR 575.00 935.08 940.53 940.79 0.002054 4.18 150.80 43.28 0.36

Main Stem 17.660 1 YR 45.00 932.65 934.95 934.56 935.24 0.012005 4.31 10.44 7.98 0.66
Main Stem 17.660 2 YR 85.00 932.65 935.65 935.19 936.05 0.012008 5.08 16.74 9.98 0.69
Main Stem 17.660 10 YR 280.00 932.65 937.55 936.96 938.28 0.012006 6.86 40.79 15.39 0.74
Main Stem 17.660 25 YH
` 400.00 932.65 938.31 937.67 939.18 0.012006 7.51 53.28 17.56 0.76
Main Stem 17.660 50 YR 480.00 932.65 938.74 938.06 939.70 0.012006 7.84 61.23 18.94 0.77
Main Stem 17.660 100 YR 575.00 932.65 939.20 938.50 940.24 0.012004 8.18 70.30 20.45 0.78

HEC-RAS Plan: existing
e
Roech River Ste Profile 0 Total W.S. Elev Max Chl Dpih Hydr Doplh C Flow Area Ch W.P. Channel Hydr Rndi., C Tap 4V Chnl Val Chnl Shear Chan Powor Chan
(cfe (h (h (ft (e ft ft (fl) (ft) fta (Vag ft) (11018)
Trib, Nt 2693.440 1 YR 15.00 989.93 0.87 0.53 5.32 10.22 0,52 10.01 2.62 0.45 1.26
Trib 01 2693.440 2YR 40.00 990.54 1.48 0.94 12.70 14.01 0.91 13.58 3.15 0.46 1.46
Trio. N1 2693.440 1DYR 125.00 991.60 2.54 1.88 27.69 15.55 1.76 14.70 4.36 0.71 1.09
Trib. N1 2693.440 25 YR 175.00 992.02 2.96 2,24 33.92 16.16 2.10 15.14 4.89 0.B4 4.13
Trib. N1 2693440 50 YR 210.00 992.28 3.22 2.46 37.91 16.54 2.29 15.41 5.19 0.92 4.79
Trib, 41 2693 440 100 YR 25000 992.50 3.44 2.65 41.41 16.87 2.46 15.65 5.63 1.06 5,97

Trlb. N7 262G 470 1 YR 15.00 988.79 1.20 0.72 4.06 6.29 0.65 5.64 3.69 0.71 2.63
Trib. N1 2626.470 2YR 40.00 969.29 1.70 0.99 729 8.37 0.87 7.39 5.49 1.43 7.83
Trib. N1 20220.470 10 YR 125.00 090.39 2.80 1.37 18.66 15.25 1.22 13.01 6.70 1.90 12.72
Tdb. N1 2628.4_70 25YR 175.00 990.76 3.19 1.68 24.04 18.14 1.49 14.31 7.26 2.09 15.18
iriL. pf
, 2620.470 _ GO YR. 210.00 991.00 3.41 1.88 27.27 18.43 1.88 14.49 7.64 2.23 17.07
Tdb. Ni 2026.470 100 YR 250.00 991.33 3.74 2418 32.08 16.85 1.90 14.75 7.64 2.13 16.25
T
irlb. M 1 578 fi60 1 YR 15.00 987.84 0.94 0.36 4.37 12.05 0.30 11.36 3.44 0.75 2.58
Trlh. Mt _ v 0680 _ 2YR 40.00 987.97 1.27 0.61 8.85 15.48 0.57 14.57 4,52 1.11 5.03
Trib. Nt 2570.6F10 10 YR 125.00 989.23 2.53 . 1.79 28464 17.09 1.68 15.96 4.26 0.68 2.84
101, . 11 2570660 25 YH 175.00 989.77 3407 2.34 37.31 17.09 2.18 15.96 4.50 0.71 3.16
Tdb. N1 576660
-
-
-- 50 VR 210.00 990.10 3.40 2.66 42.52 17.09 2.49 15.96 4.69 0.73 3.44
T. N1
-LO- 2570
G6
0 00 YH 250.00 990.40 3.70 2.96 47.28 17.09 2.77 15.96 5.01 0081 4.05
d
TFlb. Yi
. _ 2536, 750 t YR 15.00 980.92 1411 0089 6.91 8454 0.81 7.74 2.17 0.23 0.50
Trib N7__ 2535.760 2YR 40.00 987.65 1.84 1434 13.31 11.18 1.19 9.92 300 0.39 1.16
TW N1 25;15 760 10 YR 125.00 988.95 3.14 2.11 28.79 15.60 1.85 1162 4.34 0470 3.02
Trib. Nt 2.r 15.750 25 YR 175.00 989448 3.67 2.53 36027 16442 2921 11.35 4.82 0.81 3.90
Trib If ',3 r, 7W 5o Yil 210.00 989480 3.99 2.84 40.83 18442 2.49 14.35 5.12 0.87 4.48
l tl'.. 11 ..315.750 iW YR 250.00 990.10 4929 3414 45.07 16442 2074 1435 5.45 0.96 5.23

Ti lb. NT 250.9.860 _ _ 1 YR 15.00 988.32 1406 0.65 3.23 5.88 0.55 4.96 4.64 1.19 5.51
Trite. N 1 _. __ 2503 8t+0 2YR 40.00 988.96 1.70 0.95 7.24 9.02 0.80 7.60 5.51 1.48 8.17
Tot ?. N7 2603860 10 YR 125.00 988.04 2.78 1.95 15.69 10.19 1.54 8905 7447 2.19 18.36
li; N7 4)3 ?67SU. 25YR 175.00 988.47 3921 2.33 19.21 10.66 1.80 8.24 8.28 2.55 21.12
idb. YT X1030110 :A YR 210.00 988.76 3.50 2.59 21.61 10.93 1.98 8.34 8.68 2.71 23.64
Trib. 11 :7513.1610 1WYR 250400 989.16 3.90 2.99 24.93 10.93 2.28 8.34 8.68 2.59 22.47

l rib, N_i _ 246_7 1 YR_ 15.00 864.74 0.75 0.57 3.49 6.58 0.53 6.18 4.30 1.03 4.43
I, I, N1 2467440 _ 2YR 40.00 98517 1.28 0.92 7.28 8064 0.84 7.92 5.49 1.44 7.93
iriti. Nt 24r,7.440 10 YH 125.00 986.34 2.35 1.81 18931 10.16 1.81 9.01 7.48 2.16 16.14
i Ih N1 417 440 25YR 175.00 988.81 2.82 2.18 20.71 10.84 1.91 9.50 8.13 2.41 19.58
Tnb.N1 467,446 _ SO YR 210.00 987.09 3.10 2.39 23.33 11.23 2.08 9.77 8.57 2.61 22.34
i@.. 2417440 100 YH 250900 987.46 3.47 2.73 27.06 11.42 2.37 8.91 8.65 2.54 21.82

Trib. N1 2423 MO IYR 15.00 983.86 0.74 0,40 6.03 15.36 0.39 14.93 2.49 0.38 0.95
I rib, it 242.3.846_ 2YR 40.00 984.16 1.04 0.69 10969 16.21 0.66 15.52 3.74 0.73 2.72
Trib. N1 24;,13.616 10YR 125.00 964.74 1.62 1.20 20.00 17.63 1.12 16.63 6.25 1.70 10963
T nh. Nt 24:13 tuA _ 25YR 175.00 985.06 1.94 1.47 25.36 18.71 1.36 17.24 6.90 1.95 13.44
Ti!b. N1 __ 24_730(:0 __ !AYR 210.00 985.26 2.14 1.63 28.80 19.26 1950 17.62 7.29 2.10 15.34
TiHr 1t 2433660__ 1D0 YR 250.00 985.46 2934 1.82 32.41 1952 . 1.66 17.80 7.71 227 17.53
v
Trib. 11 29'.79.910 1 YFT 15.00 983.00 0.56 0.37 4.31 12.15 0.36 11.55 3.48 0.77 2968
Trib. M1__ 23^9.910_ 2 YR _ 40400 983.33 0.89 0.48 10.00 2202 . 0.45 2094 , 4.00 0.94 3.76
Trib, N1 23'7'9,2,-10 10 YR 125.00 983988 144 1002 21.71 23.01 0.94 21,35 5.75 1.53 8.77
Trite. Nt_
.V- 2_3'79.910_ 25 YR 175.00 964.14 1.70 1.28 2729 23.28 1.17 21.40 6.39 1.75 11.17
T!Ib. N7 2399.810 60 YR 210.00 984.32 1.86 1445 31.00 23.45 1.32 21.43 6.72 1.86 12.52
Tdb. 0 1 _ 2399.010 100 YR 250.00 984.49 2.05 1.62 34.72 23.63 1.47 21.47 7.12 2.02 14.34

Trib. 01
? 2:123,570 1 YR 15.00 980.75 0.79 0.55 543 10.^28 0.53 9984 236 0.43 1.18
Trite. Ni
_
? 2323570 2. '-Y _ 40.00 981.21 1.25 0.90 10.36 12.28 0.84 11,56 3.86 0.71 2.76
Trib. $1 2323.570 10 YR 125.00 981.93 1.97 1922 22.20 19.35 1.15 18.16 5.63 1.37 7.72
Trib. N1 2323570 25YR 175.00 982.19 2.23 1.47 26.98 1969 . 1.37 18.41 6.48 1.71 11.11
TriL. N1 2323.57_0 _50YR 210.00 982.41 2.45 1.67 31.05 19.99 1.55 18.60 6.76 1.78 12.04
TriL. Ni 2323.57U_ 100 YR 250.00 982955 2.59 1.81 33.82
.
2019
1.68
18.73
7.38
2.07
15.29

l tib. M1 .289 7130 12 R 15.00 979.92 0.87 0.55 3.53 6.69 0.51 8.41 4.25 1.02 1.35
Trite. N1 2X9.760 2 YR 4100 900951 1.46 0.57 9.53 17.66 0.54 16.75 4.20 0.98 1.11
Trib. #i 2209 760 10 YR 125.00 981420 2.15 1.17 21.48 19.77 1.09 18.28 5.82 1.49 6.67
TrIL. at 220').700 25 YR 175.00 981.50 2.45 1 43 27923 20.73 1431 18.98 6.43 1.71 10.97
Trib. N1 2203.780 60 YR 210.00 98183 2.58 1954 29.61 21.10 1440 19.24 7.09 2.03 14.42
Trib, N1 2289.760 100 YR 250.00 981,84 2.79 1.74 3169 21.35 1.58 19937 7.41 2.14 15.84

Trib. 01 _ 2,48 520 1 YR - 15.00 978.55 1.10 0.85 4.56 6.30 0.72 5.36 3.29 0.54 1.79
Ub. 01 2240.520 2 YH 40.00 979,09 1.64 1.23 770 7.68 1.00 6.24 5919 1.22 6.33
Trib. N1 _ 2_248.520 10_YR 125.00 980.21 2.76 2.01 15.54 9.52 1.63 7.71 6.98 1.87 13.07
Trib. N 1?
? _
224_8 520 25 Y_R 175.00 980.59 3.14 2.40 18.47 9.52 1.94 7.71 7-65 2.12 18.22
Trib. N1 224_8.520 50 YR 210.00 980.91 3946 2.71 2088 . 9.52 2419 7471 7.66 2.04 15.64
Trib. N1 224852.0 100 YR 250.00 981.10 3.65 2490 22.39 9,52 2.35 7.71 6.12 2.24 18.19

Trib. At 2203.350 1 YR 15.00 977.63 0.96 0.45 3 94 9.77 0.40 9,02 3.80 0.89 3.37
Trib. qt 2203 350 2YR 40.00 878.03 1.36 0.73 8.15 12.30 0.66 11.23 4.91 1.25 8416
Tn6 , 41 2203.350 10 YR 125.00 978.88 2.21 1.35 18.78 15 98 1.18 13.93 6.1,6 1.90 12.64
Trib. 01 2203.350 25YR 175.00 979.24 2 57 1.66 24 00 16.83 1.43 14.44 729 2.14 15.56
Trib. N1 2203750 50 VR 210.00 979.46 2.79 1.87 27.08 17.04 1,59 14.46 7.74 2.32 17.98
Trib. N1 2203 350 100 YR 250.00 979.70 3.03 2.11 30 54 17.28 1977 14.49 8,15 _
2 .48 _
20.25
HEGRAS Plan: existing (Continued)
1

Reach River Sla NOW. 0 Total W S. Elev Max Chl Opth Hydr Dopth C Flow Area Ch W.P. Channol Hydt Radius C Top W Chnl Vel Chnl Shear Chan "Powst Chan
cfs h (fl) ((t ( h) (it) fl) (tt lVs) .(Ib,eq it) (lb/ft a

Tdb. N1 2153.040 1 YR 15.00 975.81 0.51 0.32 5.41 17.13 0.32 17.08 2.77 0.51 1.41
Tnb. N7 2153.040 2 Y'R 40.00 976.05 0.75 0.50 9.84 1975 . 0.50 1963 . 4 06 0.94 3.63
Trib. 01 2153.040 10 YR 125-OD 976.86 1.56 1.22 27.24 22.87 1.19 22.30 4 50 0.89 4.09
Ttlb. N1 2153.040 25 YR 175.00 977.32 2.02 1.64 37.54 23.53 1.60 22.87 4.56 0.80 3.67
Trib. N7 2153.040 50 YR 210.00 977.63 2.33 1.95 44.64 23.55 1.90 22.88 447 0.73 3.27
Trib. Nt 2153.040 100 YR 250.00 977.94 2.64 2.27 51.83 23.55 2.20 22.88 4.43 0.68 3.03

Tnb. N1 2113 870 1 YR__ _ 15.00 974.75 0.56 0.42 4.59 11.27 0.41 10.87 327 0.65 2.13
7 rib. N1 2113.670 2 YR _ 40.00 975.29 1.10 0.90 1079 12.88 0.84 1200 . 3.71 0.66 2.45
Tr1b. N1 2113.870 _ 10 YR 125.00 976.30 2.11 1.72 24.01 15,74 1.53 13.99 521 1.07 5.55
Tdh. N1 - 2113.870 25 YR 175.00 976.69 2.50 2.08 29.46 16.12 1.03 14.17 5 94 1.30 7.75
Tub. 91 2113.870 50 YR_ 210.00 978.96 2.77 2.35 33.35 10.12 2.07 14.17 629 1.40 8.84
f0b.N1 ? 2113.870. 100 YR 250.00 977.13 2.94 2.52 35.67 16.12 2.21 14.17 7.00 1.70 11.89

Tdh. N1 _ _ 2066250 I Y" _ 15.00 973.77 1.16 0.77 4.17 6.23 0.67 5.40 3 59 0.67 2.40
IdL. N1 2000.230
__ 2 YIT 40.00 974.38 1.77 0.99 8.33 9.57 0.87 8.37 4.80 1.09 5.25
loL. N1 _ 2(86230_
_ 10_YR 125.00 975.35 2.74 1.88 16.92 10.30 1.64 9.00 8.86 1.81 12,40
1 d1, N 1 20ti8.?30 25 YR 175.00 975.78 3.17 2.31 20.76 10.30 2.02 9.00 7.51 2.02 15.19
70h. Nt 2060`10 50 YH 210.00 976.09 348 2.62 23.58 10.30 2.29 9.00 7.87 2.13 16.76
Trib 111 _ 20(58.a'W 1DO YR 250.00 970.37 3.76 2.89 26.05 10.30 2.53 9.00 8.14 2.20 17.89

Tdb. N1
- 20268410 - 1 YR 15.00 972.82 0.66 0.54 3.57 7.09 0.50 6.61 420 1.00 4.20
lob
N 2026080 2YH 40.00 973.34 1.18 0.92 7.33 8.69 0.83 7.99 545 1.43 7.82
N1 2026680 10 YR_ 125.00 974.39 2.23 1.60 17.30 12.58 1.38 10.84 7.22 2.12 15.33
20260100 25YR - 175.00 974.84 2.68 1.86 22.43 14.15 1.59 12.05 7.80 2.36 18.43
crib. N1 20LOCd10 50 YH 210.00 975.12 2.96 2.02 25,85 15.11 1.71 12.79 8.12 2.50 20.29
iriL. N1_ 2020.6110 100 YR 250.00 975.36 3,20 2.18 29.04 15.84 1.63 13.33 861 2.74 23.58

Tdb N1 1975fwi0 1 YR__ _ 15.00 970.70 1.24 0.83 5.24 7.17 0.73 6.29 2.86 0.41 1.18
Tnh 41 1975 630 2 YH 40.00 971.33 1.87 1.31 9.53 8.83 1.08 7.26 4.20 0.78 316
IIiL N1 1675.5,0 10 YR 125.00 972.17 2.71 1.83 16.15 11.20 1.44 8.85 7.74 2.40 18.56
Nil, 4t
? 1975530 25YR 175.00 972.88 3.42 2.33 22.83 12.46 1.83 9.81 7.41 2.03 15.07
Lih. 41
_ 14705[00 _ !A Y_R 210.00 973.14 3.68 2.58 25,47 12.56 2.03 9.83 7.69 2.12 18.28
Ilib N1 _
1975?F?110 100 YH 250.00 973.43 3.97 2.87 28.34 12.56 2.26 9.89 7.88 2.14 16.88

71i1+, N1 1034.&t0 1 YR 15.00 969.92 0.85 0.53 3.59 7.13 0.50 6.79 4.17 0.99 4.14
!ib_N1_ 15.+:64_&10 2YR _ 40.00 970.42 1.35 0.94 7.22 8.46 0.85 7.70 5.54 1.47 8.13
Th
n N1__.
tOad.640_
_
10YR
125.00
971.49
2.42
1.83
16.23
10.25
1.58
8.89
6.20
1.49
9.25
1146 N1 _
19(64 IL10 25 YH 175.00 971.75 2.68 2.08 18.54 10.30 1.80 8.92 7.06 1.85 13.08
l uh NI 19.14 M0 '.AYR _ 210.00 971.91 2.84 2.23 1991 . 10.30 1.93 8.92 7.60 2.10 15.95
T rib. N1„__ 1414!540 100 YR i` 250.00 972.10 3.03 2.42 21.61 10.30 2.10 8.92 800 2026 18.09

N2 559.070 1 YR __ __ 25.00 984.51 1.17 0.79 8.80 9.15 0.74 8.57 367 0.67 2.48
Tdb. 12 559.P70 _
2 YR 30.00 984.59 1.25 0.87 7.54 9.32 0.81 8.71 3 90 0.77 3.05
TrIL. N2 559.970 10 YR 95.00 98519 1.95 1.56 13.63 9.39 1.45 8.76 6.85 1.87 12.83
Trib. N2
- 659.970 25 YR_
?_-- 135.00 985.70 2.36 1.97 17.27 9.39 1.84 8.76 7.52 2.09 15.70
T lit,, N2- 559.970 :AYH 165.00 985.97 2.63 2.24 1962 . 9.39 2.09 8.76 7.95 2.24 17.81
Trib. 022 559970 1Do YR 200600 988.36 3.02 2.63 23001 9.39 2.45 8.76 7.97 2.13 16.98

Trib. 02 49367.-0 1 Y_R 25.00 983.09 1.12 0.67 5642 8650 0.64 8.05 4.58 1.10 5.06
1166 12 493.790 2 Y_R 30.00 983.18 1621 0.75 6.17 8.65 0.71 8.17 4.79 1.16 5658
02 _ 493.790 10_YH 95.00 984.00 2.03 1.44 13.28 9.97 1.33 9.21 634 1.65 10.47
Trih. N2 -09_3.71,00 25 YR _ 135.00 984.31 2.34 1.71 16.21 10.31 1.57 9.48 709 1.96 - 13.87
Tfib. 02 493.7DO _ 50 YR 165.00 984.48 2.51 1.88 17.83 10.31 1.73 948 7.73 2.25 17.42
Trib. N2 493.700 100 YR 200.00 985.00 3.03 2.40 22.71 10.31 2.20 9.48 8.85 1.63 11.19
Y
_Tritr_ N2 40_4.640 1 YR 25.00 980.35 1.33 0682 4.88 6.58 0.74 5.95 5.11 1.31 6.67
TO. N2 404.640 2 YR 30.00 960.46 1.44 0692 5.57 6,74 0.83 6.06 5.35 1.38 7.38
1rib. N2 404.640 10 YR 95.00 981.50 2.48 1.75 12.33 8.17 1.51 7.04 6.99 1.93 13648
Tr11. N2 404 640 25 YH 135.00 901.90 2.88 2.D6 15.27 8.73 1.75 7.42 7.66 2621 16.90
Trib. N2 404.640 50 YR 165.00 982.18 3.16 2.27 17.37 9.06 1692 7.65 7.99 2.32 18.57
Trib N2 404.640 100 YR 20O DO 982.50 3.48 2.59 1983 . 9.06 2619 7.65 8.16 2.32 18.90

7rite. N2 K1,070 1 YR 25.00 978.84 1.15 0.69 5.24 797 0.66 7.60 4.77 1.18 5.63
Trib. 12 _ 355.070 2YR 30.00 978.94 1.25 0677 5.97 8.16 0.73 7.77 5.02 1.26 6.34
Trib. N2 - 355.070 10 YR 95.00 979.84 2.15 1.46 13668 998 1.37 9.35 6.82 1.89 12.90
U b. N2 355.070 25 YH 135.00 960.22 2.53 1.60 17.37 10.35 1.66 9.67 7656 2.16 16.46
rib. N2 355.070 50 Y_R 165.00 980.49 2.80 .2.06 1969 . 10.35 1.92 9.67 8.02 2.34 18.75
Ub. N2 355.070 100 YR 207.00 980.77 3.08 2.34 22.63 10.35 2.19 9.67 8.47 2.50 21.18

Trib. N2 311 050 1 YR 25.00 977.50 0.95 0.71 5.16 7.84 0.66 7.30 4.82 1.21 5.82
Tnb. 02 311.850 2 YFl_ 30.00 977.60 1.05 0.78 5.93 8.17 0.73 7.56 5.06 1.29 8.53
Trib. N2 31 1.(1.50 10 YR 95.00 978.53 1.98 1.41 14.05 11.22 1.25 9.98 6676 1.92 12.98
Trib, N2 311.850 25 YR 135.00 978.94 2.39 1666 18.35 12.57 1.46 11.04 7.36 2.16 15.89
Trib. N2 311.850 50 YR 165.00 979.20 2665 1.82 21.36 13.44 1.59 11.74 772 2.31 17.86
Tdb. N2 311,850 100 YR 200.00 979.49 2694 1.99 24.81 14.37 1.73 12.48 BA6 2.45
.
1975

Trib. 02 255.180 1 YR 25.00 975.52 1.32 0.88 6.15 7.78 0.79 7. DO 406 0.81 3.26
Trib. 02' 255 180 2YR 30600 975.64 1,44 0696 7.01 8.16 0.86 7,28 4.28 0.67 3.74
Trib. N2 5100 10 _YR 95.00 978.58 2.38 1657 1487 11.16 1.33 9.49 6.39 1,68 10.72
Trib. N2 255 180 25 YR 135.00 976694 2.74 1.78 10.47 12.32 1.50 10.35 7.31 2.11 15.42
Tnb. N2 - 255.180 50 YR 165.00 977.17 2.97 1.92 20.04 13.03 1.60 10 .88 7.92 2.43 19.21
s
F" I
a
C=!
y
C.
HEC-RAS Plane existing (Continued)
' Reach River 9la ,- Profile 0 Total W3, Elev. Max CH Dplh Hydr Depth C Flow Arne Ch W.P. Channel Hydr Rndlus C Top W Chni Val Dint Shear Chan Power Chan
(cfs it (ft tt (eq it IQ (II) (ft) tits (Ibiaq ft) (ItAt a
Trib. N2 255.100 100 VR 200.00 977.46 126 2.09 24.18 13,98 1.73 1158 8.27 . 2158 21.33

Trib. N2 187.6BO - 1 YR 25.00 974.17 0.82 0.68 5.85 9.14 0.64 8.64 4.27 0.96 4.10
U b. p2 187.680 2YR 30.00 974.24 0.69 014 6.50 9.38 0.69 8.83 4.62 1.09 5.03
Trib. 92 187.660 10 YR 95.00 975.05 1.70 1.32 14,47 1203 . 1.20 10.92 6.57 1,83
.
1204
Trib. 02 187.6170 25 YR 135.00 975.41 2.06 1.62 18.60 12.72 1.46 11.49 7.26 2.10 15.23
Trib. N2 187.680 50 YR 165.00 975.65 2.30 1.86 21.35 12.72 1.68 11.49 7.72 2.27 17.50
Trib. N2 187.080 100 YR 200.00 975.91 2.56 2.12 24.34 12.72 1.91 11.49 8.18 2.44 19.97

Trlb. N2 12_7.400 1 YR 25.00 97259 1 09 0.65 5.38 8.47 0.63 8.30 4.56 1.09 4099
Tn_b. N2 127.400 2YR _ 30.00 972.67 1.17 0.73 8.09 8.47 0.72 8.30 4.81 1.17 5.63
Trlb 02 127.400 10 YR 95.00 973.49 1.99 1.55 12.90 8.47 1.52 8.30 8.60 1.71 11.29
Fr-lb. N2
W 127.400 25 YR 135.00 973.85 2.35 1.91 15.86 8.47 1.87 8.30 7.29 1.95 14.21
Trib. N2 127.400 50 YR 165.00 974.08 2.58 2.14 17.80 8.47 2.10 8.30 7.70 2.10 16.14
Tdb. N2 127.400 100 YR 200.00 974.33 2.83 2.39 1986 8.47 2.34 8.30 8.10 2.24 18.11

Trl.b N2 16 510 1 YR 25.00 969.25 1.27 0.77 4.98 7.20 0.69 6.50 5.02 1.29 6.45
1,11, N2 1651_0 2 YR 30.00 969.36 1.38 0.83 513 7.67 0.75 8.88 5.23 1.37 7.14
Trite N2 16.510 10 YR 95.00 970.34 2.36 1.38 14.11 11.79 1.20 10.25 8.73 1.93 13.01
11ib, N2 16.610 25YR 135.00 970.75 2.77 1.60 18.65 13.54 1.38 11.68 7.24 2.13 15.42
Ttib.N2 _ 16.610 SOYR 165.00 971.02 3.04 1.74 21.89 14.66 1.49 12.60 7.54 2.25 18.95
Ttib. 02 18.510 1OOYR 200.00 971.28 130 1.93 25.28 15.33 1,65 13.09 7.91 2.40 18.96

I.lfirl S4m illn0.(x70 1 YH 35.00 968.30 1.89 0.87 9.98 12.40 0.81 11.48 3.51 0.60 2.10
EA,,]-, „I,•m 16;10 IXi(3 2YR 65.00 868.64 2.03 1.06 11.33 14.68 0.98 13.57 4.54 0.94 4.26
1,1,i;?;;lrrn ifoo !x;O to YR 210.00 969.57 2.96 1.59 29.04
.
1993
1.48
18.27
7.23
2.09
15.09
Ma" 54om
' IB30.(110 25 YR 300000 970.04 3.43 2.02 37.77 20.61 1.83 18,73 7.91 2.31 18.28
1.'11
1 Stem 1830.0(10 _ 50 YR 365.00 970.36 3.75 2.34 43.89 20.61 2.13 18.73 8.19 2.36 19.28
47.1111 Stom_ 1860.000 _ 100 YR 430.00 970.68 4.07 2.66 49.81 20.61 42
2 18.73 8.34 2.35 19.56
.
Mnl, Stom _ 1765025__ fYR 35.00 967.40 1.08 0.58 810 1424 0.57 14.06 4.32 1.02 4.41
Mein 51+111 1765020 2YR 65.00 967.70 1.38 0.84 1255 15.08 0.83 14.90 5.12 1.28 8.45
M:•l•+Storn 1765020 10 Y_R 210.00 968.82 2.50 1.96 29.19 15.08 1.84 14.90 6.29 1.44 9.04
N u_ m_ 178 .020
_ u 25 Y13 300.00 969.21 2.89 2.35 35.05 15.08
2.32
14090
7.04
1.69
11.90
41 t rn 170 020 _ 50 YR 365.00 969.46 3.14 2.60 3819 15.OB 2.57 14.90 7.42 1.82 13.52
da n -,e m 176.,.020 100 YH 430.00 969.69 3.37 2.84 42,28 15.08 2.80 14.80 7.74 1.92 14.88

Mnt•1 Fdem 1718710 1 YR 35.00 965.56 1.44 1.03 7.96 8.98 0.89 7.73 4.39 0.91 4.00
H 1 mn 171(1.710 _ 2V_H 65.00 966.06 1.94 1.46 12.01 10.11 1.19 8.22 5.41 1.25 8.78
M n '11.11 171N.710 10YH 210.00 967.68 3.54 2.68 25.90 12.29 7A5 1.98 14.58
M l yr 17111710. 25 YR 300.00 968.23 4.11 3.40 31.03 12.76 ll 7.81 2.05 16.01
M ,tiG•rn 171N.71D 50 YH 365.00 968.50 4.38 3.67 33.56 12.76 8.21 2.21 18.12
Mnin 61,•m 1718.7101 100 YR 430.00 968.73 4.61 3.89 35.59 12.76 M i
, 8.64 2.40 20.72

Mnin Slrm 1601 480_ 1 YR 35.00 963.15 1.13 0.61 7.24 9.59 4.83 1.16 5.81
Mnin Sl, rcn 1101.480 2YR 65.00 963.54 1.52 1.08 10.96 11.05 10.16 5.93 1.60 9.48
Mnin Gtrm 1001.480 10 YR__ 210.00 964.84 2.82 1.88 26.74 1593 1.68 14.18 7.85 2.35 18.44
Mal, Stan 1601.4130 25 YR 300.00 965.38 3.36 2.40 34.58 16.15 2.14 14.39 8.65 2.63 2211
Mal 51- 1001. 80 50 YR 365.00 965.76 3.74 2.78 39.95 16.15 2.47 14.39 9.04 2.73 24.70
Main Stvm 1601.460 100 YR 430.00 966.10 4.08 3.12 44.93 16.15 2.78 14 39 9.36 2.82 26.37

Muin Stem 1555.700 _ 1 YR 35.00 961.95 0.77 0.68 7.44 11.47 0.65 10.86 4.71 1.16 5.45
Mnin S1r111 _ 1555.700 2 Y_R 65.00 962.31 1.13 0099 11.45 12.51 0.92 11.59 5.68 1.50 8.52
Mnln51rm 15;5.700 10YR _ 210.00 963.51 2.33 1.65 27.06 16.46
1,G4
11.62
7.76
2.31
17.92
Mnin tilm_n 1555_700 25 YR 300.00 964.04 2.86 2.33 34.97 17.12 2.04 15.00 8.56 2.61 22.34
Mnin Slem 1_555.700_ 50 YH 365.00 964.38 3.20 2.66 40.05 17.21 2.33 15.05 9.05 2.79 25.28
Mnin Slam 1555.700 100 VH 430.00 964.71 3.53 2.98 44.92 17.21 2.61 15.05 9.44 2.93 27.63

Mnin Stem 1516.740 1 YR 35.00 960.49 1.34 0.90 6.43 7.70 0.83 7,12 5.44 1.43 7.75
Main Stam_ 1516,740 2YR 65,00 961.00 1.85 1.39 10.08 7.98 1.261 7.26 6.34 1.68 10.68
Main Sim 1516.740 10 YR 210.00 962.42 3.27 2.81 20.40 7.98 256 7.26 8.70 2.50 21.77
Mnin Stnm 1518.740 25 Y_R 300.00 963.02 3.87 3.41 24.75 7.98 3.10 7.26 9.65 2.89 27.85
Idnln Slem 1610.740 SO YR 365.00 963.36 4621 3.76 27.27 7.98 3.42 7.26 10636 3.22 33.36
Main Slrm 16111740 1 W VR 430.00 963.75 4.60 4.15 30.11 7.98 3.77 7626 10.69 3.32 35.52

Ida!n Stern 1463.560 1 YR 35.00 960.34 1.10 0.88 13.88 16.40 0.85 15.04 2.50 0.30 0.75
1.ialn Stern 1483 660 2YR 65.00 960.87 1.63 1.30 22673 18.38 1.24 17.52 2.86 0.34 0.99
Mnin Stem 1483.560 10 YH 210.00 962.26 3.02 2.55 49.10 2046 . 2.40 19.27 4.25 0.61 2.59
1,1x111 Slrm 1483.680 _ 25YR 300.00 962.65 3.61 3.14 60.46 20.46 2.96 19.27 4.88 0.75 3.66
Main Stem 1483 680 60 YR
_ 365.00 963621 3.97 3.50
6739
20.46
3.29
19.27
5.29
0.65
450
Mnin Slrm 1483 580 100 YR 430600 963.51 4.27 3.80 73.13 20.46 3.57 19.27 569 0.96 5.46

Main ;tem 1445660 1 YR 35.00 959.84 1.55 1.13 8.06 0.03 1.00 Z14 4.25 0981 3.46
Maln Stem 1445 660 2 YH 65.00 960.20 1.91 1.45 10.68 B.4E 1.26 7.37 5.67 1.34 7.62
Main Stem 1445.6''10 10 YR 210.00 961.34 3.05 2.58 19.17 8.59 2.23 7.44 8.35 2.42 20.19
Main Sim 1445.660 25YR 300.00 961.84 3.55 3.06 22.91 8.59 2.67 7.44 9.34 2.65 26.57
Main 1,11,
14456r0
50YR
365.00
962.19
3.90
3.43
25.51
8.59
2.97
7.44
9.60
3.03
29667
Main Sin- 1445 660 100 YR 430.00 962.52 4.23 3.76 27696 8.59 3.26 7.44 10.11 312 31.53

Main Stem 1301 030 1 YR 35.00 958656 1.27 0.66 7.x6 11.67 0.64 11.28 4.69 1.16 5,42
Main Stem 1381 030 2YR 65.00 958.93 1.64 1.01 11.73 12 00 0.98 11.58 5.52 1.39 Trr,
Mahn Slem 1381030 10YR 210.00 960.10 2.81 2.18 2529 12.00 2.11 11.58 7.90 2.20 17.40
Main 5 e m 1381.030 25YR 300.00 960.70 3.41 2678 3221 12.00 2.68 11.58 8.59 2.40 23662

? HEC-RAS Plan: existing (Contimed)
a
Haech Rivet Sta Profile 0 Total IN S. EIOV Max Chi Opth Hydr Depth C Flow Area Ch W.P. Channel Hydr Hadiu4 C Top W Chnl Vol Chnl " Shear Chan Power Chan
0s (11 h h) ( ft) h) - (fl) fl (it/.) Iblsq A) Imt e
Main Stem 1381.030 50 YR 365.00 961.19 3.90 3.27 37.89 12.00 3.16 11.58 8.45 2.20 18.63
Main Stem 1381.030 100 Yll 430.00 961.51 4.22 3.60 41.66 12.00 3.47 11.58 8.61 2.22 19.09

Main Stem 1309.170 ' 1 YR 35.00 957.70 2.19 1.55 1007 8.39 1.20 6.50 3.20 0,43 1.39
Mnin Slem 1309.170 2YR 65.00 958.15 2.63 1.90 13.06 8.96 146 8.00 4.35 0.76 3.29
Main Stem 13(1 10YR 210.00 959.28 3.77 2.89 21.23 9.74 2.18 7.34 6.52 1.48 9.66
Main Stem 1309.170 25 YR 300.00 959.57 4.06 3.18 23.34 9.74 240 7.34 7.69 2.00 15.37
Mn,, St- 1309,170 SO YR 365.00 959.72 4.21 3.34 24.50 9.74 2.51 7.34 8.44 2.37 20.01
Mn!n Stem 1309.170 100 YR 430.00 959.84 4,33 3.46 25.37 9.74 2.60 7.34 9.23 2.80 25.86

llalh Stem 1-8.510 1 YH 35.00 957.02 2.16 1.29 9.17 8.92 1.03 7.09 3.76 0.63 2.38
M_oin Slom 1228.510 2 YR 65.00 957.45 2.59 1.72 12.23 9.01 1.36 7.12 4.36 0.78 3.38
Mein.`Iem 1-28.510_ 10 YR 210.00 958.60 3.71 2.87 2040 . 9.01 2.26 7.12 5.90 1.20 7.06
Main Slnm 1228 510 25 YR_ 300.00 958.93 4.07 3.20 22.78 9.01 2.53 7.12 8.21 1.28 7.96
Main Stem 1228.510 'A YR 365.00 959.14 4.28 3.41 24.25 8.01 2.69 7.12 6.34 1.31 8.29
Mnln Stem 1228510 100 YR 430.00 959.37 4.51 3.64 25.92 8.01 2.88 7.12 6.23 1.23 7.67
? _
Fdnln S111rn 1(H17.080 1 YR 35.00 954.68 1.26 0.79 7.03 8.56 0.74 8.65 4.98 1.24 6.18
Mn!n ;tom 1(Ht7.N60 2YR 65.00 955.11 1.69 1.02 11.24 12.04 O.B3 11.05 5.78 1.55 8.95
Mrdn Stem 1067,BN0 10 Yll 210.00 956.35 2.93 1.77 28.06 17.95 1.62 18.44 7.18 1.99 16.27
1.1, in Stern I087.G60 25 YH 3(D0.00 956.91 3.49 2.33 38.31 17.95 2.13 16.44 7.37 1.91 14.08
Mnin Slem 1 W17.N60 :AYR 365.1)0 957.22 3.80 2.64 43.37 17.95 2.42 16.46 7.54 1092 14.47
Mnln Stem_ 1087.880 100 YR 430.00 957.40 3.98 2.82 48.35 17.95 2.50 16.44 8.05 2.14 17.19
?
m"in Glnm 945.130 1Yn 35.00 950.58 1.50 0.60 7.79 13.83 0.56 13.04 4.49 1.10 4.66
l..a.n Etrm _ H45.130 2 Yll _
_ 65.00 950.92 1.84 0.80 12.87 17.00 0.75 15.74 5.13 1.31 8.75
fdnin .^, rrm__ 945. iCA 10 Yll 210.00 951.88 2.80 1.21 33.04 29.27 1.13 27.32 6.35 1.75 11.11
l.inin;7 tern [w, 13U 25 YR 300.00 952.23 3.15 1.58 42.62 29.27 1.46 27.32 7.00 1.96 13.70
Mnln Slem 945.130 :A YR 365.00 852.46 3 36 1.77 48.32 2927 1.65 27.32 7.49 2.15 18.09
Mnln Simi 945.130 100 YR 430.00 952.65 3.57 1.98 54.15 29.27 1.85 27.32 7.84 2.27 17.78

A+dn tuem !)01.450__ 1YR 35.00 948.02 1.00 0.73 7.18 10.28 0.70 9.79 4.68 1.21 5.92
M,In E;t?•rn 901.450 2 YR _
_ 65.00 968.41 1.39 1.08 11.15 10.91 1.02 1029 5.67 1.45 8.20
Main :;Iron 001.450 10 YR 210.00 949.40 2.38 2.07 21.29 10.91 1.95 10.29 8.87 2.85 25.27
Mnin nI, 901.450 25 Y_R 300.00 950.26 3.24 2.93 30.20 10.91 2.77 10.28 7.96 2.04 18 27
Mnin :',Icm
' Eg1.4:A (iO YH _ 365.00 950.51 3.49 3.18 32.73 10.91 3.00 10.29 8.53 2,28 19.49
_
Metn4;tnrrl SK11,450 100YR 430.00 950.73 3.71 340 35.03 10.91 3.21 10.29 9.014
2.51
22.65

N I rn 8.,6430
--- 1YR 35.00 848.19 1.29 0.91 7.64 8.05 0.84 8.39 4.58 1.00 4.60
FA in ' rrn 656 430 2Y1 65.00 946.56 1.66 1.04 11.25 11.59 0.97 10.78 5.78 1.52 8.60
f 1 n wn 8' 430 10 Y R _ 210.00 947.75 2.85 1.92 27.19 15.12 1.80 14.15 7.65 2.18 16.65
Maln Ctinm 850.430 25 YR 300.00 948.27 3.37 244 34.48 15.12 2.28 14.15 8.50 2049 21.14
Mnln Slcrn 056.430 SO YH 365.00 948.69 3.79 2.85 40.38 15.12 2.67 14.15 8.66 2.45 21.17
Muin 91em 6:.6.4'10 100 YR 430.00 948.97 4.07 3.14 44.46 15.12 2.94 14.15 9.08 2.60 23.62
i
Akin Team 7110.C•NO 1 YR 45.00 945.25 1.56 0.89 10.98 12.75 0.86 12.27 4.10 0.80 3.28
A1:?in S;lem 706.680 2 YR 85.00 945.80 2.11 1.30 18.46 14.72 1.25 14.19 4.53 0.66 3.90
Mnln Slem 796 560 10 Yli 280.00 947.10 3.41 2.59 38.79 14.72 2.50 14.19 6.73 1.51 10.15
Main Stem 796 680 25 YR 400.00 947.45 3.76 2.95 41.89 14.72 2085 14.19 8.11 2.10 1L05
Mnin Sl9m 708.6BO - be YR 480.00 947.71 4.02 3.21 45.52 14.72 3.09 14.19 8.72 2.36
.
2061
Maln Stem 796.000 100 YR 575.00 948.02 4.33 3.51 49.87 14.72 3.39 14.19 9.25 2.57 23.81

Alain S lem 705.300 1 YR 45.00 943.64 1.61 1.16 9.18 9.30 0.99 7.94 4.90 1.09 5.35
Main_Stem _ 705.300 2 Y_n _ 85.00 944.12 2.09 1.60 13.04 9.85 1,32 8.15 6.41 1,69 10.86
Ma In Slam 705.300 10 YR 280.00 945.61 3.58 3.00 25.58 10.98 2.33 8.54 858 2.51 21.59
Main Stem 705.300 25 YR 400.00 946.38 4.35 3.77 32.19 10.98 2.93 8.54 8.53 2.30 19.59
Main Stem 705.300 __
4 50 YR 480.00 948.92 4.89 4.31 36.79 10.98 3.35 8.54 8.19 2.03 16.59
Main Stem 705.300 100 YR 575.00 947.37 5.34 4.75 40.61 10.98 3.70 8.56 8.20 2.01 18.63

Main Stem 608560 1 YR 45.00 942.72 1.93 1.05 14.16 14.46 0.98 13.47 3.18 0.46 1.46
Alain Stem 608.660 2YR 85.00 943.24 2.45 1.40 21.81 18.89 129 15.56 3.90 0.63 2.46
Main Stnm - 806.660 _ 10__R 280.00 944,41 3.62 2.45 41.02 18.45 2.22 16.76 8.80 1.60 10.92
Mnin Stem 608 GO 25 YR 400.00 944.76 3.97 2.80 47.00 18.45 2.55 16.76 8.45 2.36 19.96
Mnin Stern GOBSGO 50 YR 480.00 944.93 4.14 2.97 49.73 18.45 2.69 16.76 9.55 2.97 28.35
Main Slem r,08500 100 YR 575.00 945.33 4.54 337 5648 18.45 3.06 16.76 10.00 3.11 31.14

M1 in Stem 541.090 1 YR 45.00 941.57 1.03 0.80 8.81 11.63 0.76 11.01 5.11 1.30 6.62
Main Stem 541.000 2 Vn 85.00 942.12 1.58 0.92 15.72 18.02 0.87 17.04 5.41 1.38 7.49
Mein Stnm 541.090 10 YR 28000 943.19 2.65 1.69 37.53 23.94 1.57 22.21 7.46 2.17 16.17
Main Stem 541.000 25 VR 400.00 943 81 3.27 2.17 51.95 26.03 2.00 23.92 7.70 2.13 16.40
Main Stem 541.090 50 YR 480.00 944.27 3.73 2.63 63.00 26.C3 242 23,92 7.58 1.94 14.68
Main Slem 541.030 100 YR 575.00 944.74 4.20 3.10 74.12 26.03 2.85 23.92 7.60 1.85 14.03
-
Maln Slem 409.780 1Y R 45 00 939.92 127 0.98 11.88 13.24 0.90 12.18 319 0.67 2.55
Main Stem - 469 780 2 Yn 65.00 940.43 1.78 1.40 18.30 14.60 1.25 13.08 4.64 0.91 4.20
Main Stem 469.760 10 YR 280.00 941.92 3.27 2.53 39.76 18.61 2.14 15,73 7.04 1.74 12.26
Main Slnm 469,780 25 YR 400.00 942.33 3.68 2.82 46.40 19.71 2.35 16.46 8.62 2.53 21.79
Main Slnm 469.780 50 YR 48000 942.55 3.90 2.97 50.04 2030 . 2.4E 16.85 9.59 3.08 29.55
Main Slem 469.780 100 YR 575.00 942.92 4.27 3.22 56.43 21.30 2.65 17.51 10.19 3.40 34.60

Main Slem 300.890 1 YR 4500 938.76 1.26 0.91 11.40 13.21 0BE 12.58 3.95 0.74 2.92
Maln Slem 380.890 2YR 85.00 939.17 1.65 1.17 16.93 15.31 1.11 14.44 5.02 1410 5.53
Main Slem 380.890 10 YR 280.00 940.29 217 1.90 35.87 20.31 1.77 18.91 7.80 2.28 17.75
LJ
HMRA8 Plen: exle11n9 (Continued)
R-11 RN or Sla
s

Profile 0 T.W - W.S. Elev Max Chl Oplh - Hydr Oopth C Flow Noe Ch W
P
Cha
l H
d
R
.
.
nne y
r
adius C Top W Chnl Id 11,11 SFear Chen Power Chan
(cfs fl (fl) - (n) sq ft Iq (Il) (ft) (fVe Ible ft _ (lUgl a
f.1Ain Stem 380.890 25YR 400.00 940.86 3.34 2.47 46.70 2031 . 2
30 18
91 8
43

Main Stem
380.890
50 YR
480.00
941.21
3
69
2
82
53
32 . . . 2.44 20.54

Main Stem
380.890
100 YR
575
00
941
56 .
4
04 . . 20.31 2.63 18.91 8.71 2.49 21.66
. . . 3.17 $9.89 2031 . 2.95 18491 9.09 2,60 23.67

Maln Slem 329.740 1 YR 45.00 938.41 1.58 0.66 17
73 21
66 0
82

tdnin Slnm
329.740
2 YR
85
00
938
91
2
08
1
17 . . . 20,68 2.54 0.31 0.79

Id
aln Mem
328.740
10 YR .
280
00 .
840
20 .
3
37 . 29.11 28.25 1.11 24.93 2.92 0.37 1.09

M . . . 2.41 61478 27.70 2.23 25.59 4.39 0.87 2.82
nin Slem 329.740 25 YR 400.00 940.GS 3.62 2.84 73921 28.20 2
60 25
82 5
17

MAIn Slem
740
50 YR
480.00
940.83
4.10
3
10
80
55
28
52 . . . 0.88 4455

Win Stem
329
740
100 YR
575
00
94128
4
45 .
3 0 . 2.82 25.86 5.54 0.98 5.43
: . . .43 89.66 28.91 3.10 28.14 5.80 1.04 8.05

Moan `itcrn - 223.150 1 YR 45.00 937.49 1.65 0.94 12.49 14
07 0
89 3

1.1Nn Slum
229.150
2 YR
85
00
937
98
2
14
1
26
19
5 . . .27
1 3.60 0.61 2.20

Alain anm _
_a1
15U
10 YR . . . . .
2 16.50 1.18 15.45 4.35 0.81 3.53
_ . 200.00 839.20 3,36 1.84 47.38 30.06 1.58 28.84 5.82 1
32 7
08
Mnin Stem 220.150 25YR 400.00 939.80 3.96 2424 64.78 30
06 2
16 28
94 . .

61n1n Slrm
22fL1G0
CO YR
480.00
940.21
4
37
2
65
76
69 , . . 5.95 1.24 7.36

Fdaln ^,L-m
229
1;4
1WY . . . 30.06 2.55 28.91 5.93 1.16 6.90
.
__ R 575.00 840.68 4.84 3.12 90.25 30.08 3000 28.84 5.92 1.10 8.50
?
Mnin `tih__m_ 100.554 1 YR 45.00 938,87 1.93 0.93 13
41 15
92 0
84

Mnin ;Aem .
1,38.550
2 YH -
85.00
937.32
2
38
1
10 .
2081 . . 14.47 3.38 0.54 1.81

FdNn Slum
168.550
10YH
280
00
938
87 .
3
93 . . 2078 . 1.00 18.00 4.07 0.75 3.05

Mnin :;Inm
106
550
25YR . . . 2.03 62.90 3380 1.66 30.92 4.24 0466 2.81
.
___
' _ 400.00 939.64 410 2.78 88.80 34.63 2.51 31.22 4
27 0
61 59
2
MrJn 1(
.6.5:4 50 Y_R 480.00 940.11 5.17 323 101.53 35413 2
89 31
40 .
4
9 . .

.m
Mnht bb
1('.8.5.`4
100 YH
575
00
940
62
5
68
3
72 . . .2 0.59 2.52
_ . . . . 117.53 35.68 3.29 31.00 4.34 0.57 2.48

Mdn E.9vn 131.051 1 Yli 45.00 938.48 1.38 0
75 13
82 19
47

Maln'Jh•m
131 G51
2 YH
85.00
937.01
1
83 .
1
09 .
25
18 . 0.71 1841 3.28 0.54 1.75

Mnih td,•m
131451
10 Y
H
280.00
838
78 .
3
68 .
46
2 4
7 24.74 1.02 23.06 3.37 0.51 1.73
_._
Main 31em _
131.051 _
25 YR
400
00 4
939
55 . . 8.58 33.70 2.27 31.15 3.60 0.45 1.61

Mnin Sln _
131 . . 4.47 3.25 101.31 3170 3.01 3115 3.84 0.46 1.78
m .051 _ SO YR 480.00 940602 4.94 3.72 115.92 33.70 144 31.15 4.00 0
48 91
1
Mntn ?5lem 131451 _ _ 100 YR 575.00 940.53 5.45 4.23 131.66 3370 3.91 31.15 4.18 .
0.50 .
2.09

Fd.dn !;!rm 1LCA_ _ IYR 45600 934.95 2.30 1.31 10.44 9
57 1
09 7
98

H In E li. n
17C+4
2 YR
65.00
935.65
3.00
1
60
18
74 .
12
02 . . 4431 O.B2 3.52

Me n,lcm
1L660
10 YR
280
00
937
55
4
90 . . . 1.38 9.08 5.OB 1.Od 5.30

Main alrni
17
6G0
25 YH . . . 2.65 40179 18.63 2.18 15.39 6.86 1.64 11.27

h1:dn I ____
4 _ 400.00 938.31 5.66 3.03 53.28 21.27 2.50 17.56 7.51 1.88 14409
wn _ 17.UW 50 YR 480400 938.74 8.09 3.23 61.23 22.91 2
67 18
94 7
84 2
00

Malrt 51oni
17.6,30
11 o YR
575.00
938.20
6.55
3
44
70
30
24
67 . 6 . . 15.70
. . . 2.85 2045 . 8.18 2.14 17046

HEC-RAS Version 3.1.2 April 2004
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X
X X
X X X X X X X X
X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Pilot Mountain State Park
Project File : pilot mtn.prj
Run Date and Time: 1726/2005 11:07:12 AM
Project in English units
® PLAIT DATA
Plan Title: Pilot Mountain Existing Conditions
Plan File : r:10216R\Hydraulics\HEC-RAs\pilot_mtn.p01
Geometry Title: Pilot Mountain Existing Conditions
Geometry File r:\0216R\Hydraulics\HEC-RAS\pilot_mtn.g01
Flow Title Pilot Mountain Hydrology
Flow File r:\0216R\Hydraulics\HEC-RAS\pilot_mtn.f01
Plan Summary Information:
Number of: Cross Sections = 53 Multiple openings - 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Pilot Mountain Hydrology
Flow File : r:\0216R\Hydraulics\IiEC-RAS\pilot mtn.f01
Flow Data (cfs)
River Reach RS 1 YR 2 YR 10 YR 25 YR
50 YR 100 YR
216 Trib. #1 2693.440 15 40 125 175
210 250
216 Trib. #2 559.970 25 30 95 135
165 200
216 Main Stem 1830.060 35 65 210 300
365 430
216 Main Stem 796.680 45 85 280 400
480 575
Boundary Conditions
River Reach Profile Upstream Downstream
1/26/2005
1 of 25
216 Main Stem 1 YR Normal S - 0.012
216 Main Stem 2 YR Normal S = 0.012
216 Main Stem 10 YR Normal S = 0.012
216 Main Stem 25 YR Normal S = 0.012
216 Main Stem 50 YR Normal S = 0.012
216 Main Stem 100 YR Normal S = 0.012
GEOMETRY DATA
Geometry Title: P ilot Mountain Existing Condition s
Geometry File : r :\0216R\Hydraulics\HEC- RAS\pilot _mtn.g01
Reach Connection Table
River Reach Upstream B oundary Downs tream Boundary
216 Trib. #1 Junction 1
216 Trib. #2 Junction 1
216 Main Stem Junction 1
JUNCTION INFORMAT ION
Name: Junction 1
Description:
Energy computatio n Method
Length across Junction T ributary
River Reach River Reach Length Angle
216 T rib. #1 to 216 Main Stem 50
216 T rib. #2 to 216 Main Stem 25
CROSS SECTION
RIVER: 216
REACH: Trib. #1 RS: 2693.440
)INPUT
Description:
Station Elevation Data num= 51
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 1005.12 2.16 1004 3.81 1003.14 5.93 1002 7.51 1001.14
9.58 1000 10.72 999.37 13.19 998 14.4 997.84 16.08 997.59
19.57 997.09 26.44 996 32.73 995.44 38.48 994.96 43.3 994.54
44.77 994.42 45.66 994.35 46.29 994.29 50.18 994 51.97 993.72
54.49 993.32 57.34 993.11 58.98 992.92 60.79 992.86 65.95 992.69
69.37 992.58 73.32 992.47 80.94 990.45 81.55 990.39 82.27 990.33
85.39 989.61 86.93 989.42 87.25 989.39 87.57 989.36 90.68 989.06
90.99 989.11 91.54 989.15 92.87 989.37 94.94 990.36 99.28 994.48
99.75 995.01 101.04 995.1 103.37 995.25 115.18 996 119.9 996.54
132.39 998 139.69 999.22 144.75 1000 149.04 1001.19 151.96 1002
156.7 1003.31
Manning's n Value s num= 3
Sta n Val Sta n Val Sta n Val
0 .065 81.55 .04 99.28 .065
Bank Sta. Left Right Lengths: Left Channel Right Coeff Contr. Expan.
81.55 99.28 67 67 67 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. 41 RS: 262 6.470
INPUT
Description:
Station Elevation Data num= 53
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 998.9 4.49 998 10.88 997.25 21.45 996 28.93 993.87
29.27 993.78 33.82 988.01 34.39 987.88 35.19 987.59 35.7 987.65
i 36.33 987.88 37.59 988.26 38.77 988.77 40.75 989.49 45.95 990.47
47.88 990.69 49.37 991.04 52.29 991.08 54.32 991.2 56.19 991.24
59.09 991.47 62.19 991.64 62.73 991.67 63.08 991.69 63.75 991.71
64.52 991.72 66.45 991.68 67.35 991.7 69.2 991.73 71.19 991.75
73.48 991.79 75.02 991.81 76.08 991.84 77.18 991.88 78.67 991.95
1/26/2005
2 of 25
79.85 992 81.36 992.16
96.44 994 106.28 994.94
123.6 996.96 130.25 998
146.85 1002 147.89 1002.27
tanning's n values num=
! Sta n Val Sta n Val
0 .065 29.27 .04
Bank Sta: Left Right Length
29.27 45.95
CROSS SECTION
85.52 992.62 92.71 993.53 94.64 993.76
109.97 995.31 112.12 995.52 116.82 996
134.12 998.89 139.07 1000 140.87 1000.46
150.99 1003.07
3
Sta n Val
45.95 .065
3: Left Channel Right Coeff Contr. Expan.
49.8 49.8 49.8 .1 .3
RIVER: 216
REACH: Trib. #1 RS: 2576.680
INPUT
Description:
Station Elevation Data num= 55
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 996.77 4.35 996.34 4.99 996.27 5.44 996.21 7.66 996
10.4 995.67 12.33 995.45 15.84 994.96 22.36 994.25 24.6 994
33.35 992.47 34.89 992.2 36.57 991.83 42.64 988.95 43.99 988.31
48.08 986.7 49.13 987.43 49.67 987.76 51.27 987.68 52.09 987.48
52.91 987.28 54.02 987.28 54.92 987.28 56.24 987.1 57.11 987.25
57.44 987.33 58.48 987.23 59.95 988.4 61.27 988.3 62.41 989.51
63.06 990.14 66.37 990.34 73.98 990.8 78.11 991.03 85.62 991.43
88.39 991.61 96.44 992 98.67 992.3 99.25 992.37 100.42 992.52
101.59 992.66 103 992.84 106.82 993.33 109.59 993.77 110.93 994
114.36 994.91 118.58 996 119.66 996.27 122.07 996.93 123.78 997.38
126.02 998 128.13 998.57 128.64 998.72 133.26 1000 133.81 1000.16
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 43.99 .04 59.95 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
43.99 59.95 40.9 40.9 40.9 .1 .3
ROSS SECTION
RIVER: 216
REACH: Trib. #1
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 994.11 .9
18.82 992.66 27.44
51.12 990.46 57.39
65.02 986.67 65.07
68.7 985.83 69.24
74.15 988.69 74.54
99.07 991.02 103.43
126.54 994 129.73
145.54 999.89 145.9
152.84 1003.14
Manning's n Values
Sta n Val Sta
0 .065 59.8
Bank Sta: Left Right
59.8 74.15
CROSS SECTION
RS: 2535.750
num= 46
Elev Sta Elev
994 2.09 993.91
992 28.29 991.95
990.01 59.28 989.68
986.66 66.12 985.83
985.81 70.46 985.81
989.44 90.62 990.24
991.17 109.45 991.46
994.97 133 996
1000 147.56 1000.74
num= 3
n Val Sta n Val
.04 74.15 .065
Lengths: Left Channel
31.9 31.9
Std Elev Sta Elev
10.84 993.25 14.84 992.95
28.91 991.91 33.07 991.64
59.8 989.32 64.13 987.15
66.7 985.86 68.25 985.83
71.1 985.81 72.01 986.66
93.44 990.82 94.96 990.88
119.85 992 120.54 992.21
136.36 997.05 139.44 998
149.99 1001.84 150.34 1002
Right Coeff Contr. Expan,
31.9 .1 .3
RIVER: 216
REACH: Trib. #1 RS: 2503.880
INPUT
Description:
Station Elevation Data num= 46
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 992.79 9.72 992 12.63 991.82 21.48 991.27 25.93 991.1
31.53 990.79 34.91 990.61 46.14 990.27 47.48 990.21 52.12 990
53.22 989.65 55.14 988.67 55.98 988.3 56.39 988.03 59.6 986.87
1/26/2005
3 of 25
A
60.46 986.81 62.4
67.35 985.26 68.8
84.39 989.44 91.48
106.74 990.8 108.21
119.21 993.87 119.64
132.82 998 135.97
146.24 1002.23
Manning's n values
Sta n Val Sta
0 .065 60.46
Bank Sta: Left Right
60.46 68.8
CROSS SECTION
986.55
988.72
989.7
991.08
994
998.95
num=
n Val
.04
Length
63.26
71.7
93.49
109.33
120.14
139.45
3
Sta
68.8
Left i
36.4
986.1 64.02 985.65 66.19 985.56
988.88 72.49 988.91 75.01 989.02
989.79 99.82 990 104.73 990.56
991.23 110.17 991.36 113.14 992
994.15 126.22 996 130.59 997.33
1000 141.52 1000.67 145.54 1002
n Val
.065
;hannel Right Coeff Contr. Expan.
36.4 36.4 .1 .3
RIVER: 216
REACH: Trib. #1 RS: 2467.440
INPUT
Description:
Station Elevation Data num= 49
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 991.61 2.32 991.49 2.84 991.46 9.62 991.05 18.02 990.61
21.79 990.4 23.63 990.3 29.81 990 35.72 989.31 43.63 988.47
46.5 988.12 47.34 987.63 47.7 987.22 50.67 984.31 51.16 983.99
53.55 984.05 54.02 984.01 54.79 984.09 57.61 985.22 58.76 985.69
59.86 986.37 60.44 986.62 62.52 987.06 65.26 987.37 66.4 987.59
68.9 988 70.83 988.09 76.96 988.34 81.33 988.52 83.71 988.61
91.06 988.91 91.44 988.93 92.29 988.98 96.66 989.16 103.22 989.72
104.14 989.76 104.6 989.78 106.49 990 112.02 991.83 112.53 992
115.11 992.85 118.6 994 120.13 994.5 124.68 996 126.26 996.52
130.78 998 133.78 999 136.8 1000 138.74 1000.5
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 47.7 .04 57.61 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
} 47.7 57.61 33.6 33.6 33.6 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #1 RS: 2433.860
INPUT
Description:
Station Elevation Data num= 53
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 990.37 4.51 990 5.44 989.94 8.3 989.77 8.95 989.73
9.92 989.67 18.14 989.16 21.1 988.96 22.4 988.88 28.71 988.46
31.05 988.32 35.55 988 38.91 987.62 39.87 987.56 43.52 987.19
47.06 987.02 51.34 986.82 52.76 986.76 55.6 986.58 62.37 986.18
65.82 985.95 66.69 985.35 68.03 983.59 69.35 983.56 70.47 983.53
73 983.47 73.7 983.46 74.03 983.45 77.02 983.52 80.82 983.25
81.9 983.12 84.49 985.35 85.27 986.2 87.6 986.43 95.25 987.21
101.13 987.8 103.09 988 108.21 988.99 109.84 989.36 111.21 989.62
112.73 990 113.61 990.4 117.22 992 120.92 993.64 121.74 994
122.07 994.13 126.31 996 130.22 997.71 130.94 998 134.57 999.54
135.81 1000 141.72 1001.41 143.53 1001.85
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 66.69 .04 84.49 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
66.69 84.49 34 34 34 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #1 RS: 2399.910
INPUT
Description:
Station Elevation Data num= 75
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
1/26/2005
4 of 25
p 0 988.23 2.65 988
15.82 987.31 17.78 987.24
25.92 986.89 27.25 986.82
33.36 986.65 34.96 986.61
45.43 986.19 45.81 986.17
55.62 985.73 60.17 984.88
J 62.87 982.48 63.64 982.44
69.82 983.16 73.65 983.13
79.24 982.61 80.56 983.05
91.12 986 93.24 986.19
100.87 986.97 105.99 987.45
111.32 988.73 113.2 990
119 994 120.13 994.8
123.84 997.26 124.93 998
136.97 1002 143.27 1003.41
Manning's n Values num=
Sta n Val Sta. n Val
0 .065 60.76 .04
Bank Sta: Left Right Lengthi
60.76 82.29
CROSS SECTION
6.08
20.71
28.82
36.29
50.1
60.76
65.48
74.25
81.61
93.95
108.08
114.22
121.45
126.06
145.92
3
Sta
82.29
Left c
76.3
987.81
987.09
986.78
986.57
986
984.8
982.5
983.12
982.96
986.24
987.72
990.67
995.69
998.77
1004
n Val
065
.hannel
76.3
6.83 987.78 11.9 987.52
22.5 987.03 24.38 986.93
29.94 986.73 31.62 986.69
37.91 986.51 40.7 986.39
51.23 985.94 54.03 985.81
61.2 982.56 62.47 982.5
67.39 982.53 68.75 983.18
75.83 983.18 78.35 982.58
82.29 983.63 87.38 984.87
94.92 986.35 96.11 986.45
108.51 987.76 110.28 988
116.11 992 117.79 993.14
121.91 996 122.44 996.34
127.95 1000 135.96 1001.78
148.7 1004.62 152.33 1005.43
Right Coeff Contr. Expan.
76.3 .1 .3
RIVER: 216
REACH: Trib. #1 RS: 2323.570
INPUT
Description:
Station Elevation Data num= 75
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 987.32 1.2 987.21 7.41 986.8 9.96 986.6 11.41 986.49
12.27 986.44 13.17 986.37 13.83 986.33 19.86 986 21.75 985.9
27.86 985.6 29.28 985.54 33.26 985.36 35.77 985.25 38.32 985.15
39.96 985.09 41.36 985.04 42.64 985 42.95 984.99 44.1 984.95
47.42 984.82 48.3 984.79 52.73 984.63 53.28 984.61 53.82 984.58
54.5 984.54 55.33 984.49 56.19 984.44 56.85 984.4 57.22 984.38
58.25 984.19 58.62 984.14 59.7 984.08 62.79 984.06 63.57 984.05
65.45 984.03 69.21 984.01 72.71 984 73.38 983.97 77.48 983.76
79.39 983.66 81.12 983.04 83.01 981.87 84 981.39 86.96 981.3
88.77 981.28 89.42 981.07 91.27 980.39 93.67 980.25 94.64 980.14
95.5 980.04 97.01 980.05 99.45 979.96 102.79 983.74 106.71 988.08
107.59 988.35 108.3 988.74 109.75 989.02 113.39 989.72 114.41 990.2
115.85 990.61 117.45 991.49 119.76 992.04 120.97 992.33 122.1 991.94
123.52 991.27 124.54 992 126.99 993.84 129.94 996 131.55 997.2
132.65 998 133.35 998.54 135.28 1000 138.17 1000.52 144.96 1001.77
Manning's n Values num= 3
Sta n Val Sta n Val Sta. n Val
0 .065 83.01 .04 102.79 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
83.01 102.79 33.8 33.8 33.8 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #1
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 988.61 3.5
28.43 984.91 32.78
52.5 983.47 56.28
67.93 982.88 69.08
79.8 979.25 80.74
84.8 979.63 86.37
97.64 981.62 103.85
113.49 983.39 115.39
119.88 984.53 123.15
128.44 987.09 130.5
135.92 990.29 137.34
141.99 992.97 144.14
150.34 996.9 152.12
161.04 1001.13
Manning's n Values
RS: 221
num=
Elev
988
984.57
983.32
982.84
979.15
980.07
982.28
983.57
985.34
987.99
990.94
993.93
998
num=
39.780
66
Sta Elev
9.69 987
40.26 984
59.31 983.2
71.19 982.77
81.48 979.05
87.18 980.3
105.16 982.43
116.14 983.73
125.4 985.92
132.68 988.87
139 991.64
146.54 995
153.91 999.07
3
Sta
10.3
45.25
61.99
78.03
81.92
89.94
107.08
118
125.86
133.45
139.79
147.99
155.24
Elev
986.9
983.74
983.09
982.55
979.14
980.3
982.66
984
986
989.24
992
995.71
1000
Sta Elev
15.97 986
49.17 983.54
64.84 982.99
78.25 981.88
83.22 979.3
95.63 980.41
110.16 982.93
119 984.3
127.84 986.81
135.2 990
141.45 992.7
148.59 996
158.42 1000.62
1/26/2005
5 of 25
Sta n Val Sta
0 .065 78.25
Bank Sta: Left Right
78.25 97.64
(CROSS SECTION
RIVER: 216
REACH: Trib. #1
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 989.65 4.74
27.62 984.78 32.79
45.71 983.04 46.35
62.85 981.99 65.36
80.21 977.61 81.34
101.4 980.64 104.44
111.54 981.84 114.14
137.45 984 142.3
152.14 989.95 157.27
167.56 996.15 172.23
Manning's n Values
Sta n Val Sta
0 .065 76.78
Bank Sta: Left Right
76.78 84.49
CROSS SECTION
n Val Sta n Val
.04 97.64 .065
Lengths: Left Channel Right Coeff Contr. Expan.
41.3 41.3 41.3 .1 .3
RS: 2248.520
num= 49
Elev Sta Elev Sta Elev Sta Elev
988.63 7.71 988 9.97 987.6 19.39 986
984 34.5 983.87 39.14 983.52 45 983.09
983.01 51.8 982.62 57.43 982.36 58.32 982.3
981.83 67.74 981.67 75.51 981.13 76.78 980.2
977.52 82.58 977.45 84 977.69 84.49 979.01
980.82 106.39 981.16 107.61 981.6 111.23 981.82
982 117.99 982.35 126.66 983.09 131.84 983.54
985.97 142.75 986.15 147.4 988 148.51 988.44
992 158.08 992.33 162.19 994 166.98 995.92
998 173.83 998.65 176.56 999.72
num= 3
n Val Sta n Val
.04 84.49 .065
Lengths: Left Channel Right Coeff Contr. Expan.
45.2 45.2 45.2 .1 .3
RIVER: 216
REACH: Trib. #1 RS: 2203.350
INPUT
Description:
station Elevation Data num. 46
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 989.8 1.61 989.38 6.99 988 10.13 987.51 16.71 986.52
17.89 986.33 20.12 986 30.34 984.51 33.84 984 38.5 983.6
57.02 982 59.51 981.67 63.03 981.2 64.12 981.06 64.72 980.99
65.17 980.95 65.6 980.91 66.02 980.88 66.85 980.74 68.02 980.53
72.95 979.03 76.96 977.73 79.84 977.5 83.84 977.17 85.06 976.8
86.01 976.67 86.93 976.75 87.16 977.29 87.57 980.79 107.24 981.32
121.37 982 126.57 982.55 128.68 982.77 137.35 983.68 140.62 984
144.62 985.52 145.86 986 149.73 987.47 151.1 988 154.85 989.44
156.3 990 161.03 991.81 161.52 992 165.73 993.62 166.7 994
170.68 995.52
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 72.95 .04 87.57 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
72.95. 87.57 50.3 50.3 50.3 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #1
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 988.09 .52
8.75 986.88 10.25
20.35 985.07 22.74
44.4 981.84 47.45
56.34 977.17 58.7
66.19 976.45 67.33
71.88 975.41 73.75
79.43 975.53 82.12
89.07 977.33 90.3
97.66 978.03 100.1
RS: 21!
num=
Elev
988
986.66
984.8
981.38
977.01
976.28
975.3
975.5
977.37
979.11
33.040
62
Sta Elev
1.88 987.84
14.3 986
24.03 984.61
51.65 978.76
62.3 976.97
68.3 975.98
74.94 975.34
82.94 975.54
91.41 977.39
105.11 979.43
Sta
2.51
15.66
27.25
53.61
63.86
69.2
75.99
84.18
94.37
105.82
Elev
987.75
985.77
984.26
977.85
976.96
975.7
975.35
975.6
977.54
979.47
Sta Elev
6.16 987.28
16.6 985.65
29.57 984
54.84 977.27
64.77 976.74
71.15 975.48
77.23 975.42
87.67 976.02
96.23 977.59
115.38 980
1/26/2005
6of25
123.07 980.61 140.54 982 145.16 982.76 152.46 984 154.23 984.65
157.89 986 161.26 987.25 163.26 988 167.26 989.5 168.61 990
169.31 990.26 172.87 991.58
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
0 .065 66.19 .04 89.07 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
66.19 89.07 39.2 39.2 39.2 .1 .3
CROSS SECTION
RIVER: 21 6
REACH: Tr ib. #1 RS: 2113 .870
INPUT
Descripti on:
Station E levation Data num= 87
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 996.06 3.46 995.1 6.58 994.23 7.4 994 44
11 992
84
13.97 992 17.3 990.61 18.82 990 19.47 989.7 .
22.95 .
988
24.62 987.21 27.11 986 30.06 984.61 31.34 984 34.66 982.49
35.78 982 36.72 981.83 37.27 981.75 42.25 980.95 48.14 980
49.44 978.89 51.04 977.76 52.19 976.22 54.82 974.5 55.31 974.23
56.58 974.32 57.16 974.19 59.7 974.39 60.83 974.32 61.38 974.29
62.06 974.3 65.1 974.36 66.36 976.63 68.14 978.33 69.67 978.2
70.56 978.13 70.93 978.16 71.39 978.2 71.73 978.22 72.12 978.23
72.58 978.24 73.03 978.24 73.93 978.24 74.59 978.24 75.87 978.24
77.67 978.24 79.99 978.25 81.53 978.26 82.17 978.27 84.06 978.32
84.79 978.29 86.47 978.33 88.37 978.27 90.55 978.23 92.14 978.39
93.04 978.44 95.87 978.6 97.48 978.63 99.35 978.61 100.41 978.63
101.24 978.64 102.11 978.66 105.75 978.6 121.31 979.19 122.66 979.21
124.15 979.24 125.68 979.27 127.16 979.29 128.51 979.32 129.69 979.35
132.8 979.52 134.22 979.6 138.7 979.85 140.65 979.96 141.46 980
154.86 980.89 171.22 982 174.81 982.82 179.65 984 183.56 985.49
184.7 985.92 185.58 986.25 187.75 987.07 190.21 988 190.78 988.23
195.31 990 198.53 991.24
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 52.19 .04 66.36 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
52.19 66.36 47.6 47.6 47.6 .1 .3
CROSS SECTION
RIVER: 21 6
REACH: Tr ib. #1 RS: 2066 .230
INPUT
Descripti on:
Station E levation Data num= 92
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 1003.1 1.05 1002.81 3.77 1002 6.17 1001.26 10.25 1000
12.18 999.4 16.68 998 19.95 996.73 21.75 996 23.73 994.73
24.83 994 26.07 993.2 28.01 992 29.82 990.85 31.14 990
33.28 988.62 34.22 988 36.04 986.8 37.25 986 38.18 985.41
40.37 984 43.26 982.11 44.82 981.1 46.51 980 48.18 979.09
50.27 978 53.18 976.91 55.53 976 58.44 974.73 58.93 974.52
59.81 973.67 61.02 972.61 61.36 972.73 63.76 972.94 64.56 973.04
65 973.67 65.39 974.02 67.44 974.27 70.87 974.7 74.02 975.73
74.6 975.95 77.5 975.91 78.7 975.89 84.29 976.35 90.4 976.77
91.96 976.8 93.65 976.84 95.39 976.88 97.2 976.92 99.34 976.98
101.91 977.05 104.63 977.12 106.85 977.2 109.28 977.27 110.95 977.32
112.74 977.38 114.19 977.42 115.88 977.47 116.93 977.5 119.02 977.56
119.65 977.58 122.23 977.64 125.35 977.73 125.69 977.74 129.19 977.83
133.02 977.94 135.03 978 136.88 978.04 138.14 978.11 139.64 978.19
146.59 978.5 148.12 978.59 159.51 979.24 163.98 979.48 171.27 979.91
171.75 979.94 172.71 980 173.53 980.05 173.82 980.07 179.74 980.44
192.46 981.24 200.31 981.73 204.65 982 207.06 982.79 210.75 984
215.03 985.65 215.93 986 217.73 986.69 221.12 988 221.78 988.25
226.33 990 226.75 990.16
,Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 58.44 .04 67.44 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1/26/2005
7 of 25
58.44 67.44 39.6 39.6 39.6 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #1 RS: 202 6.680
INPUT
Description:
Station Elevation Data num= 108
Sta Elev Sta. Elev Sta Elev Sta Elev Sta Elev
0 1001.93 2.73 1001.48 6.15 1000.9 7.58 1000.67 9.45 1000.36
11.41 1000 14.04 999.32 15.56 998.83 18.11 998 20.3 997.16
23.09 996 24.34 995.43 27.09 994 28.29 993.11 29.86 992
30.88 991.23 32.41 990 33.4 989.13 34.8 988 36.78 986.3
37.15 986 38.47 984.89 39.49 984 41.61 983.53 45.63 979.04
49.56 972.21 53.1 972.19 53.68 972.16 54.74 972.31 61.08 975.31
62.82 975.73 64.37 976 64.98 976 65.29 976 65.71 976
66.35 976 66.98 976 67.47 976 67.86 976 68.24 975.99
68.62 975.99 69.03 975.99 69.44 975.99 69.88 975.99 70.3 976
70.72 976 71.12 976 71.5 976 71.85 976 72.17 976
74.09 976 74.86 975.88 75.48 975.8 76.25 975.72 77.08 975.65
77.87 975.59 78.52 975.56 79.14 975.53 79.82 975.52 80.59 975.51
81.47 975.51 82.47 975.51 83.61 975.53 84.92 975.55 86.39 975.58
88 975.62 89.88 975.66 92.42 975.73 96.18 975.84 101.35 975.99
101.82 976
116.11 976.38 107.06
118.28 976.14
976.45 111.87
118.97 976.26
976.47 112.43
119.79 976.28
976.48 115.62
121.57 976.37
976.54
122.58 976.57 123.67 976.59 124.82 976.63 126.03 976.66 127.36 976.71
128.88 976.77 130.75 976.85 133.11 976.95 136.24 977.09 140.59 977.29
141.93 977.34 147.93 977.63 155.41 978 172.68 979.26 183.12 980
191.67 980.64 200.39 981.24 202.09 981.36 206.72 981.7 211.34 982
216.54 983.68 217.5 984 219.23 984.57 222.67 985.7 223.56 986
225.48 986.66 229.48 988 230.9 988.49
Manning's n Values num= 3
Sta. n Val Sta. n Val Sta n Val
0 .065 45.63 .04 61.08 .065
Bank Sta: Left Right Lengths : Left Channel Right Coeff Contr. Expan.
45.63 61.08 51.2 51.2 51.2 .1 .3
kROSS SECTION
RIVER: 216
REACH: Trib. #1 RS: 1975.530
INPUT
Description:
Station Elevation Data num= 65
Sta Elev Sta. Elev Sta Elev Sta. Elev Sta Elev
0 997.29 4.91 996.41 7.05 996 11.55 994.53 13.03 994
14.09 993.51 17.56 992 20.12 990.73 21.64 990 24.69 988.5
25.7 988 27.01 987.34 29.67 986 32.41 984.61 33.63 984
34.47 983.57 37.58 982 39.73 980.92 41.57 980 42.88 979.34
45.54 978 48.2 976.99 50.62 976 58.84 973.36 60.32 972.87
60.9 972.81 61.38 972.79 64.45 972.56 67.12 972.42 70.94 972.26
72.14 971.26 73.4 970.25 76.06 969.62 76.98 969.46 78.91 969.94
79.44 971.78 80.83 972.94 92.36 973.93 94.98 974.08 99.99 974.38
113.13 975.16 127.1 976 132.58 976.34 137.46 976.62 145.42 977.09
161.49 978 162.69 978.1 164.61 978.27 176.15 979.28 177.06 979.36
184.46 980 189.07 980.42 191.81 980.65 192.3 980.69 197.87 981.18
205.42 981.79 207.98 982 214.27 983.3 217.23 984 219.88 984.76
224.18 986 225.43 986.36 227.17 986.87 231.04 988 235.75 989.35
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 70.94 .04 80.83 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
70.94 80.83 40.7 40.7 40.7 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #1 RS: 1934 .840
INPUT
Description:
Station Elevation Data num= 79
1/26/2005
8 of 25
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 992.19 .81 992 2.45 991.54 7.81 990 13.92 988.24
14.74 988 20.05 986.13 20.38 986 24.36 984.13 28.46 982
31.45 980.46 32.32 980 32.96 979.66 36.1 970 37.97 976.84
38.51 976.49 39.27 976 41.23 975.33 43.66 974.58 46.57 973.64
55.2 971.01 64.79 970.78 70.73 970.69 72.12 970.66 73.01 969.7
} 75.65 969.15 76.11 969.07 76.51 969.13 79.33 969.62 81.04 971.53
38
81 972
17 88.84 972.9 90.11 973.03 92.44 973.22 94.73 973.26
.
96.86 .
973.29 98.1 973.3 98.59 973.37 98.99 973.42 100.27 973.59
100.89 973.58 101.38 973.58 103.3 973.93 103.71 974 115.85 975.02
119.87 975.41 125.92 976 131.07 976.43 135.3 976.77 138.85 977.05
141.89 977.29 149.59 977.85 150.17 977.9 151.67 978 159.45 978.66
160.51 978.75 162.39 978.9 166.76 979.27 169.76 979.51 170.1 979.53
174.83 979.9 175.19 979.93 176.02 980 181.01 980.48 183.09 980.71
186.97 981.11 190.64 981.52 192 981.67 194.89 982 197.81 982.22
200.33 982.4 204.06 982.7 208.95 983.06 213.12 983.36 219.92 984
222.27 984.52 228.58 986 230.52 986.46 235.96 987.77
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 72.12 .04 81.04 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
72.12 81.04 0 0 0 .1 .3
CROSS SECTION
RIVER: 21 6
REACH: Tr ib. #2 RS: 559. 970
INPUT
Descripti on:
Station E levation Data num= 76
Sta Elev Sta Elev Sta Elev Sta Elev Sta Hlev
0 992.87 5.92 992.08 6.5 992 7.64 991.85 22.91 990
25.82 989.81 26.59 989.76 34.64 989.22 36.95 989.08 41.17 988.8
44.59 988.61 51.47 988.22 52.24 988.17 52.61 988.15 55.41 988
59.57 987.82 60.13 987.8 64.9 987.59 67.4 987.49 70.75 987.33
73.32 987.21 73.63 987.19 75.34 987.09 75.86 987.05 79.7 986.2
80.88 986.18 81.88 986.17 82.71 986.41 83.8 986.72 84.62 986.95
87.29 986.85 90.02 985.87 93.71 984.52 95.74 983.78 96.92 983.34
98.72 983.48 99.34 983.53 101.19 983.53 102.47 984.64 103.37 985.43
104.86 985.87 105.44 986 111.96 986.45 113.49 986.54 115.95 986.69
116.31 986.71 124.2 987.27 133.9 987.91 134.35 987.94 135.27 988
139.03 989.51 140.16 990 144.33 991.79 144.83 992 150.73 994
154.23 994.76 155.89 995.12 159.93 996 168.04 997.77 169.1 998
169.51 998.08 169.86 998.15 171.44 998.44 178.56 999.76 180.1 1000
181.54 1000.23 181.99 1000.28 184.29 1000.61 185.88 1000.82 187.63 1001.01
188.86 1001.16 191.49 1001.43 192.25 1001.52 192.83 1001.58 195.6 1001.83
196.01 1001.87
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 93.71 .04 102.47 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
93.71 102.47 66.2 66.2 66.2 .1 .3
CROSS SECTION
RIVER: 21 6
REACH: Trib. #2 RS: 493. 790
INPUT
Descripti on:
Station Elevation Data num= 77
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0
21.58 993.43
989.34 3.96
32.92 992.63
988 6.54
34.81 992
987.85 13.76
35.57 990.6
987.79 16.83
40.5 990
987.4
43.23 987.19 45.9 986.97 49.25 986.73 50.44 986.63 53.29 986.44
53.8 986.39 56.02 986.25 58.46 986.1 60.43 986 61.96 985.93
63.99 985.85 66.95 985.76 70.86 985.64 75.52 985.51 76.5 985.5
79.43 985.41 80.77 985.4 81.72 985.37 83.49 985.28 87.1 985.17
89.58 985.02 92.43 984.94 94.85 984.86 97.32 984.82 98.21 984.79
99.2 984.76 102.63 984.7 103.31 984.68 107.4 984.61 108.2 984.6
112.43 984.5 116.7 984.22 117.45 984.14 117.96 984.07 127.19 982.86
129.39 982.57 132.45 982.09 132.91 981.97 133.31 981.99 133.89 982.02
136.67 984.21 138.68 986.11 143.3 986.61 152.78 987.6 155.72 988
159.45 988.27 169.13 988.98 170.74 989.12 171.93 989.21 174.15 989.39
175.06 989.46 178.05 989.7 179.37 989.8 182.07 990 182.56 990.03
1/26/2005
9 of 25
187.02 990.34 191.41 990.64 191.82 990.67 195.93 990.94 196.75 991
199.44 991.18 201.45 991.29 202.75 991.38 207.03 991.62 207.56 991.66
213.26 991.97 213.59 991.99
Manning's n Values num= 3
i Sta n Val Sta n Val Sta n Val
0 .065 127.19 .04 136.67 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
127.19 136.67 89.2 89.2 89.2 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #2 RS: 404.640
INPUT
Description:
Station Elevation Data num= 81
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 1001.16 .39 1001.02 3.18 1000 8.3 998 10.85 996.82
12.82 996 13.92 995.51 14.64 995.21 17.53 994 18.48 993.59
21.44 992.31 22.18 992 25.03 990.75 25.87 990.37 26.79 990
29.56 988.85 31.55 988 32.1 987.8 34.25 987.04 36.52 986.23
37.2 986 41.24 983.75 41.95 983.39 47.29 981.53 52.74 980.15
53.76 979.78 54.54 979.44 55.4 979.02 57.29 979.45 57.91 979.53
60.39 982.14 61.11 982.01 61.92 982 63.05 982.09 64.99 982.23
66.28 982.32 67.28 982.38 68.19 982.43 69.06 982.48 70.29 982.55
71.58 982.61 73 982.68 75.13 982.77 77.95 982.88 80.27 982.98
82.83 983.12 83.97 983.16 87.59 983.37 88.08 983.4 94.47 983.77
98.38 984 103.01 984.33 103.54 984.36 104.03 984.39 104.64 984.43
105.81 984.5 106.52 984.55 109.55 984.75 115.78 985.17 125 985.8
126.01 985.87 127.33 985.96 127.98 986 136.37 986.62 140.05 986.89
140.57 986.93 145.16 987.26 152.49 987.79 153.42 987.85 155.48 988
161.51 988.41 162.29 988.46 163.59 988.56 165.84 988.72 171.34 989.1
175.12 989.39 180.32 989.79 182.9 990 189.77 990.66 191.54 990.84
195.86 991.26
Manning's n Values num= 3
St, n Val Sta n Val Sta n Val
0 065 52.74 .04 60.39 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
52.74 60.39 49.6 49.6 49.6 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #2 RS: 355.070
INPUT
Description:
Station Elevation Data num= 60
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 999.02 3.13 998 4.86 997.33 8.26 996 11.63 994.71
13.44 994 15 993.41 16.68 992.78 18.74 992 24.1 990
28.92 988.21 29.5 988 29.94 987.84 30.72 987.51 31.7 987.12
34.35 986 35.56 984.9 36.31 984 37.88 982.07 39.23 981.73
43.04 978.65 43.34 978.44 45.49 977.69 46.91 977.95 49.09 978.36
49.93 978.44 52.71 980.02 55.98 981.7 58.87 981.76 60.02 981.79
62.37 981.81 67.87 982 76.1 982.47 81.46 982.78 84.58 982.96
91.23 983.34 98.84 983.76 99.25 983.78 100.4 983.85 103.29 984
107.04 984.23 113.73 984.63 117.15 984.83 117.79 984.87 122.36 985.13
128.18 985.47 128.7 985.51 134.14 985.83 136.88 986 138.93 986.21
147.06 987.23 150.87 987.69 153.22 988 154.84 988.19 155.76 988.28
165.54 989.38 172.15 990 173.58 990.28 175.58 990.63 177.29 990.95
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 43.04 .04 52.71 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
43.04 52.71 43.2 43.2 43.2 .1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #2 RS: 311.850
1/26/2005
10 of 25
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 994.57 1.99
16 990 21.68
38.67 984.05 45.96
53.23 976.79 53.81
58.14 976.76 58.56
87.71 982.26 88.08
99.54 982.8 102.01
113.77 983.46 123.25
149.42 987.48 153.31
Manning's n Values
Sta n Val Sta
0 .065 48.8
Bank Sta: Left Right
48.8 63.71
CROSS SECTION
RIVER: 216
REACH: Trib. #2
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 991.82 3.52
19.62 988 20.7
31.7 984 36.55
49.17 979.47 55.57
59.94 974.48 61
69.81 977.89 70.24
85.15 979.74 86.58
96.85 980.32 103.34
113.75 981.18 115.03
142.77 983.99 150.66
160.49 988 162.72
Manning's n Values
Sta n Val Sta
0 .065 57.24
Bank Sta: Left Right
57.24 69.81
CROSS SECTION
RIVER: 216
REACH: Trib. #2
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 990.38 1.75
20.07 986 26.16
46.65 982 51.47
54.75 980.3 62.23
68.95 973.35 69.34
75.32 976.54 82.19
112.99 978 124.14
140.04 979.48 141.91
175.86 982.84 178.92
191.14 986.38 195.48
Manning's n Values
Sta n Val Sta
0 .065 62.23
Bank Sta: Left Right
62.23 73.72
CROSS SECTION
RIVER: 216
I
num- 45
Elev Sta Elev Sta Elev Sta Elev
994.16 2.68 994 9.35 992.04 13.94 990.64
988.47 23.41 988 28.06 986.8 31.15 986
982.04 48.8 979.76 52.24 977.13 52.58 976.8
976.74 55.28 976.63 55.96 976.58 56.33 976.55
977.13 63.71 981.08 72.07 981.55 82.27 982
982.27 91.42 982.43 93.82 982.54 96.1 982.64
982.91 102.87 982.95 105.37 983.06 111.5 983.36
983.95 124.25 984 129.19 984.67 139.3 986
988 157.14 989.54 158.33 990 160.93 990.47
num. 3
n Val Sta n Val
.04 63.71 .065
Lengths: Left Channel Right Coeff Contr. Expan.
56.7 56.7 56.7 .1 .3
RS: 255.180
num= 53
Elev Sta Elev Sta Elev Sta Elev
991.15 5.12 990.85 8.66 990.16 17.49 988.46
987.71 26.37 986 27.02 985.76 28.64 985.17
982.28 37.33 982 38.15 981.78 45.28 980
978.6 56.88 978.42 57.24 977.86 59.09 974.72
974.2 63.06 974.56 63.37 974.6 64.21 974.73
978.16 75.58 978.99 76.49 979.04 78.13 979.12
979.89 88.14 980 88.59 980.02 95.78 980.26
980.57 105.81 980.73 106.27 980.75 109.22 980.88
981.25 115.74 981.29 124.84 981.89 126.28 981.98
985.23 155.25 985.9 155.98 986 158.6 987.12
988.46 167.34 989.52
num- 3
n Val Sta n Val
.04 69.81 .065
Lengths: Left Channel Right Coeff Contr. Expan.
67.5 67.5 67.5 .1 .3
RS: 187.680
num= 47
Elev Sta Elev Sta Elev Sta Elev
990 6.84 988.89 10.84 988 15.76 986.94
985.1 27.55 984.89 33.91 984 41.97 982.77
980.41 52.65 980.04 53.04 980.08 53.63 980.14
975.39 64.78 973.72 65.26 973.39 66.29 973.38
973.39 70.88 973.46 72.05 973.52 73.72 975.09
976.74 84.59 976.81 94.17 977.16 109.93 977.86
978.59 124.82 978.63 129.9 978.91 139.73 979.46
979.58 149.4 980 164.63 981.45 170.15 982
983.28 183.95 984 188.89 985.64 189.94 986
987.67
num. 3
n Val Sta n Val
.04 73.72 .065
Lengths: Left Channel Right Coeff Contr. Expan.
60.3 60.3 60.3 .1 .3
1/26/2005
11 of 25
REACH: Trib. #2 RS: 127.400
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 987.57 2.98
31.01 982.3 32.8
56.82 978.27 58.54
65.49 976.16 66.02
69.97 975.5 71.2
79.69 973.79 85.76
91.39 971.5 91.92
106.52 975.94 107.34
121.1 976 131.28
166.37 978 171.46
176.81 978.48 183.14
218.52 980.91 228.6
Manning's n Values
Sta n Val Sta
0 .065 85.76
Bank Sta: Left Right
85.76 94.06
num=
Elev
986.97
982
978
976.07
975.36
972.57
971.59
975.96
976.46
978.23
978.78
981.81
num=
n Val
.04
Length;
57
Sta
7.74
34.55
59.52
66.83
72.99
86.11
93.13
110.5
131.95
172.83
195.07
3
Sta
94.06
a: Left i
110.9
Elev Sta
986 12.6
981.73 45.62
977.75 60.32
975.95 67.59
974.97 73.46
972.51 87.07
971.78 94.06
975.97 110.93
976.49 144.05
978.3 173.87
979.34 208.46
n Val
.065
:hannel Right
110.9 110.9
Elev Sta Elev
985.26 20.73 984
980 48.34 979.56
977.54 64.65 976.39
975.87 69.22 975.62
974.9 74.93 974.58
972.34 89.01 971.92
972.09 104.32 975.93
975.98 117.09 975.94
977.02 155.89 977.55
978.34 174.89 978.39
980 217.86 980.86
Coeff Contr. Expan.
.1 .3
CROSS SECTION
RIVER: 216
REACH: Trib. #2 RS: 16.510
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 973.28 2.17
6.89 968.25 7.77
17.63 971.14 18.14
28.84 972.03 32.04
46.11 972.5 55.95
74.98 973.58 77.75
84.11 973.92 86.22
93.53 973.83 95.55
104.81 973.84 105.44
113.52 974.29 114.18
136.56 975.3 137.22
148.98 975.96 149.78
192.44 978.1 192.8
215.68 979.16 221.09
234.7 980 235.6
244.62 980.86
num=
Elev
973.11
967.98
971.23
972
972.88
973.68
974
973.79
973.85
974.3
975.33
976
978.11
979.41
980.08
76
Sta
3.74
8.55
18.69
35.35
62.53
79.96
87.92
98.32
106.29
114.73
145.48
168.07
203.03
222.68
236.8
Elev Sta
972.92 4.45
968.1 9.5
971.28 19.14
972.12 41.58
973.12 67.28
973.77 81.15
973.94 89.72
973.83 100.15
973.84 109.58
974.31 129.91
975.77 146.87
976.94 188.82
978.6 206.43
979.48 223.06
980.19 237.49
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 4.45 .04 17.63 .065
Elev
971.45
968.35
971.52
972.34
973.3
973.81
973.87
973.8
974.07
974.95
975.85
977.93
978.75
979.49
980.24
Sta Elev
5.97 968.56
11.76 969.13
20.76 971.84
45.55 972.48
71.38 973.45
81.61 973.83
91.06 973.89
103.39 973.85
110.27 974.07
132.32 975.07
148.61 975.94
190.4 978
208.22 978.83
225.41 979.6
242.94 980.72
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
4.45 17.63 0 0 0 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1830.060
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 987.69 3.96
15.48 982.13 15.83
25.1 978.64 27.05
56.9 972.86 63.12
93.23 969.6 98.09
105.87 967.13 107.88
111.96 969.99 115.11
137.05 972.49 139.54
153.91 973.13 157.28
172.27 973.88 174.83
227.93 976.27 230.11
252.44 977.69 257.96
num=
Elev
986.38
982
978
972.33
968.47
966.61
970.49
972.59
973.26
974
976.39
978
77
Sta
5.08
16.6
34.07
63.54
100.92
108.34
124.9
145.09
160.61
198.13
233.13
285.62
Elev Sta
986 5.85
981.71 21.14
976.13 34.53
972.29 66.98
968 102.41
966.61 109.08
972 127.45
972.81 148.35
973.37 163.78
974.95 203.97
976.57 241.46
979.33 294.27
Elev
985.72
980
976
972
967.79
966.61
972.1
972.93
973.51
975.19
977.05
979.74
Sta Elev
10.71 984
24.4 978.89
44.55 974
81.07 970.67
103 967.66
111.04 968.78
128.16 972.13
150.83 973.03
167.59 973.68
223.42 976
252.09 977.67
296.57 979.85
1/26/2005
12 of 25
297.49 979.9
309.87 980.98
323.28 982
331.3 984
anning's n Valui
I Sta n Val
0 .065
299.64
312.53
323.8
333.36
:s
Sta
93.23
979.99
981.17
982.12
984.42
num=
n Val
.04
301.87 980.21 304.59 980.5 306.39 980.63
315.56 981.4 317.58 981.58 320.46 981.79
326.08 982.67 330.49 983.79 330.89 983.89
3
Sta n Val
111.96 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
93.23 111.96 45 45 45 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1785.020
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 987.57 5.63
17.67 982 19.6
32.51 977.06 35.69
44.44 973.52 46.26
63.26 970.53 67.38
75.89 969 76.51
81.04 968.43 83.38
89.84 966.32 90.25
110.46 968.46 113.17
127.05 970 129.05
137.14 970.54 138.3
143.93 970.95 144.39
148.61 971.26 152.32
162.57 971.78 165.1
168.96 972.34 169.26
175.41 972.91 177.43
179.41 973.36 179.76
181.77 973.51 182.26
185.35 973.64 185.98
188.45 973.7 189.01
196.33 973.73 198.83
210.54 973.73 211.95
214.82 973.85 216.6
239.54 976.14 242.25
261.62 979.7 263.36
num=
Elev
986
981.35
976
973.16
970
968.91
967.39
966.43
968.72
970.16
970.63
970.98
971.42
971.92
972.36
972.94
973.39
973.53
973.66
973.7
973.74
973.73
973.96
976.5
980
124
Sta
7.32
23.68
40.3
52.09
71.15
78.01
84.31
90.68
115.99
131.33
142.18
145.45
153.13
166.31
169.6
177.99
180.09
182.81
186.63
192.39
201.37
212.43
217.23
251.98
269.38
Elev Sta
985.44 11.67
980 26.61
974.61 40.79
972 53.69
969.52 73.33
968.77 78.81
967.32 85.96
966.52 94.82
968.96 120.99
970.29 134.13
970.81 142.95
971.04 145.89
971.45 154.84
972 166.73
972.37 173.19
973 178.32
973.42 180.95
973.55 183.37
973.68 187.43
973.72 193.09
973.74 204.29
973.74 213.12
974 228.02
978 259.03
980.96 274.06
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 84.31 .04 99.21 .065
Elev
984
979.01
974.46
971.79
969.26
968.67
966.85
966.96
969.68
970.42
970.88
971.09
971.51
972.05
972.86
973.04
973.47
973.58
973.69
973.72
973.74
973.76
975.03
979.25
981.7
Sta Elev
15.17 982.83
29.63 978
42.37 974
57.45 971.3
74.57 969.12
80.12 968.54
87.27 966.61
99.21 967.5
124.54 969.87
136.83 970.52
143.27 970.9
148.03 971.19
160.9 971.72
167.85 972.19
174.08 972.88
178.66 973.15
181.33 973.49
184.42 973.61
188.01 973.7
195.96 973.73
207.68 973.73
213.75 973.79
238.55 976
259.92 979.4
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
84.31 99.21 66.3 66.3 66.3 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1718.710
INPUT
Description:
CIS
Station Elevation Data num= 105
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 984.22 .96 984 2.91 983.56 9.59 982 11.75 981.43
17.72 980 27.52 978.12 28.27 978 29.72 976.99 31.05 976
31.57 975.65 33.88 974 38.5 973.37 39.29 973.28 39.83 973.22
40.52 973.15 41.23 973.09 41.85 973.04 42.64 972.99 43.57 972.92
44.68 972.85 45.95 972.77 50.92 972.49 52.1 972.41 53.29 972:34
59.1 972.02 6306 971.69 64.54 971.57 66.58 971.39 67.79 971.28
71.5 970.8 72.36 970.7 73.1 970.61 77.64 970 80.8 969.77
81.95 969.61 82.56 969.56 83.29 969.51 88.89 969.02 90.29 968.94
92.32 968.82 93.1 968.75 96.93 968.42 102.59 968 103.72 968.07
104.28 968.11 105.32 964.87 108.82 964.36 109.55 964.12 111.12 964.39
112.41 964.59 112.82 965.54 113.42 966.49 113.94 966.67 116.92 967.21
117.49 967.17 117.85 967.13 118.51 967.21 118.89 967.17 122.49 966.95
123.3 967.01 124.58 967.1 127.03 967.27 130.17 967.37 134.67 967.77
137.24 968 139.24 968.59 142.64 969.69 143.11 969.84 143.58 970
148.01 970.26 150.45 970.41 151.65 970.46 153.3 970.57 154.78 970.67
155.98 970.74 156.78 970.79 157.37 970.83 158.01 970.85 159 970.89
160.49 970.93 161.89 970.97 162.79 971 165.81 971.11 166.38 971.13
1/26/2005
13 of 25
166.86 971.16 169.54
180.41 971.48 183.27
189.84 971.71 191.56
196.41 972.07 199.44
\anning's n Values
1}M Sta n Val Sta
0 .065 104.28
Bank Sta: Left Right
104.28 113.42
CROSS SECTION
RIVER: 216
REACH: Main Stem
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 976.45 .6
5.36 976.22 6.72
12.33 975.94 13.52
19.58 975.09 25.54
56.51 972 57.29
87.07 966.53 88.92
98.29 964.93 102.63
107.76 962.02 109.79
120.26 969.43 121.43
130.91 974 133.61
145.01 979.83 145.44
167.55 984 168.68
Manning Is n Values
Sta n Val Sta
0 .065 98.29
Bank Sta: Left Right
98.29 112.68
)CROSS SECTION
RIVER: 216
REACH: Main Stem
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 978.72 .98
11.63 977.27 15.22
21.03 976 26.07
38.87 972.34 42.75
51.95 971.16 56.02
64.5 968.56 65.14
75.2 964.68 79.6
85.48 961.25 86.77
94.65 964.12 97.01
106.48 969.75 107.38
126.76 973.95 130.08
143.93 977.26 146.57
Manning's n Values
Sta n Val Sta
0 .065 79.6
Bank Sta: Left Right
79.6 94.65
CROSS SECTION
® RIVER: 216
REACH: Main Stem
I
INPUT
e Description:
Station Elevation Data
Sta Elev Sta
971.23 169.98 971.25
971.54 185.27 971.58
971.77 193.51 971.84
972.15 204.04 972.51
num= 3
n Val Sta n Val
.04 113.42 .065
Lengths: Left Channel
117.2 117.2
RS: 1601.480
num= 60
Elev Sta Elev
976.39 2.15 976.33
976.19 8.46 976.13
975.86 15.1 975.68
974 28.32 973.78
972 69.22 968.89
965.87 91.12 966.35
962.95 103.42 962.59
962.05 110.14 962.07
970 122.45 970.43
975.13 135.65 976
980 147.56 980.39
984.2 170.64 984.53
num. 3
n Val Sta n Val
.04 112.68 .065
Lengths: Left Channel
45.8 45.8
RS: 1555.700
num= 57
Elev Sta Elev
978.61 2.65 978.41
976.81 17.14 976.57
974.58 28.07 974
972 45.32 971.78
970.68 57.27 970.56
968.32 69.63 966.54
963.49 81.19 962.75
961.21 87.67 961.21
966.84 100.17 967.65
970 114.15 971.46
974.65 133.68 975.41
977.71
num= 3
n Val Sta n Val
.04 94.65 .065
Lengths: Left Channel
39 39
RS: 1516.740
172.33
186.8
195.76
207.21
Right
117.2
Sta
3.52
10
16.34
52.54
72.96
93.6
103.9
112.68
126.15
138.74
156.59
171.98
Right
45.8
Sta
4.89
18.49
31.38
46.25
57.62
72.86
83.07
88.33
100.86
116.77
136.64
Right
39
971.32 175.54 971.38
971.62 188.28 971.66
971.93 197.45 972
972.76 213.49 973.29
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
976.29 4.08 976.24
976.07 11.35 976.01
975.48 18.16 975.27
972 54.71 972
968.13 86.39 966.76
965.86 96.82 965.2
962.52 106.51 962.18
964.84 117.21 968
972 128.33 972.9
977.3 140.36 978
982 164.68 983.48
984.76 178.36 985.82
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
978.14 6.08 978
976.4 19.24 976.31
973.4 34.87 972.96
971.68 49.75 971.33
970.52 59.58 970.22
965.36 74.73 964.84
961.34 83.49 961.25
961.21 92.56 961.18
968 105.56 969.46
972 120.45 972.73
976 139.34 976.5
Coeff Contr. Expan.
.1 .3
num= 50
Elev Sta Elev Sta Elev Sta Elev
1/26/2005
14 of 25
0 979.98 11.46 978 19.03 976.27 20.25 976 24.96 974.81
28.11 974 34.86 972.27 35.92 972 40.99 970.85 45.04 970
48.39 968.93 49.59 968.56 56.82 965.64 61.01 964.03 68.06 960.37
69.31 959.84 69.78 959.58 70.55 959.43 72.1 959.15 72.42 959.2
- ?? 73.13 959.3 74.18 959.48 74.83 960.15 75.32 960.63 76.92 960.85
78.58 961.1 80.51 961.86 83.47 963.11 83.77 963.19 92.61 965.09
97.31 966 98.42 966.2 98.92 966.29 103.73 967.16 106.9 967.8
107.89 968 112.66 968.76 115.48 969.14 115.97 969.21 117.04 969.35
118.83 969.62 121.97 970 125.34 970.43 127.23 970.68 130.43 971.08
133.19 971.43 134.31 971.57 137.76 972 140.2 972.36 141.59 972.56
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 68.06 .04 75.32 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
68.06 75.32 33.2 33.2 33.2 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1483.580
INPUT
Description:
Station Elevation Data num= 65
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 977.73 1.73 977.25 4.57 976.45 6.28 976 8.92 975.3
11.3 974.72 12.7 974.36 14.23 974 15.54 973.69 16.27 973.52
18.2 973.04 20.96 972.31 21.37 972.2 22.09 972 24.86 971.35
26.43 971.13 28.38 970.74 31.44 970.37 31.98 970.28 34.43 970
35.35 969.92 38.41 969.6 39.96 969.44 41.17 969.3 42.29 969.17
45.03 968.83 45.89 968.72 49.7 968.18 50.9 968 54 967.21
54.65 967.05 57.45 965.97 69.86 961.25 72.4 959.8 73.59 959.24
75.82 959.3 77.02 959.35 81.21 959.4 83.11 959.39 85.97 959.43
89.13 961.61 91.25 963.15 93.35 963.19 95.05 963.4 96.16 963.64
97.72 964 102.72 964.52 113.4 965.66 115.49 965.88 116.59 966
117.34 966.17 121.96 967.19 125.24 967.91 125.68 968 129.74 968.44
130.08 968.47 132.19 968.68 133.55 968.82 134.61 968.91 135.58 968.99
ll 136.91 969.09 141.57 969.56 142.57 969.64 146.06 970 147.42 970.18
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
0 .065 69.86 .04 89.13 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
69.86 89.13 37.9 37.9 37.9 .1 .3
CROSS SECTION
U RIVER: 216
REACH: Main Stem
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 975.68 5.6
15.26 971.78 15.58
27.27 969.28 27.7
36.56 967.9 36.99
47.49 967.18 49.88
3 57.93 966.48 58.59
63.84 966 75.49
102.1 959.4 104
106.61 958.29 107.14
111.41 961.96 112.34
136.49 963.98 148.63
160.37 966.9 161.09
166.19 967.36 173.48
Manning's n Values
Sta n Val Sta
0 .065 102.1
,Bank Sta: Left Right
102.1 109.54
CROSS SECTION
1/26/2005
15 of 25
RS: 1445.660
num= 65
Elev Sta
974.24 6.5
971.7 17.73
969.21 31.86
967.88 39.57
967.03 51.41
966.44 59.03
964.92 75.81
958.76 104.36
958.34 108.38
962 120.49
965.75 150.22
966.96 163.03
967.98 176.24
num= 3
n Val Sta
.04 109.54
Lengths: Left <
64.6
Elev Sta
974 8.25
971.2 22.74
968.55 33.89
967.69 42.12
966.93 53.84
966.42 59.67
964.83 92.78
958.63 104.78
958.5 109.54
962.75 129.03
966 154.81
967.12 164.36
968.33 180.08
n Val
.065
;hannel Right
64.6 64.6
Elev Sta Elev
973.55 14.29 972
970 25.33 969.59
968.22 35.34 968
967.52 44.79 967.34
966.78 55.67 966.66
966.39 63 966.08
960.39 97.17 959.96
958.57 106.28 958.35
960.3 110.78 961.92
963.41 130.81 963.56
966.42 157.04 966.61
967.23 165.37 967.3
968.83 183.42 969.28
Coeff Contr. Expan.
.1 .3
M
RIVER: 216
REACH: Main Stem RS: 1381.030
INPUT
,Description:
,Station Elevation Data num= 66
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 970.61 2.57 970 10.67 968 19.11 966 20.6 965.9
23.5 965.73 25.96 965.59 27.89 965.51 31.05 965.35 33.28 965.24
36.93 965.06 39.89 964.91 44.65 964.64 47.5 964.5 55.76 964
56.45 963.93 66.23 962.98 76.12 962 82.81 960.47 85.2 959.85
86.15 959.63 87.31 958.69 90.35 957.35 91.03 957.29 93.18 957.52
93.58 957.56 94.86 958.08 98.42 958.42 98.89 958.48 102.96 960.19
103.42 960.26 106.19 960.43 109.74 960.7 112.26 960.81 121.04 961.16
122.7 961.25 128.56 961.52 130.01 961.59 130.4 961.61 130.77 961.63
138.55 962 139.12 962.04 146.84 962.63 147.75 962.7 151.44 962.98
153.73 963.13 155.4 963.26 160.81 963.61 161.44 963.66 161.84 963.68
162.26 963.71 166.89 964 169.4 964.16 170.15 964.23 175.57 964.63
179.03 964.95 181.52 965.16 182.51 965.25 183.76 965.36 190.17 966
191.61 966.21 193.74 966.53 194.56 966.66 199.8 967.44 203.21 968
206.94 968.69
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 87.31 .04 98.89 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
87.31 98.89 71.9 71.9 71.9 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1309.170
I
INPUT
Description:
Station Elevation Data num. 83
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 969.65 3.07 968.71 5.4 968 10.64 966.42 12.01 966
15.42 964.97 18.65 964 25.24 963.42 27.47 963.27 28.12 963.22
31.97 962.97 36.84 962.59 37.51 962.54 43.67 962.18 44.45 962.13
46.87 962 50.94 961.76 55.21 961.51 57.2 961.4 59.74 961.25
61.85 961.13 63.41 961.03 65.08 960.93 66.83 960.82 68.91 960.69
71.46 960.51 74.89 960.25 78.16 960 82.67 959.51 83.69 959.41
90.53 958.76 92.46 956.31 93.07 955.68 94.01 955.7 94.32 955.65
94.83 955.62 95.18 955.59 96.3 955.51 96.62 956.36 96.96 956.96
97.87 957 100.09 957.26 102.33 957.14 103.45 957.7 104.53 958
106.77 958.1 111.72 958.31 113.07 958.36 114.69 958.44 119.4 958.63
121.69 958.73 125.64 958.91 126.78 958.96 129.38 959.07 130.16 959.11
138.32 959.47 138.96 959.5 139.76 959.54 140.49 959.57 150.2 960
152.52 960.17 153.35 960.22 159.73 960.68 163.08 960.88 166.86 961.14
170.24 961.34 173.16 961.52 176.74 961.74 180.74 962 181.35 962.05
181.67 962.08 185.62 962.42 188.75 962.69 193.89 963.12 196.25 963.32
197.82 963.46 204.43 964 205.95 964.21 207.9 964.49 213.1 965.23
218.38 966 220.73 966.46 224.31 967.19
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
0 .065 90.53 .04 97.87 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
90.53 97.87 80.7 80.7 80.7 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1228.510
INPUT
Description:
Station Elevation Data num=
Sta Elev Sta Elev
0 971.63 6 970
20.43 966 22.89 965.32
38.92 961.55 41.21 961.34
56.38 960 57.89 959.91
71.17 959.1 73.08 959
82.21 958.51 85.8 958.27
91.22 957.1 92.06 954.9
1/26/2005
16 of 25
84
Sta Elev
9.15 969.11
27.73 964
42.14 961.24
64.75 959.49
73.75 958.96
86.42 958.23
92.39 954.86
Sta
13.17
31.2
47.07
65.13
76.46
89.86
93.3
Elev
968
963.05
960.81
959.46
958.82
958
954.86
Sta Elev
16.23 967.14
35.17 962
50.85 960.44
66.42 959.39
79.26 958.65
90.34 957.67
94.1 955.19
95.23 955.68
101.35 957.03
113.1 956.78
124.22 956
150.45 958.35
163.2 958.58
173.71 959.08
186.34 959.86
217.16 962
254.11 967.9
95.9
103.88
113.89
132.86
151.65
164.22
175.61
187.11
228.05
254.6
955.97
957.04
956.76
958.16
958.35
958.65
959.2
959.91
963.49
968
96.96 956.43
104.32 957.01
117.79 957.52
138.99 958.24
155.99 958.36
166.4 958.72
178.43 959.38
188.61 960
231.87 964
257.97 968.71
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 91.22 .04 98.34 .065
97.65
109.63
119.01
143.59
161.36
167.67
178.99
206.01
244.09
259.77
956.58
957
957.7
958.29
958.46
958.8
959.41
961.16
965.84
969.09
98.34 956.6
111.23 956.9
120.97 957.86
145.43 958.31
162.31 958.52
172.23 958.97
185.44 959.81
206.89 961.22
245.16 966
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
91.22 98.34 140.6 140.6 140.6 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 1087.880
F.1 INPUT
Description:
Station E levation Data num= 79
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 969.87 5.71 968.75 9.63 968 12.52 967.45 15.56 966.87
19.98 966 21.53 965.64 23.73 965.1 27.84 964 32.63 962.76
35.58 962 38.77 961.23 43.78 960 49.18 959.38 52.76 958.97
55.09 958.7 62.09 957.95 62.58 957.78 64.23 957.82 65.31 958.02
67.21 958.01 69.6 958.01 70.4 957.93 74.35 957.96 75.09 957.92
78.66 957.94 79.31 957.93 82.92 957.98 83.98 958 87.6 957.81
90.48 957.65 91.26 957.72 91.68 957.74 93.9 957.62 94.45 957.65.
95.86 957.57 96.46 957.59 96.86 957.61 98.88 957.48 100.06 957.31
102 957.05 102.61 956.96 104.32 956.8 107.76 956.28 108.21 956.23
109.69 956.02 110.4 955.87 111.28 954.47 111.7 953.76 112.57 953.49
114.39 953.42 114.87 953.51 116.01 953.72 116.71 953.94 121.35 954.99
126.84 956.11 163.28 957.61 171.73 958 175.03 958.23 175.42 958.25
176.08 958.3 186.39 958.97 197.34 959.69 202.24 960 202.64 960.08
210.73 961.68 212.37 962 213.49 962.23 216.31 962.78 220.83 963.68
222.52 964 228.35 965.05 233.73 966 234.76 966.18 236.16 966.44
241.31 967.36 244.79 968 248.52 968.69 253.96 969.74
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 110.4 .04 126.84 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
110.4 126.84 142.8 142.8 142.8 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 945. 130
INPUT
Description:
Station Elevation Data num= 99
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 963.5 3.44 963.02 5.12 962.86 7.98 962.56 9.43 962.37
13.1 962.01 16.34 961.62 17.27 961.51 19.42 961.24 23.49 960.76
24.89 960.58 28.67 960.11 29.54 960 34.52 959.48 35.17 959.4
36.08 959.3 37.46 959.13 40.62 958.78 42.73 958.51 46.64 958
47.81 957.89 49.55 957.73 60.37 956.74 68.13 956 68.71 955.81
71.57 954.3 77.61 953.03 81.69 951.63 83.14 951.24 84.14 950.94
84.49 950.58 85.26 950.42 87.48 950.32 87.83 950.31 88.61 951.54
92.4 951.78 95.68 951.12 105.72 949.08 109.01 951.38 112.67 954.06
118.64 954.93 125.81 956 127.18 956.27 127.95 956.4 129.22 956.6
134.02 957.44 137.48 957.9 138.23 958 141.86 958.27 146.23 958.63
152.92 959.18 154.56 959.37 156.92 959.62 158.74 959.78 160.55 959.99
164.95 960.3 168.13 960.52 170.63 960.69 172.64 960.82 174.31 960.92
175.72 961 176.93 961.07 177.75 961.11 178.9 961.17 179.88 961.21
180.97 961.26 182.11 961.3 183.19 961.33 184.11 961.36 184.85 961.43
185.47 961.45 186.34 961.53 186.76 961.54 187.12 961.55 188.46 961.68
191.28 961.93 192.06 962 198.22 962.64 200.09 962.87 200.47 962.91
209.3 964 210.97 964.26 221.48 965.98 231.14 967.56 234.03 968
237.46 968.52 240.61 968.97 244.16 969.5 245.43 969.68 246.12 969.77
247.69 970 250.65 970.34 251.57 970.45 256.62 971.02 259.36 971.34
261.73 971.61 264.92 972 266.09 972.14 269.34 972.53
III
1/26/2005
17 of 25

Manning's n Value s num. 3
Sta n Val Sta n Val Sta n Val
0 .065 81.69 .04 109.01 .065
Bank Sta: Left Right Lengths : Left Channel Right Coeff Contr. Expan.
81.69 1 09.01 43.7 43.7 43.7 .1 .3
CROSS SECTION
RIVER: 21 6
REACH: Ma in Stem RS: 901 .450
INPUT
Description:
Station E levation Data num= 127
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 960.53 1.08 960.35 1.71 960.25 3.54 960 6.91 959.6
11.16 959.1 14.45 958.69 14.95 958.63 16.55 958.44 20.19 958
21.72 957.85 22.4 957.8 27.02 957.38 27.45 957.35 30.31 957.1
33.4 956.88 35.69 956.69 40.19 956.39 41.28 956.3 46.27 956
52.09 955.78 56.52 955.62 57.21 955.6 58.21 955.56 60.56 955.48
61.76 955.44 63.23 955.37 64.34 955.32 64.65 955.3 65.87 954.96
67.98 954.59 70.61 954.23 76.8 953.39 79.25 952.2 82.98 950.37
84.22 949.75 91.76 949.54 94.75 949.53 98.38 949.4 99.31 949.18
103.4
110.44 947.99
947.18 104.55
112.37 948.04
947.02 105.54
113.78 948.08
947.06 107.39
114.59 947.47
947.16 108.19
115.35 947.19
947.86
115.83 948.33 120.37 952.65 126 952.03 129.14 952.46 129.8 952.51
130.66 952.58 132.97 952.89 134.24 952.98 135.5 953.08 136.9 953.21
139.58 953.48 140.75 953.61 144.68 954 145.73 954.08 151.85 954.51
152.54 954.55 153.41 954.6 153.83 954.63 155.04 954.7 159.94 955.04
160.41 955.07 161.49 955.12 163 955.2 164.3 955.27 165.78 955.36
167.7 955.49 169.69 955.62 170.32 955.66 171.24 955.71 172.24 955.76
172.95 955.79 173.92 955.82 174.44 955.84 176.55 955.9 179.73 955.97
180.21 955.98 181.16 956 185.4 956.11 185.73 956.12 189.18 956.21
191.05 956.27 191.77 956.29 193.26 956.35 193.94 956.37 195.31 956.43
195.96 956.44 197.25 956.51 197.96 956.52 199.23 956.59 200.01 956.61
200.83 956.62 201.79 956.63 202.36 956.64 203.91 956.65 205.78 956.67
206.29 956.68 206.7 956.69 207.04 956.7 207.43 956.72 207.88 956.74
208.37 956.77 209.06 956.83 209.97 956.9 210.66 956.96 211.72 957.06
212.65 957.15 213.44 957.24 214.24 957.34 215.28 957.48 216.89 957.71
219.09 958 221.57 958.11 224.03 958.22 224.81 958.26 226.7 958.35
228.24 958.43 229.08 958.47
Manning's n Value s num= 3
Sta n Val Sta n Val Sta n Val
0 .065 105.54 .04 115.83 .065
Bank Sta: Left Right Lengths : Left Channel Right Coeff Contr. Expan.
105.54 1 15.83 45 45 45 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 856 .430
INPUT
Description:
Station Elevation Data num= 109
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 957.9 2.82 957.39 3.99 957.18 4.67 957.06 6.91 956.67
8.93 956.31 10.79 956 11.19 955.97 13.15 955.81 14.96 955.67
15.55
25.38 955.64
955.01 17.74
27.29 955.48
954.89 20.13
29.6 955.31
954.78 21.36
31.07 955.25
954.7 23.66
34.35 955.1
954.54
35.44 954.48 36.58 954.42 41.06 954.22 41.52 954.19 45.58 954
47.95 953.93 49.59 953.87 49.95 953.86 56.1 953.66 56.86 953.63
57.53 953.6 58.19 953.57 58.73 953.55 59.55 953.51 60.85 953.44
66.5 953.24 68.99 953.1 72.01 952.98 74.78 952.82 76.29 952.77
77.58 952.72 81.97 952.3 87.56 951.86 92.75 950.23 95.64 949.65
97.98 948.66 103.9 948.11 104.42 948.06 106.28 946.98 107.55 946.24
109.04 945.21 111.06 944.91 111.54 944.91 112.88 944.9 113.63 944.92
114.32 945.31 115.66 946.11 120.43 947.13 121.58 947.33 122.02 947.63
123.19 948.23 125.07 949.24 128.9 951.35 130 951.9 130.62 951.97
131.81 952.09 134.02 952 136.35 952.38 137.36 952.41 139.66 952.47
142.32 952.51 146.55 952.58 148.54 952.61 150.64 952.64 152.06 952.67
153.12 952.69 154.04 952.71 154.93 952.73 155.74 952.75 156.51 952.77
157.2 952.79 157.85 952.81 158.49 952.83 159.38 952.87 160.8 952
94
162.87 953.03 165.73 953.15 167.33 953.21 172.16 953.42 173.06 .
953.46
174.96 953.53 182.78 953.88 183.64 953.92 184 953.93 185.48 954
197.69 955 198.7 955.09 202.26 955.39 208.99 956 219.83 957.39

1/26/2005
18 of 25
224.27 958 226.84 958.62 229.67 959.28 231.21 959.65 231.63 959.76
232.7 960 240.39 961.52 242.62 962 244.44 962.41
Manning's n Values num= 3
Sta n Val
0 .065 Sta
106.28 n Val
.04 Sta
120.43 n Val
.065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
106.28 120.43 59.8 59.8 59.8 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 796. 680
INPUT
Description:
Station Elevation Data num= 87
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 960.19 .6 960 2.34 959.67 11.13 958 12.46 957.75
21.36 956 26.12 955.05 26.73 954.93 28.57 954.56 31.37 954
32.87 953.88 33.47 953.84 33.99 953.8 42.02 953.21 46.78 952.97
47.24 952.95 51.49 952.66 60.29 952.27 61.91 952.2 62.81 952.14
66.27 952 71.45 951.83 72.36 951.79 72.8 951.78 73.67 951.75
74.29 951.74 75 951.71 75.57 951.7 76.03 951.68 76.5 951.67
77.03 951.65
84 951.34 78.57
87.25 951.59
950.88 79.86
88.71 951.54
950.82 81.26
90.85 951.47
950.68 82.64
92.05 951.41
950.61
104.45 949.8 107.61 948.57 108.35 948.39 109.76 948.1 111.64 947.57
113.8 947.29 115.23 946.28 116.22 945.7 118.37 945.19 121.9 944.4
123.42 943.99 124.29 943.89 126.08 943.69 126.6 943.73 127.18 943.79
127.73 944.03 130.41 945.23 140.61 946.49 141.59 946.61 144.68 946.98
145.67 947.09 146.97 947.6 147.37 947.73 150.5 948.83 152.93 949.48
155.37 949.97 162.6 950.39 171.13 950.9 173.68 951.04 182.91 951.57
190.33 952 201.9 953.23 209.3 954 212.63 954.7 218.55 956
222.36 956.87 227.42 958 234.73 959.57 236.73 960 240.6 961.12
04 243.61 962 244.52 962.23 251.99 964 252.74 964.17 253.08 964.24
258.02 965.33 258.43 965.42
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 116.22 .04 130.41 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
116.22 130.41 91.4 91.4 91.4 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 705. 300
INPUT
Description:
Station Elevatio n Data num= 64
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 961.67 6.42 960.02 15.07 958 20.78 956.66 23.58 956
29.08 954.71 32.12 954 35.58 953.18 40.62 952 46.13 951.66
48.23 951.57 55.73 951.15 59.03 951.02 61.87 950.9 64.8 950.78
68.14 950.63 72.27 950.44 78.58 950.15 81.78 950 95.99 948.68
96.84 948.61 98.78 948.45 106.12 947.69 106.94 945.18 108.04 942.16
110.04 942.06 110.69 942.03 113.78 942.72 114.09 942.88 115.48 943.66
160.47 947.84 162.85 948.07 163.24 948.1 163.76 948.14 164.07 948.16
164.99 948.25 166.29 948.05 166.74 948 170.33 948.31 173.78 948.59
185.87 949.56 191.25 950 196.03 950.48 199.26 950.81 211.08 952
216.77 952.9 219.6 953.36 222.07 953.75 223.54 954 224.76 954.34
230.73 956 234.67 957.07 238.06 958 242.67 959.25 245.49 960
249.54 961.56 249.87 961.68 250.68 962 251.11 962.16 256.14 964
261.21 965.8 261.76 966 262.12 966.13 265.66 967.32
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 106.94 .04 115.48 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
106.94 115.48 96.6 96.6 96.6 .1 .3
ICROSS SECTION
RIVER: 216
REACH: Main Stem RS: 608. 660
?J
1/26/2005
19 of 25
INPUT
Description:
Station Elevation Data num= 94
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 961.06 2.67 960.49 5 960 7.27 958.65 8.28 958
10.01 956.93 10.89 956.42 11.59 956 11.94 955.79 14.73 954
17.38 952.28 17.8 952 18.25 951.72 18.8 951.39 19.74 950.82
21.09 950 27.04 949.79 32.35 949.6 34.8 949.51 37.62 949.43
38.67 949.41 40 949.38 41.66 949.35 43.57 949.32 45.78 949.28
48.62 949.24 49.59 949.22 52.11 949.19 55.17 949.14 57.69 949.11
58.67 949.09 60.57 949.07 63.41 949.02 64.6 949.01 65.61 948.99
66.17 948.98 69.17 948.96 70.2 948.94 73.61 948.9 75.8 948.86
79.99 948.78 82.03 948.73 87.24 948.62 93.46 948.46 97.96 948.33
106.43 948.07 108.67 948 109.57 947.93 111.08 947.93 111.68 947.91
112.97 947.86 116.13 947.76 122.31 947.57 126.72 947.4 128.57 947.37
138.81 947.05 158.72 946.42 162.84 943.5 163.87 942.8 166.17 942.6
168.51 942.4 169.67 941.61 170.38 941.27 172.26 941.04 173.48 940.89
174.42 940.79 176.59 941.23 179.6 943.98 183.91 945.79 184.42 946
184.94 946.17 190.74 948 192.95 948.57 196.13 949.4 197.72 949.8
198.5 . 950 204.31 951.56 205.92 952 208.1 952.81 209.72 953.39
211.35
225.81 954
959.33 215.55
227.62 955.57
960 216.72
231.74 956
960.98 221.04
236.05 957.58
962 222.12
238.98 958
962.69
244.55 964 247.13 964.5 254.83 966 259.08 966.64
Manning's n Value s num. 3
Sta n Val Sta n Val Sta n Val
0 .065 162.84 .04 179.6 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
162.84 179.6 67.6 67.6 67.6 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 541.090
INPUT
Description:
Station Elevation Data num= 74
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 961.21 5.83 960.1 6.36 960 9 958 10.44 956.94
11.78 956 13.43 954.76 14.57 954 15.97 953.04 17.65 952
19.12 951.19 21.44 950 29.66 949.46 31.22 949.35 39.94 948.61
44.62 948.26 45.88 948.17 47.4 948 50.87 947.9 62.09 947.58
63.53 947.55 74.08 947.28 76.48 947.23 82.71 947.1 84.58 947.06
89.11 946.98 90.59 946.95 94.22 946.88 94.79 946.87 97.61 946.83
98.56 946.8 99.44 946.78 104.16 946.61 106.28 946.57 107.18 946.53
113.09 946.3 113.77 946.27 120.81 946 122.94 945.82 124.84 945.69
128.03 945.45 138.79 944.63 140.38 944.51 141.55 944.43 151.79 943.73
153.74 942.94 155.63 942.19 160.23 942.03 162.38 941.92 163.32 941.52
165.11 940.88 167.7 940.63 169.6 940.56 170.26 940.54 172.21 940.63
173.57 940.66 175.71 943.73 176.96 945.59 180.12 945.78 183.06 946
184.88 946.33 185.34 946.41 189.3 947.05 193.28 947.72 195.17 948
202.26 948.9 206.08 949.4 210.65 950 220.86 951.81 221.89 952
229.78 954 233.98 955.1 237.51 956 242.64 957.33
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 151.79 .04 175.71 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
151.79 175.71 71.3 71.3 71.3 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 469. 780
INPUT
Description:
Station Elevation Data num= 65
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 961.73 6.66 960.06 14.65 958 14.97 957.86 19.29 956
23.63 954.1 24.59 953.69 28.5 952 29.96 951.4 33.35 950
35.03 949.82 35.55 949.76 43.1 948.93 43.88 948.85 51.08 948
52.69 947.84
87.91 945.38 56.28
89.86 947.48
945.33 68.85
90.68 946
945.31 75.25
95.68 945.77
945.17 81.46
97.14 945.57
945.14
98.03 945.11 99.04 945.09 99.91 945.07 103.1 944.98 107.4 944.87
111.73 944.76 117.17 944.62 124.12 944.42 133.36 944.15 138.22 944

1/26/2005
20 of 25
139.93 944.18
151.04 938.89
163.28 945.33
171.66 946.33
195.16 948.54
223.25 950.91
Manning's n Valu
Sta n Val
0 .065
142.52
156.59
163.76
173.53
198.51
225.52
's
Sta
142.52
944.41
938.88
946.03
946.53
948.86
951.08
num=
n Val
.04
147.06 940.14 148.29 938.96 150.44 938.91
158.1 938.65 158.57 938.66 161.53 942.81
164.48 946 168.67 946 170.65 946.25
184.15 947.64 185.86 947.82 187.99 948
203.2 949.24 211.34 950 219.84 950.64
234.18 951.77 235.53 951.87 236.46 951.95
3
Sta n Val
163.28 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
142.52 163.28 88.9 88.9 88.9 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 964.52 .89
21.68 961.47 30.35
43.02 956 45.11
51.41 953.13 52.39
62.23 948.56 64.05
75.87 945.62 76.54
88.64 944.64 90.29
97.2 943.84 100.94
107.2 937.67 109.24
114.97 938.06 122.21
133.71 940.99 142.83
146.03 942 156.19
199.8 946.74 201.19
212.56 947.43 215.02
225.94 948.1 230.3
240.92 949.5 245.22
? -ing's n Values
Sta n Val Sta
0 .065 103.85
Bank Sta: Left Right
103.85 122.76
CROSS SECTION
RS: 380.890
num. 78
Elev Sta
964.45 6.53
960 34.81
955.34 47.51
952.64 53.63
948 69.98
945.58 79.62
944.51 93.84
943.15 102.49
937.56 110.06
940.03 122.76
941.74 144.29
943.22 162.58
946.81 202.65
947.56 219.6
948.46 230.74
949.95 251.18
num. 3
n Val Sta
.04 122.76
Lengths: Left
51.2
RIVER: 216
REACH: Main Stem RS: 329.740
Elev Sta
964 13
958.48 36.28
954.63 48.58
952 56.94
946.47 71.93
945.39 82.48
944.2 94.54
941.64 103.85
937.52 112.89
940.08 123.08
941.84 145.27
944 178.04
946.9 204.28
947.77 224.77
948.51 233.25
950.59
n Val
.065
%annel Right
51.2 51.2
Elev Sta Elev
962.93 18.53 962
958 40.27 956.79
954.3 49.61 954
950.35 57.64 950
946 73.68 945.83
945.14 85.06 944.96
944.14 96.25 944
940.06 105.88 937.7
937.66 113.3 937.68
940.1 132.98 940.93
941.93 145.58 941.96
945.32 186.79 946
946.98 209.52 947.28
948 225.59 948.06
948.73 239.36 949.35
Coeff Contr. Expan.
.1 .3
INPUT
Description:
Station Elevation Data num. 92
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 958.28 1.42 958 3.49 957.57 4.67 957.34 9.03 956.49
10.62 956.18 11.61 956 14.8 955.46 16.68 955.17 19.14 954.76
21.31 954.43 23.15 954.13 23.89 954 25.23 953.75 25.72 953.65
27.54 953.29 29.03 952.96 30.16 952.72 33.02 952.06 37.63 950.95
39.15 950.57 41.35 950 54.04 948.13 54.94 948 61.17 947.51
62.8 947.41 65.24 947.23 67.11 947.12 69.21 946.99 71.73 946.83
74.95 946.63 80.13 946.3 80.91 946.24 84.74 946 88.6 945.58
92.84 945.12 94.85 944.9 96.37 944.75 97.83 944.6 102.39 944
106.51 942.53 108 942 110.55 940.66 111.59 941.02 112.29 940.84
112.68 940.76 113.75 940.48 118.44 942.6 119.15 942.85 120.81 943.45
123.58 938.03 124.35 936.85 125.68 936.87 126.31 936.83 127.99 937.1
129.23 937.26 130.82 937.27 133.35 937.26 135.18 937.66 136.99 937.84
142.37 938.2 148.06 938.91 148.67 938.97 149.92 939.12 154 939.55
157.1 939.87 158.34 940 165.36 940.52 166.81 940.61 170.52 940.87
177.18 941.35 186.82 942 192.29 942.62 192.75 942.67 199.43 943.46
202.4 943.8 204.02 944 230.27 945.33 243.83 946 245.08 946.06
245.7 946.09 259.86 946.8 261.96 946.91 269.18 947.27 273.92 947.5
283.83 948 284.66 948.09 285.95 948.25 287.4 948.42 296.94 949.53
300.95 950 309.32 950.99
I
Manning's
n Values
num=
3
Sta n Val Sta n Val Sta n Val
0 .065 120.81 .04 148.06 .065
1/26/2005
25
21 1 of 2
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
120.81 148.06 100.6 100.6 100.6 .1 .3
CROSS SECTION
)2IVER: 216
REACH: Main Stem
INPUT
Description:
Station Elevation Data
Sta Elev Sta
0 958.86 4.65
25.71 952 32.4
64.76 945.26 72.79
85.75 942 88.77
110.26 942.41 119.32
130.54 939 133.22
146.61 937.13 147.83
154.21 936.03 155.09
162.75 941.6 164.61
190.78 944 202.76
216.99 944.64 235.53
279.86 946.21 285.81
297.66 947.07
Manning's n Values
Sta n Val Sta
0 .065 130.54
Bank Sta: Left Right
130.54 159.48
CROSS SECTION
RS: 229.150
num= 61
Elev Sta
958 11.81
950.04 39.92
944.58 75.61
941.04 92
942.62 120.7
938.69 138.26
937.04 148.6
935.84 156.04
941.67 167.38
944.31 205.99
945.07 239.55
946.53 288.38
num= 3
n Val Sta
.04 159.48
Lengths: Left
60.6
Elev
956.1
948
944.33
940
942.14
938.47
936.98
935.94
941.76
944.38
945.16
946.64
n Val
.065
:hannel
60.6
Sta
12.19
51.31
79.56
95.58
125.51
143.02
151.89
157.29
168.39
207.43
275.99
291.54
Right
60.6
Elev Sta Elev
956 18.93 954
946.63 56.73 946
944 84.02 942.57
938.23 105.43 942.3
940.45 128.38 939.19
938.27 145.57 937.55
936.5 152.73 936.36
935.93 159.48 937.96
941.93 185.48 943.58
944.42 213.85 944.56
946 279.12 946.18
946.81 292.64 946.86
Coeff Contr. Expan.
.1 .3
RIVER: 216
REACH: Main Stem RS: 168.550
INPUT
fescription:
tation Elevation Data num= 88
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 956.82 3.23 956 5.82 955.24 10.15 954 15.69 952.28
16.61 952 19.6 951.08 22.44 950.21 22.8 950.1 23.14 950
29.78 948 37.77 946.74 42.09 946 45.85 945.58 48.79 945.27
60.83 944 63.63 943.21 67.86 942 72.89 940.39 74.16 940
74.52 939.73 75.29 939.45 80.08 937.12 80.75 936.9 86.5 940.41
88.79 942.17 94.64 942.25 98.5 942.35 102.23 942.39 105.03 935.12
106.3 935.04 106.69 935.01 107.45 934.94 108.17 935.34 108.76 935.6
114.63 936.34 116.9 936.67 118.08 936.79 122.25 937.24 127.09 937.63
131.33 938.04 131.83 938.08 134.51 938.23 135.41 938.26 138.34 939.08
138.67 939.12 139.41 939.27 143.29 939.77 144.49 939.92 147.07 940.57
149.06 940.85 150.92 941.39 151.99 941.55 155.1 942.6 155.47 942.55
156.14 942.69 162.66 942.98 163.39 943.04 165.27 943.19 167.15 943.29
174.25 943.93 174.98 944 175.45 944.03 182.92 944.48 183.78 944.52
185.91 944.64 187.29 944.69 189.46 944.77 194.26 945.04 195.68 945.11
199.91 945.24 202.55 945.38 208.26 945.53 208.74 945.55 209.63 945.58
209.97 945.59 216.95 945.77 217.87 945.81 219.6 945.84 220.14 945.87
226.67 946 229.49 946.05 233.9 946.12 251.89 946.41 254.44 946.45
266.86 946.66 268.62 946.69 272.85 946.75
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 102.23 .04 134.51 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
102.23 134.51 37.5 37.5 37.5 .1 .3
CROSS SECTION
RIVER: 216
REACH: Main Stem RS: 131.051

INPUT
Description:
Station Elevation Data num= 90
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 962.8 1.32 962.52 2.02 962.36 2.51 962.26 3.69 962
8.55 960.2 9.07 960 12.95 958.51 14.25 958 17.44 956.74
1/26/2005
22 of f 25
19 34 956 21.93
34 45 950 35.25
44.47 946 47.64
66.53 940.13 71.15
74.22 936.42 75.83
88.92 935.23 90.56
} 99.5 936.02 101.06
112.58 942.26 113.67
119.2 944.06 125.29
147.57 944.6 152.1
159.16 944.65 160.57
164.25 944.74 165.41
169.85 944.94 170.91
176.16 945.27 178.5
185.81 945.79 186.32
230.4 946.59 242.31
Manning's n Values
Sta n Val Sta
0 .065 71.15
Bank Sta: Left Right
71.15 102.3
CROSS SECTION
954.98
949.68
945.28
938
937.03
935.08
936.46
942.63
944.18
944.67
944.63
944.75
944.98
945.4
945.82
946.76
num=
n Val
.04
Length;
24.41
37.69
53.69
72.04
76.8
93.68
102.3
114.98
133.52
154.35
161.76
166.6
172.43
179.22
189.7
251.25
3
Sta
102.3
Left
113.4
954 29.5
948.7 39.42
944 59.63
935'62 72.74
937.14 80.8
935.45 94.1
936.86 110.52
943.13 116.62
944.34 140.85
944.7 155.69
944.63 162.35
944.77 167.51
945.07 173.4
945.44 182.01
945.98 190.22
946.89 259.29
n Val
.065
:haanel Right
113.4 113.4
952 34.15 950.12
948 42.49 946.78
942.65 62.53 942
935.89 73.84 936.29
937.82 85.15 936.5
935.49 95.41 935.61
941.39 111.29 941.76
943.73 117.32 944
944.47 147.18 944.59
944.69 157.37 944.67
944.68 163.5 944.68
944.84 168.66 944.86
945.11 175.31 945.23
945.59 182.61 945.62
946 213.03 946.34
947.01 259.72 947.01
Coeff Contr. Expan,
.1 .3
RIVER: 216
REACH: Main Stem RS: 17.660
INPUT
Description:
Station Elevation Data num= 68
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 949.48 .61 949.31 1.39 949.08 5.12 948 6.63 947.57
8.33 947.09 10.32 946.51 12.1 946 13.97 945.46 15.3 945.07
16.25 944.79 17 944.57 18.11 943.67 19.27 943.65 21.26 942.93
22.32 942.72 24.91 943.27 25.78 943.11 28.72 942.39 29.09 942.14
33.64 940.46 34.2 940.25 34.9 940.68 35.93 940.68 36.26 940.68
38.09 940.01 46.78 934.27 48.18 933.28 48.58 933.2 49.26 933.06
51.27 932.65 51.47 933.27 58.36 938.41 61.8 940.37 65.54 944.91
66.45 944.73 68.97 944.27 70.43 944 77.51 944.19 91.07 944.56
104.83 944.92 109 945.02 113.9 945.15 117.74 945.24 120.22 945.3
123.12 945.36 125.67 945.41 127.43 945.45 129.23 945.48 131.59 945.51
132.3 945.52 134.02 945.55 134.61 945.55 136.09 945.57 136.47 945.58
138.56 945.69 139.55 945.7 141.94 945.83 142.46 945.84 144.96 945.99
146.19 946.02 156.86 946.18 165.79 946.31 167.91 946.34 193.31 946.71
213.86 947 226.75 947.18 229.14 947.22
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .065 36.26 .04 61.8 .065
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
36.26 61.8 0 0 0 .1 .3
SUMMARY OF MANNING'S N VALUES
River:216
Reach River Sta. nl n2 n3
Trib. #1 2693.440 .065 .04 .065
Trib. #1 2626.470 .065 .04 .065
Trib. #1 2576.680 .065 .04 .065
Trib. #1 2535.750 .065 .04 .065
Trib. #1 2503.880 .065 .04 .065
Trib. #1 2467.440 .065 .04 .065
Trib. #1 2433.860 .065 .04 .065
Trib. #1 2399.910 .065 .04 .065
Trib. #1 2323.570 .065 .04 .065
Trib. #1 2289.780 .065 .04 .065
Trib. #1 2248.520 .065 .04 .065
Trib. #1 2203.350 .065 .04 .065
Trib. #1 2153.040 .065 .04 .065
Trib. #1 2113.870 .065 .04 .065
Trib. #1 2066.230 .065 .04 .065
Trib. #1 2026.680 .065 .04 .065
Trib. #1 1975.530 .065 .04 .065
Trib. #1 1934.840 .065 .04 .065
1/26/2005
23 of 25

Trib. #2 559.970 .065 .04 .065
Trib. #2 493.790 .065 .04 .065
Trib. #2 404.640 .065 .04 .065
Trib. #2 355.070 .065 .04 .065
Trib. #2 311.850 .065 .04 .065
Trib.
! #2 255.180 .065 .04 .065
> Trib. #2 187.680 .065 .04 .065
Trib. #2 127.400 .065 .04 .065
Trib. 42 16.510 .065 .04 .065
Main Stem 1830.060 .065 .04 .065
Main Stem 1785.020 .065 .04 .065
Main Stem 1718.710 .065 .04 .065
Main Stem 1601.480 .065 .04 .065
Main Stem 1555.700 .065 .04 .065
Main Stem 1516.740 .065 .04 .065
Main Stem 1483.580 .065 .04 .065
Main Stem 1445.660 .065 .04 .065
Main Stem 1381.030 .065 .04 .065
Main Stem 1309.170 .065 .04 .065
Main Stem 1228.510 .065 .04 .065
Main Stem 1087.880 .065 .04 .065
Main Stem 945.130 .065 .04 .065
Main Stem 901.450 .065 .04 .065
Main Stem 856.430 .065 .04 .065
Main Stem 796.680 .065 .04 .065
Main Stem 705.300 .065 .04 .065
Main Stem 608.660 .065 .04 .065
Main Stem 541.090 .065 .04 .065
Main Stem 469.780 .065 .04 .065
Main Stem 380.890 .065 .04 .065
Main Stem 329.740 .065 .04 .065
Main Stem 229.150 .065 .04 .065
Main Stem 168.550 .065 .04 .065
Main Stem 131.051 .065 .04 .065
Main Stem 17.660 .065 .04 .065
SUMMARY OF REACH LENGTHS
-River: 216
Reach River Sta. Left Channel Right
Trib. #1 2693.440 67 67 67
Trib. #1 2626.470 49.8 49.8 49.8
Trib. #1 2576.680 40.9 40.9 40.9
Trib. #1 2535.750 31.9 31.9 31.9
Trib. #1 2503.880 36.4 36.4 36.4
Trib. #1 2467.440 33.6 33.6 33.6
Trib. #1 2433.860 34 34 34
Trib. #1 2399.910 76.3 76.3 76.3
Trib. #1 2323.570 33.8 33.8 33.8
Trib. #1 2289.780 41.3 41.3 41.3
Trib. #1 2248.520 45.2 45.2 45.2
Trib. #1 2203.350 50.3 50.3 50.3
Trib. #1 2153.040 39.2 39.2 39.2
Trib. #1 2113.870 47.6 47.6 47.6
Trib. #1 2066.230 39.6 39.6 39.6
Trib. #1 2026.680 51.2 51.2 51.2
Trib. #1 1975.530 40.7 40.7 40.7
Trib. #1 1934.840 0 0 0
Trib. #2 559.970 66.2 66.2 66.2
Trib. #2 493.790 89.2 89.2 89.2
Trib. #2 404.640 49.6 49.6 49.6
Trib. #2 355.070 43.2 43.2 43.2
Trib. 42 311.850 56.7 56.7 56.7
Trib. #2 255.180 67.5 67.5 67.5
Trib. #2 187.680 60.3 60.3 60.3
Trib. 42 127.400 110.9 110.9 110.9
Trib. #2 16.510 0 0 0
Main Stem 1830.060 45 45 45
Main Stem 1785.020 66.3 66.3 66.3
Main Stem 1718.710 117.2 117.2 117.2
Main
a Stem 1601.480 45.8 45.8 45.8
Main Stem 1555.700 39 39 39
Main Stem 1516.740 33.2 33.2 33.2
Main Stem 1483.580 37.9 37.9 37.9
Main Stem 1445.660 64.6 64.6 64.6
Main Stem 1381.030 71.9 71.9 71.9
Main Stem 1309.170 80.7 80.7 80.7
1/26/2005
24 of 25
Main Stem 1228.510 140.6 140.6 140.6
Main Stem 1087.880 142.8 142.8 142.8
Main Stem 945.130 43.7 43.7 43.7
Main Stem 901.450 45 45 45
Main Stem 856.430 59.8 59.8 59.8
Main Stem 796.680 91.4 91.4 91.4
Main Stem 705.300 96.6 96.6 96.6
Main Stem 608.660 67.6 67.6 67.6
Main Stem 541.090 71.3 71.3 71.3
Main Stem 469.780 88.9 88.9 88.9
Main Stem 380.890 51.2 51.2 51.2
Main Stem 329.740 100.6 100.6 100.6
Main Stem 229.150 60.6 60.6 60.6
Main Stem 168.550 37.5 37.5 37.5
Main Stem 131.051 113.4 113.4 113.4
Main Stem 17.660 0 0 0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICI ENTS
River: 216
Reach River Sta. Contr. Expan.
Trib. #1 2693.440 .1 .3
Trib. #1 2626.470 .1 .3
Trib. #1 2576.680 .1 .3
Trib. #1 2535.750 .1 .3
Trib. #1 2503.880 .1 .3
Eft Trib. #1 2467.440 .1 .3
Trib. 41 2433.860 .1 .3
Trib. #1
13 2399.910 .1 .3
Trib. #1 2323.570 .1 .3
Trib. #1 2289.780 .1 .3
Trib. #1 2248.520 .1 .3
Trib. #1 2203.350 .1 .3
Trib. #1 2153.040 .1 .3
Trib. #1 2113.870 .1 .3
Trib. #1 2066.230 .1 .3
l Trib. #1 2026.680 .1 .3
/ Trib. #1 1975.530 .1 .3
Trib. #1 1934.840 .1 .3
Trib. #2 559.970 .1 .3
Trib. #2 493.790 .1 .3
Trib. #2 404.640 .1 .3
Trib. #2 355.070 .1 .3
Trib. #2 311.850 .1 .3
Trib. 42 255.180 .1 .3
Trib. #2 187.680 .1 .3
Trib. #2 127.400 .1 .3
Trib. #2 16.510 .1 .3
Main Stem 1830.060 .1 .3
Main Stem 1785.020 .1 .3
Main Stem 1718.710 .1 .3
Main Stem 1601.480 .1 .3
Main Stem 1555.700 .1 .3
Main Stem 1516.740 .1 .3
Main Stem 1483.580 .1 .3
Main Stem 1445.660 .1 .3
Main Stem 1381.030 .1 .3
Main Stem 1309.170 .1 .3
Main Stem 1228.510 .1 .3
Main Stem 1087.880 .1 .3
Main Stem 945.130 .1 .3
Main Stem 901.450 .1 .3
Main Stem 856.430 .1 .3
Main Stem 796.680 .1 .3
Main Stem 705.300 .1 .3
Main Stem 608.660 .1 .3
Main Stem 541.090 .1 .3
Main Stem 469.780 .1 .3
Main Stem 380.890 .1 .3
Main Stem 329.740 .1 .3
Main Stem 229.150 .1 .3
Main Stem 168.550 .1 .3
Main Stem 131.051 .1 .3
Main Stem 17.660 .1 .3
1/26/2005
25 of 25
I Restoration Design Preliminary Concept
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Pilot Mountain -Tributary 1
Design Criteria Summary Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types F4,G4 B4 B4
Drainage Area (mi) 0.12 0.12 NA
Bankfull Width (Wbkf) 6.2-16.3 9.4-10 Stable Cross-section
Bankfull Mean Depth (db)f) 0.7-1.2 0.67-0.78 Stable Cross-section
Width/Depth Ratio (Wbkf/db,f) 5.1-23.5 12-14.9 Stable Cross-section
Bankfull Cross-Sectional Area
Abkf 6.3-11.3 6.3-7.8 Stable Cross-section
Bankfull Mean Velocity (Vbkf) 2.3-4.1 3.3-4.1 Continuity Equation
Bankfull Discharge (cfs) 26 26 Regional Reg, TR-20
and Mannin 's E q.
Bankfull Maximum Depth (dmax) 0.8-1.7 0.8-1.09 Stable Cross-section
Width of Floodprone Area
WO.) 15-19 15 -19 Stable Cross-section
Entrenchment Ratio (Wfp./Wbkf) 1.2-1.6 1.5-2.02 Stable Cross-section
Meander Length (Lm) 30 - 140 56.4-100 Ref Reach
Ratio of Meander Length to
Bankfull Width (LmMbkf) 2.8-13.2 6-10 Ref Reach
Radius of Curvature (R,) 7-38 23.5 - 35 Ref Reach
Ratio of Radius of Curvature to
Bankfull Width (R ANbU) 0.7-3.7 2.5-3.5 Ref Reach
Belt Width ( bft) 20 - 50 20 - 50 Ref Reach
Meander Width Ratio
(Wblt/VVbkf) 1.9-4.7 1.9-5.0 Ref Reach
Sinuosity (stream length/
valley distance) 1.5 1.45 Ref Reach
.Valley Slope 0.024 0.024 Ref Reach
Average Slope (Sa,g) 0.021 0.025 Ref Reach
Pool Slope (S,,,,) 0.0003 - 0.035 0.0003 - 0.01 Ref Reach
Ratio of Pool Slope to Average
Slope (SpoI/Sbkf) 0.13-1.5 0.133-0.4 Ref Reach
Riffle Slope 0.03-0.077 0.0275 - 0.045 Ref Reach
C!
Variables Existing Channel Proposed Reach
Ratio of Riffle Slope to
Average Slope 1.3-3.4 1.1-1.8 Ref Reach
Maximum Pool Depth (dam,) 2.0-2.6 1.54-2.35 Ref Reach
Ratio of Pool Depth to Average
Bankfull Depth (dp.1/dbkf) 2.3-3.0 2.3-3.5 Ref Reach
Pool Width (W,,,,i) 6.6-11.4 10.34-14.1 Ref Reach
Ratio of Pool Width to Bankfull
Width (Wp..INVbkf) 0.6-1.1 1.1-1.5 Ref Reach
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 NA NA
D 35 20.7 NA NA
D 50 33 NA NA
D 84 103.6 NA NA
D 95 229.8 NA NA
Particle Size Distribution of
Riffle Bed Material:
D 16 6.94 NA NA
D 35 24.65 NA NA
D 50 35.85 NA NA
D 84 64.07 NA NA
D 95 143.4 NA NA
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 2.35 NA NA
D 35 16.43 NA NA
D 50 23.6 NA NA
D 84 40.9 NA NA
D 95 66.9 NA NA
Largest Size Material 76 NA NA
Pilot Mountain - Tributary 2
i Design Criteria Summary Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types F4,G4 B4 B4
Drainage Area (mi) 0.12 0.12 NA
Bankfull Width (Wbkf) 8.1-9.35 9.4-10 Stable Cross-section
Bankfull Mean Depth (dbkf) 0.45-0.9 0.67-0.78 Stable Cross-section
Width/Depth Ratio (Wbkf/dbkf) 9.8-15.3 12-14.9 Stable Cross-section
Bankfull Cross-Sectional Area
Abki 5.1-8.8 6.3-7.8 Stable Cross-section
Bankfull Mean Velocity (Vbkf) 2.2-3.18 3.6-4.4 Continuity Equation
Bankfull Discharge (cfs) 28 28 Regional Reg, TR-20
and Mannin 's E q.
Bankfull Maximum Depth (dmax) 0.9-1.14 0.8-1.09 Stable Cross-section
Width of Floodprone Area
Wta 8.8-11.2 15 -19 Stable Cross-section
Entrenchment Ratio (Wfpa/Wbkf) 1.0-1.2 1.5-2.02 Stable Cross-section
Meander Length (Lm) 45 -270 56.4-100 Ref Reach
Ratio of Meander Length to
Bankfull Width (L/Wbkf) 4.8-33.3 6-10 Ref Reach
Radius of Curvature (R,) 11-41 23.5 - 35 Ref Reach
Ratio of Radius of Curvature to
Bankfull Width (RdWbkf) 1.18-5.06 2.5-3.5 Ref Reach
Belt Width (Wblf) 35 - 65 20 - 50 Ref Reach
nM^e'ander Width Ratio
( •bltNVbkf) 3.7-8.02 1.9-5.0 Ref Reach
Sinuosity (stream length/
valley distance) 1.4 1.4 Ref Reach
Valley Slope 0.031 0.031 Ref Reach
Average Slope (Savg) 0.023 0.025 Ref Reach
Pool Slope (Spool) 0.0001 - 0.008 0.0003 - 0.01 Ref Reach
Ratio of Pool Slope to Average
Slope (SpodSbkf) 0.004-0.3 0.133-0.4 Ref Reach
Riffle Slope 0.025-0.11 0.0275 - 0.045 Ref Reach
Variables Existing Channel Proposed Reach
Ratio of Riffle Slope to
Average Slope 1.1-4.8 1.1-1.8 Ref Reach
Maximum Pool Depth (dP,,,) 2.1-2.6 1.54-2.35 Ref Reach
Ratio of Pool Depth to Average
Bankfull Depth (dPOddb,f) 2.7-3.4 2.3-3.5 Ref Reach
Pool Width (WPoo,) 9.35-16.59 10.34-14.1 Ref Reach
Ratio of Pool Width to Bankfull
Width (WP..iNVbkf) 1.0-2.0 1.1-1.5 Ref Reach
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 NA NA
D 35 20.7 NA NA
D 50 33 NA NA
D 84 103.6 NA NA
D 95 229.8 NA NA
Particle Size Distribution of
Riffle Bed Material:
D 16 6.94 NA NA
D 35 24.65 NA NA
D 50 35.85 NA NA
D 84 64.07 NA NA
D 95 143.4 NA NA
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 2.35 NA NA
D 35 16.43 NA NA
D 50 23.6 NA NA
D 84 40.9 NA NA
D 95 66.9 NA NA
Largest Size Material 76 NA NA

Pilot Mountain - Main Stem Reach 1
Design Criteria Summary Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types E4, B4c, B4 B4 B4
Drainage Area (mi) 0.26 0.26 NA
Bankfull Width (Wbkr) 8.9-12.8 10.4-12.2 (Wbkf / dbkf) (Abkf)
Bankfull Mean Depth (dbkt) 0.8-1.1 0.70-1.01 Wbkf / (Wbkf / dbkf)
Width/Depth Ratio (WbkObkr) 9.0-16.3 12-14.9 Ref Reach
Bankfull Cross-Sectional Area
Abkf 7.3-11.7 9.0-10.0 Regional Regression
Bankfull Mean Velocity (Vbld) 3.07-4.9 3.6-4.0 Continuity Equation
Bankfull Discharge (cfs) 36 36 Regional Reg, TR-20
and Mannin 's E q.
Bankfull Maximum Depth (dmax) 1.1-1.4 0.84-1.4 Ref Reach
Width of Floodprone Area
,a (B) 15 - 25.4
(E)46 15-25 Stable Cross-section
Entrenchment Ratio (Wfpa/Wbkr) (B) 1.7 - 2.0
E 4.5 1.5-2.02 Stable Cross-section
Meander Length (Lm) 78 -140 78 - 140 Existing Geometry
Ratio of Meander Length to
Bankfull Width (LmNVbkf) 7.4-13.2 6.5-11.6 Existing Geometry
Radius of Curvature (R.) 13 - 31 13 - 31 Existing Geometry
Ratio of Radius of Curvature to
Bankfull Width (R,/WbV) 1.2-2.9 1.1-2.6 Existing Geometry
Belt Width (Wblt) 25 - 35 20 - 50 Existing Geometry
Meander Width Ratio
(* `bltNVbki) 2.4-3.3 1.7-4.2 Existing Geometry
Sinuosity (stream length/
valley distance) 1.4 1.4 Existing Geometry
Valley Slope 0.018 0.018 Existing Geometry
Average Slope (Sa,g) 0.021 0.021 Existing Geometry
Pool Slope (SCI) 0.0005 - 0.005 0.0005 - 0.005 Existing Geometry
Ratio of Pool Slope to Average
Slope (Sp.VSbkf) 0.02-0.2 0.02-0.2 Existing Geometry
Riffle Slope 0.042 - 0.087 0.042 - 0.087 Existing Geometry
Variables Existing Channel Proposed Reach
Ratio of Riffle Slope to
Average Slope 2.0-4.1 2.0-4.1 Existing Geometry
Maximum Pool Depth (dam,) 2.0-2.8 2.0-2.8 Existing Geometry
Ratio of Pool Depth to Average
Bankfull Depth (dp.,/dbkr) 2.2-3.1 2.8-3.14 Existing Geometry
Pool Width (Wp,,,,,) 7.4-10.1 8.4-10.1 Existing Geometry
Ratio of Pool Width to Bankfull
Width (Wp..,N1/bkr) 0.7-1.0 0.7-0.84 Existing Geometry
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 NA NA
D 35 20.7 NA NA
D 50 33 NA NA
D 84 103.6 NA NA
D 95 229.8 NA NA
Particle Size Distribution of
Riffle Bed Material:
D 16 6.94 NA NA
D 35 24.65 NA NA
D 50 35.85 NA NA
D 84 64.07 NA NA
D 95 143.4 NA NA
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 2.35 NA NA
D 35 16.43 NA NA
D 50 23.6 NA NA
D 84 40.9 NA NA
D 95 66.9 NA NA
Largest Size Material 76 NA NA
Pilot Mountain - Main Stem Reach 2
Design Criteria Summary Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types F4, E4 B4c, E4 B4c
Drainage Area (mi) 0.28 0.28 NA
Bankfull Width (Wbkf) 7.2-19.4 10.4-12.2 (Wbkf / dbkf) (Abkf)
Bankfull Mean Depth (dbkr) 0.7-1.2 0.70-1.01 Wbkf / (Wbkf / dbkf)
Width/Depth Ratio (Wbkf/dbkr) 5.8-28.6 12 - 14.9 Ref Reach
Bankfull Cross-Sectional Area
Abkf 8.9-13.1 9.0-10.0 Regional Regression
Bankfull Mean Velocity (Vbkr) 2.9-4.3 3.8-4.2 Continuity Equation
Bankfull Discharge (cfs) 38 38 Regional Reg, TR-20
and Mannin 's E q.
Bankfull Maximum Depth (dn,a„) 1.3-2.1 0.84-1.4 Ref Reach
Width of Floodprone Area
r a (F) 25.6
E 85.7 (B) 17
(E)85 Existing Geometry
Ref Reach
Entrenchment Ratio (WfpaMlbkr) (F) 1.3
E 10.4 (B) 1.6
E 8.2 Existing Geometry
Ref Reach
Meander Length (Lrt,) 25 - 320 68- 130 Ref Reach
Ratio of Meander Length to
Bankfull Width (Lr Wbkf) 2.1-26.5 6.5-8.75 Ref Reach
Radius of Curvature (R,) 7-28 15.6-37.3 Ref Reach
Ratio of Radius of Curvature to
Bankfull Width (Rc/Wbkr) 0.6-2.3 1.5-2.5 Ref Reach
Belt Width ( ba) 33 - 75 20 - 50 Ref Reach
/Meander Width Ratio
(WbltNVbkr) 2.7-6.2 1.9-4.8 Ref Reach
Sinuosity (stream length/
valley distance) 1.2 1.2 Ref Reach
Valley Slope 0.017 0.017 Ref Reach
Average Slope (Sa,g) 0.015 0.017 Ref Reach
Pool Slope (S,,,,,) 0.0005 - 0.0077 0.0005 - 0.0077 Ref Reach
Ratio of Pool Slope to Average
Slope (Spool/Sbkf) 0.033-0.5 0.029-0.45 Ref Reach
Riffle Slope 0.0183 - 0.316 0.02-0.316 Ref Reach
Variables Existing Channel Proposed Reach Ref Reach
Ratio of Riffle Slope to
Average Slope 1.2-21.1 1.2-18.6 Ref Reach
Maximum Pool Depth (dP,o,) 1.8-3.1 1.8-2.73 Ref Reach
Ratio of Pool Depth to Average
Bankfull Depth (dPOO,/dba) 1.8-3.1 2.57-2.7 Ref Reach
Pool Width (WPB,) 7.4-10.9 10.2-14.9 Ref Reach
Ratio of Pool Width to Bankfull
Width (WPO.,MIbkf) 0.6-0.9 0.98-1.0 Ref Reach
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 NA NA
D 35 20.7 NA NA
D 50 33 NA NA
D 84 103.6 NA NA
D 95 229.8 NA NA
Particle Size Distribution of
Riffle Bed Material:
D 16 6.94 NA NA
D 35 24.65 NA NA
D 50 35.85 NA NA
D 84 64.07 NA NA
D 95 143.4 NA NA
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 2.35 NA NA
D 35 16.43 NA NA
D 50 23.6 NA NA
D 84 40.9 NA NA
D 95 66.9 NA NA
Largest Size Material 76 NA NA
Pilot Mountain - Main Stem Reach 3
Design Criteria Summary Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types B4c, C4/F4, E4 B4c, E4 B4c, E4
Drainage Area (mi) 0.32 0.32 NA
Bankfull Width (Wbkf) 11.5-15.1 (B4c) 11.0 -12.4
E 10.0 -11.0 (Wbkf / dbkf) (Abkf)
Bankfull Mean Depth (dbkt) 0.7-1.2 (B4c) 0.83 -1.03
E 0.83 -1.1 Wbkf / (Wbkf / dbkf)
Width/Depth Ratio (Wbkf/dbkf) 9.8-20.6 (B4c) 12 - 15
E 10 -12 Ref Reach
Bankfull Cross-Sectional Area
Abkt 8.9-13.5 9.5-11.5 Regional Regression
Bankfull Mean Velocity (Vbkf) 2.9-4.3 3.5-4.2 Continuity Equation
Bankfull Discharge (cfs) 40 40 Regional Reg, TR-20
and Mannin 's E q.
Bankfull Maximum Depth (dn,ax) 0.9-1.6 1.25-1.55 Ref Reach
Width of Floodprone Area
to (B) 25
E54 (B) 25
E54 Existing Geometry
Entrenchment Ratio (Wtpa/Wbkf) (B) 1.7
E 4.7 (8)1.7
E 5.4 Existing Geometry
Meander Length (Lm) 45 -270 45- 270 Existing Geometry
Ratio of Meander Length to
Bankfull Width (Lm/Wbkt) 3.4-20.3 3.6-27.0 Existing Geometry
Radius of Curvature (Rc) 11-41 11-41 Existing Geometry
Ratio of Radius of Curvature to
Bankfull Width (R fWbkt) 0.8-3.1 0.88-4.1 Existing Geometry
Belt Width (Wbn) 32 - 60 32 - 60 Existing Geometry
Meander Width Ratio
(• • bltNVbkf) 2.4-4.5 2.58-6.0 Existing Geometry
Sinuosity (stream length/
valley distance) 1.4 1.4 Existing Geometry
Valley Slope 0.015 0.015 Existing Geometry
Average Slope (Sa,g) 0.019 o`sA 0.019
D NIA Existing Geometry
Pool Slope (Spool) 0.0001 - 0.01 0.0001 - 0.01 Existing Geometry
Ratio of Pool Slope to- Average
Slope (Spool/Sbkr) 0.005-0.5 0.005-0.5 Existing Geometry
Riffle Slope 0.016-0.46 0.016-0.46 Existing Geometry
Variables Existing Channel Proposed Reach Ref Reach
Ratio of Riffle Slope to
Average Slope 0.8 - 24 0.8 - 24 Existing Geometry
Maximum Pool Depth (dPOo,) 1.9-2.3 2.16-2.97 Existing Geometry
Ref Reach
Ratio of Pool Depth to Average
Bankfull Depth (dpoo,/db,f) 2.2-2.6 2.6-2.7 Existing Geometry
Ref Reach
Pool Width (Wp,,,) 7.4-10.9 9.8-12.4 Existing Geometry
Ref Reach
Ratio of Pool Width to Bankfull
Width (Wpoo,NVb,f) 0.6-0.9 0.98-1.0 Existing Geometry
Ref Reach
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 NA NA
D 35 20.7 NA NA
D 50 33 NA NA
D 84 103.6 NA NA
D 95 229.8 NA NA
Particle Size Distribution of
Riffle Bed Material:
D 16 6.94 NA NA
D 35 24.65 NA NA
D 50 35.85 NA NA
D 84 64.07 NA NA
D 95 143.4 NA NA
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 2.35 NA NA
D 35 16.43 NA NA
D 50 23.6 NA NA
D 84 40.9 NA NA
D 95 66.9 NA NA
Largest Size Material 76 NA NA