20060360 Ver 1_COMPLETE FILE_20060303

212@12MR0
MAR '3 2006
Office Use Only: DENR- WATER QUALITY Fonn Version March 05
V1 ET1A1dDS AND ST MATER BRANCH i G G G G 0
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Pen-nit M Riparian or Watershed Buffer Rules
Section 10 Permit F? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification [-] Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: F-]
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here:
II. Applicant Information
1. Owner/Applicant Information
Name: Mr. Peter T. Connet; Smithfield City Manager
Mailing Address: 350 E. Market Street
Smithfield. NC 27577
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: Pete.connet(a-,ci.smithfield.nc.us
2. Agent/Consultant 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: Jay Keller
Company Affiliation: Skelly & Loy, LLP
Mailing Address: 6404 Falls of Neuse Road, Suite 103
Raleigh, NC 27615
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: jkeller(o),skellyloy.com
Page 5 of 12
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 snaps 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 infonned that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Johnston Memorial Hospital Stream Restoration
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 1694826066, 1694825882, 1694820969
4. Location
County: Johnston Nearest Town: Smithfield
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.): Stream is located in
downtown Smithfield northerly adjacent to Johnston Memorial Hospital. Project begins near
intersection of US 301 (Brightleaf Blvd) and Hospital Road.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35° 30.9' ON 78° 19.9' °W
6. Property size (acres): -2.23 acres (stream corrido
7. Name of nearest receiving body of water: Buffalo Creek
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site consists of a hospital surrounded by commercial,
industrial, residential, and wooded areas.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: The
project proposes to restore approximately 1100 linear foot of an unnamed tributary to Buffalo
Creek with fiends from Clean Water Management Trust Fund. The work entails elevating the
stream invert by installing grade and hydraulic controlling structures such as cross vanes and
also creating a new bankfull elevation at a lower elevation. Riparian vegetation will be
planted along the entire stream corridor at least fifty feet from the new top of bank. This
riparian area will be placed in a conservation easement. Equipment to be used may include
the following: track excavator, loader, and dozer. (See enclosed design drawings and report).
11. Explain the purpose of the proposed work: The purpose of the project is to restore the
unnamed tributary to Buffalo Creek using natural channel design and FGM methodologies.
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.
None.
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.
No.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream 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
Page 7 of 12
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 written description of the proposed impacts: The proposed project will result in
approximately 1300 linear feet of temporary stream impacts. The resultant project will
provide a stable stream channel that provides improved habitat and water quality. No
wetlands impacts are proposed.
2. Individually list wetland impacts. Types of 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.
Wetland Impact

Site Number
(indicate on map)

Type of Impact Type of Wetland

(e.g., forested, marsh,
herbaceous, bog, etc.) Located within

100-year
Floodplain
(yes/no) Distance to
Nearest

Stream
(linear feet) Area of
Impact

(acres)

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property: 0
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Number
(indicate on map)
Stream Name
Type of Impact Perennial or
Intermittent? Average
Stream Width
Before Impact Impact
Length
(linear feet) Area of
Impact
(acres)
1 Restoration Restoration Perennial -10' b/t banks 1100 2.23

Total Stream Impact (by length and acreage) 1100 2.23
Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Page 8 of 12
Open Water Impact
Site Number
(indicate on snap) Name Waterbody
(if applicable)
Type of Impact Type of Waterbody
(lake, pand estuary, sound, bay,
ocean, etc.) Area of
Impact
(acres)

Total Open Water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 2.23
Wetland Impact (acres):
Open Water Impact (acres):
Total Impact to Waters of the U.S. (acres) 2.23
Total Stream Impact (linear feet): 1100
7. Isolated Waters
Do any isolated waters exist on the property? F-] Yes N No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. 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.
Pond to be created in (check all that apply): [] uplands R stream E] 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,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:_
VII. Impact Justification (Avoidance and Minimization)
trout pond,
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 proposed impacts are temporary and will be perfortned using best management practices
(BMP's). Impacts to wetlands are avoided; impacts to Waters of the U.S. have been minimized.
Pa-e 9 of 12
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 January 15, 2002, 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 NCEEP 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
http://h2o.cnr.state.nc.us/newetlands/stnngide.litml.
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 snap, 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.
No mitigation is proposed.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.litm. If use of the NCEEP is proposed, please
check the appropriate box on page five 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):
Pagc 10 of 12
IX.
X.
Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ® No F-]
2. 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 F-] No
3. 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 n No ?
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
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.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes F? No
2. If "yes", 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* I Impact I Multiplier I Required
(square feet) Mitigation
2
Total
* Zone 1 extends out 30 feet perpendicu
additional 20 feet from the edge of Zone 1.
3 (2 for Catawba)
1.5
the top of the near bank of channel; Zone 2 extends an
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or.0244, or.0260.
Page 11 of 12
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If
percent impervious surface exceeds 20%, please provide calculations demonstrating total proposed
impervious level. No change or increase to impervious surface area is proposed. Appropriate sediment
and erosion control treasures will be employed in order to prevent downstream sedimentation impacts to
waters or wetlands.
XII. Selvage Disposal (required by DWQ)
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.
No wastewater will be generated.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes 0 No
Is this an after-the-fact permit application? Yes [_J No ?
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://l12o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
XV. 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).

3 Aa /
j` Applicant/Agent's Signature Date
Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Feb 15 06 021:24p Debbie Holmes
919.989.893 / p.2
Peter T. Coni}tety CitWr mai im rer
UJLA?i?TJ72fY Lit 11Tj19?3L7L3LTtYESecrctm'a
Tefel?jore: 9r9.934.2rr6
February 15, 2006
TO:: Skelly and Loy, LLP
6404 Falls of Neuse Rd.
Raleigh, North Carolina 27615
FROM: Mr. Peter T. Connet
City Manager
Town of Smithfield
350 E. Market St.
Smithfield, NC 27577
3W mast Afar c Street
7DAUA761
5'rTdtb TL'4 NC, Z,-)77-
Tam 919.989.5937
I, Peter Connet , as a representative concerning the stream
restoration project at Brightleaf Blvd (US-301) and Hospital Road in Smithfield. NC ,
do hiereby authorize and give permission for Skelly and Loy to represent or act as agent
on our behalf and allow the COE or any other regulatory agency to go on the property
with an Skelly and Loy representative for such purposes as necessary to perform the
job, tasks. The Johnston County Parcel Numbers for these parcels are: 1694826066,
1694825882, and 1694820969.

Mr. Peter T. Connet
City [Manager
Torun of Smithfield
35015. Market St.
SmAhlield, NC 27577
919-4934-2116
Date
Noma q. Ana Gardner Afusewn
MAR 3 2006
WETLANDg ANDIA
ST%A Allry
S DSW CH

N,
O'40? \ NA r?RQG
? -i
o -c
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
August 28, 2006
Mr. Peter Connet, Smithfield City Manager
City of Smithfield
350 E. Market Street
Smithfield, NC 27577
Subject Property: Johnston Memorial Hospital Stream Restoration
Ut to Buffalo Creek [030402, 27-42, C, NSW]
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 06-0360
Johnston County
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B.0233) with Additional Conditions - REVISED
Dear Sir or Madam:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 1, 100 linear feet of stream and 0.00 square feet (ft) of Zone 1 protected Neuse
River basin riparian buffer and 0.00 square feet of Zone 2 protected Neuse River basin riparian buffer to
perform a stream restoration at the site as described within your application dated March 2, 2006, which
was received by the N.C. Division of Water Quality (DWQ) on March 3, 2006, with additional
information received on May 11, 2006, and June 2, 2006. After reviewing your application, we have
decided that the impacts are covered by General Water Quality Certification Number(s) 3495 (GC3495).
The Certification(s) allows you to use Nationwide Permit(s) NW27 when issued by the US Army Corps
of Engineers (USACE). This Certification replaces the Certification issued on June 6, 2006. This
letter shall also act as your approved Authorization Certificate for impacts to the protected riparian
buffers per 15A NCAC 2B .0233. In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but not limited
to) Erosion and Sediment Control, and Non-discharge regulations. Also, this approval to proceed with
your proposed impacts or to conduct impacts to waters as depicted in your application shall expire
upon expiration of the 404 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
401 Oversight/Express Review Permits 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.enr.state.nc.us/ncwetlands
Nose Carolina
Ntimally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper

City of Smithfield
Page 2 of 4
August 28, 2006
Amount Approved (Units) Plan Location or
Reference
Stream 1,100 linear feet PCN page 8 of 12
Buffer -Zone 1 0.00 (square ft. PCN pages 11 of 12
Buffer - Zone 2 0.00 (square ft. PCN page s 11 of 12
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management Practices in
order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
3. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
4. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similar high visibility material) for the areas that have been approved to infringe
within the buffer, wetland or water prior to any land disturbing activities to ensure compliance
with 15A NCAC 213 33 and GC 3402.
City of Smithfield
Page 3 of 4
August 28, 2006
6. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
7. The wetland restoration areas will be monitored annually for five years following construction or
until success criteria are met, whichever is longer.
8. General, descriptive observations must be made each year while walking through the site in order to
determine any problems areas that might be developing so early corrective actions can be taken. This
provision must be added to the monitoring plan.
9. Success criterion for the Riparian Buffer vegetation needs to be 260 trees per acre.
10. The number of trees that will be planted for each species, or the percentage of trees that will be
accounted for by each species needs to be provided in the as-built report. An as-built report should be
submitted post-construction that provides the number of trees that was planted for each species.
11. The vegetation success criteria needs to include a statement concerning the minimum number of tree
species that will survive on the site or within a planting zone, or that no one species will count
towards the success criteria above a certain percentage (e.g. "A minimum of two tree species will
survive in Zone 1 and a minimum of five tree species will survive in Zone 2." or "No one species will
comprise greater than 20% of the total number of trees to be counted towards the success criteria of
260 trees per acre."). Please include this statement in the final monitoring plan.
12. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
City of Smithfield
Page 4 of 4
August 28, 2006
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cyndi Karoly or Ian McMillan in the Central Office in
Raleigh at 919-733-1786 or Eric Kulz in the DWQ Raleigh Regional Office at 919-791- 200.
Sincerely. i /
AWKJijnz
Alan W. Klimek, .E.
Enclosures: GC 3495
Certificate of Completion
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Amanda Mueller, DWQ
Jay Keller, Skelly and Loy, LLP, 6404 Falls of the Neuse Road, Raleigh, NC 27615
Filename: 060360JohnstonMemorialHospitalStream Restore(Johnston)401_NBR_revised
4
O?O? W A T ?9PG
C
o ?
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
June 6, 2006
Mr. Peter Connet, Smithfield City Manager
City of Smithfield
350 E. Market Street
Smithfield, NC 27577
Subject Property: Johnston Memorial Hospital Stream Restoration
Ut to Buffalo Creek [030402, 27-42, C, NSW]
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 06-0360
Johnston County
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B.0233) with Additional Conditions
Dear Sir or Madam:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 1,100 linear feet of stream and 0.00 square feet (ft) of Zone 1 protected Neuse
River basin riparian buffer and 0.00 square feet of Zone 2 protected Neuse River basin riparian buffer to
perform a stream restoration at the site as described within your application dated March 2, 2006, which
was received by the N.C. Division of Water Quality (DWQ) on March 3, 2006, with additional
information received on May 11, 2006, and June 2, 2006. After reviewing your application, we have
decided that the impacts are covered by General Water Quality Certification Number(s) 3495 (GC3495).
The Certification(s) allows you to use Nationwide Permit(s) NW27 when issued by the US Army Corps
of Engineers (USACE). This letter shall also act as your approved Authorization Certificate for impacts
to the protected riparian buffers per 15A NCAC 2B .0233. In addition, you should obtain or otherwise
comply with any other required federal, state or local permits before you go ahead with your project
including (but not limited to) Erosion and Sediment Control, and Non-discharge regulations. Also, this
approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in
your application shall expire upon expiration of the 404 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 21-1.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
401 Oversight/Express Review Permits 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.enr.state.nc.us/ncwetlands
None Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycledl10% Post Consumer Paper
City of Smithfield
Page 2 of 4
June 6, 2006
Amount Approved (Units) Plan Location or
Reference
Stream 1,100 linear feet PCN page 8 of 12
Buffer -Zone 1 0.00 (square ft. PCN pages 11 of 12
Buffer - Zone 2 0.00 (square ft. PCN pages 11 of 12
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management Practices in
order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
3. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
4. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similar high visibility material) for the areas that have been approved to infringe
within the buffer, wetland or water prior to any land disturbing activities to ensure compliance
with 15A NCAC 2B 33 and GC 3402.
6. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters .
4
City of Smithfield
Page 3 of4
June 6, 2006
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
7. The wetland restoration areas will be monitored annually for five years following construction or
until success criteria are met, whichever is longer.
8. General, descriptive observations must be made each year while walking through the site in order to
determine any problems areas that might be developing so early corrective actions can be taken. This
provision must be added to the monitoring plan.
9. Success criterion for the Riparian Buffer vegetation needs to be 260 trees per acre.
10. The number of trees that will be planted for each species, or the percentage of trees that will be
accounted for by each species needs to be provided in the as-built report. An as-built report should be
submitted post-construction that provides the number of trees that was planted for each species.
11. The vegetation success criteria needs to include a statement concerning the minimum number of tree
species that will survive on the site or within a planting zone, or that no one species will count
towards the success criteria above a certain percentage (e.g. "A minimum of two tree species will
survive in Zone 1 and a minimum of five tree species will survive in Zone 2." or "No one species will
comprise greater than 20% of the total number of trees to be counted towards the success criteria of
260 trees per acre."). Please include this statement in the final monitoring plan.
12. This project is hereby required to conduct macroinvertebrate monitoring at two sites (lower ends of
reaches D and E) and one reference site (either Jack Cabin Branch or Beaverdam Branch)
preconstruction and annually post construction plus chemical monitoring for dissolved oxygen, pH
and temperature.
13. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cyndi Karoly or Ian McMillan in the Central Office in
Raleigh at 919-733-1786 or Eric Kulz in the DWQ Raleigh Regional Office at 919-791-4200.
City of Smithfield
Page 4 of 4
June 6, 2006
AWK/Um
Enclosures: GC 3495
Certificate of Completion
Sincerely,
( I ?' t4
Alan W. Klimek, P.E.
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Amanda Mueller, DWQ
Jay Keller, Skelly and Loy, LLP, 6404 Falls of the Neuse Road, Raleigh, NC 27615
Filename: 060360JohnstonMemorialHospitalStream Restore(Johnston)401_NBR

The Town o Smith- ield, Mooch Carolina
Johnston Memorial Hospltsa0
Stream Restoration Project
Unnamed Tributary to Buffalo Creek
Johnston County, North Carolina
Shelly and Loy Job dumber 2605003
Prepared For.
The Town of Smithfield, North Carolina
350 East Market Street
P.O. Box 761
Smithfield, North Carolina 27577
Prepared By:
Shelly and Loy, LLP
6404 Falls of the Neuse Road, Suite 103
Raleigh, North Carolina 27615
919-878-3535
December 2005
The Town of Smithfield, North Carolina
Johnston Memorial Hospital
Stream Restoration Project
Unnamed Tributary to Buffalo Creek
Johnston County, North Carolina
Skelly and Loy Job Number 2605003
Prepared For.
The Town of Smithfield, North Carolina
350 East Market Street
P.O. Box 761
Smithfield, North Carolina 27577
Prepared By:
Skelly and Loy, LLP
6404 Falls of the Neuse Road, Suite 103
Raleigh, North Carolina 27615
M19 %
December 2005 2Q06
APR ''
TABLE OF CONTENTS
PAGE
1.0 Introduction ........................................................................................................1
2.0 Existi ng Conditions ......................................................................................... ...2
2.1 Site Description .................................................................................... ...2
2.2 Geologic and Geomorphic Setting ....................................................... ...3
2.3 Hydrology - USGS Gage Station and Hydraulic Geometry
Relationships ....................................................................................... ...4
2.4 Geomorphology ................................................................................... ...5
2.5 Potential and Departure ....................................................................... ...6
2.6 Vegetation ............................................................................................ ...7
2.7 Particle Size Distributions .................................................................... ...7
2.8 Habitat ....................................................................................................8
3.0 Alternative Analysis ...........................................................................................8
3.1 Selected Design Strategy .......................................................................9
4.0 Stabil ity Analysis & Proposed Structures ........................................................10
4.1 Shear-based Stability Analysis .............................................................10
4.2 Structure Justification & Design Discussion ..........................................11
5.0 Erosion and Sediment Pollution Control Plan ..................................................11
5.1 Panned Erosion & Sediment Control Practices ..................................... 12
5.2 Site Stabilization Requirements ............................................................ 14
5.3 General Erosion & Sediment Control Notes .......................................... 14
5.4 Construction Schedule .......................................................................... 15
5.5 Construction Sequence ......................................................................... 15
5.6 Maintenance Plan ................................................................................. 19
5.7 Revegetation Plan ................................................................................ 20
5.8 Surface Preparation .............................................................................. 21
5.9 Seedbed Preparation ............................................................................ 21
5.10 Seeding Method .................................................................................... 21
5.11 Mulch Application .................................................................................. 22
5.12 Recommended Woody Plantings .......................................................... 22
5.13 Shrub and Tree Plantings ..................................................................... 23
5.14 Live Stake Installation ........................................................................... 25
5.15 Removal of Existing Woody Vegetation ................................................ 26
5.16 Vegetative Maintenance ....................................................................... 27
6.0 Stabil ization Recommendations & Conclusions ............................................... 27
7.0 References ...................................................................................................... 28
ATTACHMENTS
Figures:
Figure 1 - Site Location Map
Figure 2 - Soil Survey Map
Tables:
Table 1 - Reach 1: Morphological Characteristics of the Existing, Proposed,
Gage and Reference Reaches
Table 2 - Reach 2: Morphological Characteristics of the Existing, Proposed,
Gage and Reference Reaches
Table 3 - Reach 3: Morphological Characteristics of the Existing, Proposed,
Gage and Reference Reaches
APPENDICES
Appendix A - Johnston Memorial Hospital Stream Restoration Plans (19 sheets)
Appendix B - Photographic Documentation
1.0 Introduction
The project site is located in Smithfield, Johnston County, North Carolina. The
unnamed tributary (UT) to Buffalo Creek begins at the Johnston Medical Mall on
North Brightleaf Boulevard (US 301). The tributary consists of four reaches prior
to confluencing with Buffalo Creek. Reach 1 is approximately 150 ft. in length
and is northerly adjacent to the Johnston Medical Mall. Reach 2 starts at US 301
(Brightleaf Blvd.) and proceeds 675 feet behind the Lions Club Park to a
driveway entrance of the hospital. Reach 3 extends 280 feet from the driveway to
Hospital Road. Reach 4 begins at Hospital Road and continues 500 feet to
Buffalo Creek. The site is located within the Upper Coastal Neuse River Basin
(HUC 03020201).
Stream stability is defined as "The ability of a river, over time, in the present
climate, to be able to transport its sediment and flow in such a manner that it
maintains its dimension, pattern, and profile without aggrading or degrading
(Rosgen 1996)." This report evaluates the geology, hydrology, morphology,
vegetation, sediment composition, and habitat of the proposed project reach, and
how these factors influence stream stability.
The project site is experiencing severe horizontal instability due to lateral
movement and bank erosion. Watershed development is most likely the major
impetus for the instability. The stream has down-cut to the point where the
underground sanitary sewer pipelines have become exposed in several
locations. The Town of Smithfield proposes to restore and stabilize the UT to
Buffalo Creek along Reaches 1 through 3.
The overall project goal is to provide protective cover to the existing exposed
sanitary sewer pipelines and stabilize the stream channel. Specific project
objectives that will achieve the project goal are:
o Utilize Fluvial Geomorphic (FGM) methodologies to design a
natural stable channel and improve in-stream habitat
o Restore a minimum protective cover over the top of the exposed
pipelines
o Install hydraulic controlling structures such as cross vanes and coir
wrapped soil lifts to insure grade control and bank stability,
respectively
o Coordinate the project with Town of Smithfield, Johnston Memorial
Hospital, USACE, and NC-DENR to obtain all necessary permits
and authorizations
This report describes the existing site conditions and the proposed design
solutions to the exposed sewer and stream stability issues. The proposed design
is developed using "natural stream design" techniques that are composed from
analog (reference reach), and empirical (regional curves) methodologies. The
proposed design will provide protective cover to the underground and adjacent
pipelines and maintain a natural stable channel. This restoration approach is
termed a Priority 3 restoration technique according to Rosgen (1997). Oversized
(24" X 36") design plans (19 sheets) are included with this report in Appendix A.
2.0 Existing Conditions
2.1 Site Description
The project site is located in Johnston County approximately 2,000 feet northeast
of the intersection with Highway 301 and Highway 70 in downtown Smithfield,
North Carolina (See Figure 1). The project is located west of Buffalo Road and
the Johnston Memorial Hospital. The project site is located on the Selma, North
Carolina, 7.5-minute USGS quadrangle.
The stream project area begins at the Johnston Medical Mall on North Brightleaf
Boulevard (US 301), extends north across US 301 west of Buffalo Road and east
of the Hospital, then crosses Buffalo Road and extends north to Buffalo Creek.
The tributary consists of four reaches prior to confluencing with Buffalo Creek.
Reach 1 is approximately 150 ft. in length and is northerly adjacent to the
Johnston Medical Mall. Reach 2 starts at US 301 (Brightleaf Blvd.) and proceeds
675 feet behind the area previously known as Lions Club Park to a driveway
entrance of the Johnston Memorial Hospital. Reach 3 extends 280 feet from the
driveway to Hospital Road. Reach 4 begins at Hospital Road and continues 500
feet to Buffalo Creek. Photographs for all four reaches are included in Appendix
B.
Reach 1 is 150 feet long and starts at a driveway to the County wellness center.
The riparian buffer consists of one large Sweetgum and routinely maintained
Bermuda and similar grasses to the edge of water. The stream area has an
adjacent 1000 square-foot planted stormwater wetland. This wetland is
connected by a fifty-foot underground pipe discharging through a stream-side
culvert. This constructed wetland is adjacent to a 233,000 square-foot wellness
center and accompanying 10+acre impervious parking lot. Further urbanized
drainage areas comprise this headwater area.
Reach 2 starts at US 301 (Brightleaf Blvd.) and proceeds 675 feet behind the
area previously known as Lions Club Park to a driveway entrance of the hospital.
This wooded area is highly incised and has an adjacent parallel sewer line to the
east with two manholes near the north end of the reach. Though the park is
mostly comprised of mature Willow Oaks (Quercus phellos), privet (Ligustrum
sinensis) and other invasive species are the dominant plant species along the
park's (right) stream bank.
Reach 3 extends 280 feet from the driveway to Hospital Road. Similar to Reach
1, it has a manicured lawn currently being cut to the waterline. A row of Crape
2
myrtles is approximately 60 feet from the left bank. A heavily used gravel
walking path is located 200 feet from the left bank. This landscaped circular path
is adjacent to a one-acre stormwater wetland. This wetland drains into a
roadside ditch and proceeds to the stream.
Reach 4 begins at Hospital Road and continues 500 feet to Buffalo Creek. It
consists of a meandering stream through a large riparian wetland of Buffalo
Creek. This thirty-five acre tract is mostly wetlands and is one mile from the
Neuse River and Smithfield's Water Treatment Plant. The two-mile riparian
wetland along Buffalo Creek is 450+/- feet wide is an ecological haven. This tract
has great potential for a greenway along Buffalo Creek and its tributary since it's
entirely within the 100-year floodplain and receives consistent overbank flooding.
Moreover, the existing sewer lines along Buffalo Creek and Reaches 2, 3 and 4
are conducive to a greenway.
The project is located in an approximately 113 acres (0.2 square mile) drainage
area. Johnston County owns all of the land included in this project. This
unnamed tributary to Buffalo Creek has outstanding possibilities since it is an
urbanized stream in the upper coastal Neuse River basin. Though this mostly
developed watershed has approximately 30% impervious cover and has been
manipulated, it has great potential for restoration and preservation since 92% of
the watershed has been developed. This project area is an integral link in the
current open space plan developed by the Smithfield Downtown Development
Corporation. The goal of this project is to improve the water quality and aquatic
habitat of the Neuse River, Buffalo Creek and its tributaries. The Town of
Smithfield and Johnston County also seek to make the creek a resource for
residents; environmental education and recreation; and transportation along
trails. Johnston County has expertise in GIS and long-term planning for
watersheds.
2.2 Geologic and Geomorphic Setting
The project area is located within the middle or upper part of the Southern
Coastal Plain physiographic region. The subject stream is an unnamed tributary
of Buffalo Creek, which drains directly into the Neuse River. Soils in this area of
Johnston County are predominantly nearly level and gently sloping, well drained
to poorly drained and located on uplands of the Coastal Plain (Bliley, 1994).
Elevations across the county range from about 75 feet above sea level near the
border with Wayne County to about 370 above sea level at the Wake County
border. Elevations along the project reach range from 137 feet above sea level
at start of Reach 1 to 115 feet above sea level at the end of Reach 3. Although
land surface relief varies considerably, the Neuse River bottom has very little
relief. Interstream areas, like the project area, have low relief and are nearly
level. Generally, relief varies from 20 to 60 feet in stream valleys that drain into
the Neuse River in this area (Bliley, 1994).
3
The project area is located on the western edge of the Coastal Plain
Physiographic Province. The Coastal Plain is a wedge of mostly marine
sedimentary rocks that gradually thicken to the east and are underlain by
metamorphic and igneous rocks. The Coastal Plain is the largest belt in the State
covering 45 percent of the land area. The most common sediment types are
sand and clay, although a significant amount of limestone occurs in the southern
part of the Coastal Plain (Reid, 2003). In the project area, the Coastal Plain
sediments are fairly thin. Underlying bedrock is exposed along the stream
bottom in Reach 3.
2.3 Hydrology - USGS Gage Station and Hydraulic Geometry
Relationships
The site is located in the Upper Coastal Neuse River Drainage Basin (Hydrologic
Unit Code 030020201). The drainage area to the project reach is approximately
0.2 square miles (113 acres). The UT to Buffalo Creek is a first order stream that
conveys perennial flow. Land use within the drainage area consists primarily of
commercial and industrial development.
The North Carolina Stream Restoration Institute (NC-SRI) developed regional
curve hydraulic geometry regression equations (Doll and others, 2003) for the
Coastal Plain of North Carolina. The equations were developed from
measurements of reference and gage sites throughout the Coastal Plain. The
following are the derived equations:
Qbkf = 16.56 AW 0.72 (R2 = 0.90)
Abkf = 14.52 AW 0.66 (R2 = 0.88)
Wbkf = 10.97 AW 0.36 (R2 = 0.87)
Dbkf = 1.29 AW 0.30 (R2 = 0.74)
Where Qbkf = bankfull discharge, AW = drainage area, Abkf = bankfull cross-
sectional area, Wbkf = bankfull width, and Dbkf = bankfull depth.
Sweet and Geratz (2003) also published regression relations for streams in the
Coastal Plain region of North Carolina. Their regression equations are:
Qbkf = 8.79 AW 0.76 (R2 = 0.92)
Abkf = 9.43 AW 0.96 (R2 = 0.96)
Wbkf = 9.64 AW 0.38 (R2 = 0.95)
Dbkf = 0.98 AW 0.36 (R2 = 0.92)
According the above published equations, a stable stream within the coastal
plain of North Carolina with a drainage area of 0.2 square miles should have a
bankfull width of approximately 6.1 or 5.2 feet, an average bankfull depth of
approximately 0.80 or 0.55 feet, a bankfull cross-sectional area of approximately
4
5.0 or 2.0 square feet, and a bankfull discharge of approximately 5.2 or 2.6 cubic
feet per second. Care must be taken when using these regional relationships
due to the natural variability represented within the confidence limits. Field
calibration is necessary to verify bankfull channel dimensions. Furthermore,
these relationships were developed predominantly from C and E stream types;
hydraulic geometry variances may occur depending on the particular stream
type. Tables 1, 2, and 3 compare morphological characteristics between the
regional curve, USGS gage, and the project site (predicted and measured).
A Partial Duration Series Flood Frequency Analysis was performed using
recorded annual peak flow values at the gage site for the years 1968-2002 (34
years of record). Bankfull flows on average typically correspond with the 1.5-
year storm event. The recurrence interval for bankfull flow can vary from 1 to 2-
years depending on the characteristics of the watershed (Leopold and others,
1964; Rosgen, 1996; Harman, 1999). According to the frequency analysis, 1.5-
year storm event should produce a flow of approximately 124 cfs. Bankfull flow
at the gage site is estimated to be 124 cubic feet per second and corresponds to
an approximate 1.5-year recurrence interval according to the frequency analysis.
2.4 Geomorphology
Fluvial geomorphic (FGM) techniques were utilized to analyze the existing
channel conditions. The analysis included the collection of multiple cross-
sections at representative stream features such as riffles, runs, and pools. A
longitudinal profile, i.e., thalweg profile, was collected over a stream length equal
to a minimum of 20 bankfull widths. Stream features such as head of riffles and
pools, maximum pool depth, water surface elevation, bankfull indicators, and top
of bank were recorded along the profile. Particle size distributions were collected
using a modified Wolman pebble count stratified by stream feature to determine
the D15, D35, D50, D84, and D95 of the bankfull channel materials.
The UT to Buffalo Creek is located in a Valley Type VIII according to the Rosgen
Stream Classification System (Rosgen, 1994 and 1996). Stable stream types
within Type VIII valleys typically include C and E stream types. Stream types C
and E are generally characterized as low gradient (<2%), meandering alluvial
channels that exhibit riffle/pool and/or run/pool sequences.
The streams within the region surrounding Smithfield appear to consist of low
gradient, meandering channels that are fed by headwater streams that serve to
drain higher elevation terraces, ridgelines, and wetlands. The UT to Buffalo
Creek through the project reach currently classifies as a G5c stream type. G5c
streams are typically very sensitive to disturbance and tend to make adverse
channel adjustments in response to changes in the watershed. The UT to
Buffalo Creek prior to watershed development consisted of a low gradient,
headwater tributary (C or E) that transitioned to a moderate gradient (B, Bc, or
Eb) for a relatively short reach in order to convey flow from an upper plateau to
5
the stream valley below. This moderate gradient reach, when subjected to
increased run-off due to development, vegetation removal, and potential
realignments from previous grading activities, reacted by incising thus creating
the large head-cut that currently exists.
A reference reach is typically selected in order to derive morphological
relationships from a stable stream reach to be used in developing the appropriate
bankfull design parameters to the design reach. A stable reference reach was
located approximately 5,000 feet north of the project site (See Figure 1 - Site
Location Map). The reference reach is a small, first order unnamed tributary to
an unnamed tributary to Buffalo Creek. The reference reach conveys perennial
flow; hydrology is provided by a headwater palustrine emergent wetland. The
reference reach classifies as a B5c stream type according to the Rosgen Stream
Classification system. The reference reach exhibits a stream gradient of 0.86
percent through predominantly sand channel material. Grade control is
maintained by an underlying matrix of root material that provides resilient nick
points at each hydraulic drop location. Without the influence and control
provided by the root structure, this stream would most likely degrade vertically
through headward headcut migration similar to the project reach.
The use of this reference reach for the hospital project was recommended by
personnel with the NC Cooperative Extension and the Town of Smithfield.
Survey measurements were obtained in order to development design criteria that
are applicable to the project site. Measurements obtained from the reference
reach are converted to dimensionless ratios that can then be applied to the
project site. Tables 1, 2, and 3 provide the morphological characteristics of the
Existing, Proposed, USGS Gage Station, and Reference reaches.
Bankfull indicators in the degraded portion of the channel are not very evident
and/or consistent, as is typically the case in G-type streams. Mass wasting, or
bank slumping, can create the illusion of a bankfull indicator when the slump
material remains intact at the toe of the slope, thereby creating the appearance
of a bankfull bench. Furthermore, the amount of sediment generated by these
bank failures often results in drastic changes in appearance and morphology
from run-off event to run-off event.
2.5 Potential and Departure
Stream potential and departure describe the theoretically best possible stream
condition for a particular stream type and morphological parameters and/or
external factors that detract from a stream's optimal state, respectively. Stable
streams whose physical and biological characteristics are at an optimum are
considered to be at their full potential. The UT to Buffalo Creek is stable
upstream and downstream of the project reach, and appears to be functioning at
its full, or nearly full potential. Upstream and downstream stability is evinced by
stable, non-eroding streambanks, and good riparian and bank vegetation.
6
The existing project reach is undergoing a process known as stream
rejuvenation. This process occurs when there is an uplifting of valley floor, or a
lowering of the base level. It is reasonable to assume that a headcut was
created either by changes in the watershed or by stream channel altering. A
headcut created within fine material will migrate upstream until halted by a grade
control point. The resilience of the grade control point and the degree of incision
will determine the magnitude of the resultant scour. It is common to encounter a
stream reach that has several headcut features in a series, each with its own
grade control point. This erosional migration upstream will continue until the
stream achieves a balance, or equilibrium, between the stream and valley
gradients and the hydrology and sediment supply produced by the watershed,
thus rejuvenating the streambed.
In addition to the sediment eroded from the streambed during a headcut
migration, the resultant stream incision and entrenchment leads to accelerated
bank erosion in the form of mass wasting and bank slumping. As the channel
gradient rejuvenates, the stream tendency will be to create a bankfull channel,
with appropriate floodplain/floodprone width, within the now entrenched system.
This is a common stream classification evolution pattern.
2.6 Vegetation
The project reach is not very well vegetated in the immediate stream channel
area due to the degree of erosion and its use as a maintained sanitary sewer
right-of-way and regular grounds maintenance with mowers and gas trimmers.
Riparian species present include Sycamore (Platanus occidentalis), Tulip tree
(Liriodendron tulipifera), Green Ash (Fraxinus pennsylvanica), Red Maple (Acer
rubrum), Box-Elder (Acer negundo), Loblolly Pine (Pinus taeda), Sweetgum
(Liquidambar styraciflua) and Privet (Ligustrum sinensis). The lack of riparian
vegetation density and/or composition contributes greatly to the instability of the
UT to Buffalo Creek throughout the project reach.
Vegetation species present at the reference reach site include Red Maple (Acer
rubrum), Sweetgum (Liquidambar styraciflua), Tulip tree (Liriodendron tulipifera),
Black Willow (Salix nigra), River Birch (Betula nigra), Overcup Oak (Quercus
lyrata), Green Ash (Fraxinus pennsylvanica), American Holly (Ilex opaca),
Elderberry (Sambucus canadensis), Eastern Red Cedar (Juniperus virginiana),
Spicebush (Lindera benzoin), Possum Haw (Viburnum nudum), Virginia Willow
(Itea virginica), Tear-thumb (Polygonum sagittatum), and American Beautyberry
(Callicarpa americana).
2.7 Particle Size Distributions
The UT to Buffalo Creek is characterized by a substrate composed
predominantly of fine to medium gravel and coarse sand material. Cobble sized
7
material in the form of riprap is present in various locations within the channel,
apparently, a previous attempt to armor the channel and protect the utility lines.
The table presented below provides particle size distributions for the project site:
Particle Size Distributions (in millimeters)
SIZE CLASS REACH 1 REACH 2 REACH 3
D16 0.06 0.14 0.14
D35 0.14 0.39 0.34
D50 0.22 1.1 0.76
D84 0.91 46 16
D95 19 74 33
2.8 Habitat
The UT to Buffalo Creek offers in-stream habitat to many aquatic organisms.
Habitat within the project area is limited and degraded due to the stream
instability. Sediment loading within the project reach not only affects the habitat
within the project area, but also affects the habitats within downstream reaches
and streams. Riffle and pool micro-habitats are constantly affected by changing
stream conditions following each significant precipitation event. The proposed
stream restoration measures will improve habitat by reducing erosion; the
proposed structures provide critical plunge pool habitat, which also serve as
energy dissipation zones.
3.0 Alternatives Analysis
Four potential alternatives are discussed regarding the most appropriate
approach to meet the project goals. The alternatives are as follows: Alternative
1 - no remedial action; Alternative 2 - lower the sanitary sewer pipeline
elevations to depths below the stream invert; Alternative 3 - provide armor, such
as rip-rap, within the existing channel in order to protect the utilities and stream
banks; and Alternative 4 - restore cover to the utilities and provide a natural
stable channel use FGM methodologies. Each will be discussed as they pertain
to the project.
The first alternative provides no stabilization or protection measures to the
stream or utilities, respectively. If the erosive headcut in Reach 1 is not properly
addressed, the existing nick-point will eventually fail and the headcut will
continue its erosive migration upstream. This will result in drastic amounts of
sediment transported downstream. The current pipeline exposure poses a
potential health risk due to risk of pipeline rupture from external sources. This
alternative is not feasible due to the potential sediment and pipeline issues
associated with doing nothing.
The second alternative proposes to lower the elevation of the sanitary sewer
pipeline in order to restore protective cover. There are several inherent problems
associated with this alternative. The headcut problem discussed in the first
8
alternative discussion is still applicable, seeing as how alternative 2 does not
address this issue. The existing pipelines are gravity-fed sanitary lines, and are
designed as a system, rather than separate pieces. While lowering portions of
the line may be feasible for the upstream portions of the system, all the lower
portions would most likely have to be reengineered and subsequently lowered as
well. The costs associated with this type of endeavor are not within the project
scope. In addition, depending on the degree to which the pipeline is lowered, the
stream has the potential to erode down to the pipeline again as the stream profile
continues to rejuvenate. Alternative 2 is not an option due to the potential costs,
engineering constraints, and remaining environmental issues.
The third alternative proposes to armor the existing channel using riprap or some
other type of aggregate armoring material. This alternative may address the
erosion issues and provide protective cover to the utilities; however, other
impacts would be associated with such an action. Lining the channel with riprap
would be considered a permanent impact by the U.S. Army Corps of Engineers
(USACE) and would require some type of stream mitigation. Any existing or
potential stream habitat would be lost and stream functions such as sediment
transport would be deleteriously affected. Alternative 3 is not feasible because it
is not reasonable to propose a potential solution, such as riprap lining, that will
result in the need to provide as much, if not more, stream restoration mitigation
for the same amount of linear feet of stream proposed to be lined with riprap.
Options exist that are very cost effective that provide the similar protection with
the added benefit of maintaining or improving stream habitat.
The fourth alternative satisfies the project goals and objectives by providing
protective cover to the utilities and creating a natural stable channel to convey
flow and provide in-stream habitat. Hydraulic controlling structures will be utilized
to ensure that grade control is maintained and to arrest the migration of any
erosive head-cuts. Furthermore, these structures provide in-stream habitat and
ensure stream stability when properly designed and installed. This method of
stream stabilization is the agency-preferred technique for stream restoration in
North Carolina streams.
3.1 Selected Design Strategy
An examination of the project site and detailed profile and cross section
measurements revealed that the stream in its existing condition possesses a
fairly stable riffle-pool sequence throughout the three reaches. It was decided
that attempts to fully rebuild the stream would destroy this developed riffle-pool
habitat and would add significant costs to the project. Any modifications below
the bankfull elevation would require the installation of more in-stream rock
structures. Therefore, the restoration strategy relies on keeping the existing
dimensions and profile of the stream below the bankfull elevation, and focusing
the restoration efforts on providing flood relief above the bankfull elevation. The
bank shaping and excavation above bankfull will change the stream type from G
9
to B throughout the project, and riparian vegetation will provide lasting stability on
the new floodplain created by the excavation efforts.
4.0 Stability Analysis & Proposed Structures
4.1 Shear-based Stability Analysis
Cross-sections were surveyed along the project reach in order to calculate and
compare pre- versus post-construction shear stress under bankfull conditions. In
addition, the measurements obtained from the reference reach cross-sections
and subsequent calculations provide the basis for assessing stability. As stated
previously, bankfull indicators are not very evident within the project reach due to
bank instability.
Bankfull width, depth, cross-sectional area, width/depth ratio, wetted perimeter,
hydraulic radius, and shear stress are evaluated for representative cross-
sections. Average boundary shear stress is calculated using the following
equation:
T = yRs;
Where T = shear stress, y = density of water (62.4 Ibs/ft3), R = hydraulic radius,
and s = average surface slope. Hydraulic radius (R) is calculated using:
R = A/wp;
Where A = cross-sectional area, and wp = wetted perimeter.
It is typically acceptable that in order to demonstrate the stability of a proposed
sand-bed channel, the proposed channel shear stress must be equal to or less
than the reference reach maximum shear stress given that the reference reach
demonstrates the same characteristics as the proposed reach. The following
table presents the bankfull data comparison between the reference reach and
existing and proposed project site cross-sections:
Boundary Shear Stress Comparison for Reference and Project Reaches.
Width Depth W/D Area Shear
Reach (ft) (ft) Ratio (sf) Stress
(Ibs/sf)
Ref. Reach 7.2 0.49 14.8 3.5 0.25
Reach 1 5.2 0.58 9.0 3.0 0.08
each 2 6.6 0.90 7.5 6.1 0.51
Reach 3 7.8 0.80 9.8 6.3 0.34
The shear-based stability analysis shows that the proposed shear stress in the
elevated, restored channel should maintain stability and sediment transport. The
shear exhibited on the channel by bankfull flow is below the maximum shear
10
calculated in the reference reach. Bankfull velocities within the channel will be
comparable to the reference reach due to similarities in hydraulic radius, slope,
and Manning's roughness coefficient.
4.2 Structure Justification & Design Discussion
In natural stream channel design projects, cross vanes are usually the preferred
method for providing lasting horizontal and vertical stability. However, the small
scale of this stream (approximate 6 foot bankfull width) precludes the installation
of cross vanes. In lieu of cross vanes, rock weirs have been used on other
projects with success. These rock weirs are also channel spanning structures,
are built from immobile rocks, are constructed in an arch-shaped configuration,
focus the channel to the center, and form an energy-dissipating plunge pool.
The proposed structures shown on the restoration plan are necessary to ensure
grade control and bank stability where bank grading/disturbance are proposed.
These structures are designed to reduce stress in the near-bank region, allowing
vegetation to become established. They also serve to create and improve
habitat and sediment transport. The rock weirs are necessary for grade control
and to focus hydraulic energies to the channel center. The stream banks within
these regions will be graded to create a flood plain/floodprone area.
As per current North Carolina standards, all structures will incorporate geo-textile
filter material in the installation.
5.0 Erosion & Sediment Pollution Control Plan
Approximately 2.23-acres (97,413 square feet) will be disturbed during the
construction activities. The plan includes the implementation of multiple stream
restoration practices throughout the project area. Approximately 1,100 linear feet
of natural stream channel and flood-prone area will be constructed and
stabilized. Riparian plantings will be installed as indicated on the plan. Detail
design specifications for the Erosion and Sediment Pollution Control Plan are
presented in Appendix A.
According to the Soil Survey of Johnston County issued in October 1994 (Bliley,
1994), four soil types are present within the project limits (Figure 2). They
include Goldsboro sandy loam with 0 to 2 percent slopes (GoA), Bibb sandy loam
(Bb), Wehadkee loam (Wt), and Lynchburg sandy loam (Ly).
Goldsboro sandy loam with 0 to 2 percent slopes (GoA) is a moderately-well
drained soil typically found on upland areas on the Coastal Plain. It is found
throughout Johnston County. This soil unit is often situated in broad interstream
divides. Permeability and available water capacity are moderate. A seasonal
high water table is at a depth of about 2 to 3 feet. Surface runoff is slow.
11
Bibb sandy loam (Bb) is a poorly drained soil along major drainages. It is located
on floodplains and in narrow drainageways throughout the county. It is found
throughout Johnston County, especially along the Neuse River corridor. Slopes
are 0 to 2 percent. Mapped areas are mostly long and narrow and follow the
drainage pattern for long distances along the floodplain. Permeability and
available water capacity are moderate. A seasonal high water table is at a depth
of about 0.5 to 1.5 feet. Surface runoff is very slow and area is frequently
flooded.
Wehadkee loam (Wt) is a poorly drained soil along major drainages. This nearly
level is on floodplains, generally along streams. A few small areas are along
tributaries. It is found throughout Johnston County, especially along the Neuse
River corridor. Slopes are 0 to 2 percent. Mapped areas are mostly long and
narrow and are as much as several hundred acres in size. Permeability is
moderate and available water capacity is high. A seasonal high water table is at
the surface or within a depth of 1 foot. Surface runoff is very slow and area is
frequently flooded.
Lynchburg sandy loam (Ly) is a somewhat poorly drained soil typically located on
broad smooth flats and in shallow depressions in the upland on the Coastal
Plain. Slopes are 0 to 2 percent. It is located throughout Johnston County.
Mapped areas are irregular in shape and generally range about 10 to 50 acres in
size. Permeability and available water capacity is moderate. The seasonal high
water table is at 0.5 to 1.5 feet and surface runoff is slow.
5.1 Planned Erosion and Sediment Control Practices
Sheets Referenced below are presented in Appendix A as part of the design plan
for this project.
1. Silt Barrier Fence (SF) -- Silt barrier fences will be constructed around
topsoil stockpiles, wetlands, and work areas adjacent to the stream
channels as necessary to prevent sediment from entering the stream. Silt
fence will be inspected following any precipitation event and repaired
immediately, if necessary. See Sheets 10 and 18 of the Design Plans for
location, specifications, and maintenance requirements for the silt barrier
fence.
2. Stabilized Rock Construction Entrances/Exits (RCE) -- Seven (7)
stabilized rock construction entrances/exits are planned to limit sediment
from leaving the site and to provide maximum utility to all construction
vehicles. During wet weather conditions, it may be necessary to wash
vehicle tires at these locations. See Sheets 10 and 18 of the Design
Plans for the location, specifications, and maintenance requirements for
the stabilized rock construction entrances/exits.
12
3. Stockpiles -- Stockpiles will be used to contain all stripped soil, delivered
fill material, and/or structural rock in a limited area in order to keep the
disturbed area to a minimum. Stockpile locations will avoid natural
drainage areas and steep slopes. Four (4) stockpiles are planned for this
site; their suggested locations are shown Sheet 10 of the Design Plans.
4. Seeding and Planting -- At the end of each day, exposed soils must be
seeded with native grasses and covered in coir (or other biodegradable)
fiber that is staked down. Riparian vegetation will be planted directly
through the erosion-control matting. Refer to Sheets 1, 2 and 9 of the
Final Design Plans for the location, specifications, and maintenance of
riparian vegetative plantings.
5. Temporary Rock Filters (RF) & Temporary Downstream Sediment Traps -
Two separate sediment control structure options are provided to trap and
accumulate sediments generated by upstream construction activities. The
contractor will install either temporary rock filters or temporary
downstream sediment traps upstream of the stabilized outlet. These
sediment control structures will be removed upon completion of
construction. Refer to Sheets 10 and 18 of the Design Plans for the
approximate location, specifications, and maintenance requirements for
the temporary rock filters (or temporary downstream sediment traps).
6. Temporary Coffer Dams (TCD) -- Temporary coffer dams will be
constructed in order to divert the normal stream flows around the
construction area or to block off a work area for construction. See Sheets
10 and 18 of the Design Plans for the location, specifications, and
maintenance requirements for the temporary coffer dam.
7. Outlet Stabilization Structures -- Outlet stabilization structures will be
installed, if needed, near the sediment filter bag located at the end of the
temporarily bypassed section of stream. The outlet stabilization structures
should be positioned at the invert of the stream channel and aligned with
the stream channel in order to prevent the erosion of the opposite
streambank. See Sheets 10 and 18 of the Design Plans for the location,
specifications, and maintenance requirements for the outlet stabilization
structures.
8. Sediment Filter Bag for Pumped Water -- Sediment filter bags will be used
to collect sediment from the pumped bypass water during construction.
Bags will be installed on stable or well-vegetated areas that will not erode
when subjected to bag discharge. The discharge will be directed to outlet
stabilization structures, where needed. The contents of the spent filter
bags may be used as construction fill, where applicable. See Sheets 10
and 18 of the Design Plans for the specifications and maintenance
requirements.
13
9. Pumps and Dewatering Channel -- All work in the stream area will be
performed at low-flow conditions. Pumps will be sized to handle the
average stream flow in the area of work. The contractor should work in
low-flow conditions and select an appropriate pump based on the existing
stream conditions to perform the pump around during construction. It is
anticipated that one to two 3-inch pumps will be sufficient to perform the
pump around activities. Pumps, hoses, and all such equipment will be in
good operating condition and free of leaks. Additional pumps may be
required in the event that stream flow increases, a pump becomes
disabled, or to cover periods when pumps are out of operation.
10. Erosion Control Matting - Coir fiber matting shall be applied to the graded
streambanks following final grading and seeding as shown on Sheet 9.
Coir fiber matting shall conform to the specifications included on Sheet 2.
5.2 Site Stabilization Requirements
Disturbed areas will be stabilized at the conclusion of the project. Coir matting or
other biodegradable matting will be used along the streambank areas, while seed
and mulch will be used in the remaining areas. Once construction is complete,
permanent riparian vegetation will be planted in accordance with the Planting
Plan. See Appendix A for design plans.
In addition, the stockpile areas, stabilized construction entrance/exit, and any
other disturbed areas will be permanently seeded in accordance with the
Vegetation Plan described in Section 5.6.
5.3 General Erosion and Sediment Control Notes (See Appendix A)
1. Notify NCDENR seven days prior to construction.
2. The contractor shall divide construction into weekly segments, if
necessary. Each segment shall be cleared, excavated, and stabilized and
have rock structures installed at the conclusion of the week. Removal of
natural vegetation shall be minimized wherever possible during
construction.
3. The pump-around length shall be based on the weekly segment selected
by the contractor. The pump and coffer dam shall be removed upon
completion of each weekly segment.
4. Construction safety fencing shall be placed around all wet areas and
wetlands within the project site to limit disturbance within these areas. Silt
barrier fencing shall also be placed around wet areas and wetlands as
necessary to prevent sediment deposition in these areas. The contractor
14
shall exercise caution to avoid using equipment in wet areas and
wetlands. All disturbances in any wetlands/wet areas shall be returned to
preexisting conditions.
5. The contractor shall keep adequate amounts of soil stabilization material
on-site at all times.
6. During the life of the project, the contractor is responsible for the
maintenance of all erosion and sediment control devices.
7. As needed, regrade, reseed, and mulch washed-out areas in the project
area.
8. The contractor is responsible for the removal of any excess material.
9. All waste material must be removed from the site and recycled or
disposed of properly. No waste material shall be buried, dumped, or
discharged at the site.
10. The contractor is responsible for dust control measures, as needed.
11. Excess soil shall be placed in the designated stockpile areas. The
stockpile height must not exceed 35 feet, and the sides must be sloped at
2:1 or flatter. Silt barrier fencing will be placed on the low side of
stockpiles to prevent sediment from being washed into the stream. The
fencing will extend around approximately 70% of the perimeter of the
stockpile. Stockpiles will be stabilized with temporary seeding as soon as
possible after the formation of the stockpile.
5.4 Construction Schedule
In order to reduce the potential for erosion of soils at this site, the following
construction schedule will be followed. Refer to the Erosion and Sediment
Control Plan drawings for the location, details, specifications, and maintenance of
the proposed practices.
5.5 Construction Sequence
The construction sequence is presented for each reach of the project except for
Reach 4. There is no proposed construction in Reach 4 for this project. Further
details are provided in Appendix A.
Reach 1
1. Excavate and install the stabilized rock construction entrances as shown
on the plan.
15
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Install a stabilized outlet and filter bag just downstream of the construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to be
constructed, most likely within the existing culvert. Install the pump and
connect it to the piping. Check the coffer dam and piping for leaks.
Modify the pipe location, inlet, and outlet as necessary to achieve constant
flow. Begin pumping all creek water from behind the coffer dam.
6. Clear and grub the construction segment, as needed, while avoiding
damage to the natural streamside vegetation whenever possible.
7. Construct the new manhole and lowered sewer line as indicated on the
plans.
8. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install and stabilize stream structures (rock weir and boulder
packing). Place all excavated materials in the stockpiles.
9. Install erosion control mattings to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be decided
by the contractor.
10. Once the stream channel and structure construction is completed, remove
the temporary coffer dam and turn off the pump to allow flow through the
channel. After visual inspection of the flow, and if necessary, reinstall the
temporary coffer dam at the same location and restart the pump. Adjust
all stream structures as directed by the engineer.
11. Upon completion of the construction segment, remove the temporary
coffer dam along with the stabilized outlet, rock filters or temporary
downstream sediment traps, pump apparatus, and filter bag. Stabilize,
seed, and mulch all disturbed areas.
16
12. Construct the stacked stone wall around existing manhole as shown on
the plan.
13. Haul any leftover material off-site. Seed and mulch stockpile areas and
any remaining disturbed areas. Remove the stabilized rock construction
entrances and stabilize the affected area as required.
14. Once vegetation is established, remove the silt barrier fence and seed and
mulch any remaining disturbed areas.
Reach 2
1. Excavate and install the stabilized rock construction entrances as shown
on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Designate a segment of stream to be completed in one week. Install a
stabilized outlet and filter bag just downstream of the weekly construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to be
constructed. Install the pump and connect it to the piping. Check the
coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet
as necessary to achieve constant flow. Begin pumping all creek water
from behind the cofferdam.
6. Clear and grub the weekly construction segment, as needed, while
avoiding damage to the natural streamside vegetation whenever possible.
7. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install, and stabilize stream structures. Place all excavated
materials in the stockpiles.
8. Install erosion control matting to stabilize streambanks in accordance with
the manufacturer's specifications. Plant shrubs and trees in accordance
with the Planting Plan. Plantings may be completed at the end of each
week or at the conclusion of the project; this will be determined by the
contractor.
17
9. Once the stream channel and structure construction is completed, remove
the temporary coffer dam and turn off the pump to allow flow through the
new channel. After visual inspection of the flow, and if necessary, reinstall
the temporary coffer dam at the same location and restart the pump.
Adjust all stream structures as directed by the engineer.
10. At the end of the week or upon completion of the weekly construction
segment, remove the temporary coffer dam along with the stabilized
outlet, rock filters or temporary downstream sediment traps, pump
apparatus, and filter bag. Stabilize, seed, and mulch all disturbed areas.
Reinstall in next weekly construction segment, if needed.
11. Repeat Steps 5 through 10.
12. Haul any leftover material off-site. Seed and mulch stockpile areas and
any remaining disturbed areas. Remove the stabilized rock construction
entrance/exit and stabilize the affected area as required.
13. Once vegetation is established, remove the silt barrier fence and seed and
mulch any remaining disturbed areas.
Reach 3
1. Excavate and install the stabilized rock construction entrances as shown
on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Designate a segment of stream to be completed in one week. Install a
stabilized outlet and filter bag just downstream of the weekly construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to be
constructed. Install the pump and connect it to the piping. Check the
coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet
as necessary to achieve constant flow. Begin pumping all creek water
from behind the cofferdam.
18
6. Clear and grub the weekly construction segment, as needed, while
avoiding damage to the natural streamside vegetation whenever possible.
7. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install, and stabilize stream structures. Place all excavated
materials in the stockpiles.
8. Install erosion control matting to stabilize streambanks in accordance with
the manufacturer's specifications. Plant shrubs and trees in accordance
with the Planting Plan. Plantings may be completed at the end of each
week or at the conclusion of the project; this will be decided by the
contractor.
9. Once the stream channel and structure construction is completed, remove
the temporary coffer dam and turn off the pump to allow flow through the
new channel. After visual inspection of the flow, and if necessary, reinstall
the temporary coffer dam at the same location and restart the pump.
Adjust all stream structures as directed by the engineer.
10. At the end of the week or upon completion of the weekly construction
segment, remove the temporary coffer dam along with the stabilized
outlet, rock filters or temporary downstream sediment traps, pump
apparatus, and filter bag. Stabilize, seed, and mulch all disturbed areas.
Reinstall in next weekly construction segment, if needed.
11. Repeat Steps 5 through 10.
12. Haul any leftover material off-site. Seed and mulch stockpile areas and
any remaining disturbed areas. Remove the stabilized rock construction
entrance/exit and stabilize the affected area as required.
13. Once vegetation is established, remove the silt barrier fence and seed and
mulch any remaining disturbed areas.
5.6 Maintenance Plan
In order to assure correct operation of the erosion control practices proposed for
this project, the following maintenance steps shall be performed.
1. Employ measures during construction to prevent spills of fuels or
lubricants. If a spill occurs, immediately contain it to prevent entry into the
waterway. Dispose of any contaminated soils in accordance with all local,
state, and federal requirements.
19
2. All erosion and sediment control practices will be checked for stability and
operation following every runoff-producing rainfall event or once every
week. Repairs will be made immediately to maintain the practices as
designed.
3. Inspect the construction entrance after high-volume traffic or storm events.
Apply additional stone as necessary. Clean vehicles of mud or dirt before
leaving the project site for travel on public roads.
4. Remove sediment deposits from behind the silt fence as necessary to
provide adequate storage volume for the next rain and to reduce pressure
on the fence. Take care to avoid undermining the fence during cleanout.
The sediment fence will be repaired as necessary to maintain the required
barrier.
5. Replace rock filters that become clogged with sediment. Wash materials
completely free of all foreign material or use new rock to rebuild the filter.
Clean out accumulated sediment from temporary downstream sediment
traps as necessary during the construction period.
6. At the end of each week, exposed soils along the streambank and in the
riparian area must be seeded, mulched, covered with matting, and staked
down.
7. All seeded areas will be fertilized, reseeded as necessary, and mulched
according to the specifications in the Revegetation Plan to maintain a
vigorous, dense vegetative cover. Areas planted with trees and shrubs
will be replanted as necessary to achieve a 70% survival rate.
8. Suitable material removed from the erosion and sediment control facilities
on the project will be used as construction fill for the project. All other
materials removed from the erosion and sediment control facilities will be
disposed of off-site in accordance with all local, state, and federal
requirements.
5.7 Revegetation Plan
The Revegetation Plan for this site requires the seeding of all disturbed areas
and is presented below. As part of the stream restoration plan, streambanks and
riparian areas will be planted with native vegetation. Refer to the Planting Plan
drawings and schedule for locations, species, types of plants, and quantities.
These areas are considered successfully revegetated when a 70% survival rate
is achieved.
20
The Revegetation Plan for this site consists of surface preparation, seedbed
preparation, seeding, mulch application, shrub and tree planting, live stake
installation, removal of existing vegetation, and vegetation maintenance.
5.8 Surface Preparation
1. Surfaces to be treated with erosion control blankets or matting shall be
free of significant surface obstructions such as fine woody debris (roots,
branches, etc.) and loose stones and hard clods larger than 2 inches.
2. Finished grades in other areas shall be left in a roughened, loosened
condition (to a depth of at least 6 inches) in order to provide a good
seedbed. Any surfaces which are smooth and compacted, such as
machine-bladed surfaces, shall be cultivated to achieve this loosened
condition. Any areas of especially heavy compaction or dense subsoil
which are encountered (as identified by the Engineer) shall be cultivated
to a depth of at least 8 inches.
5.9 Seedbed Preparation
The following steps will be performed to prepare the soil for seed application.
1. Remove any rocks and debris.
2. Apply lime and fertilizer according to soil tests (If required), or apply 750
pounds per acre of 10-10-10 fertilizer. Spread amendments evenly.
Incorporate into the top six inches of soil with a disc, chisel plow, or rotary
tiller only in areas where the soil is compacted by construction equipment.
3. Break up large clods and rake them into a loose, uniform seedbed.
4. Rake to loosen the surface just prior to applying seed.
5.10 Seeding Method
The following steps will be performed to seed the disturbed areas:
1. Seed all disturbed areas with the following mixture of permanent and
annual grasses. However, switchgrass shall be used sparingly in areas
where trees will be planted.
Big Bluestem (Andropogon gerardii) [10 to 15 lb/acre]
Little Bluestem (Schizachyrium scoparium) [10 to 15 lb/acre]
Deertongue (Panicum clandestinum) [10 to 15 lb/acre]
Switchgrass (Panicum virgatum) [10 to 15 lb/acre]
Pearl Millet (Pennisetum glaucum) [40 lb/acre]
Winter Rye (Secale cereale) [120 lb/acre]
21
2. Broadcast seed at the recommended rate with a cyclone seeder, drop
spreader, or cultipacker seeder.
3. Rake seed into the soil and lightly pack it to establish good contact.
4. Seeding shall not be permitted during the following conditions unless
otherwise approved:
- Air temperature less than 32 degrees Fahrenheit
- Air temperature greater than 90 degrees Fahrenheit
- Wind velocity greater than 20 mph
5.11 Mulch Application
Mulch shall be applied as directed below.
1. In streambank areas (as noted in the typical stream sections), coir fiber
matting or other biodegradable matting shall be placed over the seed and
straw mulch.
2. In all other seeded areas, apply 4,000-5,000 pounds per acre of grain
straw or equivalent cover of another suitable mulch. Anchor the mulch by
tacking it with netting. Netting is the preferred anchoring method on steep
slopes.
5.12 Recommended Woody Plantings
1. The contractor shall select the riparian trees and shrubs from the species
listed below.
Description Common Name Scientific Name

Buttonbush Cephalanthus
occidentalis
Zone A Possum Haw Viburnum nudum
Shrubs Sweet pepperbush Clethra alnifolia
Virginia willow Itea virginica
American sycamore Platanus occidentalis
Zone A Bald Cypress Taxodium distichum
Trees Overcup Oak Quercus lyrata
River Birch Betula nigra
Willow Oak Quercus phellos
American beautyberry Callicarpa americana
Zone B Elderberry Sambucus canadensis
Shrubs Spicebush Lindera benzoin
Sweetshrub Calycanthus florida
22
Description Common Name Scientific Name
American Elm Ulmus americana
Dogwood Corpus florida
Zone B Trees Eastern redbud Cercis canadensis
Persimmon Diospyros virginiana
Tulip Poplar Liriodendron tulipifera
Water Oak Quercus nigra
2. The total estimated quantity of trees and shrubs for the project are as
follows:
Reach Zone Area (SF) Shrubs Trees Live Stakes
A 568 16 6 293
1 B 12,493 347 125 --
A 3,082 86 31 1,361
2 B 26,893 747 269 --
A 2,387 66 24 578
3 B 23,378 649 234 --
Totals 68,801 1,911 689 2,232
3. The live stake quantities are based on a center-to-center spacing of 2',
with two rows straddled along the entire bankfull length on each side of
stream. This results in an average quantity of 1 live stake per foot of
bankfull length per side.
4. Each species shall account for at least 10% of the tree or shrub plantings
in each zone. No one species shall account for more than 30% of the tree
or shrub plantings in each zone.
5. Substitutes and additions are allowed with the approval of the engineer.
Substitutions and additions shall conform to the "Guidelines for Riparian
Buffer Restoration" (NCDENR EEP, OCTOBER 2004).
5.13 Shrub and Tree Plantings
1. A phased tree and shrub planting approach is strongly recommended for
this site. In this case, containerized woody plants shall not be installed
into matting-covered surfaces until the spring (April-May) or fall (October-
November) (in that order) following construction. This "seasoning" period
will allow the site to settle and develop a dense sod mat before
disturbance by opening planting holes. This is particularly important
where erosion control blankets are installed since these fabrics should not
be cut before a dense groundcover has developed to help anchor the
material.
23
2. Tree and shrub planting in other areas may proceed as soon as site
construction is complete, except for periods when the ground is frozen.
Fall or early spring planting is preferred. Live stakes may be installed in
all areas during the first dormant season after construction (see Live Stake
Installation, below).
3. Plantings shall be selected from the Recommended Woody Plantings list.
A minimum of three of the prescribed species shall be installed unless
otherwise approved by the Engineer. Substitutions may be considered at
the approval of the Engineer. Container stock should be 1 gallon
minimum in size.
4. Nursery stock quantities represent an average planting density of 6 feet
off-center for shrubs and 10 feet off-center for trees. Actual field plant
placement should be randomized, with variable spacing.
5. Bare root stock may be substituted for container stock. In this case,
planting density should be doubled.
6. Container (or bare root) stock shall be installed according to standard
landscape industry procedures, except as otherwise noted below.
7. Plantings (including cuttings) shall not be installed in frozen soils.
8. The planting hole for container stock or bare root seedlings shall be a
minimum of three times the diameter of the root ball or root mass. Ensure
that the walls of the planting hole are in a thoroughly roughened condition
to encourage root extension. Backfill the hole with reserved soil (ideally
after weed roots have been removed) or imported topsoil.
9. Gently loosen the roots of otherwise healthy container plants with coiled
and matted fine roots before planting. Prune any extra long or kinked
roots.
10. Plantings which appear healthy but are severely rootbound should be
"butterflied." Lay the planting sideways on the ground and, using the
shovel, make a single cut through the middle of the root ball, cutting about
one-third of the way up from the bottom. Pull the halves about 1-1/2
inches apart before setting the root ball in the planting hole.
11. The planting medium shall be amended with fertilizer to encourage rapid
plant establishment. Fertilizer shall be placed after the root ball is installed
in the planting hole. Fertilizer shall consist of either a "tea-bag" or other
type of encapsulated, slow release N-P-K fertilizer. Apply at one-half the
manufacturer's recommended rate.
24
12. Deer repellent (e.g. Repellexr-1 systemic tablets or approved equal) may
be placed in the planting hole with the root ball to discourage animal
browsing damage if deer browsing is a notable problem on the site. Install
according to manufacturer's specifications. Since fertilizer is incorporated
into Repellex, no other fertilizer application is required.
13. During backfilling, flood the planting pit with water when it is approximately
half backfilled around the root ball. Allow to soak away. When the hole is
nearly filled with backfill, flood again and allow to soak away. Fill to finish
grade. Form a watering moat.
14. After final backfilling, apply a suitable mulching material to a 3-foot
diameter area centered over the installed planting. This is intended to
reduce seedling competition from invasive grasses and weeds. Organic
debris shall be used for mulching material in all areas not subject to
regular inundation. The organic mulch should consist of a 2-3 inch thick
layer of partially-composted woody debris, shredded leaves, or weed-free
straw; coarse wood chips or pellets should be avoided. The mulch
material should be placed no closer than two inches to the trunk to prevent
stem rot.
5.14 Live Stake Installation
1. Live stakes (cuttings) may be taken from shrub-forming willow (Salix spp.),
silky dogwood (Cornus amomum), buttonbush (Cephalanthus
occidentalis), American elderberry (Sambucus canadensis), and
cottonwood (Populus deltoides). Cuttings should be locally harvested or,
at a minimum, nursery stock which is native to this region. Avoid cuttings
harvested from tree willows, especially black willow (Salix nigra) and
ornamental tree species such as weeping willow (Salix babylonica).
2. Dogwood live stakes may be installed in shady to sunny microsites; willow
shall be installed preferentially in sunny microsites.
3. All live stakes shall be harvested and installed during the dormant season
(that is, between leaf drop in the fall and bud break in the spring).
4. Cuttings for live stakes shall be from healthy, pliant (not brittle) branches
and shall be reasonably straight. Any side branches shall be cleanly
trimmed off. Live stakes from willow species shall be 2-4 feet in length
and 1/2 to 1-1/2 inches in diameter. (Cuttings taken from other genera
may need to be smaller.)
5. All cuttings shall be harvested no more than 72 hours prior to installation
and shall be kept continuously moist and away from sun prior to
installation.
25
6. Insert live stakes more or less perpendicular to the ground surface with
the growing tip end up. Angled stakes are acceptable in high ground water
areas but in no case shall the growing tip end be lower than the butt end.
If very firm soils are encountered, first make a pilot hole for the live stake.
The hole should be slightly shallower than the planned depth of insertion
and the planting bar used to create the hole should be the diameter of the
cutting or slightly smaller. Do not install stakes in frozen soils.
7. Insert the live stake to final depth by manually pushing it into the surface, if
feasible. A wooden mallet or wood tamping surface can be used if the
stake must be driven in. Tamp the end of the stake only with sufficient
force to insert it.
8. Remove and replace any live stakes that have been seriously split or
otherwise badly damaged during installation. Minor splits that occur
during installation are acceptable, as approved by the Engineer.
9. Live stakes shall be installed so that at least 3/4 of the total length of the
stake is below ground. Ensure that there are at least 2 bud scales above
ground. Foot stamp down the soil around the stake to ensure good soil-
to-stake contact. Follow with ample watering around the stake in all but
saturated soils.
10. Dormant live stakes may be installed as soon after construction as
feasible. Care shall be taken not to cut any of the strands in the erosion
control matting during live stake installation. Live stakes can easily be
installed through the erosion control mesh, without cutting the stands, by
manually spreading the strands apart (If necessary) before installation.
5.15 Removal of Existing Woody Vegetation
1. Weedy shrubs should be removed from within the project area. Dispose
of offsite.
2. Care shall be taken to preserve existing trees. Avoid or minimize tracking
heavy equipment within the circumference of the tree's dripline. No
construction or other materials shall be stored within this zone. If frequent
vehicle access is required within this dripline zone (apart from areas
requiring regrading), a protective shredded bark mulch covering shall be
placed to a minimum depth of 6 inches within this zone. The mulch can
be spread over a suitable geotextile for easy recovery after construction,
or a two-inch depth of mulch can be left as a soil amendment.
3. Any large roots of retained trees which must be exposed and pruned for
project construction, or which have been otherwise damaged or exposed,
26
shall be treated by making a clean saw cut behind the shattered part of
the root.
5.16 Vegetative Maintenance
Vegetation shall be maintained as follows:
1. Reseed, fertilize, and mulch damaged areas immediately.
2. All seeded areas shall be fertilized in the second year if growth is not
adequate. Uniform coverage of 70% of the seeded area is considered
adequate.
3. Inspect riparian area plants after one year. If less than 70% of the plants
survived, replant as necessary to assure survival of at least 70% of the
original number of plants.
4. Herbicidal spot spraying (in accordance with any prevailing buffer rules)
shall be used around tree plantings to control competing vegetation until
trees reach a sufficient size.
6.0 Stabilization Recommendations & Conclusions
The UT to Buffalo Creek appears stable upstream and downstream of the project
reach. The project reach is in a state of disequilibrium due to severely erosive
conditions. Stream incision has exposed a sanitary sewer pipeline in several
locations, posing a potential health risk. The stream instability and exposed
pipelines need to be jointly addressed due to their utilization of the same corridor.
The proposed measures satisfy the project goals and objectives in an
environmentally friendly, yet cost effective manner.
The restoration/stabilization design proposes to increase the flood-prone width
above the bankfull elevation and install hydraulic controlling structures. This type
of restoration is categorized as a 'Priority 3' restoration by Rosgen (1997).
Stabilization structures and channel modifications are proposed to ensure long-
term bank and channel stability. Care should be taken to avoid and minimize
disturbances to the existing riparian vegetation during the installation of
structures and modifications to the channel. All disturbed areas should be
seeded and stabilized using a biodegradable geo-textile. These areas should
then be aggressively replanted with native woody species, although care should
be taken to provide access to the pipelines through maintenance corridors
directly above or adjacent to the sewer lines. Pipeline right-of-way maintenance
crews should take care not to eradicate, either chemically or mechanically,
riparian and bank vegetation.
27
It is important to note that extra care must be taken when installing in-stream
structures in fine gravel and sand-bed streams due to the potential for deep
scour associated with such structures. Sand-bed streams typically exhibit scour
depths approximately three times that of course gravel/cobble bed streams. It is
recommended that additional footers be installed to a depth substantially greater
than the proposed scour depth to prevent structural undermining.
7.0 References
Doll, Barbara A., A.D. Dobbins, J. Spooner, D.R. Clinton and D.A. Bidelspach,
2003, Hydraulic Geometry Relationships for Rural North Carolina Coastal Plain
Streams, NC Stream Restoration Institute, Report to N.C. Division of Water
Quality for 319 Grant Project No. EW20011, www.ncsu.edu/sri. 11 pp.
Harman, W.H. et al. 1999. Bankfull Hydraulic Geometry Relationships for North
Carolina Streams. AWRA Wildland Hydrology Symposium Proceedings. Edited
by D.S. Olsen and J.P. Potyondy. AWRA Summer Symposium. Bozeman,
Montana.
Bliley, D.J. 1994. Soil Survey of Johnston County North Carolina. U.S.
Department of Agriculture, Soil Conservation Service and North Carolina
Department of Natural Resources and Community Development.
Leopold, L.B., M.G. Wolman, and J.P. Miller. 1964. Fluvial Processes in
Geomorphology. Freeman, San Francisco, CA. 522 pp.
North Carolina Department of Environment and Natural Resources Ecosystem
Enhancement Program. 2004. Guidelines for Riparian Buffer Restoration.
http://www.nceep.net/news/reports/buffers.pdf.
Reid, J.C. 2003. North Carolina Geology: Ask a Geologist, Frequently Asked
Questions. http://gw.ehnr.state.nc.us/fag.htm.
Rosgen, D.L. 1994. A Classification of Natural Rivers. International Society of
Soil Science. Catena 22 (169-199).
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology. Pagosa
Springs, Colorado.
Rosgen, D.L. 1997. A Geomorphological Approach to Restoration of Incised
Rivers In: Proceedings of the Conference on Management of Landscapes
Disturbed by Channel Incision, Univ. Miss, Oxford, Miss. Pg 3-22.
28
Rosgen, D.L. 2001. The Cross-Vane, W-Weir, and J-Hook Vane
Structures...Their Description, Design and Application for Stream Stabilization
and River Restoration. ASCE Conference. Reno, Nevada.
Sweet, W. V., and J. W. Geratz. August 2003. Bankfull hydraulic geometry
relationships and recurrence intervals for North Carolina's coastal plain. Journal
of the American Water Resources Association, pp. 861-871.
29

FIGURES
�• l try- � ,• ,,.
" -• e it +• l� J
A•T �-..�''\ � ` (.�, -. ;� :w ZA ogrr min wdhtiid �s
r::• ' y
/46
i
J
c,• ';;,::�:. ;'. 9$MT1i 1.1)Mi[XNs sc (001 , PAFtt(
i*t4"' • • / t ° REFRt"B PREACH ;' I
Radio To"r\
ftp
It
op 1 r - 4� ,/`. ��:� .l•`__. � -�r rw�a :Mast �yv°.-
Z La
10
QST R E Sll - ,/' _.
•- / �' flat' !.. --_, ,, • ��,''f �`�,
X � !St�3 0 2 Sn. NN.► WATER_SNEN. _
\`� F-
�` `'S�,`�C••_ . _ ' � � 1 ♦ �../ tom•
,` { �\ yi • N lis l • . %. GY ..
,.``•+� � � ii I � vne• `•� � �h � 'tet � - r, ° %• �? �,
l w. I � �L N / l • H
SKELLY and LOY, LLP NOV. 2005 FIGURE 1
MAR 3 2
006 SITE LOCATION MAP
IT`r Johnston Memorial Hospital Stream Restoration Plan
SAN�ATSTEATE BRH Town of Smithfield
SCALE (Feet) Johnston, North Carolina
Scale: As Shown Project No. 2605003
SOURCE: Delorme 3-D TopoQuads o00

I
x
LID
Mll
ik-A
- NoA
' God,
.x
StA
B p ON
Ly j
Go
_ g
NoA
f
15
4 O
L -
b,
Ly
F i L
n
APPROXIMATE SITE LOCATION E'
WOD
a R.
.. N `
V ?y
S 'TH ED _
+3
NuA a'
e? D SKELLY and LOY, LLP NOV. 2005 FIGURE 2
MPR 1?a6 SOIL SURVEY MAP
0'0? 4XJ % Johnston Memorial Hospital Stream Restoration Plan
Y1e15 Town of Smithfield
SCALE (Feet) Johnston, North Carolina
0 2®00 Scale: As Shown Project No. 2605003
SOURCE: Johnston County Soil Survey
TABLES
Table 1
Reach 1: Morphological Characteristics of the Existing, Proposed, Gage, & Reference Reaches
Johnston Memorial Hospital, Project No. 2605003
USGS Gage Stations Reference Reaches
Variables Proposed - Reach 1 Existing - Reach 1
Flat Creek (02102908)
UNT to Buffalo Creek

1a. Stream Type E5 G5c E 135c
1b. Valley Type VIII VIII VIII VIII
2. Drainage Area (mil) 0.20 0.20 7.63 0.21

ft)
3
Bankfull Width (W Mean 5.2 5.2 23.2 7.2
.
BKF, Range 7.1 -7.3
4
Bankfull Mean Depth (D
ft Mean 0.58 0.58 2.2 0.49
.
BKF, Range 0.47-0.51
Width/Depth Ratio (W
/D
5
) Mean 9.0 9.0 10.5 14.8
.
BKF
BKF Range - 14.0-15.6
Bankfull Cross-Sectional Area (A
6
ftz) Mean 3.0 3.0 50.9 3.5
BKF,
. Range 3.4-3.6
7
Bankfull Mean Velocity (V
ft/S) Mean 2.1 2.1 2.4 2.6
.
BKF, Range -
8. Bankfull Discharge (ABKF, cfs) 6.3 6.3 124 9
Bankfull Maximum Depth (D
9
ft) Mean 1.0 1.0 3.2 1.1
.
MAX, Range - 1.0-1.1
10. Ratio of Maximum Depth to Bankfull Mean Depth Mean 1.7 1.7 1.45 2.2
(DMAX/DBKF) Range -- -- - 2.0-2.4
11
Width of Flood Prone Area (W
ft) Mean 12 7.8 49 15
.
FPA, Range 7.4 - 25
Entrenchment Ratio (W
12
/W
) Mean 2.3 1.5 2.1 2.2
.
FPA
BKF Range 1.2-3.4

13
Meander Length (L
ft)
Mean
66
66 --
.
M, Range 50 - 79 50 - 79
14. Ratio of Meander Length to Bankfull Width Mean 13 13 -
(LNVW13KF) Range 10 - 15 10 - 15 -- --

15
Radius of Curvature (R
it)
Mean
38
38 -
8.3
c,
. Range 16-77 16-77 4.6-12
16. Ratio of Radius of Curvature to Bankfull Width Mean 7.3 7.3 - 1.2
(RcIWBKF) Range 3.1 -15 3.1 -15 0.63-1.7
Belt Width (W
17
ft) Mean 15 15 16
.
BLT, Range
18
Meander Width Ratio (W
N?
) Mean 2.9 2.9 2.2
.
BLT
BKF Range
19. Sinuosity (stream length/valley distance, k) 1.03 1.03 1.1
20. Valley Slope (ft/ft) 0.0076 0.0024 - 0.0095
21. Average Slope (fUft) 0.0074 0.0028 0.0074 0.0086
22
Riffle Slope (S
) Mean 0.0017 0.0046 0.009
.
R,F Range 0.0017 - 0.0075 0.000 - 0.022
23
Ratio of Riffle Slope to Average Slope (B
/S
) Mean 0.23 1.6 1.04
.
RIE
AVE Range 0.61 -2.7 0.0-2.6

24
Pool Slope (S
) Mean 0.0000 0.0027 0.000
.
POOL Range 0.0000 - 0.0056 0.000 - 0.008

25. Ratio of Pool Slope to Average Slope (S
/S
) Mean 0.00 0.96 0.00
FOOL
AVE Range -- 0.61 -2.0 -- 0.00-0.93
Table 1 (continued)
Reach 1: Morphological Characteristics of the Existing, Proposed, Gage, & Reference Reaches
Johnston Memorial Hospital, Project No. 2605003
USGS Gage Stations Reference Reaches
Variables Proposed - Reach 1 Existing - Reach 1
Flat Creek (02102908)
UNT to Buffalo Creek

26
Run Slope (S
) Mean 0.25 -
.
RUN Range -- -

Ratio of Run Slope to Average Slope (S
27
/S
) Mean 34
.
RUN
AVE Range --
28
Glide Slope (S
) Mean
.
GLIDE Range
29. Ratio of Glide Slope to Average Slope Mean
(SGLIDE/SAVE) Range -- -- -- --
Maximum Pool Depth (D
30
ft) Mean 2.7 1.9 1.5
.
POOLS Range 1.7-3.6 1.4-2.7 1.4-1.6
31. Ratio of Pool Depth to Average Bankfull Depth Mean 4.7 3.3 3.1
(DPOOL/DBKF) Range 2.9-6.2 2.4-4.7 -- 2.9-3.3
32. Shear Stress on the Bed, To/ Corresponding Sed
Size 0.08 psf / 5.5 mm 0.08 psf / 5.5 mm - 0.25 psf / 12 mm
ft)
33
Pool Width (W Mean 6.5 7.0 - 6.1
.
POOL. Range 4.1 -9.4 4.1 -12.5 - 6.0-6.2
'W
34
Ratio of Pool Width to Bankfull Width (W
) Mean 1.3 1.3 - 0.85
.
POOL
eKF Range 0.79-1.8 0.79-2.4 0.83-0.86
Pool to Pool Spacing
35 Mean 45 43 17
. Range 35 - 55 30 - 67 13 - 22
Pool to Pool Ratio (Spacing / W
36
) Mean 8.7 8.3 2.4
.
BKF Range 6.7-11 5.8-13 -- 1.8-3.1
37. Bank Height Ratio (BHR, Ratio of Lowest Bank Mean 1.0 4.3 1.0 1.0
Height to Max Bankfull Depth) Range - -- -- --
Materials

1. Particle Size Distribution of Channel Material (mm)
D16 0.06
D35 - 0.14 -
D50 0.22
D84 - 0.91
D95 - 19
2. Particle Size Distribution of Riffle (100 Count) (mm)
D16 - --
D35 -
D50 -
D84 -
D95 -
3. Particle Size Distribution of Bar Material (mm)
D16
D35 -
D50
D84
D95
Largest Size at the Toe of the Bar
Table 2
Reach 2: Morphological Characteristics of the Existing, Proposed, Gage, & Reference Reaches
Johnston Memorial Hospital, Project No. 2605003
USGS Gage Stations Reference Reaches
Variables Proposed - Reach 2 Existing - Reach 2
Flat Creek (02102908)
LINT to Buffalo Creek

I a. Stream Type E5 G5c E B5c
1 b. Valley Type VIII VIII VIII VIII
2. Drainage Area (mil) 0.20 0.20 7.63 0.21
Bankfull Width W
ft)
3
( Mean 6.6 7.1 23.2 7.2
.
BKFr Range 6.0-7.1 7.1 -7.3
Bankfull Mean Depth (D
4
ft) Mean 0.9 1.1 2.2 0.49
BKF,
. Range 0.7-1.1 0.47-0.51
Width/Depth Ratio (W
5
/D
) Mean 7.5 6.3 10.5 14.8
.
BKF
BKF Range 6.3-8.6 14.0-15.6
Bankfutl Cross-Sectional Area (A
6
ftZ
) Mean 6.1 8.0 50.9 3.5
.
BKF. Range 4.2-8.0 - 3.4-3.6
Bankfull Mean Velocity (V
7
fUs) Mean 3.7 4.1 2.4 2.6
.
BKF, Range
8. Bankfutl Discharge (ABKF, cfs) 23 33 124 9
Bankfull Maximum Depth (D
9
ft) Mean 1.4 1.8 3.2 1.1
.
MAx, Range 1.0-1.8 1.0-1.1
10. Ratio of Maximum Depth to Bankfull Mean Depth Mean 1.5 1.6 1.45 2.2
(DMAx/DBKF) Range 1.4-1.6 -- -- 2.0-2.4
11
Width of Flood Prone Area (W
ft) Mean 14 10.7 49 15
.
FPA, Range 7.4 - 25
12. Entrenchment Ratio (W
/W Mean 2.3 1.5 2.1 2.2
FPA
BKF Range - 1.2-3.4
13. Meander Length (LM
ft) Mean 71 95
, Range 31 -137 31 -190
-
14. Ratio of Meander Length to Bankfull Width Mean 11 13 -
(LM/WBKF) Range 4.7 - 21 4.4 - 27 -- --
15. Radius of Curvature (Ro
ft) Mean 99 99 8.3
, Range 27 - 197 27 - 197 4.6 - 12
16. Ratio of Radius of Curvature to Bankfull Width Mean 14 14 1.2
(RC/WBKF) Range 3.8 - 28 3.8 - 28 -- 0.63-1.7
17. Belt Width (WB
ft)
T Mean 17 16 16
L
, Range
18. Meander Width Ratio (WBLT/WBKF) Mean 2.6 2.3 2.2
Range
19. Sinuosity (stream length/valley distance, k) 1.04 1.03 1.1
20. Valley Slope (ft/ft) 0.0116 0.0116 0.0095
21. Average Slope (ft/ft) 0.0112 0.0113 0.0074 0.0086
22. Riffle Slope (SR,F) Mean 0.070 0.070 0.009
Range 0.000 - 0.210 0.000 - 0.210 0.000 - 0.022
23. Ratio of Riffle Slope to Average Slope (SR,F/SAVE) Mean 6.2 6.2 1.04
Range 0.0-19 0.0-19 0.0-2.6
24. Pool Slope
Pe (SPOOL) Mean 0.0024 0.0024 - 0.000
Range 0.0000 - 0.013 0.0000 - 0.013 0.000 - 0.008

25. Ratio of Pool Slope to Average Slope (SPOOL/SAVE)
Mean 0.21
0.21
0.00
Range 0.00-1.15 0.00-1.15 0.00-0.93
Table 2 (continued)
Reach 2: Morphological Characteristics of the Existing, Proposed, Gage, & Reference Reaches
Johnston Memorial Hospital, Project No. 2605003
USGS Gage Stations Reference Reaches
Variables Proposed - Reach 2 Existing - Reach 2
Flat Creek (02102908)
UNT to Buffalo Creek

26
Run Slope (S
) Mean -- -
.
RUN Range -

27
Ratio of Run Slope to Average Slope (S
/S
) Mean -
.
RUN
AVE Range - -

Glide Slope (S
28
) Mean -
.
GUDE Range -
29. Ratio of Glide Slope to Average Slope Mean -
(SGLIDE/SAVE) Range -- -- --
30
Maximum Pool Depth (D
ft) Mean 2.4 2.7 1.5
.
POOLS Range 2.0-2.7 -- 1.4-1.6
31. Ratio of Pool Depth to Average Bankfull Depth Mean 2.8 2.5 3.1
(DPOOL/DBKF) Range -- -- -- 2.9-3.3
32. Shear Stress on the Bed, To/ Corresponding Sed
Size 0.51 pfs / 32 mm 0.61 psf / 35 mm 0.25 psf / 12 mm
ft)
33
Pool Width (W Mean 6.7 7.1 6.1
.
POOLS Range 6.0-7.2 7.0-7.2 6.0-6.2
34
Ratio of Pool Width to Bankfull Width (W
/W
) Mean 1.0 1.0 0.85
.
POOL
BKF Range 0.91 -1.09 0.99-1.01 0.83-0.86

Pool to Pool Spacing
35 Mean 51 53 17
. Range 23 - 99 17 - 106 - 13 - 22

36
Pool to Pool Ratio (Spacing / W
)
Mean
7.7
7.5 -
2.4
.
BKF Range 3.5-15 2.4-15 - 1.8-3.1
37. Bank Height Ratio (BHR, Ratio of Lowest Bank Mean 1.0 2.5 1.0 1.0
Height to Max Bankfull Depth) Range - -- - -
Materials

1. Particle Size Distribution of Channel Material (mm)
D16 0.14 -
D35 - 0.39 -
D50 1.1
D84 46
D95 74 -
2. Particle Size Distribution of Riffle (100 Count) (mm)
D16 - --
D35
D50
D84
D95
3. Particle Size Distribution of Bar Material (mm)
D16
D35
D50
D84
D95
Largest Size at the Toe of the Bar
Table 3
Reach 3: Morphological Characteristics of the Existing, Proposed, Gage, & Reference Reaches
Johnston Memorial Hospital, Project No. 2605003
USGS Gage Stations Reference Reaches
Variables Proposed - Reach 3 Existing - Reach 3
Flat Creek (02102908)
UNT to Buffalo Creek

1 a. Stream Type B5c G5c E B5c
1 b. Valley Type VIII VIII VIII VIII
2. Drainage Area (miz) 0.20 0.20 7.63 0.21
ft)
Bankfull Width (W
3 Mean 7.8 7.8 23.2 7.2
.
©KF, Range 6.2-8.6 6.2-8.6 7.1 -7.3
4
Bankfull Mean Depth (D
ft Mean 0.8 0.8 2.2 0.49
.
BKF, Range 0.6-1.0 0.6-1.0 0.47-0.51
Width/Depth Ratio (W
/D
5
) Mean 9.8 9.8 10.5 14.8
.
BKF
BKF Range 7.3-13.3 7.3-13.3 14.0-15.6
Bankfull Cross-Sectional Area (A
ftz)
6 Mean 6.3 6.3 50.9 3.5
BKF,
. Range 5.2-8.4 5.2-8.4 3.4-3.6
Bankfull Mean Velocity (V
ft/s)
7 Mean 3.4 3.4 2.4 2.6
.
BKF, Range
8. Bankfull Discharge (ABKF, cfs) 21 21 124 9
Bankfull Maximum Depth (D
ft)
9 Mean 1.2 1.2 3.2 1.1
.
MAX. Range 1.0-1.4 1.0-1.4 1.0-1.1
10. Ratio of Maximum Depth to Bankfull Mean Depth Mean 1.5 1.5 1.45 2.2
(DMAx/DBKF) Range 1.4-1.7 1.4-1.7 -- 2.0-2.4
Width of Flood Prone Area (W
fl)
11 Mean 18 10.2 49 15
FPA,
. Range 16-19 8.7-12.1 - 7.4-25
Entrenchment Ratio (W
12
/W
) Mean 2.3 1.3 2.1 2.2
.
FPA
BKF Range 2.1-2.4 1.1-1.4 - 1.2-3.4

13
Meander Length (L
ft) Mean 74 74 -
M,
. Range 40 - 112 40 - 112
14. Ratio of Meander Length to Bankfull Width Mean 9.5 9.5
(LM/WBKF) Range 5.1 -14 5.1 -14
--
--
Radius of Curvature (R
15
ft) Mean 56 56 8.3
c,
. Range 23 - 83 23 - 83 4.6-12
16. Ratio of Radius of Curvature to Bankfull Width Mean 7.2 7.2 1.2
(Rc/WBKF) Range 2.9 - 11 2.9-11 0.63-1.7
Belt Width (W
17
T
ft) Mean 13.4 13.4 16
.
,
EL Range
Meander Width Ratio (W
18
/W
) Mean 1.7 1.7 2.2
.
BLT
BKF Range
19. Sinuosity (stream length/valley distance, k) 1.03 1.03 1.1
20. Valley Slope (ft/ft) 0.0083 0.0083 0.0095
21. Average Slope (ft/ft) 0.0081 0.0081 0.0074 0.0086
22
Riffle Slope (SR
F) Mean 0.015 0.015 0.009
.
, Range 0.0017 - 0.037 0.0017 - 0.037 0.000 - 0.022
23
Ratio of Riffle Slope to Average Slope (S
/S
) Mean 1.9 1.9 1.04
.
R,F
AVE Range 0.21 -4.6 0.21 -4.6 0.0-2.6

24. Pool Slope (SPOOL) Mean 0.0017 0.0017 0.000
Range 0.0003 - 0.0038 0.0003 - 0.0038 0.000 - 0.008
25. Ratio of Pool Slope to Average Slope (SPOO
/S
E) Mean 0.21 0.21 0.00
L
AV Range 0.04-0.47 0.04-0.47 0.00-0.93
Table 3 (continued)
Reach 3: Morphological Characteristics of the Existing, Proposed, Gage, & Reference Reaches
Johnston Memorial Hospital, Project No. 2605003
USGS Gage Stations Reference Reaches
Variables Proposed - Reach 3 Existing - Reach 3
Flat Creek (02102908)
UNT to Buffalo Creek

26
Run Slo
e (S
) Mean --
.
p
RUN Range - -

27
Ratio of Run Slope to Avera
e Slo
e (S
/S
) Mean -
.
g
p
RUN
AVE Range -

28
Glide Slope (S
) Mean -
.
GLIDE Range
29. Ratio of Glide Slope to Average Slope Mean
(SGLIDE/SAVE) Range -- -- - --

Maximum Pool Depth (D
ft)
30 Mean 1.5 1.5 1.5
.
POOL, Range 1.3-1.9 1.3-1.9 1.4-1.6
31. Ratio of Pool Depth to Average Bankfull Depth Mean 1.9 1.9 3.1
(DPOOL/DBKF) Range 1.6-2.4 1.6-2.4 -- 2.9-3.3
32. Shear Stress on the Bed, To/ Corresponding Sed
Size 0.34 psf / 19 mm 0.34 psf / 19 mm 0.25 psf / 12 mm

Pool Width (W
ft)
33 Mean 6.7 6.7 6.1
.
POOL, Range 5.3-9.0 5.3-9.0 - 6.0-6.2
34
Ratio of Pool Width to Bankfull Width (W
/W
) Mean 0.86 0.86 - 0.85
.
POOL
BKF Range 0.68-1.2 0.68-1.2 0.83-0.86

Pool to Pool Spacin
35 Mean 32 32 17
g
.
Range
18-62
18-62
13-22
Pool to Pool Ratio (Spacing / W
36
) Mean 4.1 4.1 2.4
.
BKF Range 2.3-7.9 2.3-7.9 -- 1.8-3.1
37. Bank Height Ratio (BHR, Ratio of Lowest Bank Mean 1.0 2.9 1.0 1.0
Height to Max Bankfull Depth) Range - 2.7-3.3 -- --
Materials

1. Particle Size Distribution of Channel Material (mm)
D16 0.14
D35 0.34
D50 0.76
D84 16 -
D95 33
2. Particle Size Distribution of Riffle (100 Count) (mm)
D16 - --
D35
D50 -
D84
D95
3. Particle Size Distribution of Bar Material (mm)
D16 - -
D35 -
D50
D84
D95
Largest Size at the Toe of the Bar
APPENDIX A
Johnston Memorial Hospital Stream (restoration
Plans (19 sheets attached to this report)
APPENDIX B
Photographic Documentation
JOHNSTON MEMORIAL STREAM RESTORATION PROJECT
UNNAMED TRIBUTARY TO BUFFALO CREEK
CLIENT: S&L PROJECT NUMBER: 2605003
The Town of Smithfield
SITE LOCATION: Smithfield, Johnston County, North Carolina
PHOTOGRAPH NUMBER:
p
q'
V

COMMENTS: ..:

View of Reach 1 looking north
toward Bdghtleaf Boulevard
(US 301)

A

PHOTOGRAPH NUMBER: P? 47,

COMMENTS: F:.

View of upstream end of
Reach 2 showing cleared T f
sewer line corridor and park u,

r
, Y

? i
t'
D.
to ??
,S* 1
.n „
JOHNSTON MEMORIAL STREAM RESTORATION PROJECT
UNNAMED TRIBUTARY TO BUFFALO CREEK
CLIENT: S&L PROJECT NUMBER: 2605003
The Town of Smithfield
SITE LOCATION: Smithfield, Johnston County, North Carolina
PHOTOGRAPH NUMBER:
3
COMMENTS:
View of Reach 2 from
Brightleaf Boulevard showing
stream separation from
k
floodplain >:
Y
;.
4.1

F
VT 1 4?

PHOTOGRAPH NUMBER:
4 ?o

-
1: ? a

COMMENTS:
Y
T
of
y? !
View of upstream end of
Reach 2 showing high
incision and scattered trash
r

Y_
JOHNSTON MEMORIAL STREAM RESTORATION PROJECT
UNNAMED TRIBUTARY TO BUFFALO CREEK
CLIENT: S&L PROJECT NUMBER: 2605003
The Town of Smithfield
SITE LOCATION: Smithfield, Johnston County, North Carolina
PHOTOGRAPH NUMBER:

COMMENTS: tic,

View of downstream end of
f
Reach 3 showing privet -"
infestation
_- i

PHOTOGRAPH NUMBER:
6 _ d+t`

COMMENTS:
-
View of Reach 3 from hospital t
driveway looking north toward -0 - -
Reach 4 and Buffalo Creek

i

JOHNSTON MEMORIAL STREAM RESTORATION PROJECT
UNNAMED TRIBUTARY TO BUFFALO CREEK
CLIENT: I S&L PROJECT NUMBER: 2605003
The Town of Smithfield
SITE LOCATION: Smithfield, Johnston County, North Carolina
PHOTOGRAPH NUMBER:
7
COMMENTS:
View of downstream end of
Reach 3 looking south toward
driveway and Reach 2
wooded area
PHOTOGRAPH NUMBER:
8
COMMENTS:
View of downstream end of
Reach 3 looking east toward
stormwater pond and walking
track
.W
Y _
Av. p
s?`_ _ 777 ? ?+k ?

JOHNSTON MEMORIAL STREAM RESTORATION PROJECT
UNNAMED TRIBUTARY TO BUFFALO CREEK
CLIENT:
The Town of Smithfield S&L PROJECT NUMBER: 2605003
SITE LOCATION: Smithfield, Johnston County, North Carolina
PHOTOGRAPH NUMBER:
9 "..:
COMMENTS:
View of Buffalo Creek near
downstream end of Reach 4

i,

The Town of Smithfield, North Carolina
"Johnston Community Hospital Stream
Stabilization & Restoration Project"
Unnamed Tributary to Buffalo Creek
Johnston County, North Carolina
Skelly and Loy Job Number 2605003
Prepared For:
The Town of Smithfield, North Carolina
350 East Market Street
P.O. Box 761
Smithfield, North Carolina 27577
Q ?
AI N 2 2006
Prepared By:
Ucrr: - vrNi cf< c:u«4iTY
%VETUJND6.4tD STC4 ANATER BRANCH
Skelly and Loy, LLP
6404 Falls of the Neuse Road, Suite 103
Raleigh, North Carolina 27615
November 2005
Table of Contents
1.0 Introduction
2.0 Existing Conditions
2.1 Geologic and Geomorphic Setting
2.2 Hydrology - USGS Gage Station and
Hydraulic Geometry Relationships
2.3 Geomorphology
2.4 Potential and Departure
2.5 Vegetation
2.6 Particle Size Distributions
2.7 Habitat
3.0 Alternatives Analysis
4.0 Stability Analysis & Proposed Structures
4.1 Shear-based Stability Analysis
4.2 Structure Justification & Design Discussion
5.0 Erosion & Sediment Pollution Control Plan
6.0 Monitoring Plan
7.0 Stabilization Recommendations & Conclusions
8.0 References
Appendices:
Appendix A - Stream Restoration/Stabilization Plan
Appendix B - Particle Size Distributions
Appendix C - Photographic Documentation
Appendix D - USGS Form: Stream Gage Discharge Rating Table
Appendix E - Partial Duration Series Flood Frequency Analysis
Appendix F - Existing, Gage, and Reference Stream Data
1.0 Introduction
The project site is located in Smithfield, Johnston County, North
Carolina. The unnamed tributary (UT) to Buffalo Creek begins at the
Johnston Medical Mall on North Brightleaf Boulevard (US 301). The
tributary consists of four reaches prior to confluencing with Buffalo Creek.
Reach one is approximately 150 ft. in length and is northerly adjacent to
the Johnston Medical Mall. Reach two starts at US 301 (Brightleaf Blvd.)
and proceeds 675 feet behind the Lions Club Park to a driveway entrance
of the hospital. Reach three extends 280 feet from the driveway to
Hospital Road. Reach four begins at Hospital Road and continues 500
feet to Buffalo Creek. The site is located within the Upper Coastal Neuse
River Basin (HUC 03020201).
Stream stability is defined as "The ability of a river, over time, in the
present climate, to be able to transport its sediment and flow in such a
manner that it maintains its dimension, pattern, and profile without
aggrading or degrading (Rosgen 1996)." This report evaluates the
geology, hydrology, morphology, vegetation, sediment composition, and
habitat of the proposed project reach, and how these factors influence
stream stability.
The project site is experiencing severe horizontal instability due to lateral
movement and bank erosion. Watershed development is most likely the
major impetus for the instability. The stream has down-cut to the point
where the underground sanitary sewer pipelines have become exposed in
several locations. The Town of Smithfield proposes to restore and
stabilize the UT to Buffalo Creek along reaches one to three.
The overall project goal is to provide protective cover to the existing
exposed sanitary sewer pipelines and stabilize the stream channel.
Specific project objectives that will achieve the project goal are:
o Utilize Fluvial Geomorphic (FGM) methodologies to design a
natural stable channel and improve in-stream habitat.
o Restore a minimum protective cover over the top of the
exposed pipelines.
o Install hydraulic controlling structures such as cross vanes
and coir wrapped soil lifts to insure grade control and bank
stability, respectively.
o Coordinate the project with Town of Smithfield, Johnston
Community Hospital, USACE, and NC-DENR to obtain all
necessary permits and authorizations.
This report describes the existing site conditions and the proposed design
solutions to the exposed sewer and stream stability issues. The proposed
design is developed using "natural stream design" techniques that are
composed from analog (reference reach), and empirical (regional curves)
methodologies. The proposed design will provide protective cover to the
underground and adjacent pipelines and maintain a natural stable
channel. This restoration approach is termed a Priority 2 restoration
technique according to Rosgen (1997).
2.0 Existing Conditions
2.1 Site Description
The project site is located in Johnston County approximately 2,000 feet
northeast of the intersection with Highway 301 and Highway 70 in
downtown Smithfield, North Carolina (See Figure 1). The project is
located west of Buffalo Road and the Johnston County Memorial Hospital.
The project site is located on the Selma, North Carolina, 7.5-minute USGS
quadrangle.
The stream project area begins at the Johnston Medical Mall on North
Brightleaf Boulevard (US 301), extends north across US 301 west of
Buffalo Road and east of the Hospital, then crosses Buffalo Road and
extends north to Buffalo Creek. The tributary consists of four reaches prior
to confluencing with Buffalo Creek. Reach one is approximately 150 ft. in
length and is northerly adjacent to the Johnston Medical Mall. Reach two
starts at US 301 (Brightleaf Blvd.) and proceeds 675 feet behind the area
previously known as Lions Club Park to a driveway entrance of the
Johnston County Memorial Hospital. Reach three extends 280 feet from
the driveway to Hospital Road. Reach four begins at Hospital Road and
continues 500 feet to Buffalo Creek.
Reach one is 150 feet long and starts at a driveway to the County wellness
center. The riparian buffer consists of one large Sweetgum and routinely
maintained Bermuda and similar grasses to the edge of water. The stream
area has an adjacent 1000 square foot planted stormwater wetland. This
wetland is connected by a fifty-foot underground pipe discharging through
a stream-side culvert. This constructed wetland is adjacent to a 233,000
square foot wellness center and accompanying 10+acre impervious
parking lot. Further urbanized drainage areas comprise this headwater
area.
Reach two starts at US 301 (Brightleaf Blvd.) and proceeds 675 feet
behind the area previously known as Lions Club Park to a driveway
entrance of the hospital. This wooded area is highly incised and has an
adjacent parallel sewer line to the east with two manholes near the north
end. Though the park is mostly comprised of mature Pin Oaks (Quercus
phellos), privet (Ligustrum sinensis) and other invasive species are the
dominant plant species along the park's (right) stream bank.
Reach three extends 280 feet from the driveway to Hospital Road. Similar
to Reach 1, it has a manicured lawn currently being cut to the waterline. A
row of Crape myrtles is approximately 60 feet from the left bank. A heavily
used gravel walking path is located 200 feet from the left bank. This
landscaped circular path is adjacent to a one-acre stormwater wetland.
This wetland drains into a roadside ditch and proceeds to the stream.
Reach four begins at Hospital Road and continues 500 feet to Buffalo
Creek. It consists of a meandering stream through a large riparian wetland
of Buffalo Creek. This thirty-five acre tract is mostly wetlands and is one
mile from the Neuse River and Smithfield's Water Treatment Plant. The
two-mile riparian wetland along Buffalo Creek is 450+/- feet wide is an
ecological haven. This tract has great potential for a greenway along
Buffalo Creek and its tributary since it's entirely within the 100-year
floodplain and receives consistent overbank flooding. Moreover, the
existing sewer lines along Buffalo Creek and Reaches two, three and four
are conducive to a greenway.
The project is located in an approximately 113 acres (0.2 square mile)
drainage area. Johnston County owns all of the land included in this
project. This unnamed tributary to Buffalo Creek has outstanding
possibilities since it is an urbanized stream in the upper coastal Neuse
River basin. Though this mostly developed watershed has approximately
30% impervious cover and has been manipulated, it has great potential for
restoration and preservation since 92% of the watershed has been
developed. This project area is an integral link in the current open space
plan developed by the Smithfield Downtown Development Corporation.
The goal of this project is to improve the water quality and aquatic habitat
of the Neuse River, Buffalo Creek and its tributaries. The Town of
Smithfield and Johnston County also seeks to make the creek a resource
for residents; environmental education and recreation; and transportation
along trails. Johnston County has expertise in GIS and long-term planning
for watersheds.
2.2 Geologic and Geomorphic Setting
The project area is located within the middle or upper part of the Southern
Coastal Plain physiographic region. The subject stream is an unnamed
tributary of Buffalo Creek, which drains directly into the Neuse River. Soils
in this area of Johnston County are predominantly nearly level and gently
sloping, well drained to poorly drained, and located on uplands of the
Coastal Plain (USDA, 1994).
Elevations across the county range from about 75 feet above sea level
near the border with Wayne County to about 370 above sea level at the
Wake County border. Elevations along the project reach range from 137
feet above sea level at start of reach 1 to 115 feet above sea level at the
end of reach 3. Although land surface relief varies considerably, the
Neuse River bottom has very little relief. Interstream areas, like the
project area, have low relief and are nearly level. Generally, relief varies
from 20 to 60 feet in stream valleys that drain into the Neuse River in this
area (USDA, 1994).
The project area is located on the western edge of the Coastal Plain
Physiographic Province. The Coastal Plain is a wedge of mostly marine
sedimentary rocks that gradually thicken to the east and are underlain by
metamorphic and igneous rocks. The Coastal Plain is the largest belt in
the State covering 45 percent of the land area. The most common
sediment types are sand and clay, although a significant amount of
limestone occurs in the southern part of the Coastal Plain (Reid, 2003). In
the project area, the Coastal Plain sediments are fairly thin. Underlying
bedrock is exposed along the stream bottom in reach 3.
2.3 Hydrology - USGS Gage Station and Hydraulic Geometry
Relationships
The site is located in the Upper Coastal Neuse River Drainage Basin
(Hydrologic Unit Code 030020201). The drainage area to the project
reach is approximately 0.2 square miles (113 acres). The UT to Buffalo
Creek is a first order stream that conveys perennial flow. Land use within
the drainage area consists primarily of commercial and industrial
development.
Change to Doll & Sweet/Geratz
The North Carolina Stream Restoration Institute (NC-SRI) developed
regional curve hydraulic geometry regression equations for the Coastal
Plain of North Carolina. The equations were developed from
measurements of 13 reference and gage sites throughout the Coastal
Plain. The following are the derived equations:
Qbkf = 17.086 AW 0.7407 (R2 = 0.8886)
Abkf = 13.241 A, 0.6114 (R2 = 0.9063)
Wbkf = 10.839 A,, 0.3782 (R2 = 0.9093)
Dbkf = 1.2081 AW 0.3217 (R2 = 0.7937)
Where Qbkf = bankfull discharge, AW = drainage area, Abkf = bankfull cross-
sectional area, Wbkf = bankfull width, and Dbkf = bankfull depth. It is
important to note that these equations are draft relationships; they have
not yet been published and/or peer reviewed. They are only referenced to
provide a reasonable estimate of bankfull hydraulic geometry.
According these equations, a stable stream within the coastal plain of
North Carolina with a drainage area of 0.2 square miles should have a
bankfull width of approximately 6.2 feet, an average bankfull depth of
approximately 0.8 feet, a bankfull cross-sectional area of approximately
5.0 square feet, and a bankfull discharge of approximately 5.2 cubic feet
per second. Care must be taken when using these regional relationships
due to the natural variability represented within the confidence limits.
Field calibration is necessary to verify bankfull channel dimensions.
Furthermore, these relationships were developed predominantly from C
and E stream types; hydraulic geometry variances may occur depending
on the particular stream type. Table 1, 2, & 3 illustrate the comparison
between the regional curve, USGS gage, and project site predicted and
measured hydraulic geometry relationships.
A Partial Duration Series Flood Frequency Analysis was performed using
recorded annual peak flow values at the gage site for the years 1968-2002
(34 years of record). Bankfull flows on average typically correspond with
the 1.5-year storm event. The recurrence interval for bankfull flow can
vary from 1.1 to 1.8-year depending on the characteristics of the
watershed (Leopold, 1964; Rosgen, 1996; Harman, 1999). According to
the frequency analysis, 1.5-year storm event should produce a flow of
approximately 124 cfs. Bankfull flow at the gage site is estimated to be
124 cubic feet per second and corresponds to an approximate 1.5-year
recurrence interval according to the frequency analysis.
2.4 Geomorphology
Fluvial geomorphic (FGM) techniques were utilized to analyze the existing
channel conditions. The analysis included the collection of multiple cross-
sections at representative stream features such as riffles, runs, and pools.
A longitudinal profile, i.e., thalweg profile, was collected over a stream
length equal to a minimum of 20 bankfull widths. Stream features such as
head of riffles and pools, maximum pool depth, water surface elevation,
bankfull indicators, and top of bank were recorded along the profile.
Particle size distributions were collected using a modified Wolman pebble
count stratified by stream feature to determine the D15, D35, D50, D84, and
D95 of the bankfull channel materials. As opposed to the Wolman pebble
count procedure, the modified procedure accounts for bank material and
for sand and smaller sizes (Rosgen, 1994).
The UT to Buffalo Creek is located in a Valley Type VIII according to the
Rosgen Stream Classification System (Rosgen 1994, 1996). Stable
stream types within Type VIII valleys typically include C and E stream
types. Stream types C and E are generally characterized as low gradient
(<2%), meandering alluvial channels that exhibit riffle/pool and/or run/pool
sequences.
The streams within the region surrounding Smithfield appear to consist of
low gradient, meandering channels that are fed by headwater streams that
serve to drain higher elevation terraces, ridgelines, and wetlands. The UT
to Buffalo Creek through the project reach currently classifies as a G5c
stream type. G5c streams are typically very sensitive to disturbance and
tend to make adverse channel adjustments in response to changes in the
watershed. The UT to Buffalo Creek prior to watershed development
consisted of a low gradient, headwater tributary (C or E) that transitioned
to a moderate gradient (B, Bc, or Eb) for a relatively short reach in order to
convey flow from an upper plateau to the stream valley below. This
moderate gradient reach, when subjected to increased run-off due to
development, vegetation removal, and potential realignments from
previous grading activities, reacted by incising, thus creating the large
head-cut that currently exists.
A reference reach is typically selected in order to derive morphological
relationships from a stable stream reach to be used in developing the
appropriate bankfull design parameters to the design reach. A stable
reference reach was located approximately 5,000 feet north of the project
site (See Figure 2. Reference Reach Vicinity & Drainage Area Map). The
reference reach is a small, first order unnamed tributary to an unnamed
tributary to Buffalo Creek. The reference reach conveys perennial flow;
hydrology is provided by a headwater palustrine emergent wetland. The
reference reach classifies as a B5c stream type according to the Rosgen
Stream Classification system. The reference reach exhibits a stream
gradient of 0.86 percent through predominantly sand channel material.
Grade control is maintained by an underlying matrix of root material that
provides resilient nick points at each hydraulic drop location. Without the
influence and control provided by the root structure, this stream would
most likely degrade vertically through headward headcut migration similar
to the project reach.
The use of this reference reach for the hospital project was recommended
by personnel with the NC Cooperative Extension and the Town of
Smithfield. Survey measurements were obtained in order to development
design criteria that are applicable to the project site. Measurements
obtained from the reference reach are converted to dimensionless ratios
that can then be applied to the project site. Tables 1, 2, & 3 provide the
morphological characteristics of the Existing, Proposed, USGS Gauge
Station, and Reference reaches.
Manning's Equation was used to estimate average velocity for the design
hydraulic radius and slope. Manning's equation is as follows:
V = 1.49(R)213(S)1/2 ,
n
Where V = average velocity, R = hydraulic radius, s = average slope, and
n = roughness coefficient. Discharge (Q) is estimated using the continuity
equation:
Q = AV,
Where A = cross sectional area and V = average velocity.
Bankfull indicators in the degraded portion of the channel are not very
evident and/or consistent, as is typically the case in G-type streams.
Mass wasting, or bank slumping, can create the illusion of a bankfull
indicator when the slump material remains intact at the toe of the slope,
thereby creating the appearance of a bankfull bench. Furthermore, the
amount of sediment generated by these bank failures often results in
drastic changes in appearance and morphology from run-off event to run-
off event.
2.5 Potential and Departure
Stream potential and departure describe the theoretically best possible
stream condition for a particular stream type and morphological
parameters and/or external factors that detract from a stream's optimal
state, respectively. Stable streams whose physical and biological
characteristics are at an optimum are considered to be at their full
potential. The UT to Buffalo Creek is stable upstream and downstream of
the project reach, and appears to be functioning at its full, or nearly full
potential. Upstream and downstream stability is evinced by stable, non-
eroding streambanks, and good riparian and bank vegetation.
The existing project reach is undergoing a process known as stream
rejuvenation. This process occurs when there is an uplifting of valley floor,
or a lowering of the base level. It is reasonable to assume that a
"hydraulic jump" was created either by changes in the watershed or by
stream channel altering. A hydraulic jump created within fine material will
migrate upstream until halted by a grade control point. The resilience of
the grade control point and the degree of incision will determine the
magnitude of the resultant scour. It is common to encounter a stream
reach that has several headcut features in a series, each with its own
grade control point. This erosional migration upstream will continue until
the stream achieves a balance, or equilibrium, between the stream and
valley gradients, and the hydrology and sediment supply produced by the
watershed, thus rejuvenating the streambed.
In addition to the sediment eroded from the streambed during a headcut
migration, the resultant stream incision and entrenchment leads to
accelerated bank erosion in the form of mass wasting and bank slumping.
As the channel gradient rejuvenates, the stream tendency will be to create
a bankfull channel, with appropriate floodplain/flood prone width, within the
now entrenched system. This is a common stream classification evolution
pattern.
2.6 Vegetation
The project reach is not very well vegetated in the immediate stream
channel area due to the degree of erosion and its use as a maintained
sanitary sewer right-of-way and regular grounds maintenance with
mowers and gas trimmers.. Riparian species present include Sycamore
(Platanus occidentalis), Tulip tree (Liriodendron tulipifera), Green Ash
(Fraxinus pennsylvanica), Red Maple (Acer rubrum), Box-Elder (Acer
negundo), Loblolly Pine (Pinus taeda), Sweetgum (Liquidambar
styraciflua) and Privet (Ligustrum sinensis). The lack of riparian
vegetation density and/or composition contributes greatly to the instability
of the UT to Buffalo Creek throughout the project reach.
Vegetation species present at the reference reach site include Red Maple
(Acer rubrum), Sweetgum (Liquidambar styraciflua), Tulip tree
(Liriodendron tulipifera), Black Willow (Salix nigra), River Birch (Betula
nigra), Overcup Oak (Quercus lyrata), Green Ash (Fraxinus
pennsylvanica), American Holly (Ilex opaca), Elderberry (Sambucus
canadensis), Eastern Red Cedar (Juniperus virginiana), Spicebush
(Lindera benzoin), Possum Haw (Viburnum nudum), Virginia Willow (Itea
virginica), Tear-thumb (Polygonum sagittatum), and American Beautyberry
(Callicarpa americana).
2.7 Particle Size Distributions
The UT to Buffalo Creek is characterized by a substrate composed
predominantly of fine to medium gravel and coarse sand material. Cobble
sized material in the form of riprap is present in two locations within the
channel, apparently a previous attempt to armor the channel and protect
the sewer line. These riprap sections of the channel were not included in
the particle size distribution sampling efforts. Table 4 provides particle
size distributions for the project site and the reference reach:
Table 4. Particle Size Distributions.
SIZE CLASS PROJECT SITE REFERENCE REACH
D15 0.18 mm < 0.062 mm
D35 0.65 mm 0.34 mm
DSO 1.0 mm 0.57 mm
D84 14 mm 8.5 mm
D95 24 mm 19 mm
2.8 Habitat
The UT to Buffalo Creek offers in-stream habitat to many aquatic
organisms. Habitat within the project area is limited and degraded due to
the stream instability. Sediment loading within the project reach not only
affects the habitat within the project area, but also affects the habitats
within downstream reaches and streams. Riffle and pool micro-habitats
are constantly affected by changing stream conditions following each
significant precipitation event. The proposed stream restoration measures
will improve habitat by reducing erosion; the proposed structures provide
critical plunge pool habitat, which also serve as energy dissipation zones.
3.0 Alternatives Analysis
Three potential alternatives are discussed regarding the most appropriate
approach to meet the project goals. The alternatives are as follows:
Alternative 1 - no remedial action, Alternative 2 - lower the sanitary sewer
pipeline elevations to depths below the stream invert, Alternative 3 -
provide armor, such as rip-rap, within the existing channel in order to
protect the pipeline, and Alternative 4 - restore cover to the pipeline and
provide a natural stable channel use FGM methodologies. Each will be
discussed as they pertain to the Lionshead project.
The first alternative provides no stabilization or protection measures to the
stream or pipelines, respectively. If the erosive headcut is not properly
addressed, the existing nick-point will eventually fail and the headcut will
continue its erosive migration upstream. This will result in drastic amounts
of sediment transported downstream. The current pipeline exposure
poses a potential health risk due to risk of pipeline rupture from external
sources. This alternative is not feasible due to the potential sediment and
pipeline issues associated with doing nothing.
The second alternative proposes to lower the elevation of the sanitary
sewer pipeline in order to restore protective cover. There are several
inherent problems associated with this alternative. The headcut problem
discussed in the first alternative discussion is still applicable, seeing as
how alternative 2 does not address this issue. The existing pipelines are
gravity-fed sanitary lines, and are designed as a system, rather than
separate pieces. While lowering portions of the line may be feasible for
the upstream portions of the system, all the lower portions would most
likely have to be reengineered and subsequently lowered as well. The
costs associated with this type of endeavor are not within the project
scope. In addition, depending on the degree to which the pipeline is
lowered, the stream has the potential to erode down to the pipeline again
as the stream profile continues to rejuvenate. Alternative 2 is not an
option due to the potential costs, engineering constraints, and remaining
environmental issues.
The third alternative proposes to armor the existing channel using riprap
or some other type of aggregate armoring material. This alternative may
address the headcut issue and provide protective cover to the pipelines;
however, other impacts would be associated with such an action. Lining
the channel with riprap would be considered a permanent impact by the
U.S. Army Corps of Engineers (USACE) and would require some type of
stream mitigation. Any existing or potential stream habitat would be lost
and stream functions such as sediment transport would be deleteriously
affected. Alternative 3 is not feasible because it is not reasonable to
propose a potential solution, such as riprap lining, that will result in the
need to provide as much, if not more, stream restoration mitigation for the
same amount of linear feet of stream proposed to be lined with riprap.
Options exist that are very cost effective that provide the similar protection
with the added benefit of maintaining or improving stream habitat.
The fourth alternative satisfies the project goals and objectives by
providing protective cover to the pipelines and creating a natural stable
channel to convey flow and provide in-stream habitat. The existing stream
invert will be elevated with fill material, thereby providing a minimum of 2.5
feet of cover over the top of the pipelines. Hydraulic controlling structures
will be utilized to ensure that grade control is maintained and to arrest the
migration of the erosive head-cut. Furthermore, these structures provide
in-stream habitat and ensure stream stability when properly designed and
installed. This method of stream stabilization is the agency-preferred
technique for stream restoration in North Carolina streams.
4.0 Stability Analysis & Proposed Structures
4.1 Shear-based Stability Analysis
Cross-sections were surveyed along the project reach in order to calculate
and compare pre- versus post-construction shear stress under bankfull
conditions. In addition, the measurements obtained from the reference
reach cross-sections and subsequent calculations provide the basis for
assessing stability. As stated previously, bankfull indicators are not very
evident within the project reach due to bank instability.
Bankfull width, depth, cross-sectional area, width/depth ratio, wetted
perimeter, hydraulic radius, and shear stress are evaluated for
representative cross-sections. Average boundary shear stress (or,
average bankfull shear stress) is calculated using the following equation:
T = yRs;
Where = shear stress, y = specific weight of water (62.4 Ibs/ft3), R =
hydraulic radius, and s = average bankfull slope. Hydraulic radius (R) is
calculated using:
R = A/wp;
Where A = bankfull cross-sectional area, and wp = wetted perimeter at
bankfull stage.
One important aspect of this project is that the average bankfull shear
stress between the existing and proposed reaches will be identical. No
grading below bankfull elevation will take place within the stream (except
for the four supplemental meander bends in Reach 2). Table 5 presents
the bankfull data comparison between the reference reach and existing
and proposed project site. Also, this project stream reach is composed of
a sand substrate. Therefore, no critical shear stress analyses typical of
gravel based streams (i.e. - critical shear stress relations using pavement
and sub-pavement comparisons) were performed for this project.
Table 5. Average Bankfull Shear Stress Comparison for Reference and
Project Reaches.
Predicted
D50 from
Width Depth Bankfull Average Average Shear Grain Pebble
Reach (ft) (ft) Area (sf) Hydraulic Slope Stress Diameter Count (mm)
Radius (ft) (ft/ft) (Ibs/sf)
mm
Ref. Reach 7.2 0.49 3.5 0.47 0.0086 0.25 15 --
Reach 1
(existing and 5.2 0.58 3.0 0.52 0.0024 0.08 7 0.22
proposed)
Reach 2
(existing and 7.1 1.13 8.0 0.92 0.0092 0.53 30 1.1
proposed)
Reach 3
(existing and 7.8 0.81 6.3 0.66 0.0068 0.28 17 0.76
proposed)
Note that the average slopes reported in Table 5 do not include the
oversteepened reaches within Reaches 1, 2 and 3. These steeper
sections have been excluded from the slope calculations due to their
hardened nature. Bedrock and root-steps dominate these steep portions,
and as a result, they do not exhibit streambed substrate that has resulted
from a riffle/pool sediment transport regime (as opposed to their
approximate step-pool arrangement). Therefore, the average slopes
reported in Table 5 differ slightly from the average slopes reported in the
morphological characteristics table.
The shear stresses computed suggest that the D50 of each reach will be
mobilized during a bankfull event, ruling out aggradation as a potential
problem within the project reach. Conversely, this suggests that
degradation may be a potential problem. However, these reaches of
stream are not expected to degrade following restoration for the following
reasons:
- The D84 of Reaches 2 and 3 (46 mm and 16 mm, respectively) suggest
that a sufficient amount of coarse material supplements the sand
substrate within the stream. The size of these particles correspond
roughly with the expected grain size as computed using the Shield's
diagram (reported as "Predicted Grain Diameter" in Table 5).
- There is no risk of further down-cutting (degradation) within the reaches
due to the existing culverts located at the downstream end of Reaches 1,
2 and 3. The stream reaches exhibit uniform slopes for the majority of
their lengths upstream of the culverts, and no concavities or convexities
exist within the profile (besides the sewer line, root, and bedrock
influenced portions).
- Reach 2 (the most severely entrenched reach) exhibited stable banks
with no obvious signs of mass wasting, toe erosion, or slump failures.
Additionally, the banks of Reach 2 are covered with thick moss and are
well protected by a mature root mat, which will be the key to future
success in Reach 3.
4.2 Structure Justification & Design Discussion
Vane structures are designed to protect stream banks from erosion.
Cross vanes provide protection to both stream banks and provide grade
control to the stream invert. These structures protect the stream banks by
changing the hydraulic properties of the water in the near bank region.
Near bank stress (NBS) is greatly reduced and one vane can protect a
large portion of the bank. The reduced NBS allows for vegetation
establishment, which is typically critical for stream stability. The resultant
scour pool that is designed into the structure serves to dissipate energy
and provide stabilized pool habitat. The proposed structures serve to
replicate the root-mass provided grade control within the reference reach.
The proposed structures shown on the restoration plan are necessary to
ensure grade control and bank stability where bank grading/disturbance
are proposed. These structures are designed to reduce stress in the near-
bank region, allowing vegetation to become established. They also serve
to create and improve habitat and sediment transport. The cross vane is
necessary for grade control and to focus hydraulic energies to the channel
center. The stream banks within these regions will be graded to create a
flood plain/floodprone area.
The proposed vanes are shown on the plan as j-hook rock vanes. The
addition of the hook portion to a rock vane can improve habitat by
providing a mix of flow zones and typically deeper and longer scour action.
The cross vane is designed as a rock structure in order to ensure long-
term grade control. As per current North Carolina standards, all structures
will incorporate geo-textile filter material in the installation.
5.0 Erosion & Sediment Pollution Control Plan
Approximately 2.23-acres (97,413 square feet) will be disturbed during the
construction activities. The plan includes the implementation of multiple
stream restoration practices throughout the project area. Approximately
1,100 linear feet of natural stream channel and flood-prone area will be
constructed and stabilized. Riparian plantings will be installed as
indicated on the plan.
According to the Soil Survey of Johnston County issued in October 1994,
four soil types are present within the project limits. They include
Goldsboro sandy loam with 0 to 2 percent slopes (GoA), Bibb sandy loam
(Bb), Wehadkee loam (Wt), and Lynchburg sandy loam (Ly).
Goldsboro sandy loam with 0 to 2 percent slopes (GoA) is a moderately-
well drained soil typically found on upland areas on the Coastal Plain. It is
found throughout Johnston County. This soil unit is often situated in broad
interstream divides. Permeability and available water capacity are
moderate. A seasonal high water table is at a depth of about 2 to 3 feet.
Surface runoff is slow.
Bibb sandy loam (Bb) is a poorly drained soil along major drainages. It is
located on floodplains and in narrow drainageways throughout the county.
It is found throughout Johnston County, especially along the Neuse River
corridor. Slopes are 0 to 2 percent. Mapped areas are mostly long and
narrow and follow the drainage pattern for long distances along the
floodplain. Permeability and available water capacity are moderate. A
seasonal high water table is at a depth of about 0.5 to 1.5 feet. Surface
runoff is very slow and area is frequently flooded.
Wehadkee loam (Wt) is a poorly drained soil along major drainages. This
nearly level is on floodplains, generally along streams. A few small areas
are along tributaries. It is found throughout Johnston County, especially
along the Neuse River corridor. Slopes are 0 to 2 percent. Mapped areas
are mostly long and narrow and are as much as several hundred acres in
size. Permeability is moderate and available water capacity is high. A
seasonal high water table is at the surface or within a depth of 1 foot.
Surface runoff is very slow and area is frequently flooded.
Lynchburg sandy loam (Ly) is a somewhat poorly drained soil typically
located on broad smooth flats and in shallow depressions in the upland on
the Coastal Plain. Slopes are 0 to 2 percent. It is located throughout
Johnston County. Mapped areas are irregular in shape and generally
range about 10 to 50 acres in size. Permeability and available water
capacity is moderate. The seasonal high water table is at 0.5 to 1.5 feet
and surface runoff is slow.
5.1 Planned Erosion and Sediment Control Practices
1. Silt Barrier Fence (SF) -- Silt barrier fences will be constructed
around topsoil stockpiles, wetlands, and work areas adjacent to the
stream channels as necessary to prevent sediment from entering
the stream. Silt fence will be inspected following any precipitation
event and repaired immediately, if necessary. See Sheets 10 and
18 of the Design Plans for location, specifications, and
maintenance requirements for the silt barrier fence.
2. Stabilized Rock Construction Entrances/Exits (RCE) -- Seven (7)
stabilized rock construction entrances/exits are planned to limit
sediment from leaving the site and to provide maximum utility to all
construction vehicles. During wet weather conditions, it may be
necessary to wash vehicle tires at these locations. See Sheets 10
and 18 of the Design Plans for the location, specifications, and
maintenance requirements for the stabilized rock construction
entrances/exits.
3. Stockpiles -- Stockpiles will be used to contain all stripped soil,
delivered fill material, and/or structural rock in a limited area in
order to keep the disturbed area to a minimum. Stockpile locations
will avoid natural drainage areas and steep slopes. Four (4)
stockpiles are planned for this site; their suggested locations are
shown Sheet 10 of the Design Plans.
4. Seeding and Planting -- At the end of each day, exposed soils must
be seeded with native grasses and covered in coir (or other
biodegradable) fiber that is staked down. Riparian vegetation will
be planted directly through the erosion-control matting. Refer to
Sheets 1, 2 and 9 of the Final Design Plans for the location,
specifications, and maintenance of riparian vegetative plantings.
5. Temporary Rock Filters (RF) & Temporary Downstream Sediment
Traps - Two separate sediment control structure options are
provided to trap and accumulate sediments generated by upstream
construction activities. The contractor will install either temporary
rock filters or temporary downstream sediment traps upstream of
the stabilized outlet. These sediment control structures will be
removed upon completion of construction. Refer to Sheets 10 and
18 of the Design Plans for the approximate location, specifications,
and maintenance requirements for the temporary rock filters (or
temporary downstream sediment traps).
6. Temporary Coffer Dams (TCD) -- Temporary coffer dams will be
constructed in order to divert the normal stream flows around the
construction area or to block off a work area for construction. See
Sheets 10 and 18 of the Design Plans for the location,
specifications, and maintenance requirements for the temporary
coffer dam.
7. Outlet Stabilization Structures -- Outlet stabilization structures will
be installed, if needed, near the sediment filter bag located at the
end of the temporarily bypassed section of stream. The outlet
stabilization structures should be positioned at the invert of the
stream channel and aligned with the stream channel in order to
prevent the erosion of the opposite streambank. See Sheets 10
and 18 of the Design Plans for the location, specifications, and
maintenance requirements for the outlet stabilization structures.
8. Sediment Filter Bag for Pumped Water -- Sediment filter bags will
be used to collect sediment from the pumped bypass water during
construction. Bags will be installed on stable or well-vegetated
areas that will not erode when subjected to bag discharge. The
discharge will be directed to outlet stabilization structures, where
needed. The contents of the spent filter bags may be used as
construction fill, where applicable. See Sheets 10 and 18 of the
Design Plans for the specifications and maintenance requirements.
9. Pumps and Dewatering Channel -- All work in the stream area will
be performed at low-flow conditions. Pumps will be sized to handle
the average stream flow in the area of work. The contractor should
work in low-flow conditions and select an appropriate pump based
on the existing stream conditions to perform the pump around
during construction. It is anticipated that one to two 3-inch pumps
will be sufficient to perform the pump around activities. Pumps,
hoses, and all such equipment will be in good operating condition
and free of leaks. Additional pumps may be required in the event
that stream flow increases, a pump becomes disabled, or to cover
periods when pumps are out of operation.
10. Erosion Control Matting - Coir fiber matting shall be applied to the
graded streambanks following final grading and seeding as shown
on Sheet 9. Coir fiber matting shall conform to the specifications
included on Sheet 2.
5.2 Site Stabilization Requirements
Disturbed areas will be stabilized at the conclusion of the project. Coir
matting or other biodegradable matting will be used along the streambank
areas, while seed and mulch will be used in the remaining areas. Once
construction is complete, permanent riparian vegetation will be planted in
accordance with the Planting Plan.
In addition, the stockpile areas, stabilized construction entrance/exit, and
any other disturbed areas will be permanently seeded in accordance with
the Vegetation Plan described in Section 5.6.
5.3 General Erosion and Sediment Control Notes
1. Notify NCDENR seven days prior to construction.
2. The contractor shall divide construction into weekly segments, if
necessary. Each segment shall be cleared, excavated, and stabilized and
have rock structures installed at the conclusion of the week. Removal of
natural vegetation shall be minimized wherever possible during
construction.
3. The pump-around length shall be based on the weekly segment
selected by the contractor. The pump and coffer dam shall be removed
upon completion of each weekly segment.
4. Construction safety fencing shall be placed around all wet areas and
wetlands within the project site to limit disturbance within these areas. Silt
barrier fencing shall also be placed around wet areas and wetlands as
necessary to prevent sediment deposition in these areas. The contractor
shall exercise caution to avoid using equipment in wet areas and
wetlands. All disturbances in any wetlands/wet areas shall be returned to
preexisting conditions.
5. The contractor shall keep adequate amounts of soil stabilization
material on-site at all times.
6. During the life of the project, the contractor is responsible for the
maintenance of all erosion and sediment control devices.
7. As needed, regrade, reseed, and mulch washed-out areas in the
project area.
8. The contractor is responsible for the removal of any excess material.
9. All waste material must be removed from the site and recycled or
disposed of properly. No waste material shall be buried, dumped, or
discharged at the site.
10. The contractor is responsible for dust control measures, as needed.
11. Excess soil shall be placed in the designated stockpile areas. The
stockpile height must not exceed 35 feet, and the sides must be sloped at
2:1 or flatter. Silt barrier fencing will be placed on the low side of
stockpiles to prevent sediment from being washed into the stream. The
fencing will extend around approximately 70% of the perimeter of the
stockpile. Stockpiles will be stabilized with temporary seeding as soon as
possible after the formation of the stockpile.
5.4 Construction Schedule
In order to reduce the potential for erosion of soils at this site, the following
construction schedule will be followed. Refer to the Erosion and Sediment
Control Plan drawings for the location, details, specifications, and
maintenance of the proposed practices.
5.5 Construction Sequence
Reach 1
1. Excavate and install the stabilized rock construction entrances as
shown on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Install a stabilized outlet and filter bag just downstream of the
construction segment, and install a rock filter or temporary downstream
sediment trap just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to
be constructed, most likely within the existing culvert. Install the pump
and connect it to the piping. Check the coffer dam and piping for leaks.
Modify the pipe location, inlet, and outlet as necessary to achieve constant
flow. Begin pumping all creek water from behind the coffer dam.
6. Clear and grub the construction segment, as needed, while avoiding
damage to the natural streamside vegetation whenever possible.
7. Construct the new manhole and lowered sewer line as indicated on the
plans.
8. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install and stabilize stream structures (rock weir and boulder
packing). Place all excavated materials in the stockpiles.
9. Install erosion control mattings to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be decided
by the contractor.
10. Once the stream channel and structure construction is completed,
remove the temporary coffer dam and turn off the pump to allow flow
through the channel. After visual inspection of the flow, and if necessary,
reinstall the temporary coffer dam at the same location and restart the
pump. Adjust all stream structures as directed by the engineer.
11. Upon completion of the construction segment, remove the temporary
coffer dam along with the stabilized outlet, rock filters or temporary
downstream sediment traps, pump apparatus, and filter bag. Stabilize,
seed, and mulch all disturbed areas.
12. Construct the stacked stone wall around existing manhole as shown
on the plan.
13. Haul any leftover material off-site. Seed and mulch stockpile areas
and any remaining disturbed areas. Remove the stabilized rock
construction entrances and stabilize the affected area as required.
14. Once vegetation is established, remove the silt barrier fence and seed
and mulch any remaining disturbed areas.
Reach 2
Excavate and install the stabilized rock construction entrances as
shown on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Designate a segment of stream to be completed in one week. Install a
stabilized outlet and filter bag just downstream of the weekly construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to
be constructed. Install the pump and connect it to the piping. Check the
coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet
as necessary to achieve constant flow. Begin pumping all creek water
from behind the coffer dam.
6. Clear and grub the weekly construction segment, as needed, while
avoiding damage to the natural streamside vegetation whenever possible.
7. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install, and stabilize stream structures. Place all excavated
materials in the stockpiles.
8. Install erosion control matting to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be
determined by the contractor.
9. Once the stream channel and structure construction is completed,
remove the temporary coffer dam and turn off the pump to allow flow
through the new channel. After visual inspection of the flow, and if
necessary, reinstall the temporary coffer dam at the same location and
restart the pump. Adjust all stream structures as directed by the engineer.
10. At the end of the week or upon completion of the weekly construction
segment, remove the temporary coffer dam along with the stabilized
outlet, rock filters or temporary downstream sediment traps, pump
apparatus, and filter bag. Stabilize, seed, and mulch all disturbed areas.
Reinstall in next weekly construction segment, if needed.
11. Repeat Steps 5 through 10.
12. Haul any leftover material off-site. Seed and mulch stockpile areas
and any remaining disturbed areas. Remove the stabilized rock
construction entrance/exit and stabilize the affected area as required.
13. Once vegetation is established, remove the silt barrier fence and seed
and mulch any remaining disturbed areas.
Reach 3
1. Excavate and install the stabilized rock construction entrances as
shown on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Designate a segment of stream to be completed in one week. Install a
stabilized outlet and filter bag just downstream of the weekly construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to
be constructed. Install the pump and connect it to the piping. Check the
coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet
as necessary to achieve constant flow. Begin pumping all creek water
from behind the coffer dam.
6. Clear and grub the weekly construction segment, as needed, while
avoiding damage to the natural streamside vegetation whenever possible.
7. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install, and stabilize stream structures. Place all excavated
materials in the stockpiles.
8. Install erosion control matting to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be decided
by the contractor.
9. Once the stream channel and structure construction is completed,
remove the temporary coffer dam and turn off the pump to allow flow
through the new channel. After visual inspection of the flow, and if
necessary, reinstall the temporary coffer dam at the same location and
restart the pump. Adjust all stream structures as directed by the engineer.
10. At the end of the week or upon completion of the weekly construction
segment, remove the temporary coffer dam along with the stabilized
outlet, rock filters or temporary downstream sediment traps, pump
apparatus, and filter bag. Stabilize, seed, and mulch all disturbed areas.
Reinstall in next weekly construction segment, if needed.
11. Repeat Steps 5 through 10.
12. Haul any leftover material off-site. Seed and mulch stockpile areas
and any remaining disturbed areas. Remove the stabilized rock
construction entrance/exit and stabilize the affected area as required.
13. Once vegetation is established, remove the silt barrier fence and seed
and mulch any remaining disturbed areas.
5.6 Maintenance Plan
In order to assure correct operation of the erosion control practices
proposed for this project, the following maintenance steps shall be
performed.
1. Employ measures during construction to prevent spills of fuels or
lubricants. If a spill occurs, immediately contain it to prevent entry into the
waterway. Dispose of any contaminated soils in accordance with all local,
state, and federal requirements.
2. All erosion and sediment control practices will be checked for stability
and operation following every runoff-producing rainfall event or once every
week. Repairs will be made immediately to maintain the practices as
designed.
3. Inspect the construction entrance after high-volume traffic or storm
events. Apply additional stone as necessary. Clean vehicles of mud or
dirt before leaving the project site for travel on public roads.
4. Remove sediment deposits from behind the silt fence as necessary to
provide adequate storage volume for the next rain and to reduce pressure
on the fence. Take care to avoid undermining the fence during cleanout.
The sediment fence will be repaired as necessary to maintain the required
barrier.
5. Replace rock filters that become clogged with sediment. Wash
materials completely free of all foreign material or use new rock to rebuild
the filter. Clean out accumulated sediment from temporary downstream
sediment traps as necessary during the construction period.
6. At the end of each week, exposed soils along the streambank and in
the riparian area must be seeded, mulched, covered with matting, and
staked down.
7. All seeded areas will be fertilized, reseeded as necessary, and
mulched according to the specifications in the Revegetation Plan to
maintain a vigorous, dense vegetative cover. Areas planted with trees
and shrubs will be replanted as necessary to achieve a 70% survival rate.
8. Suitable material removed from the erosion and sediment control
facilities on the project will be used as construction fill for the project. All
other materials removed from the erosion and sediment control facilities
will be disposed of off-site in accordance with all local, state, and federal
requirements.
5.7 Revegetation Plan
The Revegetation Plan for this site requires the seeding of all disturbed
areas and is presented below. As part of the stream restoration plan,
streambanks and riparian areas will be planted with native vegetation.
Refer to the Planting Plan drawings and schedule for locations, species,
types of plants, and quantities. These areas are considered successfully
revegetated when a 70% survival rate is achieved.
The Revegetation Plan for this site consists of surface preparation,
seedbed preparation, seeding, mulch application, shrub and tree planting,
live stake installation, removal of existing vegetation, and vegetation
maintenance.
5.8 Surface Preparation
1. Surfaces to be treated with erosion control blankets or matting shall be
free of significant surface obstructions such as fine woody debris (roots,
branches, etc.) and loose stones and hard clods larger than 2 inches.
2. Finished grades in other areas shall be left in a roughened, loosened
condition (to a depth of at least 6 inches) in order to provide a good
seedbed. Any surfaces which are smooth and compacted, such as
machine-bladed surfaces, shall be cultivated to achieve this loosened
condition. Any areas of especially heavy compaction or dense subsoil
which are encountered (as identified by the Engineer) shall be cultivated
to a depth of at least 8 inches.
5.9 Seedbed Preparation
The following steps will be performed to prepare the soil for seed
application.
1. Remove any rocks and debris.
2. Apply lime and fertilizer according to soil tests (If required), or apply
750 pounds per acre of 10-10-10 fertilizer. Spread amendments evenly.
Incorporate into the top six inches of soil with a disc, chisel plow, or rotary
tiller only in areas where the soil is compacted by construction equipment.
3. Break up large clods and rake them into a loose, uniform seedbed.
4. Rake to loosen the surface just prior to applying seed.
5.10 Seeding Method
The following steps will be performed to seed the disturbed areas.
1. Seed all disturbed areas with the following mixture of permanent and
annual grasses. However, switchgrass shall be used sparingly in areas
where trees will be planted.
Big Bluestem (Andropogon gerardii) [10 to 15 lb/acre]
Little Bluestem (Schizachyrium scoparium) [10 to 15 lb/acre]
Deertongue (Panicum clandestinum) [10 to 15 lb/acre]
Switchgrass (Panicum virgatum) [10 to 15 lb/acre]
Pearl Millet (Pennisetum glaucum) [40 lb/acre]
Winter Rye (Secale cereale) [120 lb/acre]
2. Broadcast seed at the recommended rate with a cyclone seeder, drop
spreader, or cultipacker seeder.
3. Rake seed into the soil and lightly pack it to establish good contact.
4. Seeding shall not be permitted during the following conditions unless
otherwise approved:
- Air temperature less than 32 degrees Fahrenheit
- Air temperature greater than 90 degrees Fahrenheit
- Wind velocity greater than 20 mph
5.11 Mulch Application
Mulch shall be applied as directed below.
1. In streambank areas (as noted in the typical stream sections), coir fiber
matting or other biodegradable matting shall be placed over the seed and
straw mulch.
2. In all other seeded areas, apply 4,000-5,000 pounds per acre of grain
straw or equivalent cover of another suitable mulch. Anchor the mulch by
tacking it with netting. Netting is the preferred anchoring method on steep
slopes.
5.12 Recommended Woody Plantings
1. The contractor shall select the riparian trees and shrubs from the
species listed below.
Description Common Name Scientific Name
Zone A
Shrubs
Buttonbush Cephalanthus
occidentalis
Possum Haw Viburnum nudum
Sweet a erbush Clethra alnifolia
Virginia willow Itea vir inica
American sycamore Platanus occidentalis
Bald Cypress Taxodium distichum
Zone A
Trees Overcu Oak Quercus l rata
River Birch Betula ni ra
Willow Oak Quercus hellos
American beaut ber Callicar a americana
Zone B Elderberry Sambucus canadensis
Shrubs S icebush Lindera benzoin
Sweetshrub Cal canthus florida
American Elm Ulmus americana
Dogwood Corpus florida
Z
B T Eastern redbud Cercis canadensis
rees
one Persimmon Dios ros vir iniana
Tulip Poplar Liriodendron tuli ifera
Water Oak Quercus ni ra
2. The total estimated quantity of trees and shrubs for the project are as
follows.
Reach Zone Area SF Shrubs Trees Live Stakes
A 568 16 6 293
1 B 12,493 347 125 --
A 3,082 86 31 1,361
2 B 26,893 747 269 --
A 2,387 66 24 578
3 B 23,378 649 234 --
Totals 68,801 1,911 689 2,232
3. The live stake quantities are based
with two rows straddled along the en
stream. This results in an average
bankfull length per side.
on a center-to-center spacing of 2',
tire bankfull length on each side of
quantity of 1 live stake per foot of
4. Each species shall account for at least 10% of the tree or shrub
plantings in each zone. No one species shall account for more than 30%
of the tree or shrub plantings in each zone.
5. Substitutes and additions are allowed with the approval of the
engineer. Substitutions and additions shall conform to the "Guidelines for
Riparian Buffer Restoration" (NCDENR EEP, OCTOBER 2004).
5.13 Shrub and Tree Plantings
1. A phased tree and shrub planting approach is strongly recommended
for this site. In this case, containerized woody plants shall not be installed
into matting-covered surfaces until the spring (April-May) or fall (October-
November) (in that order) following construction. This "seasoning" period
will allow the site to settle and develop a dense sod mat before
disturbance by opening planting holes. This is particularly important
where erosion control blankets are installed since these fabrics should not
be cut before a dense groundcover has developed to help anchor the
material.
2. Tree and shrub planting in other areas may proceed as soon as site
construction is complete, except for periods when the ground is frozen.
Fall or early spring planting is preferred. Live stakes may be installed in
all areas during the first dormant season after construction (see Live Stake
Installation, below).
3. Plantings shall be selected from the Recommended Woody Plantings
list. A minimum of three of the prescribed species shall be installed unless
otherwise approved by the Engineer. Substitutions may be considered at
the approval of the Engineer. Container stock should be 1 gallon
minimum in size.
4. Nursery stock quantities represent an average planting density of 6 feet
o.c. for shrubs and 10 feet o.c. for trees. Actual field plant placement
should be randomized, with variable spacing.
5. Bare root stock may be substituted for container stock. In this case,
planting density should be doubled.
6. Container (or bare root) stock shall be installed according to standard
landscape industry procedures, except as otherwise noted below.
7. Plantings (including cuttings) shall not be installed in frozen soils.
8. The planting hole for container stock or bare root seedlings shall be a
minimum of three times the diameter of the root ball or root mass. Ensure
that the walls of the planting hole are in a thoroughly roughened condition
to encourage root extension. Backfill the hole with reserved soil (ideally
after weed roots have been removed) or imported topsoil.
9. Gently loosen the roots of otherwise healthy container plants with
coiled and matted fine roots before planting. Prune any extra long or
kinked roots.
10. Plantings which appear healthy but are severely rootbound should be
"butterflied." Lay the planting sideways on the ground and, using the
shovel, make a single cut through the middle of the root ball, cutting about
one-third of the way up from the bottom. Pull the halves about 1-1/2
inches apart before setting the root ball in the planting hole.
11. The planting medium shall be amended with fertilizer to encourage
rapid plant establishment. Fertilizer shall be placed after the root ball is
installed in the planting hole. Fertilizer shall consist of either a "tea-bag"
or other type of encapsulated, slow release N-P-K fertilizer. Apply at one-
half the manufacturer's recommended rate.
12. Deer repellent (e.g. Repellex? systemic tablets or approved equal)
may be placed in the planting hole with the root ball to discourage animal
browsing damage if deer browsing is a notable problem on the site. Install
according to manufacturer's specifications. Since fertilizer is incorporated
into Repellex, no other fertilizer application is required.
13. During backfilling, flood the planting pit with water when it is
approximately half backfilled around the root ball. Allow to soak away.
When the hole is nearly filled with backfill, flood again and allow to soak
away. Fill to finish grade. Form a watering moat.
14. After final backfilling, apply a suitable mulching material to a 3-foot
diameter area centered over the installed planting. This is intended to
reduce seedling competition from invasive grasses and weeds. Organic
debris shall be used for mulching material in all areas not subject to
regular inundation. The organic mulch should consist of a 2-3 inch thick
layer of partially-composted woody debris, shredded leaves, or weed-free
straw; coarse wood chips or pellets should be avoided. The mulch
material should be placed no closer than two inches to the trunk to prevent
stem rot.
5.14 Live Stake Installation
1. Live stakes (cuttings) may be taken from shrub-forming willow (Salix
spp.), silky dogwood (Corpus amomum), buttonbush (Cephalanthus
occidentalis), American elderberry (Sambucus canadensis), and
cottonwood (Populus deltoides). Cuttings should be locally harvested or,
at a minimum, nursery stock which is native to this region. Avoid cuttings
harvested from tree willows, especially black willow (Salix nigra) and
ornamental tree species such as weeping willow (Salix babylonica).
2. Dogwood live stakes may be installed in shady to sunny microsites;
willow shall be installed preferentially in sunny microsites.
3. All live stakes shall be harvested and installed during the dormant
season (that is, between leaf drop in the fall and bud break in the spring).
4. Cuttings for live stakes shall be from healthy, pliant (not brittle)
branches and shall be reasonably straight. Any side branches shall be
cleanly trimmed off. Live stakes from willow species shall be 2-4 feet in
length and 1/2 to 1-1/2 inches in diameter. (Cuttings taken from other
genera may need to be smaller.)
5. All cuttings shall be harvested no more than 72 hours prior to
installation and shall be kept continuously moist and away from sun prior
to installation.
6. Insert live stakes more or less perpendicular to the ground surface with
the growing tip end up. Angled stakes are acceptable in high ground water
areas but in no case shall the growing tip end be lower than the butt end.
If very firm soils are encountered, first make a pilot hole for the live stake.
The hole should be slightly shallower than the planned depth of insertion
and the planting bar used to create the hole should be the diameter of the
cutting or slightly smaller. Do not install stakes in frozen soils.
7. Insert the live stake to final depth by manually pushing it into the
surface, if feasible. A wooden mallet or wood tamping surface can be used
if the stake must be driven in. Tamp the end of the stake only with
sufficient force to insert it.
8. Remove and replace any live stakes that have been seriously split or
otherwise badly damaged during installation. Minor splits that occur
during installation are acceptable, as approved by the Engineer.
9. Live stakes shall be installed so that at least 3/4 of the total length of
the stake is below ground. Ensure that there are at least 2 bud scales
above ground. Foot tamp down the soil around the stake to ensure good
soil-to-stake contact. Follow with ample watering around the stake in all
but saturated soils.
10. Dormant live stakes may be installed as soon after construction as
feasible. Care shall be taken not to cut any of the strands in the erosion
control matting during live stake installation. Live stakes can easily be
installed through the erosion control mesh, without cutting the stands, by
manually spreading the strands apart (If necessary) before installation.
5.15 Removal of Existing Woody Vegetation
1. Weedy shrubs should be removed from within the project area.
Dispose of offsite.
2. Care shall be taken to preserve existing trees. Avoid or minimize
tracking heavy equipment within the circumference of the tree's dripline.
No construction or other materials shall be stored within this zone. If
frequent vehicle access is required within this dripline zone (apart from
areas requiring regrading), a protective shredded bark mulch covering
shall be placed to a minimum depth of 6 inches within this zone. The
mulch can be spread over a suitable geotextile for easy recovery after
construction, or a two-inch depth of mulch can be left as a soil
amendment.
3. Any large roots of retained trees which must be exposed and pruned
for project construction, or which have been otherwise damaged or
exposed, shall be treated by making a clean saw cut behind the shattered
part of the root.
5.16 Vegetative Maintenance
Vegetation shall be maintained as follows.
1. Reseed, fertilize, and mulch damaged areas immediately.
2. All seeded areas shall be fertilized in the second year if growth is not
adequate. Uniform coverage of 70% of the seeded area is considered
adequate.
3. Inspect riparian area plants after one year. If less than 70% of the
plants survived, replant as necessary to assure survival of at least 70% of
the original number of plants.
4. Herbicidal spot spraying (in accordance with any prevailing buffer
rules) shall be used around tree plantings to control competing vegetation
until trees reach a sufficient size.
6.0 Monitoring Plan
The Lionshead project site will be monitored in accordance with the
"Stream Restoration/Mitigation Success Criteria" as established by
NCDENR DWQ.
6.1 Geomorphology Monitoring
Channel dimension, profile, planform geometry, and materials will be
monitored for the Lionshead project site. During each monitoring session,
a longitudinal profile will be conducted for the entire project reach. Riffle
and pool dimension will be monitored at four permanent cross-sections,
with two being located on riffles and two sections on pools. The engineer
will locate the riffle and pool monitoring cross-sections following
construction. At each riffle cross-section, the width/depth ratio,
entrenchment ratio, and bank height ratios will be calculated. A composite
pebble count will be conducted for the entire reach. To monitor planform
geometry, radius of curvature measurements will be made, along with belt
width and meander length.
In addition to the geomorphological measurements, photographs will be
taken of representative structures and of each cross-section. Habitat
Assessment Forms will also be completed during each monitoring session
and included in the monitoring reports.
6.2 Vegetation Monitoring
All planted areas will be monitored to ensure the success of the riparian
buffer restoration. Photographs of the entire planted area will be included
to document the overall condition of the vegetation. If the initial planting
effort fails and the site must be replanted, the vegetation monitoring time
frame will be reset to year one.
The target criteria for successful riparian buffer restoration will be a tree
survival rate of at least 320 stems per acre after the 5-year monitoring
period. Of the 320 stems, at least 260 stems per acre must be among the
preferred species based on the reference community. The remaining
trees may be the natural colonizers. Additionally, no single tree species
will comprise more than 20% of the surviving stems.
6.3 Reporting
Monitoring will be conducted three times in five years after the end of
construction. Three monitoring reports will be submitted to the NCDENR
DWQ and the USACE following the monitoring sessions of the first, third,
and fifth years. The anticipated monitoring schedule is shown in Table 7.
Each report will summarize new data as compared to the previous year's
data to determine the success of the restoration project.
TABLE 7. MONITORING SCHEDULE
EVENT DATE
Construction Spring of 2004
Monitoring Report #1 - 1 S
Year Spring of 2005
Monitoring Report #2 - 3I
Year Spring of 2006
Monitoring Report #3 - 5
Year Spring of 2008
7.0 Stabilization Recommendations & Conclusions
The UT to Buffalo Creek appears stable upstream and downstream of the
project reach. The project reach is in a state of disequilibrium due to
severely erosive conditions. Stream incision has exposed a sanitary
sewer pipeline in several locations, thereby producing a potential health
risk. The stream instability and exposed pipelines need to be jointly
addressed due to their utilization of the same corridor. The proposed
measures satisfy the project goals and objectives in an environmentally
friendly, yet cost effective manner.
The restoration/stabilization design proposes to elevate the stream invert
and install hydraulic controlling structures. Elevating the channel will
provide protection to the underground pipelines and reestablish the
floodplain to the channel. This type of restoration is categorized as a
'Priority 2' restoration by Rosgen (1997).
Stabilization structures and channel modifications are proposed to ensure
long-term bank and channel stability. Care should be taken to avoid and
minimize disturbances to the existing riparian vegetation during the
installation of structures and modifications to the channel. All disturbed
areas should be seeded and stabilized using a biodegradable geo-textile.
These areas should then be aggressively replanted with native woody
species, although care should be taken to provide access to the pipelines
through maintenance corridors directly above or adjacent to the sewer
lines. Pipeline right-of-way maintenance crews should take care not to
eradicate, either chemically or mechanically, riparian and bank vegetation.
It is important to note that extra care must be taken when installing in-
stream structures in fine gravel and sand-bed streams due to the potential
for deep scour associated with such structures. Sand-bed streams
typically exhibit scour depths approximately three times that of course
gravel/cobble bed streams. It is recommended that additional footers be
installed to a depth substantially greater than the proposed scour depth to
prevent structural undermining.
8.0 References
Doll, Barbara A., A.D. Dobbins, J. Spooner, D.R. Clinton and D.A.
Bidelspach, 2003, Hydraulic Geometry Relationships for Rural North
Carolina Coastal Plain Streams, NC Stream Restoration Institute, Report
to N.C. Division of Water Quality for 319 Grant Project No. EW20011,
www.ncsu.edu/sri. 11 pp.
Harman, W.H. et al. 1999. Bankfull Hydraulic Geometry Relationships for
North Carolina Streams. AWRA Wildland Hydrology Symposium
Proceedings. Edited by D.S. Olsen and J.P. Potyondy. AWRA Summer
Symposium. Bozeman, Montana.
Bliley, D.J. 1994. Soil Survey of Johnston County North Carolina. U.S.
Department of Agriculture, Soil Conservation Service and North Carolina
Department of Natural Resources and Community Development.
Leopold, L.B., M.G. Wolman, and J.P. Miller. 1964. Fluvial Processes in
Geomorphology. Freeman, San Francisco, CA. 522 pp.
North Carolina Department of Environment and Natural Resources
Ecosystem Enhancement Program. 2004. Guidelines for Riparian Buffer
Restoration. http://www.nceep.net/news/reports/buffers.pdf.
Reid, J.C. 2003. North Carolina Geology: Ask a Geologist, Frequently
Asked Questions. http://gw.ehnr.state.nc.us/fag.htm.
Rosgen, D.L. 1994. A Classification of Natural Rivers. International
Society of Soil Science. Catena 22 (169-199).
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology.
Pagosa Springs, Colorado.
Rosgen, D.L. 1997. A Geomorphological Approach to Restoration of
Incised Rivers In: Proceedings of the Conference on Management of
Landscapes Disturbed by Channel Incision, Univ. Miss, Oxford, Miss. Pg
3-22.
Rosgen, D.L. 2001. The Cross-Vane, W-Weir, and J-Hook Vane
Structures... Their Description, Design and Application for Stream
Stabilization and River Restoration. ASCE Conference. Reno, Nevada.
Sweet, W. V., and J. W. Geratz. August 2003. Bankfull hydraulic
geometry relationships and recurrence intervals for North Carolina's
coastal plain. Journal of the American Water Resources Association, pp.
861-871.
APPENDIX A
STREAM RESTORATION/
STABILIZATION PLAN
APPENDIX B
PARTICLE SIZE DISTRIBUTIONS
APPENDIX C
PHOTOGRAPHIC DOCUMENTATION
APPENDIX D
USGS STREAM GAGE DISCHARGE
RATING TABLE
APPENDIX E
PARTIAL DURATION SERIES FLOOD
FREQUENCY ANALYSIS
APPENDIX F
EXISTING, GAGE, AND REFERENCE
STREAM DATA
F?@WWFR R
JUN 2 2006
DENrt VV/?T L:R r.,'I UALVr"
10H
iETLANDS MID STCp!.11h'.?.TER CR. Id'
The Town of Smithfield, North Carolina
"Johnston Community Hospital Stream
Stabilization & Restoration Project"
Unnamed Tributary to Buffalo Creek
Johnston County, North Carolina
Skelly and Loy Job Number 2605003
Prepared For:
The Town of Smithfield, North Carolina
350 East Market Street
P.O. Box 761
Smithfield, North Carolina 27577
Prepared By:
Skelly and Loy, LLP
6404 Falls of the Neuse Road, Suite 103
Raleigh, North Carolina 27615
November 2005
Table of Contents
1.0 Introduction
2.0 Existing Conditions
2.1 Geologic and Geomorphic Setting
2.2 Hydrology - USGS Gage Station and
Hydraulic Geometry Relationships
2.3 Geomorphology
2.4 Potential and Departure
2.5 Vegetation
2.6 Particle Size Distributions
2.7 Habitat
3.0 Alternatives Analysis
4.0 Stability Analysis & Proposed Structures
4.1 Shear-based Stability Analysis
4.2 Structure Justification & Design Discussion
5.0 Erosion & Sediment Pollution Control Plan
6.0 Monitoring Plan
7.0 Stabilization Recommendations & Conclusions
8.0 References
Appendices:
Appendix A - Stream Restoration/Stabilization Plan
Appendix B - Particle Size Distributions
Appendix C - Photographic Documentation
Appendix D - USGS Form: Stream Gage Discharge Rating Table
Appendix E - Partial Duration Series Flood Frequency Analysis
Appendix F - Existing, Gage, and Reference Stream Data
1.0 Introduction
The project site is located in Smithfield, Johnston County, North
Carolina. The unnamed tributary (UT) to Buffalo Creek begins at the
Johnston Medical Mall on North Brightleaf Boulevard (US 301). The
tributary consists of four reaches prior to confluencing with Buffalo Creek.
Reach one is approximately 150 ft. in length and is northerly adjacent to
the Johnston Medical Mall. Reach two starts at US 301 (Brightleaf Blvd.)
and proceeds 675 feet behind the Lions Club Park to a driveway entrance
of the hospital. Reach three extends 280 feet from the driveway to
Hospital Road. Reach four begins at Hospital Road and continues 500
feet to Buffalo Creek. The site is located within the Upper Coastal Neuse
River Basin (HUC 03020201).
Stream stability is defined as "The ability of a river, over time, in the
present climate, to be able to transport its sediment and flow in such a
manner that it maintains its dimension, pattern, and profile without
aggrading or degrading (Rosgen 1996)." This report evaluates the
geology, hydrology, morphology, vegetation, sediment composition, and
habitat of the proposed project reach, and how these factors influence
stream stability.
The project site is experiencing severe horizontal instability due to lateral
movement and bank erosion. Watershed development is most likely the
major impetus for the instability. The stream has down-cut to the point
where the underground sanitary sewer pipelines have become exposed in
several locations. The Town of Smithfield proposes to restore and
stabilize the UT to Buffalo Creek along reaches one to three.
The overall project goal is to provide protective cover to the existing
exposed sanitary sewer pipelines and stabilize the stream channel.
Specific project objectives that will achieve the project goal are:
o Utilize Fluvial Geomorphic (FGM) methodologies to design a
natural stable channel and improve in-stream habitat.
o Restore a minimum protective cover over the top of the
exposed pipelines.
o Install hydraulic controlling structures such as cross vanes
and coir wrapped soil lifts to insure grade control and bank
stability, respectively.
o Coordinate the project with Town of Smithfield, Johnston
Community Hospital, USACE, and NC-DENR to obtain all
necessary permits and authorizations.
This report describes the existing site conditions and the proposed design
solutions to the exposed sewer and stream stability issues. The proposed
design is developed using "natural stream design" techniques that are
composed from analog (reference reach), and empirical (regional curves)
methodologies. The proposed design will provide protective cover to the
underground and adjacent pipelines and maintain a natural stable
channel. This restoration approach is termed a Priority 2 restoration
technique according to Rosgen (1997).
2.0 Existing Conditions
2.1 Site Description
The project site is located in Johnston County approximately 2,000 feet
northeast of the intersection with Highway 301 and Highway 70 in
downtown Smithfield, North Carolina (See Figure 1). The project is
located west of Buffalo Road and the Johnston County Memorial Hospital.
The project site is located on the Selma, North Carolina, 7.5-minute USGS
quadrangle.
The stream project area begins at the Johnston Medical Mall on North
Brightleaf Boulevard (US 301), extends north across US 301 west of
Buffalo Road and east of the Hospital, then crosses Buffalo Road and
extends north to Buffalo Creek. The tributary consists of four reaches prior
to confluencing with Buffalo Creek. Reach one is approximately 150 ft. in
length and is northerly adjacent to the Johnston Medical Mall. Reach two
starts at US 301 (Brightleaf Blvd.) and proceeds 675 feet behind the area
previously known as Lions Club Park to a driveway entrance of the
Johnston County Memorial Hospital. Reach three extends 280 feet from
the driveway to Hospital Road. Reach four begins at Hospital Road and
continues 500 feet to Buffalo Creek.
Reach one is 150 feet long and starts at a driveway to the County wellness
center. The riparian buffer consists of one large Sweetgum and routinely
maintained Bermuda and similar grasses to the edge of water. The stream
area has an adjacent 1000 square foot planted stormwater wetland. This
wetland is connected by a fifty-foot underground pipe discharging through
a stream-side culvert. This constructed wetland is adjacent to a 233,000
square foot wellness center and accompanying 10+acre impervious
parking lot. Further urbanized drainage areas comprise this headwater
area.
Reach two starts at US 301 (Brightleaf Blvd.) and proceeds 675 feet
behind the area previously known as Lions Club Park to a driveway
entrance of the hospital. This wooded area is highly incised and has an
adjacent parallel sewer line to the east with two manholes near the north
end. Though the park is mostly comprised of mature Pin Oaks (Quercus
phellos), privet (Ligustrum sinensis) and other invasive species are the
dominant plant species along the park's (right) stream bank.
Reach three extends 280 feet from the driveway to Hospital Road. Similar
to Reach 1, it has a manicured lawn currently being cut to the waterline. A
row of Crape myrtles is approximately 60 feet from the left bank. A heavily
used gravel walking path is located 200 feet from the left bank. This
landscaped circular path is adjacent to a one-acre stormwater wetland.
This wetland drains into a roadside ditch and proceeds to the stream.
Reach four begins at Hospital Road and continues 500 feet to Buffalo
Creek. It consists of a meandering stream through a large riparian wetland
of Buffalo Creek. This thirty-five acre tract is mostly wetlands and is one
mile from the Neuse River and Smithfield's Water Treatment Plant. The
two-mile riparian wetland along Buffalo Creek is 450+/- feet wide is an
ecological haven. This tract has great potential for a greenway along
Buffalo Creek and its tributary since it's entirely within the 100-year
floodplain and receives consistent overbank flooding. Moreover, the
existing sewer lines along Buffalo Creek and Reaches two, three and four
are conducive to a greenway.
The project is located in an approximately 113 acres (0.2 square mile)
drainage area. Johnston County owns all of the land included in this
project. This unnamed tributary to Buffalo Creek has outstanding
possibilities since it is an urbanized stream in the upper coastal Neuse
River basin. Though this mostly developed watershed has approximately
30% impervious cover and has been manipulated, it has great potential for
restoration and preservation since 92% of the watershed has been
developed. This project area is an integral link in the current open space
plan developed by the Smithfield Downtown Development Corporation.
The goal of this project is to improve the water quality and aquatic habitat
of the Neuse River, Buffalo Creek and its tributaries. The Town of
Smithfield and Johnston County also seeks to make the creek a resource
for residents; environmental education and recreation; and transportation
along trails. Johnston County has expertise in GIS and long-term planning
for watersheds.
2.2 Geologic and Geomorphic Setting
The project area is located within the middle or upper part of the Southern
Coastal Plain physiographic region. The subject stream is an unnamed
tributary of Buffalo Creek, which drains directly into the Neuse River. Soils
in this area of Johnston County are predominantly nearly level and gently
sloping, well drained to poorly drained, and located on uplands of the
Coastal Plain (USDA, 1994).
Elevations across the county range from about 75 feet above sea level
near the border with Wayne County to about 370 above sea level at the
Wake County border. Elevations along the project reach range from 137
feet above sea level at start of reach 1 to 115 feet above sea level at the
end of reach 3. Although land surface relief varies considerably, the
Neuse River bottom has very little relief. Interstream areas, like the
project area, have low relief and are nearly level. Generally, relief varies
from 20 to 60 feet in stream valleys that drain into the Neuse River in this
area (USDA, 1994).
The project area is located on the western edge of the Coastal Plain
Physiographic Province. The Coastal Plain is a wedge of mostly marine
sedimentary rocks that gradually thicken to the east and are underlain by
metamorphic and igneous rocks. The Coastal Plain is the largest belt in
the State covering 45 percent of the land area. The most common
sediment types are sand and clay, although a significant amount of
limestone occurs in the southern part of the Coastal Plain (Reid, 2003). In
the project area, the Coastal Plain sediments are fairly thin. Underlying
bedrock is exposed along the stream bottom in reach 3.
2.3 Hydrology - USGS Gage Station and Hydraulic Geometry
Relationships
The site is located in the Upper Coastal Neuse River Drainage Basin
(Hydrologic Unit Code 030020201). The drainage area to the project
reach is approximately 0.2 square miles (113 acres). The UT to Buffalo
Creek is a first order stream that conveys perennial flow. Land use within
the drainage area consists primarily of commercial and industrial
development.
Change to Doll & Sweet/Geratz
The North Carolina Stream Restoration Institute (NC-SRI) developed
regional curve hydraulic geometry regression equations for the Coastal
Plain of North Carolina. The equations were developed from
measurements of 13 reference and gage sites throughout the Coastal
Plain. The following are the derived equations:
Qbkf = 17.086 AW 0.7407 (R2 = 0.8886)
Abkf = 13.241 A, 1.6994 (R2 = 0.9063)
Wbkf = 10.839 AW 1.3782 (R2 = 0.9093)
Dbkf = 1.2081 AW 0.321 (R2 = 0.7937)
Where Qbkf = bankfull discharge, AW = drainage area, Abkf = bankfull cross-
sectional area, Wbkf = bankfull width, and Dbkf = bankfull depth. It is
important to note that these equations are draft relationships; they have
not yet been published and/or peer reviewed. They are only referenced to
provide a reasonable estimate of bankfull hydraulic geometry.
According these equations, a stable stream within the coastal plain of
North Carolina with a drainage area of 0.2 square miles should have a
bankfull width of approximately 6.2 feet, an average bankfull depth of
approximately 0.8 feet, a bankfull cross-sectional area of approximately
5.0 square feet, and a bankfull discharge of approximately 5.2 cubic feet
per second. Care must be taken when using these regional relationships
due to the natural variability represented within the confidence limits.
Field calibration is necessary to verify bankfull channel dimensions.
Furthermore, these relationships were developed predominantly from C
and E stream types; hydraulic geometry variances may occur depending
on the particular stream type. Table 1, 2, & 3 illustrate the comparison
between the regional curve, USGS gage, and project site predicted and
measured hydraulic geometry relationships.
A Partial Duration Series Flood Frequency Analysis was performed using
recorded annual peak flow values at the gage site for the years 1968-2002
(34 years of record). Bankfull flows on average typically correspond with
the 1.5-year storm event. The recurrence interval for bankfull flow can
vary from 1.1 to 1.8-year depending on the characteristics of the
watershed (Leopold, 1964; Rosgen, 1996; Harman, 1999). According to
the frequency analysis, 1.5-year storm event should produce a flow of
approximately 124 cfs. Bankfull flow at the gage site is estimated to be
124 cubic feet per second and corresponds to an approximate 1.5-year
recurrence interval according to the frequency analysis.
2.4 Geomorphology
Fluvial geomorphic (FGM) techniques were utilized to analyze the existing
channel conditions. The analysis included the collection of multiple cross-
sections at representative stream features such as riffles, runs, and pools.
A longitudinal profile, i.e., thalweg profile, was collected over a stream
length equal to a minimum of 20 bankfull widths. Stream features such as
head of riffles and pools, maximum pool depth, water surface elevation,
bankfull indicators, and top of bank were recorded along the profile.
Particle size distributions were collected using a modified Wolman pebble
count stratified by stream feature to determine the D15, D35, D5o, D84, and
D95 of the bankfull channel materials. As opposed to the Wolman pebble
count procedure, the modified procedure accounts for bank material and
for sand and smaller sizes (Rosgen, 1994).
The UT to Buffalo Creek is located in a Valley Type VIII according to the
Rosgen Stream Classification System (Rosgen 1994, 1996). Stable
stream types within Type VIII valleys typically include C and E stream
types. Stream types C and E are generally characterized as low gradient
(<2%), meandering alluvial channels that exhibit riffle/pool and/or run/pool
sequences.
The streams within the region surrounding Smithfield appear to consist of
low gradient, meandering channels that are fed by headwater streams that
serve to drain higher elevation terraces, ridgelines, and wetlands. The UT
to Buffalo Creek through the project reach currently classifies as a G5c
stream type. G5c streams are typically very sensitive to disturbance and
tend to make adverse channel adjustments in response to changes in the
watershed. The UT to Buffalo Creek prior to watershed development
consisted of a low gradient, headwater tributary (C or E) that transitioned
to a moderate gradient (B, Bc, or Eb) for a relatively short reach in order to
convey flow from an upper plateau to the stream valley below. This
moderate gradient reach, when subjected to increased run-off due to
development, vegetation removal, and potential realignments from
previous grading activities, reacted by incising, thus creating the large
head-cut that currently exists.
A reference reach is typically selected in order to derive morphological
relationships from a stable stream reach to be used in developing the
appropriate bankfull design parameters to the design reach. A stable
reference reach was located approximately 5,000 feet north of the project
site (See Figure 2. Reference Reach Vicinity & Drainage Area Map). The
reference reach is a small, first order unnamed tributary to an unnamed
tributary to Buffalo Creek. The reference reach conveys perennial flow;
hydrology is provided by a headwater palustrine emergent wetland. The
reference reach classifies as a B5c stream type according to the Rosgen
Stream Classification system. The reference reach exhibits a stream
gradient of 0.86 percent through predominantly sand channel material.
Grade control is maintained by an underlying matrix of root material that
provides resilient nick points at each hydraulic drop location. Without the
influence and control provided by the root structure, this stream would
most likely degrade vertically through headward headcut migration similar
to the project reach.
The use of this reference reach for the hospital project was recommended
by personnel with the NC Cooperative Extension and the Town of
Smithfield. Survey measurements were obtained in order to development
design criteria that are applicable to the project site. Measurements
obtained from the reference reach are converted to dimensionless ratios
that can then be applied to the project site. Tables 1, 2, & 3 provide the
morphological characteristics of the Existing, Proposed, USGS Gauge
Station, and Reference reaches.
Manning's Equation was used to estimate average velocity for the design
hydraulic radius and slope. Manning's equation is as follows:
V = 1.49(R)213(s)1i2
n
Where V = average velocity, R = hydraulic radius, s = average slope, and
n = roughness coefficient. Discharge (Q) is estimated using the continuity
equation:
Q = AV,
Where A = cross sectional area and V = average velocity.
Bankfull indicators in the degraded portion of the channel are not very
evident and/or consistent, as is typically the case in G-type streams.
Mass wasting, or bank slumping, can create the illusion of a bankfull
indicator when the slump material remains intact at the toe of the slope,
thereby creating the appearance of a bankfull bench. Furthermore, the
amount of sediment generated by these bank failures often results in
drastic changes in appearance and morphology from run-off event to run-
off event.
2.5 Potential and Departure
Stream potential and departure describe the theoretically best possible
stream condition for a particular stream type and morphological
parameters and/or external factors that detract from a stream's optimal
state, respectively. Stable streams whose physical and biological
characteristics are at an optimum are considered to be at their full
potential. The UT to Buffalo Creek is stable upstream and downstream of
the project reach, and appears to be functioning at its full, or nearly full
potential. Upstream and downstream stability is evinced by stable, non-
eroding streambanks, and good riparian and bank vegetation.
The existing project reach is undergoing a process known as stream
rejuvenation. This process occurs when there is an uplifting of valley floor,
or a lowering of the base level. It is reasonable to assume that a
"hydraulic jump" was created either by changes in the watershed or by
stream channel altering. A hydraulic jump created within fine material will
migrate upstream until halted by a grade control point. The resilience of
the grade control point and the degree of incision will determine the
magnitude of the resultant scour. It is common to encounter a stream
reach that has several headcut features in a series, each with its own
grade control point. This erosional migration upstream will continue until
the stream achieves a balance, or equilibrium, between the stream and
valley gradients, and the hydrology and sediment supply produced by the
watershed, thus rejuvenating the streambed.
In addition to the sediment eroded from the streambed during a headcut
migration, the resultant stream incision and entrenchment leads to
accelerated bank erosion in the form of mass wasting and bank slumping.
As the channel gradient rejuvenates, the stream tendency will be to create
a bankfull channel, with appropriate flood plain/floodprone width, within the
now entrenched system. This is a common stream classification evolution
pattern.
2.6 Vegetation
The project reach is not very well vegetated in the immediate stream
channel area due to the degree of erosion and its use as a maintained
sanitary sewer right-of-way and regular grounds maintenance with
mowers and gas trimmers.. Riparian species present include Sycamore
(Platanus occidentalis), Tulip tree (Liriodendron tulipifera), Green Ash
(Fraxinus pennsylvanica), Red Maple (Acer rubrum), Box-Elder (Acer
negundo), Loblolly Pine (Pinus taeda), Sweetgum (Liquidambar
styraciflua) and Privet (Ligustrum sinensis). The lack of riparian
vegetation density and/or composition contributes greatly to the instability
of the UT to Buffalo Creek throughout the project reach.
Vegetation species present at the reference reach site include Red Maple
(Acer rubrum), Sweetgum (Liquidambar styraciflua), Tulip tree
(Liriodendron tulipifera), Black Willow (Salix nigra), River Birch (Betula
nigra), Overcup Oak (Quercus lyrata), Green Ash (Fraxinus
pennsylvanica), American Holly (Ilex opaca), Elderberry (Sambucus
canadensis), Eastern Red Cedar (Juniperus virginiana), Spicebush
(Lindera benzoin), Possum Haw (Viburnum nudum), Virginia Willow (Itea
virginica), Tear-thumb (Polygonum sagittatum), and American Beautyberry
(Callicarpa americana).
2.7 Particle Size Distributions
The UT to Buffalo Creek is characterized by a substrate composed
predominantly of fine to medium gravel and coarse sand material. Cobble
sized material in the form of riprap is present in two locations within the
channel, apparently a previous attempt to armor the channel and protect
the sewer line. These riprap sections of the channel were not included in
the particle size distribution sampling efforts. Table 4 provides particle
size distributions for the project site and the reference reach:
Tnhla A Partirla Ri7A nistrihutinns_
SIZE CLASS PROJECT SITE REFERENCE REACH
D15 0.18 mm < 0.062 mm
D35 0.65 mm 0.34 mm
Dso 1.0 mm 0.57 mm
D84 14 mm 8.5 mm
D95 24 mm 19 mm
2.8 Habitat
The UT to Buffalo Creek offers in-stream habitat to many aquatic
organisms. Habitat within the project area is limited and degraded due to
the stream instability. Sediment loading within the project reach not only
affects the habitat within the project area, but also affects the habitats
within downstream reaches and streams. Riffle and pool micro-habitats
are constantly affected by changing stream conditions following each
significant precipitation event. The proposed stream restoration measures
will improve habitat by reducing erosion; the proposed structures provide
critical plunge pool habitat, which also serve as energy dissipation zones.
3.0 Alternatives Analysis
Three potential alternatives are discussed regarding the most appropriate
approach to meet the project goals. The alternatives are as follows:
Alternative 1 - no remedial action, Alternative 2 - lower the sanitary sewer
pipeline elevations to depths below the stream invert, Alternative 3 -
provide armor, such as rip-rap, within the existing channel in order to
protect the pipeline, and Alternative 4 - restore cover to the pipeline and
provide a natural stable channel use FGM methodologies. Each will be
discussed as they pertain to the Lionshead project.
The first alternative provides no stabilization or protection measures to the
stream or pipelines, respectively. If the erosive headcut is not properly
addressed, the existing nick-point will eventually fail and the headcut will
continue its erosive migration upstream. This will result in drastic amounts
of sediment transported downstream. The current pipeline exposure
poses a potential health risk due to risk of pipeline rupture from external
sources. This alternative is not feasible due to the potential sediment and
pipeline issues associated with doing nothing.
The second alternative proposes to lower the elevation of the sanitary
sewer pipeline in order to restore protective cover. There are several
inherent problems associated with this alternative. The headcut problem
discussed in the first alternative discussion is still applicable, seeing as
how alternative 2 does not address this issue. The existing pipelines are
gravity-fed sanitary lines, and are designed as a system, rather than
separate pieces. While lowering portions of the line may be feasible for
the upstream portions of the system, all the lower portions would most
likely have to be reengineered and subsequently lowered as well. The
costs associated with this type of endeavor are not within the project
scope. In addition, depending on the degree to which the pipeline is
lowered, the stream has the potential to erode down to the pipeline again
as the stream profile continues to rejuvenate. Alternative 2 is not an
option due to the potential costs, engineering constraints, and remaining
environmental issues.
The third alternative proposes to armor the existing channel using riprap
or some other type of aggregate armoring material. This alternative may
address the headcut issue and provide protective cover to the pipelines;
however, other impacts would be associated with such an action. Lining
the channel with riprap would be considered a permanent impact by the
U.S. Army Corps of Engineers (USACE) and would require some type of
stream mitigation. Any existing or potential stream habitat would be lost
and stream functions such as sediment transport would be deleteriously
affected. Alternative 3 is not feasible because it is not reasonable to
propose a potential solution, such as riprap lining, that will result in the
need to provide as much, if not more, stream restoration mitigation for the
same amount of linear feet of stream proposed to be lined with riprap.
Options exist that are very cost effective that provide the similar protection
with the added benefit of maintaining or improving stream habitat.
The fourth alternative satisfies the project goals and objectives by
providing protective cover to the pipelines and creating a natural stable
channel to convey flow and provide in-stream habitat. The existing stream
invert will be elevated with fill material, thereby providing a minimum of 2.5
feet of cover over the top of the pipelines. Hydraulic controlling structures
will be utilized to ensure that grade control is maintained and to arrest the
migration of the erosive head-cut. Furthermore, these structures provide
in-stream habitat and ensure stream stability when properly designed and
installed. This method of stream stabilization is the agency-preferred
technique for stream restoration in North Carolina streams.
4.0 Stability Analysis & Proposed Structures
4.1 Shear-based Stability Analysis
Cross-sections were surveyed along the project reach in order to calculate
and compare pre- versus post-construction shear stress under bankfull
conditions. In addition, the measurements obtained from the reference
reach cross-sections and subsequent calculations provide the basis for
assessing stability. As stated previously, bankfull indicators are not very
evident within the project reach due to bank instability.
Bankfull width, depth, cross-sectional area, width/depth ratio, wetted
perimeter, hydraulic radius, and shear stress are evaluated for
representative cross-sections. Average boundary shear stress (or,
average bankfull shear stress) is calculated using the following equation:
= yRs;
Where i = shear stress, y = specific weight of water (62.4 Ibs/ft3), R =
hydraulic radius, and s = average bankfull slope. Hydraulic radius (R) is
calculated using:
R = A/wp;
Where A = bankfull cross-sectional area, and wp = wetted perimeter at
bankfull stage.
One important aspect of this project is that the average bankfull shear
stress between the existing and proposed reaches will be identical. No
grading below bankfull elevation will take place within the stream (except
for the four supplemental meander bends in Reach 2). Table 5 presents
the bankfull data comparison between the reference reach and existing
and proposed project site. Also, this project stream reach is composed of
a sand substrate. Therefore, no critical shear stress analyses typical of
gravel based streams (i.e. - critical shear stress relations using pavement
and sub-pavement comparisons) were performed for this project.
Table 5. Average Bankfull Shear Stress Comparison for Reference and
Project Reaches.
Predicted D50 from
Width Depth Bankfull Average Average Shear Grain Pebble
Reach (ft) (ft) Area (sf) Hydraulic Slope Stress Diameter Count (mm)
Radius (ft) (ft/ft) (lbs/sf)
mm
Ref. Reach 7.2 0.49 3.5 0.47 0.0086 0.25 15 --
Reach 1
(existing and 5.2 0.58 3.0 0.52 0.0024 0.08 7 0.22
proposed)
Reach 2
(existing and 7.1 1.13 8.0 0.92 0.0092 0.53 30 1.1
proposed)
Reach 3
(existing and 7.8 0.81 6.3 0.66 0.0068 0.28 17 0.76
proposed)
Note that the average slopes reported in Table 5 do not include the
oversteepened reaches within Reaches 1, 2 and 3. These steeper
sections have been excluded from the slope calculations due to their
hardened nature. Bedrock and root-steps dominate these steep portions,
and as a result, they do not exhibit streambed substrate that has resulted
from a riffle/pool sediment transport regime (as opposed to their
approximate step-pool arrangement). Therefore, the average slopes
reported in Table 5 differ slightly from the average slopes reported in the
morphological characteristics table.
The shear stresses computed suggest that the D50 of each reach will be
mobilized during a bankfull event, ruling out aggradation as a potential
problem within the project reach. Conversely, this suggests that
degradation may be a potential problem. However, these reaches of
stream are not expected to degrade following restoration for the following
reasons:
- The D84 of Reaches 2 and 3 (46 mm and 16 mm, respectively) suggest
that a sufficient amount of coarse material supplements the sand
substrate within the stream. The size of these particles correspond
roughly with the expected grain size as computed using the Shield's
diagram (reported as "Predicted Grain Diameter" in Table 5).
- There is no risk of further down-cutting (degradation) within the reaches
due to the existing culverts located at the downstream end of Reaches 1,
2 and 3. The stream reaches exhibit uniform slopes for the majority of
their lengths upstream of the culverts, and no concavities or convexities
exist within the profile (besides the sewer line, root, and bedrock
influenced portions).
- Reach 2 (the most severely entrenched reach) exhibited stable banks
with no obvious signs of mass wasting, toe erosion, or slump failures.
Additionally, the banks of Reach 2 are covered with thick moss and are
well protected by a mature root mat, which will be the key to future
success in Reach 3.
4.2 Structure Justification & Design Discussion
Vane structures are designed to protect stream banks from erosion.
Cross vanes provide protection to both stream banks and provide grade
control to the stream invert. These structures protect the stream banks by
changing the hydraulic properties of the water in the near bank region.
Near bank stress (NBS) is greatly reduced and one vane can protect a
large portion of the bank. The reduced NBS allows for vegetation
establishment, which is typically critical for stream stability. The resultant
scour pool that is designed into the structure serves to dissipate energy
and provide stabilized pool habitat. The proposed structures serve to
replicate the root-mass provided grade control within the reference reach.
The proposed structures shown on the restoration plan are necessary to
ensure grade control and bank stability where bank grading/disturbance
are proposed. These structures are designed to reduce stress in the near-
bank region, allowing vegetation to become established. They also serve
to create and improve habitat and sediment transport. The cross vane is
necessary for grade control and to focus hydraulic energies to the channel
center. The stream banks within these regions will be graded to create a
flood plain/floodprone area.
The proposed vanes are shown on the plan as j-hook rock vanes. The
addition of the hook portion to a rock vane can improve habitat by
providing a mix of flow zones and typically deeper and longer scour action.
The cross vane is designed as a rock structure in order to ensure long-
term grade control. As per current North Carolina standards, all structures
will incorporate geo-textile filter material in the installation.
5.0 Erosion & Sediment Pollution Control Plan
Approximately 2.23-acres (97,413 square feet) will be disturbed during the
construction activities. The plan includes the implementation of multiple
stream restoration practices throughout the project area. Approximately
1,100 linear feet of natural stream channel and flood-prone area will be
constructed and stabilized. Riparian plantings will be installed as
indicated on the plan.
According to the Soil Survey of Johnston County issued in October 1994,
four soil types are present within the project limits. They include
Goldsboro sandy loam with 0 to 2 percent slopes (GoA), Bibb sandy loam
(Bb), Wehadkee loam (Wt), and Lynchburg sandy loam (Ly).
Goldsboro sandy loam with 0 to 2 percent slopes (GoA) is a moderately-
well drained soil typically found on upland areas on the Coastal Plain. It is
found throughout Johnston County. This soil unit is often situated in broad
interstream divides. Permeability and available water capacity are
moderate. A seasonal high water table is at a depth of about 2 to 3 feet.
Surface runoff is slow.
Bibb sandy loam (Bb) is a poorly drained soil along major drainages. It is
located on floodplains and in narrow drainageways throughout the county.
It is found throughout Johnston County, especially along the Neuse River
corridor. Slopes are 0 to 2 percent. Mapped areas are mostly long and
narrow and follow the drainage pattern for long distances along the
floodplain. Permeability and available water capacity are moderate. A
seasonal high water table is at a depth of about 0.5 to 1.5 feet. Surface
runoff is very slow and area is frequently flooded.
Wehadkee loam (Wt) is a poorly drained soil along major drainages. This
nearly level is on floodplains, generally along streams. A few small areas
are along tributaries. It is found throughout Johnston County, especially
along the Neuse River corridor. Slopes are 0 to 2 percent. Mapped areas
are mostly long and narrow and are as much as several hundred acres in
size. Permeability is moderate and available water capacity is high. A
seasonal high water table is at the surface or within a depth of 1 foot.
Surface runoff is very slow and area is frequently flooded.
Lynchburg sandy loam (Ly) is a somewhat poorly drained soil typically
located on broad smooth flats and in shallow depressions in the upland on
the Coastal Plain. Slopes are 0 to 2 percent. It is located throughout
Johnston County. Mapped areas are irregular in shape and generally
range about 10 to 50 acres in size. Permeability and available water
capacity is moderate. The seasonal high water table is at 0.5 to 1.5 feet
and surface runoff is slow.
5.1 Planned Erosion and Sediment Control Practices
1. Silt Barrier Fence (SF) -- Silt barrier fences will be constructed
around topsoil stockpiles, wetlands, and work areas adjacent to the
stream channels as necessary to prevent sediment from entering
the stream. Silt fence will be inspected following any precipitation
event and repaired immediately, if necessary. See Sheets 10 and
18 of the Design Plans for location, specifications, and
maintenance requirements for the silt barrier fence.
2. Stabilized Rock Construction Entrances/Exits (RCE) -- Seven (7)
stabilized rock construction entrances/exits are planned to limit
sediment from leaving the site and to provide maximum utility to all
construction vehicles. During wet weather conditions, it may be
necessary to wash vehicle tires at these locations. See Sheets 10
and 18 of the Design Plans for the location, specifications, and
maintenance requirements for the stabilized rock construction
entrances/exits.
3. Stockpiles -- Stockpiles will be used to contain all stripped soil,
delivered fill material, and/or structural rock in a limited area in
order to keep the disturbed area to a minimum. Stockpile locations
will avoid natural drainage areas and steep slopes. Four (4)
stockpiles are planned for this site; their suggested locations are
shown Sheet 10 of the Design Plans.
4. Seeding and Planting -- At the end of each day, exposed soils must
be seeded with native grasses and covered in coir (or other
biodegradable) fiber that is staked down. Riparian vegetation will
be planted directly through the erosion-control matting. Refer tc
Sheets 1, 2 and 9 of the Final Design Plans for the location,
specifications, and maintenance of riparian vegetative plantings.
5. Temporary Rock Filters (RF) & Temporary Downstream Sediment
Traps - Two separate sediment control structure options are
provided to trap and accumulate sediments generated by upstream
construction activities. The contractor will install either temporary
rock filters or temporary downstream sediment traps upstream of
the stabilized outlet. These sediment control structures will be
removed upon completion of construction. Refer to Sheets 10 and
18 of the Design Plans for the approximate location, specifications,
and maintenance requirements for the temporary rock filters (or
temporary downstream sediment traps).
6. Temporary Coffer Dams (TCD) -- Temporary coffer dams will be
constructed in order to divert the normal stream flows around the
construction area or to block off a work area for construction. See
Sheets 10 and 18 of the Design Plans for the location,
specifications, and maintenance requirements for the temporary
coffer dam.
7. Outlet Stabilization Structures -- Outlet stabilization structures will
be installed, if needed, near the sediment filter bag located at the
end of the temporarily bypassed section of stream. The outlet
stabilization structures should be positioned at the invert of the
stream channel and aligned with the stream channel in order to
prevent the erosion of the opposite streambank. See Sheets 10
and 18 of the Design Plans for the location, specifications, and
maintenance requirements for the outlet stabilization structures.
8. Sediment Filter Bag for Pumped Water -- Sediment filter bags will
be used to collect sediment from the pumped bypass water during
construction. Bags will be installed on stable or well-vegetated
areas that will not erode when subjected to bag discharge. The
discharge will be directed to outlet stabilization structures, where
needed. The contents of the spent filter bags may be used as
construction fill, where applicable. See Sheets 10 and 18 of the
Design Plans for the specifications and maintenance requirements.
9. Pumps and Dewatering Channel -- All work in the stream area will
be performed at low-flow conditions. Pumps will be sized to handle
the average stream flow in the area of work. The contractor should
work in low-flow conditions and select an appropriate pump based
on the existing stream conditions to perform the pump around
during construction. It is anticipated that one to two 3-inch pumps
will be sufficient to perform the pump around activities. Pumps,
hoses, and all such equipment will be in good operating condition
and free of leaks. Additional pumps may be required in the event
that stream flow increases, a pump becomes disabled, or to cover
periods when pumps are out of operation.
10. Erosion Control Matting - Coir fiber matting shall be applied to the
graded streambanks following final grading and seeding as shown
on Sheet 9. Coir fiber matting shall conform to the specifications
included on Sheet 2.
5.2 Site Stabilization Requirements
Disturbed areas will be stabilized at the conclusion of the project. Coir
matting or other biodegradable matting will be used along the streambank
areas, while seed and mulch will be used in the remaining areas. Once
construction is complete, permanent riparian vegetation will be planted in
accordance with the Planting Plan.
In addition, the stockpile areas, stabilized construction entrance/exit, and
any other disturbed areas will be permanently seeded in accordance with
the Vegetation Plan described in Section 5.6.
5.3 General Erosion and Sediment Control Notes
1. Notify NCDENR seven days prior to construction.
2. The contractor shall divide construction into weekly segments, if
necessary. Each segment shall be cleared, excavated, and stabilized and
have rock structures installed at the conclusion of the week. Removal of
natural vegetation shall be minimized wherever possible during
construction.
3. The pump-around length shall be based on the weekly segment
selected by the contractor. The pump and coffer dam shall be removed
upon completion of each weekly segment.
4. Construction safety fencing shall be placed around all wet areas and
wetlands within the project site to limit disturbance within these areas. Silt
barrier fencing shall also be placed around wet areas and wetlands as
necessary to prevent sediment deposition in these areas. The contractor
shall exercise caution to avoid using equipment in wet areas and
wetlands. All disturbances in any wetlands/wet areas shall be returned to
preexisting conditions.
5. The contractor shall keep adequate amounts of soil stabilization
material on-site at all times.
6. During the life of the project, the contractor is responsible for the
maintenance of all erosion and sediment control devices.
7. As needed, regrade, reseed, and mulch washed-out areas in the
project area.
8. The contractor is responsible for the removal of any excess material.
9. All waste material must be removed from the site and recycled or
disposed of properly. No waste material shall be buried, dumped, or
discharged at the site.
10. The contractor is responsible for dust control measures, as needed.
11. Excess soil shall be placed in the designated stockpile areas. The
stockpile height must not exceed 35 feet, and the sides must be sloped at
2:1 or flatter. Silt barrier fencing will be placed on the low side of
stockpiles to prevent sediment from being washed into the stream. The
fencing will extend around approximately 70% of the perimeter of the
stockpile. Stockpiles will be stabilized with temporary seeding as soon as
possible after the formation of the stockpile.
5.4 Construction Schedule
In order to reduce the potential for erosion of soils at this site, the following
construction schedule will be followed. Refer to the Erosion and Sediment
Control Plan drawings for the location, details, specifications, and
maintenance of the proposed practices.
5.5 Construction Sequence
Reach 1
1. Excavate and install the stabilized rock construction entrances as
shown on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Install a stabilized outlet and filter bag just downstream of the
construction segment, and install a rock filter or temporary downstream
sediment trap just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to
be constructed, most likely within the existing culvert. Install the pump
and connect it to the piping. Check the coffer dam and piping for leaks.
Modify the pipe location, inlet, and outlet as necessary to achieve constant
flow. Begin pumping all creek water from behind the coffer dam.
6. Clear and grub the construction segment, as needed, while avoiding
damage to the natural streamside vegetation whenever possible.
7. Construct the new manhole and lowered sewer line as indicated on the
plans.
8. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install and stabilize stream structures (rock weir and boulder
packing). Place all excavated materials in the stockpiles.
9. Install erosion control mattings to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be decided
by the contractor.
10. Once the stream channel and structure construction is completed,
remove the temporary coffer dam and turn off the pump to allow flow
through the channel. After visual inspection of the flow, and if necessary,
reinstall the temporary coffer dam at the same location and restart the
pump. Adjust all stream structures as directed by the engineer.
11. Upon completion of the construction segment, remove the temporary
coffer dam along with the stabilized outlet, rock filters or temporary
downstream sediment traps, pump apparatus, and filter bag. Stabilize,
seed, and mulch all disturbed areas.
12. Construct the stacked stone wall around existing manhole as shown
on the plan.
13. Haul any leftover material off-site. Seed and mulch stockpile areas
and any remaining disturbed areas. Remove the stabilized rock
construction entrances and stabilize the affected area as required.
14. Once vegetation is established, remove the silt barrier fence and seed
and mulch any remaining disturbed areas.
Reach 2
1. Excavate and install the stabilized rock construction entrances as
shown on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Designate a segment of stream to be completed in one week. Install a
stabilized outlet and filter bag just downstream of the weekly construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to
be constructed. Install the pump and connect it to the piping. Check the
coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet
as necessary to achieve constant flow. Begin pumping all creek water
from behind the coffer dam.
6. Clear and grub the weekly construction segment, as needed, while
avoiding damage to the natural streamside vegetation whenever possible.
7. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install, and stabilize stream structures. Place all excavated
materials in the stockpiles.
8. Install erosion control matting to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be
determined by the contractor.
9. Once the stream channel and structure construction is completed,
remove the temporary coffer dam and turn off the pump to allow flow
through the new channel. After visual inspection of the flow, and if
necessary, reinstall the temporary coffer dam at the same location and
restart the pump. Adjust all stream structures as directed by the engineer.
10. At the end of the week or upon completion of the weekly construction
segment, remove the temporary coffer dam along with the stabilized
outlet, rock filters or temporary downstream sediment traps, pump
apparatus, and filter bag. Stabilize, seed, and mulch all disturbed areas.
Reinstall in next weekly construction segment, if needed.
11. Repeat Steps 5 through 10.
12. Haul any leftover material off-site. Seed and mulch stockpile areas
and any remaining disturbed areas. Remove the stabilized rock
construction entrance/exit and stabilize the affected area as required.
13. Once vegetation is established, remove the silt barrier fence and seed
and mulch any remaining disturbed areas.
Reach 3
1. Excavate and install the stabilized rock construction entrances as
shown on the plan.
2. Choose stockpile locations and install a silt barrier fence. Place
excavated material, fill material, and structural rock in stockpile locations.
3. Designate a segment of stream to be completed in one week. Install a
stabilized outlet and filter bag just downstream of the weekly construction
segment, and install a rock filter or temporary downstream sediment trap
just upstream of the stabilized outlet.
4. Lay bypass piping along the stream bank from the stabilized outlet
upstream to the head of the reach. Connect piping to the filter bag and
stabilized outlet.
5. Install a temporary coffer dam at least ten feet upstream of the reach to
be constructed. Install the pump and connect it to the piping. Check the
coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet
as necessary to achieve constant flow. Begin pumping all creek water
from behind the coffer dam.
6. Clear and grub the weekly construction segment, as needed, while
avoiding damage to the natural streamside vegetation whenever possible.
7. Construct and stabilize the stream channel and floodprone area in
accordance with the profile elevation, section elevation, and grading plans.
Grade, install, and stabilize stream structures. Place all excavated
materials in the stockpiles.
8. Install erosion control matting to stabilize streambanks in accordance
with the manufacturer's specifications. Plant shrubs and trees in
accordance with the Planting Plan. Plantings may be completed at the
end of each week or at the conclusion of the project; this will be decided
by the contractor.
9. Once the stream channel and structure construction is completed,
remove the temporary coffer dam and turn off the pump to allow flow
through the new channel. After visual inspection of the flow, and if
necessary, reinstall the temporary coffer dam at the same location and
restart the pump. Adjust all stream structures as directed by the engineer.
10. At the end of the week or upon completion of the weekly construction
segment, remove the temporary coffer dam along with the stabilized
outlet, rock filters or temporary downstream sediment traps, pump
apparatus, and filter bag. Stabilize, seed, and mulch all disturbed areas.
Reinstall in next weekly construction segment, if needed.
11. Repeat Steps 5 through 10.
12. Haul any leftover material off-site. Seed and mulch stockpile areas
and any remaining disturbed areas. Remove the stabilized rock
construction entrance/exit and stabilize the affected area as required.
13. Once vegetation is established, remove the silt barrier fence and seed
and mulch any remaining disturbed areas.
5.6 Maintenance Plan
In order to assure correct operation of the erosion control practices
proposed for this project, the following maintenance steps shall be
performed.
1. Employ measures during construction to prevent spills of fuels or
lubricants. If a spill occurs, immediately contain it to prevent entry into the
waterway. Dispose of any contaminated soils in accordance with all local,
state, and federal requirements.
2. All erosion and sediment control practices will be checked for stability
and operation following every runoff-producing rainfall event or once every
week. Repairs will be made immediately to maintain the practices as
designed.
3. Inspect the construction entrance after high-volume traffic or storm
events. Apply additional stone as necessary. Clean vehicles of mud or
dirt before leaving the project site for travel on public roads.
4. Remove sediment deposits from behind the silt fence as necessary to
provide adequate storage volume for the next rain and to reduce pressure
on the fence. Take care to avoid undermining the fence during cleanout.
The sediment fence will be repaired as necessary to maintain the required
barrier.
5. Replace rock filters that become clogged with sediment. Wash
materials completely free of all foreign material or use new rock to rebuild
the filter. Clean out accumulated sediment from temporary downstream
sediment traps as necessary during the construction period.
6. At the end of each week, exposed soils along the streambank and in
the riparian area must be seeded, mulched, covered with matting, and
staked down.
7. All seeded areas will be fertilized, reseeded as necessary, and
mulched according to the specifications in the Revegetation Plan to
maintain a vigorous, dense vegetative cover. Areas planted with trees
and shrubs will be replanted as necessary to achieve a 70% survival rate.
8. Suitable material removed from the erosion and sediment control
facilities on the project will be used as construction fill for the project. All
other materials removed from the erosion and sediment control facilities
will be disposed of off-site in accordance with all local, state, and federal
requirements.
5.7 Revegetation Plan
The Revegetation Plan for this site requires the seeding of all disturbed
areas and is presented below. As part of the stream restoration plan,
streambanks and riparian areas will be planted with native vegetation.
Refer to the Planting Plan drawings and schedule for locations, species,
types of plants, and quantities. These areas are considered successfully
revegetated when a 70% survival rate is achieved.
The Revegetation Plan for this site consists of surface preparation,
seedbed preparation, seeding, mulch application, shrub and tree planting,
live stake installation, removal of existing vegetation, and vegetation
maintenance.
5.8 Surface Preparation
1. Surfaces to be treated with erosion control blankets or matting shall be
free of significant surface obstructions such as fine woody debris (roots,
branches, etc.) and loose stones and hard clods larger than 2 inches.
2. Finished grades in other areas shall be left in a roughened, loosened
condition (to a depth of at least 6 inches) in order to provide a good
seedbed. Any surfaces which are smooth and compacted, such as
machine-bladed surfaces, shall be cultivated to achieve this loosened
condition. Any areas of especially heavy compaction or dense subsoil
which are encountered (as identified by the Engineer) shall be cultivated
to a depth of at least 8 inches.
5.9 Seedbed Preparation
The following steps will be performed to prepare the soil for seed
application.
1. Remove any rocks and debris.
2. Apply lime and fertilizer according to soil tests (If required), or apply
750 pounds per acre of 10-10-10 fertilizer. Spread amendments evenly.
Incorporate into the top six inches of soil with a disc, chisel plow, or rotary
tiller only in areas where the soil is compacted by construction equipment.
3. Break up large clods and rake them into a loose, uniform seedbed.
4. Rake to loosen the surface just prior to applying seed.
5.10 Seeding Method
The following steps will be performed to seed the disturbed areas.
1. Seed all disturbed areas with the following mixture of permanent and
annual grasses. However, switchgrass shall be used sparingly in areas
where trees will be planted.
Big Bluestem (Andropogon gerardii) [10 to 15 lb/acre]
Little Bluestem (Schizachyrium scoparium) [10 to 15 Ib/acre]
Deertongue (Panicum clandestinum) [10 to 15 lb/acre]
Switchgrass (Panicum virgatum) [10 to 15 lb/acre]
Pearl Millet (Pennisetum glaucum) [40 lb/acre]
Winter Rye (Secale cereale) [120 lb/acre]
2. Broadcast seed at the recommended rate with a cyclone seeder, drop
spreader, or cultipacker seeder.
3. Rake seed into the soil and lightly pack it to establish good contact.
4. Seeding shall not be permitted during the following conditions unless
otherwise approved:
- Air temperature less than 32 degrees Fahrenheit
- Air temperature greater than 90 degrees Fahrenheit
- Wind velocity greater than 20 mph
5.11 Mulch Application
Mulch shall be applied as directed below.
1. In streambank areas (as noted in the typical stream sections), coir fiber
matting or other biodegradable matting shall be placed over the seed and
straw mulch.
2. In all other seeded areas, apply 4,000-5,000 pounds per acre of grain
straw or equivalent cover of another suitable mulch. Anchor the mulch by
tacking it with netting. Netting is the preferred anchoring method on steep
slopes.
5.12 Recommended Woody Plantings
1. The contractor shall select the riparian trees and shrubs from the
species listed below.
Description Common Name Scientific Name
Zone A
Shrubs
Buttonbush Cephalanthus
occidentalis
Possum Haw Viburnum nudum
Sweet a erbush Clethra alnifolia
Virginia willow Itea vir inica
American sycamore Platanus occidentalis
Bald Cypress Taxodium distichum
Zone A
Trees Overcu Oak Quercus 1 rata
River Birch Betula ni ra
Willow Oak Quercus hellos
American beaut ber Callicar a americana
Zone B Elderberry Sambucus canadensis
Shrubs S icebush Lindera benzoin
Sweetshrub Cal canthus florida
American Elm Ulmus americana
Dogwood Corpus florida
B T
Z Eastern redbud Cercis canadensis
one
rees Persimmon Dios ros vir iniana
Tulip Poplar Liriodendron tuli ifera
Water Oak Quercus ni ra
2. The total estimated quantity of trees and shrubs for the project are as
follows.
Reach Zone Area SF Shrubs Trees Live Stakes
A 568 16 6 293
1 B 12,493 347 125 --
A 3,082 86 31 1,361
2 B 26,893 747 269 --
A 2,387 66 24 578
3 B 23,378 649 234 --
Totals 68,801 1,911 689 2,232
3. The live stake quantities are based on a center-to-center spacing of 2',
with two rows straddled along the entire bankfull length on each side of
stream. This results in an average quantity of 1 live stake per foot of
bankfull length per side.
4. Each species shall account for at least 10% of the tree or shrub
plantings in each zone. No one species shall account for more than 30%
of the tree or shrub plantings in each zone.
5. Substitutes and additions are allowed with the approval of the
engineer. Substitutions and additions shall conform to the "Guidelines for
Riparian Buffer Restoration" (NCDENR EEP, OCTOBER 2004).
5.13 Shrub and Tree Plantings
1. A phased tree and shrub planting approach is strongly recommended
for this site. In this case, containerized woody plants shall not be installed
into matting-covered surfaces until the spring (April-May) or fall (October-
November) (in that order) following construction. This "seasoning" period
will allow the site to settle and develop a dense sod mat before
disturbance by opening planting holes. This is particularly important
where erosion control blankets are installed since these fabrics should not
be cut before a dense groundcover has developed to help anchor the
material.
2. Tree and shrub planting in other areas may proceed as soon as site
construction is complete, except for periods when the ground is frozen.
Fall or early spring planting is preferred. Live stakes may be installed in
all areas during the first dormant season after construction (see Live Stake
Installation, below).
3. Plantings shall be selected from the Recommended Woody Plantings
list. A minimum of three of the prescribed species shall be installed unless
otherwise approved by the Engineer. Substitutions may be considered at
the approval of the Engineer. Container stock should be 1 gallon
minimum in size.
4. Nursery stock quantities represent an average planting density of 6 feet
o.c. for shrubs and 10 feet o.c. for trees. Actual field plant placement
should be randomized, with variable spacing.
5. Bare root stock may be substituted for container stock. In this case,
planting density should be doubled.
6. Container (or bare root) stock shall be installed according to standard
landscape industry procedures, except as otherwise noted below.
7. Plantings (including cuttings) shall not be installed in frozen soils.
8. The planting hole for container stock or bare root seedlings shall be a
minimum of three times the diameter of the root ball or root mass. Ensure
that the walls of the planting hole are in a thoroughly roughened condition
to encourage root extension. Backfill the hole with reserved soil (ideally
after weed roots have been removed) or imported topsoil.
9. Gently loosen the roots of otherwise healthy container plants with
coiled and matted fine roots before planting. Prune any extra long or
kinked roots.
10. Plantings which appear healthy but are severely rootbound should be
"butterflied." Lay the planting sideways on the ground and, using the
shovel, make a single cut through the middle of the root ball, cutting about
one-third of the way up from the bottom. Pull the halves about 1-1/2
inches apart before setting the root ball in the planting hole.
11. The planting medium shall be amended with fertilizer to encourage
rapid plant establishment. Fertilizer shall be placed after the root ball is
installed in the planting hole. Fertilizer shall consist of either a "tea-bag"
or other type of encapsulated, slow release N-P-K fertilizer. Apply at one-
half the manufacturer's recommended rate.
12. Deer repellent (e.g. Repellex? systemic tablets or approved equal)
may be placed in the planting hole with the root ball to discourage animal
browsing damage if deer browsing is a notable problem on the site. Install
according to manufacturer's specifications. Since fertilizer is incorporated
into Repellex, no other fertilizer application is required.
13. During backfilling, flood the planting pit with water when it is
approximately half backfilled around the root ball. Allow to soak away.
When the hole is nearly filled with backfill, flood again and allow to soak
away. Fill to finish grade. Form a watering moat.
14. After final backfilling, apply a suitable mulching material to a 3-foot
diameter area centered over the installed planting. This is intended to
reduce seedling competition from invasive grasses and weeds. Organic
debris shall be used for mulching material in all areas not subject to
regular inundation. The organic mulch should consist of a 2-3 inch thick
layer of partially-composted woody debris, shredded leaves, or weed-free
straw; coarse wood chips or pellets should be avoided. The mulch
material should be placed no closer than two inches to the trunk to prevent
stem rot.
5.14 Live Stake Installation
1. Live stakes (cuttings) may be taken from shrub-forming willow (Salix
spp.), silky dogwood (Corpus amomum), buttonbush (Cephalanthus
occidentalis), American elderberry (Sambucus canadensis), and
cottonwood (Populus deltoides). Cuttings should be locally harvested or,
at a minimum, nursery stock which is native to this region. Avoid cuttings
harvested from tree willows, especially black willow (Salix nigra) and
ornamental tree species such as weeping willow (Salix babylonica).
2. Dogwood live stakes may be installed in shady to sunny microsites;
willow shall be installed preferentially in sunny microsites.
3. All live stakes shall be harvested and installed during the dormant
season (that is, between leaf drop in the fall and bud break in the spring).
4. Cuttings for live stakes shall be from healthy, pliant (not brittle)
branches and shall be reasonably straight. Any side branches shall be
cleanly trimmed off. Live stakes from willow species shall be 2-4 feet in
length and 1/2 to 1-1/2 inches in diameter. (Cuttings taken from other
genera may need to be smaller.)
5. All cuttings shall be harvested no more than 72 hours prior to
installation and shall be kept continuously moist and away from sun prior
to installation.
6. Insert live stakes more or less perpendicular to the ground surface with
the growing tip end up. Angled stakes are acceptable in high ground water
areas but in no case shall the growing tip end be lower than the butt end.
If very firm soils are encountered, first make a pilot hole for the live stake.
The hole should be slightly shallower than the planned depth of insertion
and the planting bar used to create the hole should be the diameter of the
cutting or slightly smaller. Do not install stakes in frozen soils.
7. Insert the live stake to final depth by manually pushing it into the
surface, if feasible. A wooden mallet or wood tamping surface can be used
if the stake must be driven in. Tamp the end of the stake only with
sufficient force to insert it.
8. Remove and replace any live stakes that have been seriously split or
otherwise badly damaged during installation. Minor splits that occur
during installation are acceptable, as approved by the Engineer.
9. Live stakes shall be installed so that at least 3/4 of the total length of
the stake is below ground. Ensure that there are at least 2 bud scales
above ground. Foot tamp down the soil around the stake to ensure good
soil-to-stake contact. Follow with ample watering around the stake in all
but saturated soils.
10. Dormant live stakes may be installed as soon after construction as
feasible. Care shall be taken not to cut any of the strands in the erosion
control matting during live stake installation. Live stakes can easily be
installed through the erosion control mesh, without cutting the stands, by
manually spreading the strands apart (If necessary) before installation.
5.15 Removal of Existing Woody Vegetation
1. Weedy shrubs should be removed from within the project area.
Dispose of offsite.
2. Care shall be taken to preserve existing trees. Avoid or minimize
tracking heavy equipment within the circumference of the tree's dripline.
No construction or other materials shall be stored within this zone. If
frequent vehicle access is required within this dripline zone (apart from
areas requiring regrading), a protective shredded bark mulch covering
shall be placed to a minimum depth of 6 inches within this zone. The
mulch can be spread over a suitable geotextile for easy recovery after
construction, or a two-inch depth of mulch can be left as a soil
amendment.
3. Any large roots of retained trees which must be exposed and pruned
for project construction, or which have been otherwise damaged or
exposed, shall be treated by making a clean saw cut behind the shattered
part of the root.
5.16 Vegetative Maintenance
Vegetation shall be maintained as follows.
1. Reseed, fertilize, and mulch damaged areas immediately.
2. All seeded areas shall be fertilized in the second year if growth is not
adequate. Uniform coverage of 70% of the seeded area is considered
adequate.
3. Inspect riparian area plants after one year. If less than 70% of the
plants survived, replant as necessary to assure survival of at least 70% of
the original number of plants.
4. Herbicidal spot spraying (in accordance with any prevailing buffer
rules) shall be used around tree plantings to control competing vegetation
until trees reach a sufficient size.
6.0 Monitoring Plan
The Lionshead project site will be monitored in accordance with the
"Stream Restoration/Mitigation Success Criteria" as established by
NCDENR DWQ.
6.1 Geomorphology Monitoring
Channel dimension, profile, planform geometry, and materials will be
monitored for the Lionshead project site. During each monitoring session,
a longitudinal profile will be conducted for the entire project reach. Riffle
and pool dimension will be monitored at four permanent cross-sections,
with two being located on riffles and two sections on pools. The engineer
will locate the riffle and pool monitoring cross-sections following
construction. At each riffle cross-section, the width/depth ratio,
entrenchment ratio, and bank height ratios will be calculated. A composite
pebble count will be conducted for the entire reach. To monitor planform
geometry, radius of curvature measurements will be made, along with belt
width and meander length.
In addition to the geomorphological measurements, photographs will be
taken of representative structures and of each cross-section. Habitat
Assessment Forms will also be completed during each monitoring session
and included in the monitoring reports.
6.2 Vegetation Monitoring
All planted areas will be monitored to ensure the success of the riparian
buffer restoration. Photographs of the entire planted area will be included
to document the overall condition of the vegetation. If the initial planting
effort fails and the site must be replanted, the vegetation monitoring time
frame will be reset to year one.
The target criteria for successful riparian buffer restoration will be a tree
survival rate of at least 320 stems per acre after the 5-year monitoring
period. Of the 320 stems, at least 260 stems per acre must be among the
preferred species based on the reference community. The remaining
trees may be the natural colonizers. Additionally, no single tree species
will comprise more than 20% of the surviving stems.
6.3 Reporting
Monitoring will be conducted three times in five years after the end of
construction. Three monitoring reports will be submitted to the NCDENR
DWQ and the USACE following the monitoring sessions of the first, third,
and fifth years. The anticipated monitoring schedule is shown in Table 7.
Each report will summarize new data as compared to the previous year's
data to determine the success of the restoration project.
TABLE 7. MONITORING SCHEDULE
EVENT DATE
Construction Spring of 2004
Monitoring Report #1 - 1 s
Year Spring of 2005
Monitoring Report #2 - 3I
Year Spring of 2006
Monitoring Report #3 - 5
Year Spring of 2008
7.0 Stabilization Recommendations & Conclusions
The UT to Buffalo Creek appears stable upstream and downstream of the
project reach. The project reach is in a state of disequilibrium due to
severely erosive conditions. Stream incision has exposed a sanitary
sewer pipeline in several locations, thereby producing a potential health
risk. The stream instability and exposed pipelines need to be jointly
addressed due to their utilization of the same corridor. The proposed
measures satisfy the project goals and objectives in an environmentally
friendly, yet cost effective manner.
The restoration/stabilization design proposes to elevate the stream invert
and install hydraulic controlling structures. Elevating the channel will
provide protection to the underground pipelines and reestablish the
floodplain to the channel. This type of restoration is categorized as a
'Priority 2' restoration by Rosgen (1997).
Stabilization structures and channel modifications are proposed to ensure
long-term bank and channel stability. Care should be taken to avoid and
minimize disturbances to the existing riparian vegetation during the
installation of structures and modifications to the channel. All disturbed
areas should be seeded and stabilized using a biodegradable geo-textile.
These areas should then be aggressively replanted with native woody
species, although care should be taken to provide access to the pipelines
through maintenance corridors directly above or adjacent to the sewer
lines. Pipeline right-of-way maintenance crews should take care not to
eradicate, either chemically or mechanically, riparian and bank vegetation.
It is important to note that extra care must be taken when installing in-
stream structures in fine gravel and sand-bed streams due to the potential
for deep scour associated with such structures. Sand-bed streams
typically exhibit scour depths approximately three times that of course
gravel/cobble bed streams. It is recommended that additional footers be
installed to a depth substantially greater than the proposed scour depth to
prevent structural undermining.
8.0 References
Doll, Barbara A., A.D. Dobbins, J. Spooner, D.R. Clinton and D.A.
Bidelspach, 2003, Hydraulic Geometry Relationships for Rural North
Carolina Coastal Plain Streams, NC Stream Restoration Institute, Report
to N.C. Division of Water Quality for 319 Grant Project No. EW20011,
www.ncsu.edu/sri. 11 pp.
Harman, W.H. et al. 1999. Bankfull Hydraulic Geometry Relationships for
North Carolina Streams. AWRA Wildland Hydrology Symposium
Proceedings. Edited by D.S. Olsen and J.P. Potyondy. AWRA Summer
Symposium. Bozeman, Montana.
Bliley, D.J. 1994. Soil Survey of Johnston County North Carolina. U.S.
Department of Agriculture, Soil Conservation Service and North Carolina
Department of Natural Resources and Community Development.
Leopold, L.B., M.G. Wolman, and J.P. Miller. 1964. Fluvial Processes in
Geomorphology. Freeman, San Francisco, CA. 522 pp.
North Carolina Department of Environment and Natural Resources
Ecosystem Enhancement Program. 2004. Guidelines for Riparian Buffer
Restoration. http://www.nceep.net/news/reports/buffers.pdf.
Reid, J.C. 2003. North Carolina Geology: Ask a Geologist, Frequently
Asked Questions. http://gw.ehnr.state.nc.us/fag.htm.
Rosgen, D.L. 1994. A Classification of Natural Rivers. International
Society of Soil Science. Catena 22 (169-199).
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology.
Pagosa Springs, Colorado.
Rosgen, D.L. 1997. A Geomorphological Approach to Restoration of
Incised Rivers In: Proceedings of the Conference on Management of
Landscapes Disturbed by Channel Incision, Univ. Miss, Oxford, Miss. Pg
3-22.
Rosgen, D.L. 2001. The Cross-Vane, W-Weir, and J-Hook Vane
Structures... Their Description, Design and Application for Stream
Stabilization and River Restoration. ASCE Conference. Reno, Nevada.
Sweet, W. V., and J. W. Geratz. August 2003. Bankfull hydraulic
geometry relationships and recurrence intervals for North Carolina's
coastal plain. Journal of the American Water Resources Association, pp.
861-871.
APPENDIX A
STREAM RESTORATION/
STABILIZATION PLAN
APPENDIX B
PARTICLE SIZE DISTRIBUTIONS
APPENDIX C
PHOTOGRAPHIC DOCUMENTATION
APPENDIX D
USGS STREAM GAGE DISCHARGE
RATING TABLE
APPENDIX E
PARTIAL DURATION SERIES FLOOD
FREQUENCY ANALYSIS
APPENDIX F
EXISTING, GAGE, AND REFERENCE
STREAM DATA
?OF wATF9P Michael F. Easley, Governor
`O G William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 26, 2006
DWQ Project # 06-0360
Johnston County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Peter Connet, Smithfield City Manager
City of Smithfield
350 E. Market Street
Smithfield, NC 27577
Subject Property: Johnston Memorial Hospital Stream Restoration
Ut to Buffalo Creek [030402, 27-42, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Connet:
On March 3, 2006, the Division of Water Quality (DWQ) received your application dated March 2, 2006,
to impact 1100 linear feet of stream to perform the proposed stream restoration. On March 24, 2006, the
DWQ received your application fee of $475.00. The DWQ has determined that your application is
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 five copies of 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. The DWQ requested hardcopy submittal of your revised stream restoration plan via an email
correspondence to you dated May 12, 2006, with a follow-up email correspondence to you dated
May 22, 2006. To date, we have not received this requested information and therefore we are
placing your project on hold until we receive the requested information.
Please contact the DWQ within three weeks of the date of this letter to verify that you have received this
letter and that you remain interested in continuing to pursue permitting of your project and will be
providing the DWQ the requested information at a later date. Please contact me in writing and Mike
Horan of the DWQ Raleigh 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.
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.
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: htip://www.ncwaterquality.org
ne
N Carolina
Ntumlly
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
City of Smithfield
Page 2 of 2
May 26, 2006
Sincerely,
r&4
Cy di Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Mike Horan, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Jay Keller, Keller Environmental, LLC, 124 Waiters Way, Youngsville, NC 27596
Filcname: 060360JohnstonltlemorialIlospitalStream Restore(Johnston)On_ loW
r
?0F WATF9Q Michael F. Easley, Governor
?0 ?i William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
-? Alan W. Klimek, P.E. Director
Division of Water Quality
March 20, 2006
DWQ Project # 06-0360
Johnston County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Peter Connet, Smithfield City Manager
City of Smithfield
350 E. Market Street
Smithfield, NC 27577
Subject Property: Johnston Memorial Hospital Stream Restoration
Ut to Buffalo Creek [030402, 27-42, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Connet:
On March 3, 2006, the Division of Water Quality (DWQ) received your application dated March 2, 2006,
to impact 1100 linear feet of stream to construct the perform 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 five copies of 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:
Please note that beginning January 1, 1999, the N.C. General Assembly passed legislation
requiring payment of a fee for all 401 applications, as indicated on page two of the PCN
application form. The fee for applications is $200 for projects impacting less than an acre of
wetlands and less then 150 linear feet of streams. For projects impacting one or more acres of
wetlands or 150 or more feet of streams, the fee is $475. In order to process your request, you
must send a check for $475.00 made payable to N.C. Division of Water Quality.
Please contact the DWQ within three weeks of the date of this letter to verify that you have received this
letter and that you remain interested in continuing to pursue permitting of your project and will be
providing the DWQ the requested information at a later date. Please contact me in writing and Eric Kulz
of the DWQ Raleigh 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;Hwww.ncwaterquality.org
N t Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/ 10% Post Consumer Paper
City of Smithfield T
Page 2 of 2
March 20, 2006
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 disc ss this matter.
Si '1 ly,
6yndi Karoly, Supervisor
- 1 Oversight/Express Review Permitting Unit
CBK/ym
cc: Eric Kulz, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Filename: 060360JohnstonlltemorialHospitalStream Restore(Johnston)On_IIold
DWQ#2 VQC 0% Date Dl?
Who Reviewed:
Plan Detail Incomplete
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage.
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stormwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out conditions.
? Please indicate all stormwater outfalls on the site plan.
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional
information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the
. Please revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the
. Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
. Please revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application was insufficient because ove d/or over I acre of wetland impacts were requested. Please
provide $ fcThis additional fee must be pplication can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
El Please provide copies of the application, copies of the site plans and other supporting information.
F1 Please submit electronic CAD files showing via email to [e-mail] and CD.
Mitigation

150 feet of stream a
rec ' a
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. "The
plan must conform to the requirements in 15 A NCAC 2H.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
f

3AL)
- ?J,

• !??? ????C /I1_-_C`?J/r?<1I?.+.?11_ _.G?! ?.ti-+.l G?'1 t?lS (7?-L.9?.c. w:???7?_/?_<Y7 '"?--
A/IL
??S'i?
- --- ------ - -
?iL .? _,JI.Gt ??11-<- ?L.J i>1tC. ?? ?v,?. •?u?R,?? ? Lr>:?,?LC..?r-yr?
??r?- zt?.- , J,tc?/>%'? G-?c _ ??7.i?i?rcc?4 - -- c"' i Jam:..>?4? c% f??--
'?? ?x ? GLGK. -?,LC?J J:,! !, -l?,i Gc L?? CGC /?/?v' C/`'?.LF zc
?GC?u?-? •?' ? Gam" l? ?C/ 7?2Q?.JC. /J?!1' ???- ? , ?'--Q-
?1.c? ?77??G?t:-.:.i, ?i/l?i.'.?t%'G?-=G. ?.i7i/LC ?Gt? rGY.?C-CI?t.L
/'!?•"?u?' z. ?7 ?/?'.G?? GLGC. ?1`,g,/ ???- ?_?' tis?V Gi_ !??/7?L=1..r<?-
..??i1 ?GCx::L G'l?' U ? 0 __XJi(f?(.fL_ /LLt?u?3C. ,/{i(.?d•Lc,1?(? __ _
i
. I ELI AhIm LOY
Er-,bj@n«G B
MAR 2 4 2006 n rE 2R 2 @H RL
SKELLY ANDj, -tLLfuvATER QUALITY
6404 Falls of the NAE it df "SqMIMF
Raleigh, North Carolina 27615
[phone] - FAX [phone]
www.skellyloy.com
TO: rO wa n?? r weTl4 vh; l
? Plans
WE ARE SENDING YOU ? Attached ? Under separate cover via
? Shop drawings ? Prints
? Copy of letter ? Change order
COPIES DATE NO. DESCRIPTION
/ 3 AR 3 /6)6, 10S? lh"c
3 ??1loG ,•o, 3iy r ??ti?:r??n /f2?,-?rr? /
Y7-S 1??rte, l? ?
/
?OJ 7 Lr ??C 0603 'Xay 2

THESE ARE TRANSMITTED as checked below:
? For approval ? Approved as submitted
For your use ? Approved as noted
Y As requested ? Returned for corrections
? For review and comment ?
? FOR BIDS DUE 20
REMARKS
? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
? PRINTS RETURNED AFTER LOAN TO US
a
COPY TO
SIGNED
If enclosures are not as noted, kindly noti us at once.
-DATE-3 -a JOB NO.
ATTENTION
RE: ?V r 13.?or1 ll iG?

? Samples
the following items:
? Specifications
Re: Smithfield Hospital Revised Design Report
Subject: Re: Smithfield Hospital Revised Design Report
From: Periann Russell <[e-mail]>
Date: Fri, 12 May 2006 08:38:41 -0400
To: Jay Keller <[e-mail]>
CC: Ian McMillan <[e-mail]>
jay, i received the revised report. please send 5 hard copies of the report to our office asap so they can
be stamped as officially received.
thanks,
periann
Periann Russell
NC Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604-2260
Telephone: [phone]
Fax: [phone]
,.vww.ncwaterquality.org
Jay Keller wrote:
Hello Periann,
Please review the attached revised design report. We have done the
following:
1. Replaced Section 4.1 (Shear-based stability Analysis)
2. Section 2.4; last sentence changed to: As opposed to the Wolman pebble
count procedure, the modified procedure accounts for bank material and for
sand and smaller sizes (Rosgen, 1994)
Thanks for your help Periann, have a great weekend, & let me know if I can
be of further assistance.
Jay
of 1 5/26/2006 9:18 AM
Re: Smithfield Hospital Revised Design Report
Subject: Re: Smithfield Hospital Revised Design Report
From: Periann Russell <[e-mail]>
Date: Mon, 22 May 2006 10:02:41 -0400
To: Jay Keller <[e-mail]>
CC: Ian McMillan <[e-mail]>
jay,
still have not received the hardcopies of the revision. the emailed document you sent started the clock
over, but the hardcopies are required by law and essential for the file..
the project will be put on hold unless we receive the hardcopies.
thanks,
periann
Periann Russell
NC Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604-2260
Telephone: [phone]
Pax: [phone]
www.ncwaterguality.org
Jay Keller wrote:
Hello Periann,
Please review the attached revised design report. We have done the
following:
1. Replaced Section 4.1 (Shear-based stability Analysis)
2. Section 2.4; last sentence changed to: As opposed to the Wolman pebble
count procedure, the modified procedure accounts for bank material and for
sand and smaller sizes (Rosgen, 1994)
Thanks for your help Periann, have a great weekend, & let me know if I can
be of further assistance.
Jay
I of 1 5/26/2006 9:18 AM
DV`'- 06-0360 Johnston Memorial Hospital Stream Rstoration
f a
Subject: DWQ 06-0360 Johnston Memorial Hospital Stream Rstoration
From: Laurie Dennison <[e-mail]>
Date: Tue, 21 Mar 2006 11:26:50 -0500
To: "Keller, Jay" <[e-mail]>, [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.
060360JohnstonNIemorialllospitalStream Restore (Johnston)On_11old.doc
Content-Type: application/msword
Content-Encoding: base64
1 of 1 3/21/2006 11:27 AM
UNITED STATES POSTALERVICE f-Z r--C41
1
N'C 275
• Sender: Please print your name, addre
u{ (`I y
np'4T"Se, ?f??. rl?$t'?'+M?.SS M??11iallVtlC^...
?:. •{?1?age &`1"9e?. did ri
LISPS "
?, ? Perr?it:?IQ, ?-10
<w.. _ "m
;s, and ZIP+4 in this box •
NC DENR Division of Wafer Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
rV-a(37:1
o Complete items 1, 2, and 3. Also complete
Item 4 if Restricted Delivery Is desired.
o Print your name and address on the reverse
so that we can return the card to you.
n Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
Smithfield City Manger Attn: City
of Smithfield
350 E. Market Street
Smithfield,NC 27577
DWQ906-0360-Johnston
A. natu? ?
v? Agent
j ? Addressee
d. ecelved by ( Ante N.4.) C.' Date
D. Is delivery address different from item 17 ? Yes
If YES, enter delivery address below: ? No
3. Service Type
Certified Mail Express Mall
Registered Return Receipt for Merchandise
? Insured Mall ? C.O.D.
4. Restricted Delivery? (Extra Fee)
? Yes
2. Article Number 7005 1160 0000 9954 5262
- ----- e - Domestic Return Receipt
UNITED STATES POSTAL SERVICE F G ?, xxs~ ; Firs-t,tIct=
' '- 'hostage &
uses
rem
NC. Z76 0
• Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604

^ .. . t^i?lt t.1
r r.r-.^?. 'II?II?If I'il'III'Itll?il't1I 1I 11'1'I?If111I11 t11'1'I llt ll?'1?
n Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
o Print your name and address on the reverse
so that we can return the card to you.
13 Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
Mr. Peter Connet Smithfield City
Manager
350 E. Market Street
Smithfield,NC 27577
DWQ9 06-0360-Johnston
A. Siq?-6rpl
J ? Agent
? Addressee
ei ( Printed Name) C. Date of Delivery
2y?2c=?? - ??
D. Is delivery address different from Item 1? ? Yes
If YES, enter delivery address below: ? No
3. Service Type
XCertifled Mail ? Express Mail
? Registered Return Receipt for Merchandise
? Insured Mall ? C.O.D.
4. Restricted Delivery? (Extra Fee)
2. Articlo Number
(Transfer from servlco labeq -
PS Form 3811, February 2004
7005 1160 0000 9954 7044
Domestic Return Receipt
? Yes
-
_
- £ .
~ ~ G 6
` ~w
I'fl'R~ ,..~'i .],~JI ..ll~~~.~~ it . ;.:Il.k, 1s..:
K
Source: U.S.G.S. 7.5 Minute Quadran le - Selma, North Carolina ' rf
~1 ~ ti .
f ,I ~ 1U~ , -
I I''~ e \ ~
~ , , I ;
~ N35'{3125' ~ r
~ 1 ~ 1 'i ~ f ~ I ,'1. ? ~
' i° ~ ` - "'SITE LOCATION G~ .
i _ ~ i ff - ~ +
~l~ ~ ' ~ ~ 1: ~ - , ' : ~ ~r I
/ff' r ~ • ,a / 1i 'i~ 1 f, ~ ~ ! ~
~ ~ , ,r ~
~N ~ ; ~ y,
,~f. 4 ~ ~
'N35°'s0.15' ~ ~ '
' ~
~4 ~ • • ` ~ f .1. ~ ; ~Y
t
e f•~ . , i;
~ ~ i~
~ spy +i ? ~ ~ ~ ' ? • ~ a
N3~~30~5' I • ~ / ~ ~ f
- , , /

~
P A M N Tt A EL , IT
,
SCALE.1 -1000
C
SKELLYaruo LOY
ENGINffRING -ENVIRONMENTAL GOfJSULTANTS O

1~l
q9 .
AND LLP ~
' ~o 604 FALLS OF THE NEUSE ROAD SUITE 103 ~
350 EAST MARKET STS ~ 6 ,
T YI=FI E BOX 7 1 POS 0 C 6 NA 27615 RALEIGH, NORTH CAROLI '~i
SMITHFIELD NORTH CAROLINA 27577 ~ ' X577
~
- P
AND INC.
ULTAAITS ENGINEERS-CONS
i - 2601 NORTH FRONT STREET _
i i HARRISBURG, PENNSYLVANIA 17110 ' x~
_
1
t,.-v. r o.

~
.r
P _ L L , Y L
SING, EXCAVATING, oR TABLE OF CONTENTS
WILLIAM LYKE, P.E., P.G. 1. AT LEAST 48 HOURS PRIOR TO PERFORMING ANY DIGGING, EXCAV ?HALL CONTACT THE NORTH
78-3535 EARTH-DISTURBANCE ACTIVITIES, THE CONTRACTOR SHALL CONTi (919) 8 ;ATE UTILITIES WITHIN THE DRAWING N0. TITLE
CAROLINA ONE-CALL CENTER AT [phone] TO LOCATE UTILITII
PROJECT AREA. 1 NOTES
2. ALL DIMENSIONS AND LOCATIONS OF THE IN-STREAM STRUCTURE' STRUCTURES ARE SUBJECT TO i
CHANGE AT THE DIRECTION OF THE ENGINEER. L D L KE 2 NOTES
3. WHERE FEASIBLE, ALL EXISTING TREES AND VEGETATION SHALL B ION SHALL BE MAINTAINED AND 3 EXISTING BASE PLAN REACH 1
GERALD LONGENECKER, P.E. RING CONSTRUCTION. TREE REMOVAL SHALL OCC PROTECTED DU .SHALL OCCUR ONLY UNDER THE
MICHAEL LOWER, P.E. DIRECTION OF THE ENGINEER AND WITH THE APPROVAL OF THE U 4L OF THE LANDOWNER. 4 EXISTING BASE PLAN REACH 2
32-0593 4. THE SCALES ON THESE DRAWINGS ARE INTENDED FOR FULL SIZE' (717) 2 ~ FULL SIZE 241NCH x 36-INCH
SHEETS. THE SCALES MAY NOT BE VALID FOR HALF-SIZE OR REDI WING 5 EXISTING BASE PLAN REACH 3 IZE OR REDUCED-SCALE DRA
SETS. 6 PROPOSED BASE PLAN REACH 1
EL 5. THE UNDERGROUND UTILITIES SHOWN HEREON HAVE NOT BEEN F I W T NOT BEEN PHYSICALLY LOCATED
BY THE SURVEYOR. HOWEVER, THE INFORMATION WAS OBTAINEC PAUL EMBLER ~S OBTAINED FROM EXISTING PLANS 7 PROPOSED BASE PLAN REACH 2
AND SURFACE FACILITIES. SKELLY AND LOY MAKES NO GUARANTE ~ GUARANTEE THAT THE 8 PROPOSED BASE PLAN REACH 3
[phone] ND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES UNDERGROU ~H UTILITIES IN THE AREA, EITHER IN 9 PLANTING PLAN
SERVICE OR ABANDONED. SKELLY AND LOY DOES NOT WARRANT T WARRANT THAT THE
UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION IN .OCATION INDICATED ALTHOUGH 10 EROSION AND SEDIMENT CONTROL PLAN
ELD FI IT M N W T THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM THE INFOf M THE INFORMATION AVAILABLE. 11 T DINAL PROFILES LONGI U
~y'~u'~~ T 6. DAMAGE TO ANY AND ALL INFRASTRUCTURE OR PERSONAL PROPI TMEN AR E D E A ONAL PROPERTY SHALL BE
E E ; ~ ! REPAIRED OR REPLACED BY THE CONTRACTOR AT NO C T COST TO THE OWNERS OR 12 LONGITUDINAL PROFILES
' DANNY BAKER ~ ENGINEER. THE CONTRACTOR SHALL TAKE EVERY NECESSARY Pf CESSARY PRECAUTION TO 13 TYPICAL STREAM SECTIONS
[phone] PREVENT DAMAGE TO ROADS, BRIDGES, RAIL LINES AND AMENITIE VD AMENITIES, UTILITIES, DRAINAGE
FEATURES AND PRIVATE PROPERTY. REPAIR WORK SHALL CONF( ' ~ , 14 CROSS SECTIONS ?HALL CONFORM TO MUNICIPAL
' STANDARDS OR THE DIRECTION OF THE ENGINEER. 15 CROSS SECTIONS
ITA L RI T N H ~ 7. THIS BASE SURVEY IS GENERATED FROM AN ELECTRONIC FILE TR )NIC FILE TRANSMITTED FROM
' TT Y & ASSOCIATES DATED MAY 4 2005 FILE NUMBER 16 DETAILS ~E NUMBER JMH TOPO. THE DATE
. KYLE McDERMO JOYNER KEEN I ~ , 17 DETAILS
9 OF THE TOPOGRAPHIC SURVEY IS UNCERT ~ 19 938-7115 ( ) PROCTOR, UNLESS SPECIFIED 18 EROSION AND SEDIMENT CONTROL DETAILS
8. ALL SOIL FILL MATERIAL SHALL BE COMPACTED TO 85% PROCTOR,
E. OTHERWIS
~ I 9 ANY REMOVED TREE VEGETATION SHALL BE SALVAGED AND SET { :D AND SET ASIDE FOR USE AS
D OTHER STREAM RESTORATION
ROOT WAD AND LOG VANE STRUCTURES FOR THIS AND OTHER ST' f#fR
PROJECTS UNDER TH IRECTION OF THE ENGINEER. ri R i0.
' ire i Nsfe
r~ l
i
ui i

GENERAL EROSION AND SEDIMENT CONTROL NOTES
1. Notify NCDENR seven days prior to construction.
2. The contractor shall divide construction into weekly segments, if necessary. Each segment shall be cleared, excavated, and stabilized and
have rock structures installed at the conclusion of the week. Removal of natural vegetation shall be minimized wherever possible during
construction.
3. The pump -around length shall be based on the weekly segment selected by the contractor. The pump and coffer dam shall be removed
upon completion of each weekly segment.
4. Construction safety fencing shall be placed around all wet areas and wetlands within the project site to limit disturbance within these
areas. Silt barrier fencing shall also be placed around wet areas and wetlands as necessary to prevent sediment deposition in these areas.
The contractor shall exercise caution to avoid using equipment in wet areas and wetlands. All disturbances in any wetlands/wet areas shall
be returned to preexisting conditions.
5. The contractor shall keep adequate amounts of soil stabilization material on-site at all times.
6. During the life of the project, the contractor is responsible for the maintenance of all erosion and sediment control devices.
7. As needed, regrade, reseed, and mulch washed-out areas in the project area.
8. The contractor is responsible for the removal of any excess material.
9. All waste material must be removed from the site and recycled or disposed of properly. No waste material shall be buried, dumped, or
discharged at the site.
10. The contractor is responsible for dust control measures, as needed.
11. Excess soil shall be placed in the designated stockpile areas. The stockpile height must not exceed 35 feet, and the sides must be sloped
at 2:1 or flatter. Silt barrier fencing will be placed on the low side of stockpiles to prevent sediment from being washed into the stream. The
fencing will extend around approximately 70% of the perimeter of the stockpile. Stockpiles will be stabilized with temporary seeding as
soon as possible after the formation of the stockpile.
MAINTENANCE PLAN
In order to assure correct operation of the erosion control practices proposed for this project, the following maintenance steps shall be
performed.
1. Employ measures during construction to prevent spills of fuels or lubricants. If a spill occurs, immediately contain it to prevent entry into
the waterway. Dispose of any contaminated soils in accordance with all local, state, and federal requirements.
2. All erosion and sediment control practices will be checked for stability and operation following every runoff -producing rainfall event or
once every week. Repairs will be made immediately to maintain the practices as designed.
3. Inspect the construction entrance after high-volume traffic or storm events. Apply additional stone as necessary. Clean vehicles of mud
or dirt before leaving the project site for travel on public roads.
4. Remove sediment deposits from behind the silt fence as necessary to provide adequate storage volume for the next rain and to reduce
pressure on the fence. Take care to avoid undermining the fence during cleanout. The sediment fence will be repaired as necessary to
maintain the required barrier.
5. Replace rock filters that become clogged with sediment. Wash materials completely free of all foreign material or use new rock to
rebuild the filter. Clean out accumulated sediment from temporary downstream sediment traps as necessary during the construction period.
6. At the end of each week, exposed soils along the streambank and in the riparian area must be seeded, mulched, covered with matting, and
staked down.
7. All seeded areas will be fertilized, reseeded as necessary, and mulched according to the specifications in the Revegetation Plan to
maintain a vigorous, dense vegetative cover. Areas planted with trees and shrubs will be replanted as necessary to achieve a 70% survival
rate.
8. Suitable material removed from the erosion and sediment control facilities on the project will be used as construction fill for the project.
All other materials removed from the erosion and sediment control facilities will be disposed of off-site in accordance with all local, state,
and federal requirements.
REVEGETATION PLAN
The Revegetation Plan for this site requires the seeding of all disturbed areas and is presented below. As part of the stream restoration plan,
streambanks and riparian areas will be planted with native vegetation. Refer to the Planting Plan drawings and schedule for locations,
species, types of plants, and quantities. These areas are considered successfully revegetated when a 70% survival rate is achieved.
The Revegetation Plan for this site consists of surface preparation, seedbed preparation, seeding. mulch application, shrub and tree planting,
live stake installation, removal of existing vegetation, and vegetation maintenance.
SURFACE PREPARATION
1. Surfaces to be treated with erosion control blankets or matting shall be free of significant surface obstructions such as fine woody debris
(roots, branches, etc.) and loose stones and hard clods larger than 2 inches.
2. Finished grades in other areas shall be left in a roughened, loosened condition (to a depth of at least 6 inches) in order to provide a good
seedbed. Any surfaces which are smooth and compacted, such as machine -bladed surfaces, shall be cultivated to achieve this loosened
condition. Any areas of especially heavy compaction or dense subsoil which are encountered (as identified by the Engineer) shall be
cultivated to a depth of at least 8 inches.
SEEDBED PREPARATION
The following steps will be performed to prepare the soil for seed application.
1. Remove any rocks and debris.
2. Apply lime and fertilizer according to soil tests (If required), or apply 750 pounds per acre of 10-10-10 fertilizer. Spread amendments
evenly. Incorporate into the top six inches of soil with a disc, chisel plow, or rotary tiller only in areas where the soil is compacted by
construction equipment.
3. Break up large clods and rake them into a loose, uniform seedbed.
4. Rake to loosen the surface just prior to applying seed.
SEEDING
The following steps will be performed to seed the disturbed areas.
1. Seed all disturbed areas with the following mixture of permanent and annual grasses. However, switchgrass shall be used sparingly in
areas where trees will be planted.
Big Bluestein (Andropogon gerardii) [10 to 15 lb/acre]
Little Bluestein (Schizachyrium scoparium) [10 to 15 1b/acre]
Deertongue (Panicum clandestinum) [10 to 15 lb/acre]
Switchgrass (Panicum virgatum) [10 to 15 lb/acre]
Pearl Millet (Pennisetum glaucum) [40 lb/acre]
Winter Rye (Secale cereale) [120 lb/acre]
2. Broadcast seed at the recommended rate with a cyclone seeder, drop spreader, or cultipacker seeder.
3. Rake seed into the soil and lightly pack it to establish good contact
4. Seeding shall not be permitted during the following conditions unless otherwise approved:
- Air temperature less than 32 degrees Fahrenheit
- Air temperature greater than 90 degrees Fahrenheit
- Wind velocity greater than 20 mph
MULCH APPLICATION
Mulch shall be applied as directed below.
1. In streambank areas (as noted in the typical stream sections), coir fiber matting or other biodegradable matting shall be placed over the
seed and straw mulch.
2. In all other seeded areas, apply 4,000-5,000 pounds per acre of grain straw or equivalent cover of another suitable mulch. Anchor the
mulch by tacking it with netting. Netting is the preferred anchoring method on steep slopes.
RECOMMENDED WOODY PLANTINGS AND QUANTITIES
1. The contractor shall select the riparian trees and shrubs from the species listed below.
Description
Common Name
Scientific Name
Zone A Shrubs
Buttonbush
Ce halanthus occidentalis
Possum Haw
Viburnum nudum
Sweet Pepperbush
Clethra alni olia
Virginia Willow
Itea virginiea
Zone A Trees
American Sycamore
Platanus occidentalis
Bald Cypress
Taxodium distichum
Overcup Oak
Quercus lyrata
River Birch
Betula nigra
Willow OakQuercus
phellos
Zone B Shrubs
American Beautyberry
Callicar a americana
Elderberry
Sambucus canadensis
Spiccbush
Lindera benzoin
Swectshrub
Calycanthus orida
Zone B Trees
American Elm
Ulmus americana
Dop\�ood
Cornus florida
Eatrrn Redbud
Cercis canadensis
Persimmon
Dios yros vie iniana
Tulip Poplar
Liriodendron tuli ifera
Water Oak
Quercus nigra
2. The total estimated quantity of trees and shrubs for the project are as follows.
Reach
Zone
Area S
Shrubs
Trees
Live Stakes
I
A
568
16
6
293
0
B
12.493
347
125
Z
2
A
3.082
86
31
1,361
B 26,893 747 269
--
3
A
2,387
66
24
578
B 23,378 649 234
--
cn
Totals
36,712
1,911
689
2,232
3. The live stake quantities are based on a center -to -center spacing of 2', with two rows straddled along the entire bankfull length on each
side of stream. This results in an average quantity of 1 live stake per foot of bankfull length per side.
4. Each species shall account for at least 10% of the tree or shrub plantings in each zone. No one species shall account for more than 30%
of the tree or shrub plantings in each zone.
5. Substitutes and additions are allowed with the approval of the engineer. Substitutions and additions shall conform to the "Guidelines for
Riparian Buffer Restoration" (NCDENR EEP, OCTOBER 2004).
SHRUB AND TREE PLANTINGS
1. A phased tree and shrub planting approach is strongly recommended for this site. In this case, containerized woody plants shall not be
installed into matting -covered surfaces until the spring (April -May) or fall (October -November) (in that order) following construction. This
"seasoning" period will allow the site to settle and develop a dense sod mat before disturbance by opening planting holes. This is
particularly important where erosion control blankets are installed since these fabrics should not be cut before a dense groundcover has
developed to help anchor the material.
2. Tree and shrub planting in other areas may proceed as soon as site construction is complete, except for periods when the ground is frozen.
Fall or early spring planting is preferred. Live stakes may be installed in all areas during the first dormant season after construction (see
Live Stake Installation, below).
3. Plantings shall be selected from the Recommended Woody Plantings list. A minimum of three of the prescribed species shall be installed
unless otherwise approved by the Engineer. Substitutions may be considered at the approval of the Engineer. Container stock should be 1
gallon minimum in size.
4. Nurser, stock quantities represent an average planting density of 6 feet o.c. for shrubs and 10 feet o.c. for trees. Actual field plant
placement should be randomized, with variable spacing.
5. Bare root stock may be substituted for container stock. In this case. planting density should be doubled.
6. Container (or bare root) stock shall be installed according to standard landscape industry procedures, except as otherwise noted below.
7. Plantings (including cuttings) shall not be installed in frozen soils.
8. The planting hole for container stock or bare root seedlings shall be a minimum of three times the diameter of the root ball or root mass.
Ensure that the walls of the planting hole are in a thoroughly roughened condition to encourage root extension. Backfill the hole with
reserved soil (ideally after weed roots have been removed) or imported topsoil.
9. Gently loosen the roots of otherwise healthy container plants with coiled and matted fine roots before planting. Prune any extra long or
kinked roots.
10. Plantings which appear healthy but are severely rootbound should be "butterflied." Lay the planting sideways on the ground and, using
the shovel, make a single cut through the middle of the root ball, cutting about one-third of the way up from the bottom. Pull the halves
about 1-1/2 inches apart before setting the root ball in the planting hole.
11. The planting medium shall be amended with fertilizer to encourage rapid plant establishment. Fertilizer shall be placed after the root
ball is installed in the planting hole. Fertilizer shall consist of either a "tea -bag" or other type of encapsulated, slow release N -P -K fertilizer.
Apply at one-half the manufacturer's recommended rate.
12. Deer repellent (e.g. RepelleXTM systemic tablets or approved equal) may be placed in the planting hole with the root ball to discourage
animal browsing damage if deer browsing is a notable problem on the site. Install according to manufacturer's specifications. Since
fertilizer is incorporated into Repellex, no other fertilizer application is required.
13. During backfilling, flood the planting pit with water when it is approximately half backfilled around the root ball. Allow to soak away
When the hole is nearly filled with backfill, flood again and allow to soak away. Fill to finish grade. Form a watering moat.
14. After final backfilling, apply a suitable mulching material to a 3 -foot diameter area centered over the installed planting. This is intended
to reduce seedling competition from invasive grasses and weeds. Organic debris shall be used for mulching material in all areas not subject
to regular inundation. The organic mulch should consist of a 2-3 inch thick layer of partially -composted woody debris, shredded leaves, or
weed -free straw; coarse wood chips or pellets should be avoided. The mulch material should be placed no closer than two inches to the
trunk to prevent stem rot.
LIVE STAKE INSTALLATION
1. Live stakes (cuttings) may be taken from shrub -forming willow (Salix spp.), silky dogwood (Cornus amomum), buttonbush
(Cephelanthus occidentalis), American elderberry (Sambucus canadensis), and cottonwood (Populus deltoides). Cuttings should be locally
harvested or, at a minimum, nursery stock which is native to this region. Avoid cuttings harvested from tree willows, especially black
willow (Salix nigra) and ornamental tree species such as weeping willow (Salix babylonica).
2. Dogwood live stakes may be installed in shady to sunny microsites; willow shall be installed preferentially in sunny microsites.
3. All live stakes shall be harvested and installed during the dormant season (that is, between leaf drop in the fall and bud break in the
spring).
4. Cuttings for live stakes shall be from healthy, pliant (not brittle) branches and shall be reasonably straight. Any side branches shall be
cleanly trimmed off. Live stakes from willow species shall be 2-4 feet in length and 1/2 to 1-1/2 inches in diameter. (Cuttings taken from
other genera may need to be smaller.)
5. All cuttings shall be harvested no more than 72 hours prior to installation and shall be kept continuously moist and away from sun prior
to installation.
6. Insert live stakes more or less perpendicular to the ground surface with the growing tip end up. Angled stakes are acceptable in high
ground water areas but in no case shall the growing tip end be lower than the butt end. If very firm soils are encountered, first make a pilot
hole for the live stake. The hole should be slightly shallower than the planned depth of insertion and the planting bar used to create the hole
should be the diameter of the cutting or slightly smaller. Do not install stakes in frozen soils.
7. Insert the live stake to final depth by manually pushing it into the surface, if feasible. A wooden mallet or wood tamping surface can be
used if the stake must be driven in. Tamp the end of the stake only with sufficient force to insert it.
8. Remove and replace any live stakes that have been seriously split or otherwise badly damaged during installation. Minor splits that occur
during installation are acceptable, as approved by the Engineer.
9. Live stakes shall be installed so that at least 3/4 of the total length of the stake is below ground. Ensure that there are at least 2 bud scales
above ground. Foot tamp down the soil around the stake to ensure good soil -to -stake contact. Follow with ample watering around the stake
in all but saturated soils.
10. Dormant live stakes may be installed as soon after construction as feasible. Care shall be taken not to cut anv of the strands in the
erosion control matting during live stake installation. Live stakes can easily be installed through the erosion control mesh. without cutting
the stands. by manually spreading the strands apart (If necessary) before installation.
REMOVAL OF EXISTING WOODY VEGETATION
1. Weedy shrubs should be removed from within the project area. Dispose of offsite.
2. Care shall be taken to preserve existing trees. Avoid or minimize tracking heavy equipment within the circumference of the tree's
dripline. No construction or other materials shall be stored within this zone. If frequent vehicle access is required within this dripline zone
(apart from areas requiring regrading), a protective shredded bark mulch covering shall be placed to a minimum depth of 6 inches within this
zone. The mulch can be spread over a suitable geotextile for easy recovery after construction. or a two-inch depth of mulch can be left as a
soil amendment.
3. Any large roots of retained trees which must be exposed and pruned for project construction. or which have been otherwise damaged or
exposed, shall be treated by making a clean saw- cut behind the shattered part of the root.
VEGETATIVE MAINTENANCE
Vegetation shall be maintained as follows.
1. Reseed, fertilize, and mulch damaged areas immediately.
2. All seeded areas shall be fertilized in the second year if growth is not adequate. Uniform coverage of 70% of the seeded area is
considered adequate.
3. Inspect riparian area plants after one year. If less than 70% of the plants survived, replant as necessary to assure survival of at least 70%
of the original number of plants.
4. Herbicidal spot spraying (in accordance with any prevailing buffer rules) shall be used around tree plantings to control competing
vegetation until trees reach a sufficient size.
Z
U
W 0
Z
o
a
o
0
3
41
0
0
v
a
rn
0
2
6
E
V)
0
a
W
0
_
�a
a
U
JN
Z
o
J
Q
CL
Z
0
O
U)
_al
a
Z
U')
LO
=
O
o
_Q
~
J
�Z
M
W X.
�O
W
cn
U)
O
Z
Z
OW
Z
O
w
U_
=
Q
O
F-
U)
(n
XU Q-
Z
LL
7
UJZ
0
N
Y
co04
E
Z
N
0
d
In
Z
=
U
Q 1
N
f -
3
41
0
0
v
a
rn
0
2
6
E
V)
0
a
W
0
_
�a
a
JN
o
0
O
1% Z
V_
U')
LO
>r
M
"0
cn
J
�Z
Q
-
9
�'0
U
cn
Q
O
Q
U)
0
W
XU Q-
Z
M
UJZ
N
Y
co04
E
Z0wWNU
N
a_
d
In
Z
=
U
Q 1
N
3
41
0
0
v
a
rn
0
2
6
E
V)
0
a
W
0
_
�a
a
JN
JAM
0
0
1% Z
V_
U')
LO
>r
M
"0
0
J
�Z
Q
-
9
�'0
U
Q
O
U)
0
W
XU Q-
Z
UJ
J
H
co04
E
Z0wWNU
Vrn
Q
(n
Z
=
O
=
o
o �
a�i
>E
LL
J
N
_
Jw°WM.CU
u7
C? N
J
Z
J
a00
U
T
W0
_)
0)
Z
C)

O
BIODEGRADABLE EROSION CONTROL MATTINGS CONSTRUCTION SCHEDULES Reach 3 Z 00 Z W o
~ _ Q N N
1. "Woven Coir Mattin " shall be undyed, flexible, non-treated biodc~radable coconut husk (coir) woven into a dimensionally stable, In order to reduce the potential for erosion of soils at this site, the following construction schedule will be followed g 11 be followed. Refer to the Erosion 1. Excavate and install the stabilized rock construction entrances as shown on the plan. o
uniform, open plain weave mesh with 1l2" square openings. No plant ics, polymers, metal reinforcements, or other non-biodegradable and Sediment Control Plan drawings for the location, details, specifications, and maintenance of the proposed praet proposed practices.
materials shall be incorporated as a part of the biodegradable erosion control matting. Use: GeoCoir DeKoWe 700; Rolanka Bio-D Mat 70; 2. Choose stockpile locations and install a silt barrier fence. Place excavated material, fill material, and structural rock in stockpile U
Bonterra America CF 7; or approved equal. Reach 1 Z ocations.
}
2. "Non-Woven Coir Matting" shall be undyed, flexible, non-treated biodegradable coconut husk (coir) comprised of mainly non-woven, 1. Excavate and install the stabilized rock construction entrances as shown on the plan. 3. Desi nat s m n f r J ~ g e a eg e t o st eam to be completed m one week. Install a stabilized outlet and filter bag~ust downstream of the weekly o
random coir fibers forming a dense, fine mesh which is sandwiched between natural fiber netting. No plastics, polymers, metal Q Z U construction segment, and install a rock filter or temporary downstream sediment trap dust upstream of the stabilized outlet. Z
reinforcements, or other non-biodegradable materials shall be incorporated as a part of the biodegradable erosion control matting. Use: 2. Choose stockpile locations and install a silt barrier fence. Place excavated material, fill material, and structural r end structural rock in stock ile - Q ~ P d J ~
Rolanka BioD-OCF 30; North American Green C125BN; ENC2 EcoNet (manufactured by BonTerra America); CF072B coir fiber mat locations. 4. Lay bypass piping along the stream bank from the stabilized outlet upstream to the head of the reach. Connect piping to the filter bag and N G. Z
stabilized outlet. 0 0 Z
(manufactured by Greenfix America); or approved equal. 3. Install a stabilized outlet and filter bag just downstream of the construction segment, and install a rock filter or tE •ock filter or tem ora downstream = _
P rY ~ 5. Install a tem ora coffer dam at least ten feet a stream of the reach to be constructed. Install the um and connect it to the i in . J H
3. "Straw Matting" shall be a layer of 100% straw fiber stitched with biodegradable thread between biodegradable natural fiber top and sediment trap just upstream of the stabilized outlet. p rY p p P pp g Q Check the coffer dam and i in for leaks. Modi the i e location inlet and outlet as necessa to achieve constant flow. Be m um m - a
bottom nets. No plastics, polymers, metal reinforcements, or other non-biodegradable materials shall be incorporated as a part of the straw p P g fY p p ~ ~ rY g p p g to ~ ~ ch. Connect piping to the filter bag and all creek water from behind the coffer dam.. W
mattin .Use: North American Green BioNet S150BN; ACF Environmental S2 Double Net Straw Blanket; or approved equal. 4. Lay bypass piping along the stream bank from the stabilized outlet upstream to the head of the reach. Connect p g ~ ~ ~
stabilized outlet. ~ F' 0
4. Adjacent matting strips shall be overlapped shingle fashion in both a downslope and downstream direction (see plan detail). Both 6. Clear and grub the weekly construction segment, as needed, while avoiding damage to the natural streamside vegetation whenever W N Z
downslo e and downstream overla s shall be at least 18 inches wide within the near-bank zone. 5. Install a temporary coffer dam at least ten feet upstream of the reach to be constructed, most likely within the ex P P within the existin culvert. Install the ossible. ~ W g p ~
pump and connect it to the piping. Check the coffer dam and piping for leaks. Modify the pipe location, inlet, and ion, inlet, and outlet as necessary to Z
5. The coir matting shall be anchored with fasteners spaced as prescribed by the manufacturer, Metal staples are not acceptable as fasteners. achieve constant flow. Begin pumping all creek water from behind the coffer dam. 7. Construct and stabilize the stream channel and floodprone area in accordance with the profile elevation, section elevation, and grading ~ ~ Q o
The matting shall instead be fastened using one of the three types of biodegradable matting fasteners shown in the plans. plans. Grade, install, and stabilize stream structures. Place all excavated materials in the stockpiles. W w N LL
6. Clear and grub the construction segment, as needed, while avoiding damage to the natural streamside vegetation ide vegetation whenever possible. Z ~ _
6. Prior to placement of the matting, the soil surface shall be seeded and covered with straw as described elsewhere in these notes. 8. Install erosion control mattin to stabilize streambanks in accordance with the manufacturer's s ecific i n Pl r 2 f" g p at o s. ant sh ubs and trees m N ~
7. Construct the new manhole and lowered sewer line as indicated on the plans. accordance with the Plantin Plan. Plantin s ma be coin leted at the end of each week or at the conclusion of the ro'ect• this will be ~ g g Y p p J ~ a
7. Coir matting shall be provided in 10' nominal (3 meter) widths, or as otherwise noted on the drawings. decided by the contractor. z
8. Construct and stabilize the stream channel and floodprone area m accordance with the profile elevation, section ~ ation section elevation and radin ~ g g a
plans. Grade, install and stabilize stream structures (rock weir and boulder packing). Place all excavated materials ated materials in the stockpiles. 9. Once the stream channel and structure construction is completed, remove the temporary coffer dam and turn off the pump to allow flow
through the new channel. After visual inspection of the flow, and if necessary, reinstall the temporary coffer dam at the same location and
COIR-WRAPPED SOIL LIFT 9. Install erosion control mattin s to stabilize streambanks in accordance with the manufacturer's s ecifications. Pl g P cifications. Plant shrubs and trees in restart the pump. Adjust all stream structures as directed by the engineer. Z
accordance with the Planting Plan. Plantings may be completed at the end of each week or at the conclusion of the clusion of the project; this will be o ~
1. Backfill used to form the soil bench shall consist mainly of fine-grained soil material capable of supporting plant growth. The backfill decided by the contractor. 10. At the end of the week or u on coin letion of the weekl construction se ment remove the tem ora coffer dam alon with the ~ p p Y g P g =
may also incorporate small rock fragments. The backfill material shall be well compacted and care shall be taken not to leave any voids in stabilized outlet, rock filters or temporary downstream sediment traps, pump apparatus, and filter bag. Stabilize, seed, and mulch all ~
the fill. 10. Once the stream channel and structure construction is coin leted remove the tem or coffer dam and turn of P ~ P ~'Y ~m and turn off the pump to allow flow disturbed areas. Reinstall in next weekly construction segment, if needed. ~
through the channel. After visual inspection of the flow, and if necessary, reinstall the temporary coffer dam at the 1 i n restart ~ fer dam at the same ocat o and z
2. The soil material used in the fabric-encapsulated soil pillow shall consist of any loamy soil (sand-silt-clay) amenable to compaction and the pump. AdJust all stream structures as directed by the engineer. 11. Re eat Ste s 5 throu h 10. ~ ~ P p g ~ Y a a
capable of supporting plant growth. ~ U Q ~
11. Upon completion of the construction segment, remove the temporary coffer dam along with the stabilized outle tabilized outlet, rock filters or 12. Haul any leftover material off-site. Seed and mulch stockpile areas and any remaining disturbed areas. Remove the stabilized rock
3. The coir matting forming the soil pillow is secured to the backfilled bench using ordinary construction stakes (or a suitable substitute) temporary downstream sediment traps, pump apparatus, and filter bag. Stabilize, seed, and mulch all disturbed area disturbed areas. construction entrance/exit and stabilize the affected area as required. Q
with a minimum length of 12 inches. The stakes are installed on 2-foot centers, with the two rows staggered with respect to each other. 0
12. Construct the stacked stone wall around existing manhole as shown on the plan. 13. Once vegetation is established, remove the silt barrier fence and seed and mulch any remaining disturbed areas. >
4. Backfill for the fabrio-encapsulatednoil pillow shall be placed in successive lifts of no greater than 10 inches. All backfilled soil material a a
shall be firmly compacted to a density of approximately 85% Standard Proctor maximum density. Care shall be taken not to over-compact a
13. Haul any leftover material off site. Seed and mulch stockpile areas and any remammg disturbed areas. Remov the fill to the point that plant growth would be retarded. construction entrances and stabilize the affected area as re uired. areas. Remove the stabilized rock
q m
5. The waterside face of the soil pillow shall be seeded with a riparian groundcover seed mix. Seeding rate shall be the same as for other ' n i bl'
14. Once vegetaho s esta fished, remove the silt barrier fence and seed and mulch any remammg disturbed areas. areas on this site. isturbed areas.
6. The face of the soil pillow shall be covered with two (2) layers of matting, as shown in the design detail. The outer layer, which forms
the fabric-encapsulated pillow, shall conform to the specification for woven coir matting. The inner layer of the soil pillow shall conform to Reach 2
the specification for non-woven coir matting,
1. Excavate and install the stahilized rock construction entrances as shown on the plan.
7. The inner layer shall be placed so that it is secured by the weight of the soil pillow at the base and covers the entire bank face after the Z
installation is complete. 2. Choose stockpile locationti and install a silt barrier fence. Place excavated material, fill material, and structural r ind structural rock in stock ile ~ p ~
locations. U N W
8. Once pulled up over the soil pillow, the final coir matting layers shall be secured using matting fasteners (see detail). Any fastener used D
along the top of the fabric wrap shall be a minimum of 16 inches long. The top fasteners are installed on 2-foot centers, with the two rows 3, Designate a segment of stream to be completed in one week. Install a stabilized outlet and filter bag just downst ~g just downstream of the weekly
staggered with respect to each other. construction segment, and install a rock filter or temporary downstream sediment trap just upstream of the stabilizes ~f the stabilized outlet.
9. Dormant live stakes shall be installed into the soil pillow after construction. Extreme care shall be taken not to cut any of the strands in 4. Lay bypass piping along the stream bank from the stabilized outlet upstream to the head of the reach. Connect p ch. Connect piping to the filter bag and
the coir matting during live stake installation. Live stakes can easily he installed through the coir mesh, without cutting the stands, by stabilized outlet.
spreading the strands apart.
Install a temporan-coffer dam at least ten feet upstream of the reach to be constructed. Install the pump and con pump and connect it to the piping.
Check the coffer dam and piping for leaks. Modify the pipe location, inlet, and outlet as necessary to achieve const achieve constant flow. Begin pumping
ROCK WEIR STRUCTURE NOTES all creek «ater from behind the coffer dam. W
streamside vegetation whenever
1. All rock weir structures shall be constructed under the direct su en ision of and sub'ect to the a royal of an en sneer ex erienced in the 6. Clear and grub the weekly construction segment, as needed, while avoiding damage to the natural streamside vet P J PP g P
rind les of fluvial eomo holo possible. P P g rP gY
ation, section elevation, and grading
2. Weir structures and beddin shall be installed in accordance with the details shown and shall achieve the followin minimum fluvial 7. Construct and stabilize the stream channel and floodprone area in accordance with the profile elevation, section ~ g g
eomo holo seal ob'ectives: 1 to re-create a natural ste formation, 2 to maintain stream bank and bed stabilization 3 to rovide habitat plans. Grade, install, and stabilize stream structures. Place all excavated materials in the stockpiles. g rP g J ) P ) P
for aquatic organisms, 4) to allow normal bedload sediment transport to occur, 5) to protect the sewer line and prevent re-exposure, and 6) to ifications. Plant shrubs and trees in
redirect flow veloci vectors awa from the stream bank to revent erosive forces at the bank. The contractor is res onsible for meetin 8. Install erosion control matting to stabilize streambanks in accordance with the manufacturer's specifications. Pla tY Y P P g clusion of the project; this will be
these fluvial eomo holo seal ob'ectives. accordance with the Planting f lan. Plantings may be completed at the end of each week or at the conclusion of the g rP g J determined by the contractor.
3. Weir structures shall be constructed of angular, flat, or cubed rock. Individual rock fragments shall be dense. sound, and free from
cracks seams and other defects conducive to accelerated weatherin . The d wei ht densi of each rock shall be 150 ounds er cubic 9. Once the stream channel and structure construction is completed, remove the temporary coffer dam and turn off g ry g h' P P nand turn off the pump to allow flow
foot or reater. No concrete man-made rocks or soft rocks such as shale shall be used for the construction of the weir structures. through the new channel. After visual inspection of the flow, and if necessary, reinstall the temporary coffer dam a g ~ ( ) ~ coffer dam at the same location and
restart the pump. Adjust all stream structures as directed by the engineer.
4. Construction of the weir structures requires individual selection and placement of each rock in each structure. J N
10. At the end of the week or upon completion of the weekly construction segment, remove the temporary coffer d~ ora coffer dam alon with the m ~ g o 0
5. Unless directed otherwise b the su ervisin en sneer the coin onents of the weir structures shall be installed in the followin order: 1 stabilized outlet, rock filters or temporary downstream sediment traps, pump apparatus, and filter bag. Stabilize, see Y P g g ~ P g ) .Stabilize, seed, and mulch all ~ a ~Z w ~
bottom ke stones 2 footer rocks 3 footer rock chinkin 4 to ke stones, 5 to rocks 6 to rock chinkin . disturbed areas. Reinstall in next weekly construction segment, if needed. Y g~) P Y ) P P g ~ M i
~ ~
6. Footer rocks shall be laced individuall and ke ed into channel bed and bank as shown in the weir details. The to surface of the footer 11. Repeat Steps 5 through 10. P Y Y P ~~Q~ Z rn~ J
rocks should be placed at the streambed invert elevation (or deeper) to provide an anchoring point for the keystones and top rocks. ~ J ~ V ~ Qp ~-rn
12. Haul any leftover material off site. Seed and mulch stockpile areas and any remaining disturbed areas. Remov areas. Remove the stabilized rock p ~ X
7. The to rocks shall be laced individuall above and a stream of the footer rocks as shown. The to rocks in the weir shall be laced to construction entrance/exit and stabilize the affected area as required. Qa ~ Q
P P Y P P P create a relatively uniform surface along the weir crest. The top rocks shall be placed linearly with tight, continuous surface contact with ~ ~ w U N~ M ~
ad'acent to rocks and shall be ti htl locked behind the ke stones. 13. Once vegetation is established, remove the silt barrier fence and seed and mulch any remaining disturbed areas. N isturbed areas.
J P g Y Y w~ ~U U N C ' Z Q ~ 0
8. The outer ends of the weir structures shall extend a minimum of 3 feet into the stream bank. ~ w Z ~ D_ N = ~ 0 =
~ ~ _ li N ~ ~
9. No significant voids shall exist between adjoining footer rocks, and between adjoining footer and top rocks. In order to prevent W p w ; o ~~E
water-piping between weir structure rocks, the contractor shall chink by hand all undesirable voids with small boulders, cobble, rock WNQ~
fragments, sand, and/or clay. Chinking shall be conducted for all voids greater than or equal to 3 inches in size for cobble and gravel based -o Z r
streams, and 1/2 inch for sand and clay based streams. Abiodegradable geotextile ornon-woven coir matting should be used on the ~ ~ Q ~ w ~
upstream side of the structure to prevent fines from winnowing through the rocks. ~ Cr r
E Z °
10. Material excavated for the footer rocks may be used minimally (at the discretion of the engineer) for fill on the upstream side of the weir ~ W 0
structures. The contractor shall regrade or reshape the channel after the construction of the weir structure to provide the proper design a
dimensions. N 0
I
11. If directed by the supervising engineer, live stakes, shrubs, and small trees shall be planted in a diamond pattern on the stream bank N
where Me weir SIIUCLure UCS HILO LIIC DdIIK. s ~
E O
LO
O O L O
°o m O
Lo o p N i
N Z N 0
CJ

Q~ d 9 w Z ~ -
_ ~ G Z W
~ (,7 In ~ o ~ a ~ M S
~ W „ o Q 30 CURB r
(C1 ~ & GUTTER
~ ~ U Z G
N ~ ~ Z
30 CURB ~ J ~ & GUTTER L 0
Q Z U Q ~ H z
a °
N = ya v
0 o Q
o Z w s _ 0 ~
~ ~ ~ z
~ a - Q
D! r ~ J n , TOP=139.95' y d
, O O lNVlN=127.89 ~i W
- Z INVOUT-127.85 (n ~ WELL (n W Q
TOP=736.44' DI W m
~ - ~ , ~ - TOP-140.01 Q Z _ , ,
lNV-135.96 /NVIN=128.95' ~ Z
_ ~ ~ ~n o - INVDUT-128.89 ~ Q o f-
ti W ~ ~W - ~ LL
~ \ \ ~ fn Z ~ x X ~ H ~ W
\ \ CO C. p = ~ N ~
\ \ HEA ALL ~ O LL \ TOP=1 .2T 7 0
\ ~ 1Ni/=12 5T z 3
RGP o A ~ 5~ ~
E ~ 1~ _
\ V~~ Z
E a 5 0 ~ l V=129 7/ O
5P = ~ ~ ~
~ ~
N 1 (n i , ~ ,
\ S Q i. ~9,o F~ Z 'r , '°.po ~ , o U.G. TRAF z ~ ~ > ~
-1- SIGNAL BO SAN. MH vii ~ = a ~ ~
l %o TOP=140.76 o v a ~ c9
T lNVIN=131.31 ' o ~ ,
G~' ~ ~ ~ ~ » S SEWFR LINE INVlN=127.94 ,
;i~° ~ - ~ 26" GUM 8 - a . F ~ INVOUT-127.88 0 ~
~P ~P ~ P~ >
~ DI J a
~ TOf ~ - ~ ~ 30" CURB a TOP-138.06 D SAN. MH w - , cr _ & GUTTER 30 CURB
~ TOP=135.34 ~ ~ ~
S lNVlN=128.84' SAN: MH & GUTTER , m ' ,Fp _ ~,1.
~ j INVOUT=128.69' TOP-140.29 GUY P - ~ ~ ~ ~ o NVIN=128.38' ~ lNV-130.74 ~ ~ ~ ; ~ ~ ~ 51~ 0
,fig ~ ~ l VOUT=128.33 ~N
~ FFIC .p ~ i ! ! m ~ IGNAL
CONY BOX CONC. C',o ~ ~ POLE BOX S ~ ~~N-
FC ~ 7 O a'.-
~ ~ ' ~ Z - GUY n ~ r;~~~
~ , ~
"a~-_~ ~ ~ n,, i n / r TELE. 0
26 GUS 26 GUM ~ i VCS ~ { ~ ~
1~ ~ i- l ~ ~ a ~ ' o TRA ~
~ ` ~ a uvi \ ~ ~
STREET LIGHT ~ ~ f~ 5~ I ~ SIGN o A ~ ~ ~ ' oN ~ STREET ~ POL
P LIGHT 5 ~i , ~ 1 ~ ~ ~ n
o ~
~ INV-131.03' _ ~ _ ~i INV-131.03 Q PNT 1103 ~ CONC. ~
o ~ HEADWALL STREET MIN ONC.
b~ TOP=136.50 LIGHT L .=1 .85
II~~~!C
yi _ , i,_ .r N ~ °I' II~E ~ -
co ~rJP N~ 51 >
,E w ~ o ~
1g0 TRAFFIC
30" CUR SIGNAL ~ ~ & GUTTER GU POLE ~ P
_ ~ RC
I GU 18 DI ~ ~ TOP=141,16'
I~
U.G. TRAFFIC INVlN=130.10' „ SAN. MH INVOUT=13 .04' SIGNAL GUY 0
TOP=137.88 D! I lNVOUT=129.38 J TOP=141.23' 30" CUR '
_ _ INVIN=137.96' & GUTTER ' "
' M1 I ,.n ICI d'. 16~ ~n ill INVOUT=137.91'
V f
~ 'i~ 140 ~
~~.~I~~ FIRE DEPARTMENT
n II CONNECTION
- ~ h' - ~ G
~iYy J
~ ~ ~ N
ICJ 1 i M ~ W ~0 0
uV ~ ~ ~ ~ ~ w Z W ~ i,>,.
'l u ` h~' M ~ W
1 ' ~ i qq++ - ~ ~ r ~ I G Q o0
- Idr. I'i: N ^ ~ ~i ~ ~ - Z o
< T. ~ O~ ~ Ri L ~ Q p rn ..~~,I
- + 1 ' O o~
~ a ' rn Q ~ ~ 3 U
U W N ~ i
N ~E - ~ ~ o ~ W ~ ~
_ ~ N • ~ ~ ~ Z~ ~o
,,l, o WZ ~i a y = o-
- ~ 2 o Y ~r„ LEGEND o 00
i~ li N ~ ~ a W ~ .
N W o - EXISTING PROPERTY LINE o J ~ ~
= W cn M ~ ~ ~ m
EXISTING INDEX CONTOUR ~ Z J Q ~
IATE CONT R ~ I EXISTING INTERMED OU r
Ih ~ ~ ,i~,
` EXISTING BANKFULL CHANNEL N ~
o
SECTION t EXISTING CROSS SECTION •a
o
EXISTING PINE TREE _
_
i "1 r.,inr~~in e~rnini ~n~ ~n Tnrr ~ ~
!~h J tXIJIII U ULUI000UJ IKtt " w
~ E O Lc)
U) a
z O O L O
0 10 20 40 cn 0 W > o m O N
SCALE IN FEET 73 (0 2 Z
04 N
a ,
~ i = -I nil
,~r-
i i

l ~ 1. i~li
~ til~~ ~ Z ~
~ 1~2 / ~ ~ ~ 1 Z W
~ / ~ _ °
s Y~
~ \ / / ti~
1 ~ , ` ~ ~ 1 , 0 / N m V ~ ` Z
a> / ; lNV=119.78'
~l~f \ \ ~ ~ Z
\ / / / _ - ~ o • : ~ - P Q Z U
\ / /
~ / N _
~ / ~ ~ ~ ~ _ CONC. ~ / HEADWALL y ~ Q. Z U
/ ~ TOP-Ir_~.3 ~ ~ Z Q
/ ' I J
/ / / ~ ; . , ~ F" z
~ i / 6 ~
~ ~ ~ ~ ~ ~ \ ~ ' . ~ . ~ ~ ~ SAN. MH ~ ~ Q_
~ ~ s TOP-124, 87 ~ ~ W
~ o % ~ ~ / i' 0~ BOL TED ~S ~ (A ~ ~ ~ E ( !NV 1N (1 D)-117.66 ~ ~
/ / ~li E lNV IN 6 -117.96 ~ ~ ~ ~ ~ SEW O ~
/ r11 - IA, / VJ ~ A N• lNV OUT 117.58 ` ~ ~
~ ~ CC Z G
/ % \ / , ~ ~ - v ~ W ~ ~s ~ ~ p y W
i - 1 - ~C x ~ i Z ~
~ 2~~
~ ~ i ~ ~
~ f ~ J~ Z ~I
2 ~ % ~ X13 ~ r-• ~ ~i ~ ~ " ~ /i ' f ~ SAN. MN 3
~ _ ~ ~ ~ TOP=127.32' o ~ ~ BOLTED \ - ~ .
' l ~ ~1 ~ . l ~ ~ 24 ~ _ .17 APPROX lNV 120 ( ) \
j ~ / ~ z
- 7--~ 1 0 ~
V ~ ~6 ~ ` ` ~ ' \ ~ ~ ~ /i. 1 ~ ~
1 ,
~~z / r \ s ~ ~ ~
r i ~ a~ ~ 8~ •a z ~2 ~ z ~ ~ > ~
\ ~ C7 Y 4. a
,~0 ~j ~ \ \ O U a VI ~ -
~ ~ ~ ~ 1 ~ A~ ~ ~ - ~ } ~
1 ~ ' ~ a ail i ~ ~ \ p
~ lP ~ 12 9~
_ \ ` > a
~ V ~ a - ~ ~ I
5P .
i ~ s~~~;e ~ . r hE m ,~~0 .,;~;D~ ~ 1
. ~ 1
130 i- - \
PNT # 20010
j~ 4',, - ~ ~ 3 N=643204, 660 ~ , • , E=2198853.140 ~
~ ~ ~ f / ~ V~~~ ELEV-131.31 ,
I ~ - ~~II~
i > / ~\t ~ / ~ / ~ 2~ ~ ~ - z _
, / ~ v ; ~ F a ~
/ `
\ / i ~ vUi ~ d w 0 _
1 ~ ~ .
~ ~ j 133-- ~ ~ _ ~ 1NV-125.90 ,
5 / ~ ~
~ 1 P -
/ , ~ ~ / T` . h / ~ 0~
0 ~i / / 1S` , 5 ' ;~a,_ lNV-125.28' ~ ~
~i RBR G~ ~
- G ~P 1
5 ~ ~R
~ ° 6 CB > 3 TOP=1 J0.60 ~
~ 1 INV==127.90 ii
~ ~ ~ ~ - Q ~G
~ , / / / INV=12.3' ~ i 1
/ ~ ~ i ~
~ ^?e 7~~~~
CB ~1
~ ~ - 24' PINE / ~ 24" GUM Q TOP-130.96, 1NV=128.47 /
INV==127.61'
- `fin ~ ~ ~
~ ` o / t h P ~ ~ 0 -
2 ~ ~ ~ ~ 1 ' Q h~' 5 9 ~;_r.
~ ~ / ~ W ~ `5~ j~ 0 0 O O r'~ y ~
HYATT ~ " A LOU EM M s oAK ~ ~
~ ~ ~ EAD OAK x ~ ~ 40 D / ~ i. n
TM # 1694-82-7577 ~ _ - J
~ ~ , o ~ o GRILL ti ~ M
DB 25 PG 179 o i / ~ ti z ~ / AREA ~ ~ ~ r ~
r %~ti/ ~Z W ~ M
` ~ - BRICK
~ _ LANDSCAPE - / / ~ ~ ~ % BORDER OP ~ cno E f' cn Q
CON " z o~ ~ J o ~ .
~ 24 OAK 30 OAK _ ~Qp~-~
; ~ ~ PICNIC " ~ ~ ~ . ~ ~ 24 GUM ~ f ~~,~ti, 0 ~ y ~ a
~ ~ AREA ~ Q LL N ~ ~ W U N~
~1 ~ NT # 24582 N = c 80LT ON FIRE HYDRANT ~ ~ ~ ~ ~
24" PINE ELEV.=137.78 ~ W ~ ~ ~ N
- C ( Z Q ~ 0
~ W Z ~ LEG ND ~ N = - ~ -
28 OAK 24 OAK ! i ~ i% 0 - v ~ ~ N
Ti 20" OAK 5 30" GUM ~ / ~ 0 ~ c? ~ EXISTING WOODS LINE a W ~ W o
~ / ~ ~ N J c6 ~ ~
- INE = W ~ P EXISTING PROPERTY L ~ , G ° Q
~ ~ / j ~ ~ ~ - ~ LANDSCAPE ~ Z G ~ EXISTING INDEX CONTOUR - Q ~ P ~
~ ~ ° ` ~ ~ ~ / CONC. BORDER Z ~ `,,F ~ (n X ~ STEPS ~ w Q ~ ~
1 ~ti'\';. ~ ~ INV=127.24 ~ 5 - - - - EXISTING INTERMEDIATE CONTOUR Q o rn P ~ Z~
i INV=132.94' O .;1, 14 ~ ~ ~ . , ~ t0
.Q SF ~ METAL ~j ~ , EXISTING BANKFULL CHANNEL _
to ~ ~ ~ POST ti~ - s~cnoN ~ ECTION a
~ ' ~ EXISTING CROSS S N 0
~ LANDSCAPE EXISTING PINE TREE
~ g5 ER BRICK ~ / 1 BORD pt~ W ~ \ , SIGN ~i CONC... ..rP
Q
HEADWALL 6 K"' EXISTING DECIDUOUS TREE L
E ' 2T PINE TOP=138.20 3 26 Ki 1NV=133.30' E O E Lc)
30 PINE " PINE CONC. 20 30 OAK O O
n STEPS 32 PINE Lf) f 0 10 20 40 o p W O O
N m N
2 „ INE 6 CURBING ESP N O O SCALE IN FEET 2 Z
LANDSCAPE N N ~
~ "PINE 24" PINE BORDER 0 0
J.
I MAN r-
I III
III

0
~ ~ ~ ~ c~ w ~ ~ ~ o
a N
/ ~ i ~ ry % o
~ ~
^ry ~ z
f ~ -
J
J ~ ~ r 0 - ~ ~ Q Z ~
/ , H z ~
Q o a J ~ 2
~ ~ Na v
~ ~ 0 o Q l i ~ li z r- ~ I I W
i ~ ~ ~ R / J -
~ ~ % PNT 0011 ~ ~ Z Q
ry ~ N=64 654.942 - Q / • ~ ~
,~ti - N ry t-~ 1 8493.336 _ Q. o ~ti ELF =124.20 , _ 0 0
^ry ` H W
~ ~ / Q
/ ~ o ~
/ N ~ , - ~ Z
/ i ~ Z / i 0 -
~ a o
CREPE % N W - M TLE~~ / ~ ~ Z ~ x X
MYRTLE ,N / ~ ~ W / _ ~
/ / cn / ~ ~
/ ~ 0 LL RE o C ~ ~ ~ / 7 of M E ~ ~ ; z
/ ~ a~, / ~
~ ~ o i /
CREPE CREPE
MYRTLE 'r ~ ~ i% YRTLE ~ % Z M ~ a
i; ~ / o ~
REPE ' / 2 ~ / ~ o
f / j MIRTLE; ~~ti ~ (n
j ~ Q
0 / ~ ~ti C n / ~ti~ CREPE N ~ % Z ~ ~ z ~ ~ >
/ ~ M CREPE MIRTLE ~ / ~ ~ x a a 0%
ry MYRTLE ^ / ~ / p U a (n °y p lNV=115.34' ~ ~ ~0 r ,
/ CREPE / /
~ ~ MYRTLE / ~ ~ ~
CREPE / / i ~
i MYRTLE °'r., / ~~e ~ % > : i' ~
CREPE / ! a.
/ MYRTLE e`li' 1~ 12 1
~ / CREPE ~
MYRTLE ~ ~ c~~
tih ~ - CREPE / -
r MYR / / , . ~ ~ _ A~~\ / ~
CREPE ~ ~ ~ ~ ~ ~ ~ j ~ ~ ~ . ! /
MYRTLE i ~ 120 ~ i / , / ~ ~ ~ ,i _ ~
CREPE ~ \ 1~ ~2 o
MYRTLE - ~ f pg1~ j % / V j , INV=116.74
~ ~ _ - ~ ~ p~r i //i~ I ~ ~i ~ ~1
~ ~ ''REPM,; o , 3 i S~ /r/ / , - z -
12 ~ ~ ~ F / a
~ SAN. MH SAN. MH ji ~
_ 1 ,a _ i ~ TOP=122.35 TOP=122.35 ;i ~ ~ ~ w o
,f ~ 120 BOLTED _ ~ ~ ~n INV IN-113.11 BOLTED ~ INV IN=113.17 ; ~ ~
~ ~ COGVC. ~ i ~ _ ~ INV OUT-113.1 INV OUT=113.12 ~.2
, y ADWALL ` ~ ~ z ~ ~ , TO =124.84. ~ ~ : ~ ~ m -v -o s ~
/ f i ~ ,
~ ~ ~ ~ _ PRIX N ~ i 120 ~..2 - / -
J ~ / _
O ~ . sA m ~ - , ~ ~ Z~ / -
~ ~ _ ~ y 1NV 119.47 i
3 ;%j SAN. MH >
~ in ~ ~ w ~ / J, f
' l i ~
~ y / i ~1?2" ~ -
i N ~ ~ ~ / ii v
1 ~ / ~ c~ii
/ %
~ / j
~ ~ ~ s ~ - ~ ~ 4i1 ,~~o,-
p i
~ P ~ 0 / ~ /
1 ~ \ r / ~
P ~ O /ti i
1 ~ ~ Q / 2 p oQ 5 12 i% ~ ~ 22
~ i / ~ ~ / ~ 5i
/
J
~ ~s N . ~ N M J
~ e ~ ~,o a o F- a r„~,
u~ w ~ ZW ~ M
i - ~
~ ~ ~ a~
Nz~~ J - ~Ilr ~ J ~ U
1 / 7QQ~C b
~R 0 ~ 'C ~ ~ a ~i rn Q~N
ti _ v Z W V N
~ = co ~ N ~ ~ ~
N W ~ ~ i
O 5 / 1 N ~ ~ Z Q ~ p F o W Z ~
_ ~ ~ , ~ N O=
<</ _ = O ~ v ~ ~ W y
/ j / a Wow M•=
~ / ~i cl LEGEND N ~ W ~ ~
= J ~ N
NTOUR ~ Z J ~ EXISTING INDEX CO _ Q a~ ~ W ~
MEDIATE CONTOUR ~ EXISTING INTER
o rn E Z~
KFULL CHANNEL ~ ~ ~ EXISTING BAN ~ W ,
0
SECTION 1 EXISTING CROSS SECTION a
0
v
w
_
i E O
I O
ff) O o LO O
0 10 20 40 p W O >
i I SCALE IN FEET Z N Z
N / Q
a °
~ ~ u. f~~.
~ - _ -f.~.wrx - ~ ~ ~ N~mlt!~+n~ -q~~~a!~,wir~~,i~~ln ~ i . ~ q 1~m11mtl~M11~ -f--'-!_'
II' I
I

.t
,
~ d G ~ ~
Z W
S ~ ~ ° ~ W a
30" ~ Q CURB , °
~ & GUTTER
- - ~ ~ V I
G z ~ v1 I
N ~ I I 30 CURB ~ z
& GUTTER L ~ ~ o a
RESTORATION STRATEGY -REACH 1 z r ~ z
- Q o I, a~ ~ _ + ~ U
Observations cn a Z a
1. The existing bankfull channel has been channelized and is entrenched. o 0 0 w Z s
2. The profile is fixed at the downstream end due to a pipe culvert. ~ _ ~ 0 ~ _
3. The existing channel exhibits good patternandriffle-pool streambed facet features. ~ Z .1' I- ~ H I Q Q ~ I
4. The stream banks are over-steepened and failing in areas. _ I J 1 DI r ~ ~
5. The exposed sewer line is contributing to stream bank erosion. / TOP=139.95' y d
6. The existin ri arias ve etation consists mostl of ass that is mowed to the normal water surface. A few INVIN=127. ~i 0 ~ W 89
g P g Y gr mature trees on the left bank are rovidin vital root mass within the soil. INV0UT=127.85' 2 ~ ~ ~ WELL ~ W N Q 4,,
P g i TOP=136.44 Dl W m ~ , ~ f~ i i h W 1
a' Proposed Restoration Activities ~ , T P= ~ O ~ 0 140.01 ~ INV=135.96 0 lNVIN=128.95 Z W
1. Lower the exposed aerial sewer line and bury both sewers in the streambed with the aid of a rock weir to ~ cn IN - 1 In vOUT-128.89 LL a o p
maintain streambed ade. 1'~ J I
gr ~ \ ~ ~ 1 (f1 y W w d \ ~ ~ _ ~
2. Mamtam the existmg mature trees on the left back. The pme trees will be stabilized using boulder packing. ~ ~ ~ \ ~ Z ~ ~
3. The existin attern of the stream will be maintained. No actin will take lace below the bankfull ~ g P g P ~ \ \ \ j PROPOSED HEA ALL N ~ a ~ ' ~ ~ ~ ~ w ~
elevation, except for the construction of the rock weir and sewer improvements. ROCK roP-, .27 0 WEIR ~ z r~~
4. The stream banks will be graded back above bankfull to rovide shear stress relief. P
5. The contractor will excavate from the bankfull line to the grade inflection line as shown on the plan. This ~ 54 0 , I I PROPOSED MANHOLE ~ - ~ ~ ~r, .,I~
will provide a bankfull bench adjacent to the stream. TOP=136.0' . ~ I
6. The contractor will then provide a new stream bank sloped from the grade inflection line to the grading ~ INVIN=EXISTING ~ ' R ~ '
daylight line as shown on the plan. The slope of the stream bank will be approximately 2H:1 V, but will vary INVOUT~t29.10' 1 S~ ~ Z ' V-12 1 a ~ ,
slightly either way to provide a natural and sinuous appearance that does not necessarily mirror the pattern of the g ~ s,~ ° ~ ~ ,
bankfull channel. - `
7. The stream reach will be fully replanted with appropriate riparian vegetation. Clear spaces will be allowed 1 cn I ~I _ I ~ r~
within the stream buffers to provide access to the sewer lines and manholes. ~ iti ~9A k~' Fp ~ Q „i '
'°,P DO , ~ U.G. TRAF Z
~ ~l-° oy' / z ~ ~ > ~ ~ ~ . ~ a~A A ' S GNAL BO SAN. MH ~ Y a a " ~
C' TOP=140.76' o v < vii •~t - ' y~ - _ ti „
G~' G~' ~ INVIN-131.31' i NE ~ " .SEWER LI INVIN=127.94 , ti „
F F 26 GUM 8 S `i lNV0UT=127.88 a
P~' ~ ° ~
~ of D/
6 TOP=138. a - TOP=138,.06 30" CURB a
SAN. MH •I _ , & GUTTER 3 N TOP-135.34 0 CURB
- ~ & GUTTER } INV/N-128.84 SAN: MH l ~ 1 m
i / ~ o~ ~ lNV0UT=128.69' TOP=140.29 , 1. INV=130.74 0 2 NvlN=128.38 GUY 1'P 1
REMOVE 2 EXISTING ; ~ vOUT--128 33 1~
PINE TREES ~ e ~ ~ ~ m T FFIC
coNC. CONC. co ,i, ' ~ ~ IGNAL
BOX BOX POLE SFC ~ ~
~ ~ 0 y I Z
~ n ; GU
1 'r. + ~ 7ELE. I
~o PED. - '
26" GUM 26" GUM ~ 0 z - `ti PROPOSED STACKED F
~ ~ o a STONE WALL ~ TRA ,
STREET LIGHT F, / _ _ Fc 5 TOP=135.3 ~ SIGN W N ~ STREET BOT= - ~ POL ° ~
5P 130.0 ~ - ko LicHT + ~ 1
~ ~ ~ .
INV=131.03' o =131.03' ~ -
0 (,Q CONC. PNT 1103 R # + HEADWALL STREET MIN ONC.
b~ k~ TOP=136.50' LIGHT ~ •=1 .85'
BOULDER
PACKING
?~E ~ ~
co ~~1P i NC. 51
w W - 1 a2 ~ ~ ,
30" CUR 40 ~ , TRAFFIC _
& GUTTER GU SIGNAL POLE „ RAP
~ 18 DI
TOP=141.16'
S~ INVIN=130.10' SAN. MH U.G. TRAFFIC GUY IN v = '
TOP TOP=137.88' SIGNAL OUT 130.04
INI/OL IN I/OUT=129.38' DI - TOP=141.23' 30" CUR
%,,U._~ INVlN=137.96' & GUTTER
INVOUT=137.91' '-+~liR
t' i
140 ~
FIRE DEPARTMENT
CONNEC]10N ~
~ G . ~ J _ - _ ~
~ N ti ~ M
~ o 0 ~ o ~
h iJl ROCK SIZING TABLE ~n ~ Z ~ W M
~~r` STACKED STACKED ~ ~ ~ co LENGTH WIDTH DEPTH ~ ~
1^ STONE WALL d TONE WALL G Q ~ cn
MINIMUM Ff + INIMUM FT 1 " " ~ ~ - Z ~ E 2 12 4 J _ " " " ~ 0~ rn
p MAXIMUM FT IXIMUM FT 24 24 24 L ~ Q p ~
0 0~ ~ y ~ rn Q~Q
3 Z wU ~
W s' ~ ~2 M~
~F-~E o ~ W ~
~ ~ N LEGEND ~ O I Z p~ 0
a W Z ~ = o -
i~ - - - H=OB EXISTING PROPERTY LINE o ~ ~ ~p~~
~Ir i a WpW~_
EXISTING INDEX CONTOUR N ~ M '~o
W cn M EXISTING INTERMEDIATE CONTOUR ~ ~o
. r~ Z ~
EXISTING BANKFULL r ~
E Z ~
SECiION 1 EXISTING CROSS SECTION N ~
~ W
EXISTING STREAM CENTER LINE _ a
- PROPOSED GRADE INFLECTION LINE _
- - . - _ DRf1DncCn r_~nninir nevi irur ~ i~ir - ~
l IIVI lL7{-L! V1%r%Ll111 V LofM I LIV11 1 LIIVG Q .
41 PROPOSED MANHOLE L
E O
D V) O
I ? o O o io zo o : L0 40 m O
o - Lr' CO O N
SCALE IN FEET 0 ;t N Z
N L7Z / O
d
-17
h - m'
I~bll"' 11 o I ~~i Ir i ! ii WWI' -P I u II ' R~~r i' y .I' ~ r Il~k~ o i lu ~i~ ~ ill I ly i r Ci ullu a"~I
° 6 II " LI h II ui

d ' ~ z o0
j 7, / \ JV i ~1 ~ ~ ^ c~ w y z w ~ ~ /
` / 1 ~ / \ v A _ \ ~
s A 1 / / a o ~ o s 1
~ RESTORATION STRATEGY -REACH 2 \ ' / PROPOSED ~
~~3 ~ , ' ~ ~ 7 \ ~ ti~ ~ ~ ROCK ~ ~ ~ m
\ Observations \ / N IMEIR ~ z ~ ter. , /
is severel entrenched. \ 1. The existing bankfull channel has been channehzed and y / y ~ / ~ Z
' r is littered with debris and refuse. \ 2. The existing stream comdo ; / _ ~ / ~ ~ ~ i i ~ ~ o
/ ~ rofile is fixed at the downstream end due to a i e culvert. Nickpomts within the profile are provided \ , 3. Thep P P ~ / / 1 i ~ -'C; ~ Q U
b roots stems of trees rooted or established near the normal water surface. ~ \ / / Y Y / F G. ~ 2 J
4. The existin channel exhibits poor-to-fair pattern and fair riffle-pool streambed facet features. ~ / / g coNC. n ~ V / ~ „~k9 - - / ~ a Z ~ HEADWALL ` y =
5. The stream banks are over-stee ened but show minimal evidence of very recent erosion. Trees at the top of ~ / P Q TOP=1,'5.3'" ~i 0 o W
i no evidence of " istol-butts" the banks, as well as within the entrenched stream, exhibit fully vertical trunks w th p / ~ PROPOSED ~ 2 = i
" its incision hase." ~ ~ or to ling. It is assumed that the stream has largely completed p / ROCK ~ , ~ ~ ~ ~ I / < , ~ ~ ,1 ~ J ~ Z WEIR r. ~ ~ ~
PP stl of a mature hardwood tree cano with a brush understo / ~ ~ Q Q ~ ~ ~ O N
6. The existing riparian vegetation consists mo y PY Y rY / ~ y ~ ~ ~ a ~~j~ ~ SAN. MH ~ ~
dominated b invasive species (such as privet, honeysuckle and autumn olive). 0 0 w ~I ~ ~ ~ ~ ' . ~ TOP=124.87 ~
~o = - ~X ~ p BOLTED ~ ~ ~ RO u i Q
d Restoration Activities Propose ~ _ . ! ~ ~ , APP INV IN 10 =117.66 ~ W ~ ~ _ R I ~ W y,. - ~ EWE INV IN (6 )=117 96 (n ~
1. Maintain the existin mature trees on the left back, where possible. The proximity of the sewer line on the g / / s ~ AN• INV OUT 117.58 , CP
f ome trees alon the left bank for re adin oses. ~ right side of the stream necessitates the removal o s g g Pm'P ill take lace ~ti~ ~ " ~ ~ ~
2. The existin attern of the maJority of the stream length will be maintained. No grading w p , gP ~ , \ a~ ~ Q o 0
below the bankfullelevation intheseareas. ~i - / , ~ ~ z 0
3. To rovide some lanform diversi within the stream system, four small pockets of belt width widening will % ~ P P ty
left of the existin channel. i ~ be constructed. In these four areas, the stream will be slightly relocated to the g / 2 ~ a N
Coir-wra ed soil lifts will be used to form the ri ht bank of the stream. Rock weirs will be installed to g ~ / . . PP ~ ~ ~ i / 0 LL ~ 1 ~ o
maintain ool formation at the meander bends. \ ~ maintain the profile of the stream and to p SAN. MN z ~ 3
aded back above bankfull to rovide shear stress relief. ~ ~ 4. The stream banks will be gr p TOP=127.32' 0
125, ~ kfull line to the ade inflection line as shown on the lan. This ~ ~ ; ~ / 5. The contractor will excavate from the ban gr P ~ ~ BOLTED f ( --'lNV-120.17 (APPROX)
~ '11 rovide a bankfull bench ad scent to the stream. ~ ;2 ~ / / _ wi p J ~ ~ ~ f /."%;i
~ ~ , 6. The contractor will then rovide a new stream bank sloped from the grade inflection line to the grading r ~ , P / ~ ~ i z ~ \ '7. Q
da li t line as shown on the lan. The slo e of the stream bank will be approximately 2H:1 V, but will vary ~ ~ ~ r ~ Y ~ P P 1 s~ .
sli tl either wa to rovide a natural and sinuous appearance that does not necessarily mirror the pattern of the ~ Y P ~ , Y T ~f l , 1
11 channel. - - bankfu ~n
~2s x~ ~ ~ _ - - cn / ~1
1 ~ o~ ~ /f,: ~ / 28 ~ Q ~2 / z
\ I ~ ,~o / ~ x a a
, / ~ / O U a N
~ \ of 1
: 0 r / \ / ~ ~ QO
/ ~ h . N / \1
\ t~ ~ s / !i ~ ~ t I ?9~. ~ . ~ >
~ ~ ~ ~ PROPOSED ~ ~ - _ a _ a
~ ~ ROCK ~ s ;
IR ' ~ , / ~ m
. , / ~ } ~g0 Y""~ 13~ ~
r~~„ ~ - 1
~ / / ~ / ~ ~ i ;
~ w ~ ~ . W
, J / 1 ~ ~ ~ PNT # 20010
/ ~ / / / N=643204.660 _ ~
/ J r / - ~ -~.3~-- _ _ / E=2198853.140 / - ' - ~ ELEV=131.31
/ / / ~ ~ /
' PROPOSED x~ ' ~ ~ ~ / - / R / , OCK ~ ' ~ 1 / z
/ / WEIR ; / / / o F
1 - / x - - / a U
~ is _ f.., ; (n W f p d
~ ~ / ~ / /
1 / ~ - 3. n r-13 INV-125.90' :.'i
~ ~ 5 ~ ~ / _ L ~ 1
~ ~ ' r
~ _ 0~`
~ INV=125.28'
/ ' / APPROXIMATE LOCA110N - - ¢~R
I ~ AIL ` ~ / : ~ OF PROPOSED TR ~i~ c~ ~ a
~ BY OTHERS ~ ~ ) i 18 ~ ~P 1 1~ . R 0
/ ~ ~ ~ ~ ~ 7 i. < / / z ~6 CB w 1U.0 - TOP=130.60 ~
~ i / ~ lNV=127.90'
~ t ~'h ~ xb i / GP
i ~ INV-12. 3' ~6
i ~ > i ~ ~ ~
~ i 'p
i ~ ~ CB
24" GUM 24 PINE Q TOP=130.96,' INV= 128.47 /
/i s INl/-127.61' 'p
0 1 / / % ~ ~
~ 2 h P ~ p
/ ~ ~ 1 ~ 1 ~ Q 5 9
/ :P OU HYATT ~ EMMA L 0 0 oy
0 1, \ ',;f. 6" OAK „ 40 DEAD OAK tt ZL ~
TM 1694-82-7577 / #
~B • • ~ ~ coNC. D 1 0l ~ P J
DB 25 PG 179 ~ % ~ r / o - GRILL o ti ~a N
z 1~ ~ - AREA i x J M ~o 0
a ~ " ~ B ~Z W
/ / ,tA ,LAPS ~LSL4LLIG - ~
R / ~ DE J OP ` ~ ~ E Q 0^0 r ~
1 ~ ~ ~ / CONC. / ~ s " " EXISTNG WOODS LINE _ Z ~ E J
~ 24 OAK 30 OAK . ~ ~ PICNIC „ OJ ~U - EXISTING PROPERTY LINE ~ Q 0 "
/ 24 GUM ~ ~ ~ ~ AREA 0 ~
N~ EXISTING INDEX CONTOUR Q LL N
r / ~ " PNT # 24582 v Z W U N~ 80LT ON FIRE HYDRANT - - N = M c
1 ~ ~ --T~ 4 PINE EXISTING INTERMEDIATE CONTOUR ~ ~ ~ ELEV.=137.78 _ _ _ _ _ _ cn W ~ ~ ~
i, ~ _ . ~ N EXISTING BANKFULL ~ i Z 0 ~ o
~ ~ ~ " i / i / 28 OAK 24" OAK ° W Z ~
/ , " 20 OAK N 2 0 =o~ sECnoN ~ EXISTING CROSS SECTION o ~ ~
5 ~ ~ , ~ 30 GUM ~ J? i. li N w\G ~ w ~ •a ~ \ W 0 w
,,sg,~ ~ , _ i ~ / ~c r~ ~ EXISTING STREAM CENTER LINE ~ M ca
ti~ ~ ~ ~ r~ ~ > / J ~ APE i 1 ~ / LANOSC P W ~ M~ G P J .m - PROPOSED GRADE INFLECTION LINE J ~
o / CONC. BORDER ,F G Z _ Q P ~ ~ -
~ , ~ ~ srEPs Q PROPOSED GRADING DAYLIGHT LINE o,
J1 i ~ ~ i i 5 ~ 0 P o
INV=132.94' PROPOSED BANKFULL E Z ~ v 2.94
t, ~ ~ METAL In , ' POST i W 5 - - PROPOSED CENTERLINE o
_ - 'a
~ 0 : ~ x ~ i i1 0~ f 0
LANDSCAPE ~5 BR/CK PROPOSED COIR WRAPPED SOIL LIFTS =
~ ~ ~ 1 BORDER SIGN i CONC, p ~ \
" pY nc/lurrnLL " r\ - ~r
27 PINE E TOP=138.20 36 30" PINE 26 K 20 PINE 30" OAK CONC. lNV-133.30 ...<J% PROPOSED TRAIL LOCATION E O
- STEPS 32 PINE V) O In
O
0 10 20 40 o W O 0, p N
2 " INE 6 CURBING pP SCALE IN FEET 0 cD = N Z
LANDSCAPE PINE 24" PINE BORDER N
,7 d ~
IPn . „wNg"u a 911 vi r: w9'NM9hhn iib9~, Mr _ low
9 ~ II I I III
I
i I

/
O
~ ~ Z 00 ~ ^ f ~ H ~ C9 W
/ / Z W W
~ N O / a 00
d' ~ D !~i i~ ^ l
/ ~
1 c~~ I U Z
% ~ i
,J i ~ ~ ~ Z ~i ~
~ ~ Q o
z H Z o =
r ~ / d
I i~ N a Z ~ / Q
rn ~ 0 o W ~ Z r--
~ 2 ~ 0 / / ~ / Z
J ~ ~ PNr ~ 0011 ~ ~ ~ Q Q
~ N=64 654.942 - J ~ ~ ~ ~ _ ~ Q.
{ J N t=218493.336 p ELF =124.20 _ 0 0 W
;N~~ ~
~ n ~ C W m ~ ~ ' C
nv / / ~ cn ~ / ; 0
~o ~ ~ / Q o 0 CR PE ~ ~ W -
CREPE / N LL M TLE ~ ry/ ; Q ~ ~ Z ~ _
MYRTLE ' ~ ~ ~ / ~ ~ - 2 g a
N % / ' / 0 LL
CRE / ~ ~ o / Z
MY E 5 / ; ~ / ~ i ~ o
/ ~ „ / ' % -
j i' ~ / - ~ ~ ,
CREPE i / / i ~ CREPE ~
MYRTLE ~ ' MYRTLE ~ ~ ~ k Z ~ ~ o ~
~l , ;
i' APPROXIMATE L( OF PROPOSED T 'ROXIMATE LOCATION / ~ - ~ CREPE f ~ ~ ~ _ PROPOSED TRAIL ~ / o ~ cn
~ i (BY OTHERS) ' OTHERS1 MYRTLE, ~p j / r, V /
/ '~i; i Q
CREPE ~ _ ~ ~ ~ ~ ~
CREPE ^ ~ MYRTLE ~ % ~ ~ x a a
MYRTLE ~ y p INV==115.34 / a ~ o ~ a v, ~ ~ ti ~
CREPE 1 / ~ ~i//
MYRTLE " f ~ ~ tip ~~1 a / o
/ ~Y, CREPE
~ , ~ MYRTLE /i i > - / a
CREPE ~ ~ ~ / i
/ MYRTLE ' r 1/ ~ ~ ~ I 12 ~ f
i CREPE i / ~8y m
_:~s~ ~ MYRTLE +p0 , a9 rLh
CREPE ~ ~ / i' ~ - ~ i -
MYR ~ / ~ ~ % ~ ~
/ / i CREPE ~ / ~ / -
MYRTLE / r / 0 / / / / `f~ 12 ~ _ , - , ~ ~
CREPE ~ / _ _ ~ ~ s 12 ~ o ,
MYRTLE i / ~ / ' a _ / ~ lNV-116.74
r~'- i ~ D i
r+~ , ~ ~ 5 E /i/ ~ z
o X23 i ~ ~ r o F ~
SAN. MF SAN. MH ~ ~ ~ U
~ _ - 1 i ` / TOP=122.; TOP=122.35 ~ - O
/ wl /~0 1 BOLTED ~ ~ * ~ ~ INV IN=11: BOLTED p _ INV IN=113.17 ~
~ / ~ ~ INV OUT=11 INV OUT=113.12 v2
~ ~ o q ~ , =124.84'...,. - . ~ ~ ~ ) ~ w ~ ~ ~ - .o s ,o F / ,
Z ~ ~ ROX ~ / o~. i
(rt APP , 12D / /
EWER o
/ N. S a / 0 sA m ~r~• - „ _ ~ _ , ~2~ ; ~ -
o _ " Aa ~ ~ V-' p ~
Y + J Z t~ $ ~ ~ SAN. MH >
~ $ ~ ~ w w 1i
~i _T'
.-1 ~ ~ `L
~ ' N 1 1 ~ l i
\ A /
^wN, \ / / / i
1~
i i \ j'~ ~I / /
~I~d II ~ ~JJ / O 1 1
P RESTORATION STRATEGY -REACH 3 ~f1 O \ / . ~ / / /
/ ~ ~ _,.-mot" / ~
P ~o~ Observattons O ; ti, i ~~.p /
/ \ r CT elized and is entrenched ~ Q 1. The existing bankfull channel has been charm ~ Q CT ~ n . ~ 2 ~ ~ _
"I y ~ t the downstream end due to a 4 ' ' + ue to a vein of ex sed bedrock, and a ~ ~ ~ i ~ 2. The rofile is fixed at the upstream end d po \ \ P / ~
~ ~ pipe culvert. ~ / ti
I' 3. The existm channel exhibits ood attern and fair riffle-pool streambed facet features. / g g p J
The stream banks are over-stee ened and eroding due to the historical incision. ~ 4. p ~ N J M
s N I~''~' in ri arian ve etation consists entirel of ass that is mowed to the normal water surfact. ~ oQ 5. The exist g p g Y t~' 1 - I- ~ o
stream and the downstream culvert is abrupt and forms a nearly right angle in the 6. The transition between the wZ ~ W M ~
flow ath. ~ n
p _ ~Na~
z J _ ~o ~J
osed Restoration Activities , Prop din will take lace below the bankfull ; L N - ~QO ~
1. The existin attern of the stream will be mamtamed. No gra g p ~ g P 0 ~ N ~ a
elevation exce t for the construction of coir-wrapped soil lift near the downstream culvert. ~ - o P , EXISTING INDEX CONTOUR ~ a u. y v ZWUN'G
2. The stream banks will be aded back above bankfull to provide shear stress relief. j gr ~ hown on the lan. This ~ - - - EXISTING INTERMEDIATE CONTOUR ~ ~ = M a~ ~ F- ~ E
3. The contractor will excavate from the bankfull line to the grade mflechon lme ass p ~ti ~ W~ ~@~ N
full bench ad'acent to the stream. This ading will take place on both sides of the stream. will provide a bank ~ ~ EXISTING BANKFULL ~ ~ z 0 rn o
' h n rovide a new stream bank slo ed from the grade inflection line to the grading ~ 4. The contractor will t e P I / P ~ ° WZ°.°~ a ~ 2 0=
' e as shown on the lan. The slo a of the stream bank will be approximately 2H:1V, but will vary daylight lm p P s~c~oN ~ EXISTING CROSS SECTION - t- _ ~ Y o ~ ~N
sinuous a earance that does not necessaril mirror the pattern of the ~ slightly either way to provide a natural and pp Y y, ,ij,; EXISTING STREAM CENTER LINE W 0 W M
bankfull channel. H+H+Fr+~+N++M++~ i ~ i O J ~ t0 W~ M~
ri to ri arian ve etation. Clears aces will be allowed 5. The stream reach will be fully replanted with approp a p g P - PROPOSED GRADE INFLECTION LINE ~ ~
' d access to the sewer lines and manholes. within the stream buffers to provide for a future greenway trail an Z ~ ~ Q o0
- - - - - PROPOSED GRADING DAYLIGHT LINE w ~ L ~ ~
~ ~ PROPOSED BANKFULL E Z ~
- - cn co - ~ W
- - PROPOSED CENTERLINE o
'a
0
PROPOSED COIR WRAPPED SOIL LIFTS

J PROPOSED TRAIL LOCATION
cn O O
0 10 20 40 0 W
0 Lc) • O m O N
SCALE IN FEET ( Al c0 Z z
I I N N
0 C~
low"
r~~ruxm~. ,.I~mIrldre~IhNl~l..,,r
i
•19 ,
l

~
i ~
~ w z w ~
w ~ ~ o ti a ~
/ ~ c % ry"S
! ~ ~ ~ !
/ ~ / ~
! ~ ~ z
a ~ ~ ~ Z i
! ~ AST ~ 11 ~ N-s s~: 0 J
/ n ti E 21 .us Q Z U ~ h G.e 1%10 - Z LL
' ~ ~ 0 J a ~ 0
I ~ / , ~ to a z ~
CREPE ! ~ ~ 0 CLEAN WATER ; ~ ~ , ~ / / Q Z
1 PUMP AROUND 2
t , , COFFER , , ~ i;/' / J F- U
DAM - i ~ Q
~ Z PUMP w„~ / W
Q Q APE ~
/ ~ ,l ~ ~ ROCK "'~"E; ,,9 x; ~ ! W N D
` , r~PE GONSTRU ON ~ ti~ W W
~ N ~ ENTRANC ~ - STABILIZED ~ 1 '~9 ROCK Z ~
I OUTLET ~ CONSTRUCTION u~,LE.... ~ Q Z
~ ~ ENTRANCE ~ ~ ~ ~ , ~ T~ ; ~ ~ Q o Q ?nRnF ~ ~ w
W ~ w";,...• ~ ~ Z N,AIlE ~ / Z ~ _
~ ~ ~~sr~
~ r / ~ i _ ~ ~ ~ ~ cn y~ ~ ~ ~ Q LL
,~k`' / wo;,~- ~ STABILIZED , ~ iTABILIZED z o ~ ~
= ~ OUTLET / ~ w_ 3 ! o
, -
/ ~ / ~
~ / ~ ~ ~ i X31 / / ~ _ ,
~ ~ ,3 / ~ ~s ~ / ~ 1 s ~ - Z .
1 ~ ~h / ~ V w ~ kw.~. TEMPORARY a ~ 'ca~ SF ° O
\ j / / , -~t~ ROCK - ~ ..M s SF FlLTER ~

i` , ~ ~ r.. , ~ ~ F ~
COFFER I z ~ SF Z
~ / DAM' ~ F,..- ~ z ~ ~ > ~ x a a ~ N ~ x a v
~ : ~ . ~ ~ •g-~' ~ . e..~...~-~ a ~ ° U a to
i r
:3,~= ~ `'ti LIMIT OF u. ° DISTURBANCE a
F~ J 1zs ut b ~ ° 0.55 ACRES
31/ 1 N POTENTIAL 23,933 SF ~
~ ~ / G ~ a STOCKPILE a
\ ~'12; 'J AREA
~i i }
1 ~ TEMPORAI ~ CLEAN WATER TEMPORARY m
~ ROCK PUMP AROUND ROCK FILTER
~ ~ FILTER ~ ~ ~ > ~
~ ~ ~ ~ PtfMP N
~ STABIUZED
OUTLET -
> RY ~ I
~ ROCK - -
-1~ FILTER ~ , PNT / snm0
~ ~ , ~ POTENTIAL o E~.I,T,.,~ F STOCKPILE
l Y / ~ ~ / ;z- - ~ a AREA
i ~ t / / . i n w °
COFFER _ / SF
DAM ' ~ / SF ~ SF „ S
• , ~ 1
fi:=.•~,
\ I^ ~ ~ v/ ;..f
f /
~ , T~ EMI 24' PfE V'
/ , w
? w ~ PUMP , ~ ~ 0
E~I~IA LOU HYATT ` ~ : ~ °"K ~ ouo out
TM f ~~ez-rsn ~ ~ , Q
~ ~ ~ ~ 6 POTENTI ~ ~ CLEAN WATER ~ STOCKPI POTENTIAL STOCKPILE
G 1~",, ~ ~ ~ PUMP AROUND R A AREA
~ AE ~~_v ~3 ,i,.
/ 24' OAIf J7 ONC ~ / m ~ ~ W 24 OUM 1
/ V N •'i r ~ 24012 !0.T QI FIE M1gMNT
~ ~''"E * ~.,~.>e LIMIT OF / ; LIMIT OF
,~o,,,~Q ~ DISTURBi DISTURBANCE
STABIUZED ~ /'.j-`°t ~ ~Q ~r wr • ~ 1.40 ACF ~ a ~ ouTLEr ~ ~ ~ 1.40 ACRES 61,167 SF
CLEAN WATER ~ 61,167 S >~z ~ ? G PUMP AROUND , ~
~ r.~ ~ ,
~a.;=~ y .
~ a - J
X35 J,-,. N ~ M
~ \ ~ - 3Y nrE ~ 26' 2Y PlE F~ o
.fi 7f PIE n Z W 1° F M
'i` * ~ ROCK ~ ~ * 2 ~ CONSTRUCTION OD
' 2r PIE ENTRANCE ~ r LEGEND N a
/ .z~~ J _~o
ROCK INE ~ J EXISTING WOODS L ~ Q 0 ~
CONSTRUC110N , , 0~
ENTRANCE - ~o~° - TIN PROPERTY LINE N ~ ~ EXIS G ~ Q
20' Y~ - V~ ~ ` W U N ~ EXISTING INDEX CONTOUR ~ = M
/ o~ ~ ~E
w G~ EXISTING INTERMEDIATE CONTOUR w ~ ' ~ N C ~ ZO p) O
/ ® 1 O W Z ~
r.• ~ a' I •:i EXISTING BANKFUL
1 a. PUMP ~ , li N ~ C~ sEC~tort t EXISTING CROSS SECTION a W O W M
a o J ~ ~ W cn M ~
` TEMPORARY i PROPOSED GRADE INFLECTION ELEVATION ~ ~ a~
~ ~ ~ ROCK Z ~ 0D
• FLTER • ~ ~ f - _ ING ~ - Q ~ PROPOSED LIMIT OF GRAD u. r ~
EARTH DISTURBANCE SUMMARY . H LE ~ - PROPOSED MAN 0 E Z
COFFER ' ~ ~
DAM IN REACH AREA (ACRES) ~ W SF SF SILT FENCE - v
CULVERT 1 0.28
2 1.40 LIMIT OF DISTURBANCE a 0
3 0.55 POTENTIAL
STOCKPILE TOTAL 2.23 v

AKtA r
L LIMIT OF 140- Z 1 E O
DISTURBANCE V I O O
0.28 ACRES _ G
12,313 SF 0 20 40 80 p W ~ Ca O N
SCALE IN FEET O (D 2 N Z
~G N ~ e
Cfi ~
I Jill
I
I lu ~ h h

-~I f-- o
BEDROCK CONTROLLED I I Z
NO BEDROCK c~ ~ W Imo'- Z = o
I _ ~ t a
~ ~ ~ I N M ~ ~ ~ ~ °
r N M d' ~ N ~ Z Z N M Z I Z Z Z Z Z Z
Z N Z Z Z O O O Z Z O= _ ~ O O 1= F O O ~ O O O O O O I- F U U U U U Z
F= ~ ~ F= U U F- F- ~ U U U U U U Q Q W U U w W U U Q a W I W w W W W W W W W W ~ ~ ~ ~ ~ ~ ~
W w w W W W UI ~ ~ fn to ~ fn VI fn ~ ~ -1-_ _ to (n ~ ~ I _ z J ~
~ Z o z I o i Z ~ az
Z - i W W ~ w W I ~ Z m I d o
m y a z cn
0 o w Z ~ J I = ~
140 0 J - 0
I F- ~ Q
Ex. s' oucnLE /RAN sE?t~'R - a OC J
(AERIAL) INS = 132.26 0 0 a
i I I ~ H z
y; . - ` r t . ~ - _ _ - J . I - ~~11~~ wN o
EX. 42 RCP , . W ~ ~ ~ ~
r= ` - £X. 8 SEWfR I Z (7
TOP = 129.8 Ea( WCnLE IRON 0 z
~g( EX RGp WRIER MAIN , ~a I W o
EL. = 421.56 _ N W ~ Z ~ _
13 ~ I ~ i ~ } =
N o 0
~ o o ~
EX. 18 RCP (AN BANK) ~ _ i I . - o
INV. - 130.76 ~ ~ , _ EX. 4" PVC ORAf ~~T i , ~ ~ ~ ~ . ~ - - - ~
_ _ i ~ INU. 129.85 I v~,~ ~g(
/ =
~ - `v~~ z ~ ~ ~ a ~
~ ~ f i ~ ~ ~ o x~~x.
_ - _ p~(~/~~ ~Q( (n
12 _ r M EX. 6 SEWFR ~E ~E
TOP = 120.41 ~ Q
EX/SANG 48" GNP z
NOTE: ~ ~ ~ x a a
G PROFILE IS PROVIDED FOR INFORMATION THIS EXISTIN 'MATION
ONLY AND IS NOT INTENDED TO BE USED PURPOSES USED . EX/SANG 48 !,MIP
FOR CONSTRUCTION PURPOSES ! a 0
a
a a
11
300 400 500 0 100 200 0 100 200 300 600 } m
100 200 0
0 2.5 5 10
10 0 2.5 5 10 0 2.5 5 VERTICAL SCALE IN FEET
VERTICAL SCALE IN FEET VERTICAL SCALE IN FEET 0 25 50 100
100 0 25 50 100 0 25 50 HORIZONTAL SCALE IN FEET o
ET HORIZONTAL SCALE IN FEET F a
HORIZONTAL SCALE IN FE
~ BEDROCK I c
-?1 NO BEDROCK CONTROLLED DROCK
_ _ 130 ~ I
140
N ~ ~ ~ ~ ~
r- N M I Z I Z Z
Z Z Z Z I = ~ O O z z Z z 0 0 ~
O p O O ~ U ~ I ~ F ~ ~ ~ ~
~ ~ ~ ~ Q U I U U U U U U = W W W W U U CJ U W W W W
W W W U ~ to I (n (n (n ~ ~ ~
(n W ~ (n Q ~ ~ W Z w
~ - it ~ W I
~ m
z W i _ I
~I - 125 -
1 ~ X'~ li
131.72 I
SEWER IRON TILE X. 6 DUC I E
II = 132.26 ~ ~ (AERIAL) INV.
if _ 131.73 i i F,,
131.97 131.85 _ ~ I ~~u I
131.22 131.47 . ' ~
131.35 131.23 I, _ 130.96 130.88 ; 120.8
; ~ 130.46 130.38
120.3 120.3 I, I 120.0 J ~ ~
- a A - EX. 52" RCP 119.8 130.99 _ _ 119.5 N 119.7 M
~ ~ ~ ~o 0 119.4 xs ~ - 119.1 118.7 - - _ 119.2 ~ ~
EX. 42 RCP EX. 8" SEWER _ 120 ~ ~ TOP = 129.89 - - _ _ _ ~Z W 118.9 118.6 118.5 M
13 ~ 118.2 ~ ~
~I _ _ ..118.0 Q~ J .zoo
- _ _ _ p J ~ v
" BANK i' ` EX. 18 RCP (ON ) " ,
= EX. 4 PIS DRAIN - - INV. 130.76 , ~ EX/ST1NG 48" CMP 0 ~ - N ~ a ` rn Q ~ ~
INV. = 129.85 ~ 3 Z WU N~
N I PROPOSED 6 m ~E
D.I. SEWER ~i~ \ % i UJ W ~ N
~ ~ ZQ ~O ° W Z ~
PROPOSED ROCK WEIR ~ V/ = O =
- ~ _ v ~ ~ y ~ ~
a W Ow ~ J ~
115 250 300 350 = W cn ~
125 50 250 0 150 200 100 150 200 ~ Z
50 100 0 -Q
o ~ Z ~
W t°
1 2 4 ~ 0
0 1 2 4 a N
VERTICAL SCALE IN FEET o
VERTICAL SCALE IN FEET LEGEN -Q 0 10 20 40 =
0 10 20 40 HORIZONTAL SCALE IN FEET a~ 4=
I Inns-~n.1r 11 enAl C IAI CCCT
BANKFULL
EXISTING TOP OF BANK PROPOSED BANKFULL ~
~ EXISTING BANKFULL PROPOSED THALWEG THALWEG E O Lf) ~
EXISTING WATER SURFACE - PROPOSED GRADE GRADE 0 0 DE o W O m O N
ELEVATION > O 0 ~ co O
- - EXISTING THALWEG INFLECTION ELEVATION ~2 Z cv N
- - - - - EXISTING BANKFULL 0
t~
Willow

135 c.,
i
z z z 0 0 0
~ ~ ~
U U V w W l+1
N ~ N ~ ' U Z
t Z
I J 'o
~g a
a
X29.9 ~ m a z ~n
_129.4 r 129.1 = z
130 _ ~ ~ ~ O
I128.6 128.2 Q ~ a
N ~ ~ ~ ~ - _ I ~ 127J 127126. 127.0 126.7 A. ~
x
U ~N
Q
W . ~ ri2s.2 I Z ~ ~
I ~125J 124.3... r125J 123.0 i i 124.1 I ` ~ a ° Z
125.2 / ~ 123.5 r 125.2 a
m
125 ~ --1_ 1= ~ o
~ ~ ~ ~ J~ ~
EX. DUC7)LE IRON WA7ER MA/N ~24~7 EL. = 42L56
-1~
124.7
123.7 123.4 ~ 1 o
123.8 123.1 ~
'
I i '~I a
Iii. " 1 ~ ~ ~ ~ ~
120 - _ _
~ ~
115 250 300 350
0 50 100 150 200
F
- _
~ ~
z z
0 0 ~ ~
U U ~ui~u
w w ~ ~
~ ~
~j I~x~n=
I
~
N
I ~ 2
U
Q
D
Q Z W
Z x124.6 124.3 124.2 I
a
~ ~ J 124.1
V r~ 123.8 123.7 123.8 123.4
a - - ~ 1 ~ ~ 123.3 121.9 r 123.0 ~ Z w M
~ X122.9 x123.0. Q r
~ -`1----- ~ , I ~i2 - 122.5121.4122.6 122.3
_..122.1 F~Z~~ / - - - 121.8
0 ~ U
~ -1- i ~Q JN°~a~a
Exrsnroc ae" c~+P ~ Z v N
~E EXISTING TOP OF BANK ~ D 0 ~ F N
I 121.8 121.8 121.5 ~2~ 5 ~i EXISTING WATER SURFACE Z V Z ~ N~ EXISTING THALWEG a Q ' w z ~
121.3 121.8
~ 121.8 127.7 •120.5 -120.5 EX. 6' SEI~£R ~ ~ - - - - - ~~STING BANKFULL Y ~ ~ ~ ~ ~ a
TOP = 12¢41 PROPOSED BANKFULL 'a W O W ~
PROPOSED THALWEG = ~ W ~ ~ ~ ~
PROPOSED GRADE „ J ~ ~ ~ o LL ~
INFLECTION ELEVATION t ~ .E W Z ~ W
Yw~°
0
V~ 0 2
a
~ din inn 550 600 i00 650 700 750
TVV zvv 0 1 2 4
p c- ISM mom-M!
VERTICAL SCALE IN FEET cn In
PROPOSED PROFILE LE 0 10 20 40 I p NO r. O W
HORIZONTAL SCALE IN FEET m O p 0 N
REACH 2 02 Z 04 N
~ Q
a °
MAW IAL.
=mom
M

d ~ z
z w ~ = o
a ~ N
0
U
Z
AREA RESERVED FOR FUTURE AREA RESERVED FOR FUTURE F
GREENWAY TRAIL (4.0' WIDTH) GREEN WAY TRAIL (4.0' WIDTH) J ~
Q o Z H z
-a o a~
~a Z
RADE INFLECTION ELEVATION 0 0 z ~ ~
RADE INFLECTION ELEEXISTING GRADE .CTION ELEVATION = 0 z
GRADING J - 0 H
GRADING DAYLIGHT DAYLIGHT ~XISTI 16.0' LINE LINE Q
EXISTING GRADE ~ U w
_ 00 N
c ~ J . W N Q
_ APPROX.) i W U
~ a. Z }
0.50' RADE INFLECTION LINE 0 ~
SLOPE AS REQUIRED BETWEEN BANKFULL 0.50' COIR-WRAPPED AND GRADE INFLECTION LINES (TYP.) GRADE INFLECTION (SEE DETAILS) Q o JVRAPPED SOIL LIFT W W
N )ETAILS) Z ~ _
2 ~ ~
EXISTING BANKFULL ELEVATION LINE N ~ 0
NO DISTURBANCE SHALL OCCUR ~ o
BELOW THIS ELEVATION) z 3
0
TYPICAL SECTION TYPICAL SECTION ~ w
REACH 3 REACH 3 CROSS-SECTIONAL o U
AREA = 4.2 SF 0
0+00 TO 2+44 2+44 TO 2+82
BANKFULL ELEVATION ~ z z
z ~ Y a a
~ s ~ U Q fV
0.9 1.0' 0.9
- THALWEG ELEVATION ~
n. a
~P ~ AREA RESERVED FOR FUTURE
~ ~ GREENWAY TRAIL (4.0' WIDTH) 1.5' 1.5' 1.5' 1.5' r m
Q RADE INFLECTION ELEVATION Q
6.0'
ROPOSED GRADE ~ EXISTING GRADE p~ GRADING
y~~ ~EXISnNG GRADE DAYLILINE ~ ELEV~ TIONLECTION
RIFFLE
12'0 2 (APPROX.) GRADING DAYLIGHT 0 F
LINE _ . d WER
_ _ 0.50' - _ - EX. SEWER W 0
0.50' GRADE INFLECTION
~~EX. SEWER LINE
SOIL LIFT,
EX/STING BANKFULL RADE INFLECTION LINE SEE TYPICAL BANKFULL COIR-WRAPPED SOIL LIFT,
ELE~A7/ON SLOPE AS REQUIRED BETWEEN BANKfULL CHANNEL DIMENSIONS 2 LIFTS REQUIRED
! AND GRADE INFLECTION LINES (TYP.) (THIS SHEET) (SEE DETAILS) CROSS-SECTIONAL
AREA = 7.5 SF
~ NO DISTURBANCE SHALL OCCUR
BELOW THIS ELEVATION) W
TYPICAL SECTION BANKFULL ELEVATION
REACH 2
NOTE:
GRADING MAY OCCUR ON LEFT AND RIGHT 2+30 TO 2+75
BANKS AS DEPICTED ON THE PLANS 2+98 TO 3+35 1.5' 1.5'
2.0'
~ TYPICAL SEC110N 4+80 TO 5+17
REACH 2 5+7o to s+~ 2
0+00 TO 2+30 THALWEG ELEVATION
2+75 TO 2+98
3+35 TO 4+80
5+17 TO 5+70 1.5' 1.5' 1.5' 1.5'
6+12 TO 6+76 N M
~ ~ ~ O
6.0 ~ ~ wZ W ~ M
i
~ r 1~'+ ~ (n Q 0^D
i POOL _ Z ~ ~ J • O J ~ V
GRADE INFLECTION ELEVATION XISTING GRADE Q Q C1
0~ ~ N ~ Q ~ a
3 WU a
/ / GRADE INFLECTION N I A H Z NL A N ~=M~
~ ~ ~ ;r w~ ~U
10.0'- LGRADING DAYLIGHT ELEVATION GRADING D 2 (APPROX.) LINE 10.0' ~1 LINE (TYP.) ~ N GRADING DAYLIGHT c i Z 0 0 0
° WZO.°~
L f 2 (APPROX.) ~ 2 (APPROX.) - ~ _
~ ~ ~ ~ (7
~ 0.50' RADE INFLECTION UNE - - N W oW M= 0 J ~ ~
~ SLOPE AS REQUIRED BETWEEN BANKFULL 0.50' RADE INFLECTION LINE (TYP. LINE (TYP.) = W cn Q M E
AND GRADE INFLECTION LINES (TYP.) SLOPE AS REQUIRED BETWEEN BANKF EXISTING BANKFULL ELEVATION AND GRADE INFLECTION LINES (TYP.) EN BANKFULL ~ Z ~ ~ Q w
ES (TYP.) ~ LL
NO DISTURBANCE SHALL OCCUR EXISTING BANKFULL ELEVATION Z ~
BELOW THIS ELEVATION) NO DISTURBANCE SHALL OCCUR i W `D 0
BELOW THIS ELEVATION) a
0
NOTE:
~ GRADING MAY OCCUR ON LEFT AND RIGHT TYPICAL SECTION v
BANKS AS DEPICTED ON THE LANS aGeru ~
r
0+98 TO 1+48 E O
TYPICAL SECTION V) O ~LO
REACH 1 O M LO °W > O
I 0+00 TO 0+98 C) O ~ pN
0) 2 N Z
N~+I / Q
U ~
_ i Ire' •~II_r ~
hmmmi iIIIN~K~
III I I
I I

140 -
~r ~
LEGEND
I EXISTING WATER SURFACE $
135 t
EXISTING GRADE i
0 - - - - - EXISTING BANKFULL J ~
PROPOSED GR,4DE a g o
130 I i - - PROPOSED GRADE fA d z
INFLECTION ELEVATION = Z o ~
O
a ~q o
~-EX 10" SEWER 0' ~C U
W ~ ~
125
0 5 10 15 20 25 30 35 40 45 50 55 60
REACH 2 ~ W ~ ~ O
SECTION 1
0 a o U
~ W w
2 ~
130 140 F
I O W vii
~~_d I 7 ~
i I - 125
135 -
6 ~j
I
i N _
- 120
130 ~ ~ ~ ~ R~EX 10" SEWER a
~ a
~EX 8" SEWER
115
125
0 5 10 15 20 25 30 35 40 45 50 55 60 65 0 5 5 10 15 20 25 30 35 40 45 50 0
REACH 2
REACH 1 SECTION 5 ~
SEC110N 4
r
130
140
j
_ 125
135
0
120 I ~
130 ~EX 10" SEWER
1
115
125
5 10 15 20 25 30 35 40 45 50 55 60
0 5 10 15 20 25 30 35 40 0 5 REACH 2
REACH 1 ~ ~ n. SECTION 3 SECTION 4
=a~
135
140 _
I ~

130
135 _ - ~ _
- - - -
t _ 125
130
EX ,o" SEWER a
J F M
0 0
`..Z W
120 125
5 70 15 20 25 30 35 40 45 50 55 60 65 70 ~ N Z W ~
0 5 10 15 20 25 30 35 40 0 5 REACH 2 0 J o ~ ~
7ao~~ SEC710N 3 - J N ~ Q ~ .y
REACH 1
SECTION 2 ~ ~ 3 Z W a -a
135 140 p ~ 1 ~ ~ p
a WZ 00T
PROPOSED BOULDER N F = ° Y o ~ LL~ ~y .o JwoW~=
PACKING
~~R' 130 S J q ~ y
135 J x J LC op
~ tn LL ~
t V ~ ~ r
~E Z °v
i Y W ~
J ~t~l~ 125 SEX 10" SEWER ~ ,w
130 _ _ a `I~
~ I--,' I 0
I ~ ~
d
I ,
125 ILV 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 E ° 5
0 5 10 15 20 25 30 35 40 I ° O
REACH 2 M o. LID 0 2.5 5 10 o W > O
REACH 1 SEC110N 2 ° 10 0 m ° N
SECTION 1 SCALE IN FEET 0 = z N N
O U
yl 1. rj

~ ~ ~
FI;FNI~
- - - - - EXISTING GRADE z
EXISTING BANKFULL J
PROPOSED GR,4DE o V Z
- - - PROPOSED GR,4DE a g o
INFLECTION ELEVATION y a i
~ so - - O Z o
j r'. _ ~ ~ Q ~ O
~ _
O O
~ 25
I i - I { ~ W ~
p~ O
O ~ o v ~ a
120 1:: W J
- - - - Z ~ x
-EX 10" SEWER O ~ y
7 a
115 O H
0 5 10 15 20 25 30 35 40 45 50 55 60 65
REACH 3
SECTION 4
O
tie = N
N
130 - 125 Q
'I r; ~ ~ ~ ~ ~ ~ ~
_ ' - 125 I 120
- ~ g
i i
120 / 115 m
i
-EX 10" SEWER
i
115 ' 110
0 5 10 15 20 25 30 35 40 45 50 55 60 65 0 5 5 10 15 20 25 30 35 40 45 50 55 60 65
REACH 3 REACH 3
SECTION 3 SECTION 7 ~

130 125
i.;
125 120
/
120 - _ . _ 115
i-EX 10" SEWER ~ ~ -EX 10" SEWER
f ~ '
115 110
0 5 10 15 20 25 30 35 40 45 50 55 60 65 0 5 5 10 15 20 25 30 35 40 45 50 55 60 65
REACH 3 REACH 3
SECTION 2 SECTION 6
a
130 125 -'v,
f ~ ~Z w ~
125 _ _ _ _ i 120 Q ~ ~ _ ~
m
~EX 10" SEWER 9 ~ Z W U~ y
120 ~ - - - 115 ~ ~ ~ ~O~~~E
-EX 10" SEWER _ _ _ I ~ ZVZO„~
s
NF=gY
115 a ~WoW~ M ~p J
0 5 10 15 20 25 30 35 40 45 50 55 60 0 5
5 10 15 20 25 30 35 40 45 50 55 60 65 = Z ~ ~ ~ ~
- ~ ~ REACH 3 REACH 3 ~ - LL
SECTION 1 SECTION 5 N W Z ~ ~ o ~W
CL
N 0
2
N
t
E o
1 O n
O 0 2.5 5 10 O W > o 0
p N SCALE IN FEET 0 2 Z
cv N
0 d

d ~
WOVEN COIR MATTING Z
WIDTH Z = ~ (10 FT ) ~ N
a ~ ~ 0
NON-WOVEN COIR MATTING
- //3 FT WIDTH
- l ) U Z
SIZING TABLE Z J ~ SEEDING
ROCK SIZING TABLE ROCK 0 H Q Z U (DO NOT PLACE MULC
TOP BOTTOM ENGTH WIDTH DEPTH LENGTH WIDTH DEPTH CKS L I- z - BENEATH NON-WOVEN - Q o
PACKING ROCKS PACKING RO a J COIR MATTING)
" 12" 4" MINIMUM FT 18" 18" 12" MINIMUM FT 12 rn a 0 Z o
" 24" 24" MAXIMUM FT 36" 36" 36" MAXIMUM FT 24 I
EXISTING GRADE VG GRADE O J -
H Q
(A J
NG O 0 a WOVEN COIR MATH
~ ~ H (10 FT WIDTH) W
W N W ~
EXISTING STABLE UPRIGHT TREE TO
BE PRESERVED Z
0
D BANKFULL H Q ° RELOCATE ~ CHANNEL N W w
~ z Z ~
CLEANLY SEVER ROOTS TO 2 ~
OFFSET ACCOMODATE ROCKS - PROVIDE - O y . i ~ o
JOINTS TOP PACKING ROCKS \ Z
(DO NOT USE IN BOTTOM COURSE) TOP OF BANK / ~ 3 \ o \
)E
PROPOSED GRADE FILL AREA BEHIND SOIL
" " PILLOW WITH SUITABLE ~ Z
"MIN. 12 ( ) 12 (MIN.) TO 18 (MAX.) EMBANKMENT MATERIAL a ~
PER LIFT ° O
2.5' _
TOPSOIL
40% SAND ~ (MAX. Q
MIN. 20% CLAY) ~
'~i~~i~% ~ ~ ~ ~ ~ ROCK DIA 1 ~ Y ~a a N ~ x a U O U a fn
BOTTOM PACKING ROCKS
° NO SCALE a
STREAMBED ELEVATION AT
OF BOULDER PACKING FACE a
a
r
m
THERE SHOULD BE NOTES: 1. DIAMETER SHALL RANGE
AT LEAST 2 BUD BETWEEN 1/2" AND 1-1/2"
E FI L 0 R P SCALES ABOVE
2. LENGTH SHALL BE 2-4' GROUND
EXISTING STABLE 1 / 1 4-1 5 EXISTING OR / / BANKFULL
UPRIGHT TREE TO AE ABOVE REGRADED BANK o ELEVATION
~ BE PRESERVED Gf F GROUND a
GROWING TIP END ~
W CUT FLAT °
CLEANLY SEVER
OTS ~ _ TREE RO / NORMAL WATER
SURFACE
ANKFULL ELEVATION B
GRAVEL BACKFILL ~i,
~ (INCIDENTAL)
TOP PACKING ROCKS 4-4 5 OF 1 3/ / /4-4/5 OF =
(DO NOT USE IN BOTTOM COURSE) TOTAL LENGTH 5 )TAL LENGTH W
BELOW GROUNI ELOW GROUND ~
ORIGINAL
ODED OVERHANGING ER / .
8" BANK u 1 ~ ,
N OTTOM PACKING ROCKS B STEM END
CUT AT A SLANT
111 N 10 T C S
N NO SCALE
- ,
i
~ I L. - 8
:31 ~ J . N
J M
EXISTING LIVE TREE UCTION Fo 0
CROSSED CONSTR TO BE PRESERVED ~Z w MANUFACTURED
STAKES HARDWOOD STAKE ~
OVERLAP MATTING WOODEN FASTENING STAKES Z rn o
R PACKING STAKES TIGHTY J DOWNSTREAM (SPACING VARIES, SEE NOTES) 0 ~ rn
KEY BOULDE MATTING INTO BANK AS DIRECTED APPRESSED ~ Q p 0 ~ c
BY ENGINEER N ~ a rn Q ti y
ROOT FLARE DEAD DEAD STOUT MATTING v Z W U a
_ Sl STAKE N = M c a~ ~ F- ~ E
ENSURE A SMOOTH TRANSITION TO %A~ ~ W~ N
EITHER THE EXISTING STABLE , ~,//i C ~ ZO rno ° W Z
BANK TO BE RETAINED OR TO , a y = o=
TOP OF BANK ~ 10' MIN. THE RECONSTRUCTED BANK. 10 MIN.) ~ ) ( - O ~ ~ y ~ C'1
a W OW 12 IN. LONG o ~ ~
= W cn M ~
~ ~ J MATTING ~ Z ~
a~ ~ Q ~ ~ w ~
STREAMBED ELEVATION
E Z ~
FLOW FLOW i W t0
a
2" x 4" NOM. SOFTWOOD a ( ) P MATTING FLOW N
PROVIDE OFFSET BOTTOM PACKING ROCKS TOP PACKING ROCKS JOINTS OVERLA o LUMBER RIPPED ON THE DOWNSLOPE ~ _
(DO NOT USE IN BOTTOM COURSE) NOTES: USE ANY FASTENING DIAGONAL, 18" LENGTH o
~ a~ m
DI AAI 1/IF1A1 METHOD IN THIS DETAIL r
I v-a .
E O
BOULDER PACKING CONTRCTOR S CHOICE) EROSION CONTROL MATTING %TTING FA TE S - DETAI BIODEGRADABLE MATTING INSTALLATION o o > o N
VO SCALE NO SCALE ~ N ~ 04 i
NO SCALE NO SCALE
0
op "
i

o ~ z
i w p
~ ~ ~ a
ROCK SIZING TABLE ROCK SIZING TABLE 0
TOP ROCKS LENGTH WIDTH DEPTH KEYSTONES LENGTH WIDTH DEPTH R ROCKS
FOOTE U Z
MINIMUM FT 2.5 2.5 2.0 MINIMUM FT 2.0 2.0 1.5
MAXIMUM f? 4.0 4.0 3.0 MAXIMUM FT 4.0 4.0 3.0
J ~ Q o
Z U F Z
Q 0 a~
Z ~ a
0 0 z
0
TOP-OF-BANK
ELEVATION a cn J_
KEYSTONE
00 Q
BANKFULL ELEVATION FLOW N W W p
W
Z
CHINKING & 0
GRAVEL SEAL ~ Q o W J
N W ~ _
~ EXISTING EXPOSED Z ~ _ ~ ~
' ~ SEWER LINE N ~ 0
~ o
-
EXISTING THALWEG TOP ROCK AT SPILLWAY 0
FOOTER ROCKS SHALL BE CENTERLINE
q ( ) EXTENDED TO 18 (MIN.)
BELOW THALWEG FOOTER ROCK ~ z a ~
° o
a
z
NO SCALE ~ ~ N Y a a
o v a vUi
a 0
a
KEYSTONE a
TOP ROCK
} m
BANKFULL
ELEV.
EXISTING SEWER LINE _ _ -
z
FOOTER o ~ .u a ~
ROCKS THALWEG ELEV. U i
W O
i
NO SCALE .I~n
~ i
~ V
,u . .
_ _ ~~I
1 W

TOP ROCKS ~
3 ~ O
~ J \ ~
Fx
'Sr~N cs ~e ~
~ R~ NF ~
~ 1 KEYSTONE _
CHINKING & UPSTREAM ~ ~
GRAVEL SEAL 1 ~
1 ~
J
N J M
~ o
w Z W ~ M
i
R PLACE NO MULCH 2 SHREDDED BARK MULCH TYP.. I- ~ Q ( ) ~
2 SHREDDED BARK MULCH (TYP.). AGAINST ROOT J - Z o (MINIMIZE ON WET SITES) p J ~ v
(MINIMIZE ON WET SITES) COLLAR ' Q ~
MOUND SOIL TO CREATE MOUND SOIL TO CREATE ~ ~
~ A WATERING MOAT. A WATERING MOAT. ~ Q N SET TOP OF ROOT v Z W V N~
(OMIT ON WET SITES) S 0-1M ABOVE (OMIT ON WET SITES) ~ = M c MAS ~E
SOIL LEVEL cn W ~ ~ ~
KEYSTONE FlNAL GRADE . FINAL GRADE N c ~ Z (1 ~ °
v ° W Z - ~ ROOT . , . _
. . FOOTER ROCK Bp~~ ROUGHEN AND - I- _ ~ ~ ° Y. ~
LOOSEN SIDES OF ~ u. ~ W Ow
PLANTING PIT v, ~ ~ ca
THOROUGHLY TAMP BACKFILL THOROUGHLY TAMP = W N M E ` \ BACKFILL AND ~ ~ ~ ~ ~ BACKFILL MIX TO REMOVE ~
MIX TO REMOVE ALL VOIDS ~ ~ v Z ~ COMPACT IF ALL VOIDS AND AIR a~ ~ Q ~
AND AIR POCKETS. BANKFULL WIDTH NOTES MIN. MIN. 3X WIDTH NECESSARY TO MIN. 3X WIDTH ~ ~ rn
(SEE PLANTING ) OF f AV ID SETTLEMENT POCKETS. ~ ~ OF ROOT MASS O OF ROOT MASS - o rn (SEE PLANTING NOTES) 'E Z ~
i W
0
C N .a T AR R00 B INER - NTA C
0
~ w
t M
NO SCALE E E o
~L0
ROCK WEIR -PLAN VIEW ° ' o PO c 0 ~ O W
o m O o 0 (.0 Q N
NO SCALE O = z
04 N
0 d
i

d ~
z
6' TYPICAL Z W ~ = o
CLASS 3A GEOTEXTILE a ~ ~ GROUND ~
ANCHORING POST MATERIAL AJV HOR * °
50' MIN. 8 C MAX. 18" OR 30" GUY WIRE ~
LENGTH OF ENTRANCE AS REQUIRED I ~ z
- (A
I ~ J ~ SOW INSTALL FABRIC FENCE CHECKS Z -
A B ~CQ. OF f J ~ Q ~pN (PERPENDICULAR TO CONTOURS) o ~ MESH SUPPORT * I 1REC ~ Q Z ~
~ I D r AT 50 MIN INTERVALS WHERE ~ Z W EMBANKMENT SLOPE FABRIC FENCE IS NOT PARALLEL - Q o ~
3 a J ~ I COMPACTED EXCAVATED SOIL p TO CONTOURS z J
~ via o
w U ~ ~ SEE DETAIL B FOR O o ~ FABRIC FENCE Z
EMBEDMENT DETAILS = ~ ~ Z W~O~Ei~ PASTS J -
~ = A ~w A ~ DU 2 x2 x4 -6 MIN F- 0
vii 3 Q ~ FLOW EXISTING GROUND LINE Q U
o z ~ * REQUIRED FOR 30" HEIGHT ONLY ~ I- ~ ~ Z
Q ~w O N ITT O N r~ W E CO OP T E OF SL 0
~ w N~ N ~ „ W
C9 ~ 5 -0 W ~ ~ W
Z t- Z N
CLASS 3A GEOTEXTILE ~ ~
X W H Q ° Z MATERIAL N W w Q
e HECK - FENCE TIE WIRE, MA~(IMUM ~ _
~ FLARE INTERSECTION AREA A SPACING OF 30 Z ~ Z 2 ~ ~ 0
VIEW PLAN 8. N ~ - 0 cn
VIEW PLA N _ c r~'~-~ ~ o ~ 0 0
TOP OF BANK OF BANK c ~ Z ~
6" 1/2D ANCHORING POST o
2-3" WASHED STONE
(AASHTO N0. I CRSE AGGR.) 6" (MIN.) 0 2 o
~ 1 1 MESH SUPPORT * \ EXTEND F B a ~
COMPACTED \ " INTO EXCAVATED TRENCH. ° p
- EXCAVATED \ " 6 =
-B TION B SEC GEOTEXTILE ,CLASS 2, TYPE A AASHTO 57 ROCK SOIL
R- - ROCK ~ R _ AIL B Q D
o, STAPLE ~
A-A _ N TI SC AA ECTION S O'f''Ec FASTENERS SEE DETAIL 6 FOR ~ Y 'a a AA ~ ~ x a
Rock Filter Construction Specifications !p ail, EMBEDMENT DETAILS. o ~ a ~
Stabilized Construction EntrancelEgit Construction Specifications Rock Filter Maintenance Notes lance Notes
1. Rock filters should be constructed in the channel with Riprap sized as follows: Silt Barrier Fence Construction Specifica6oos/MaintenanceNotw o
1. Stabilized construction entranceslexits shall be used to limit sediment from a. For channels with total depth > 3 feet, use R-4. 1. Rock filters should be inspected wei be inspected weekly and after each runoff event.
leaving the site and to provide maximum utility by all construction vehicles b. For channels with total depth between 2 and 3 feet, use R-3. 2. Clogged filter stone (AASHTO #57 e (AASHTO #57) should be replaced. 1. Silt barrier fence shall be located on the low side of topsoil stockpiles to prevent sediment from being a
2. All construction vehicles shall enter and exit at this point. c. For channels with total depth between 1 and 2 feet, use R-2. 3. All necessary repairs should be miti firs should be initiated immediately after the inspection. washed into the drainage system andlor adjacent properties. The fencing should extend around ~ removed when accumulations reach''/z the hei t of the filter. approximately 70% of the perimeter of the stockpile. a
3. The selected entrance/exit location shall be cleared of all vegetation, roots, and 2. Rock filters should not be used in channels of less than 1 foot total depth. 4. Sediment must be removed when ac 2. Silt fence shall be installed at level grade. However, both ends of the fence section must extend at least 10
other objectionable material and properly graded. 3. The filter should be equal in height to % the total depth of the channel with a 6 4. The construction entrancelexit shall consist of 2-3" washed stone, placed at least inch depression m the center. feet up the slope of stock piles ~
6" thick in a minimum 50'x 12' gravel pad. 4. A one foot thick layer of AASHTO #57 stone should be placed on the upstream 3. Posts shall be located downslope of the silt fence to provide support 0° 4. The toe of the silt fence shall be buried approximately 8" deep to prevent undercutting.
5. Drainage to carry water to a sediment trap or other suitable outlet should be side of the filter. 5. When joints are necessary, silt fence should be securely fastened at a support post with an overlap to the
rovided if necessary. 5. Immediately upon stabilization of the channel, remove accumulated sediment, P next post.
6. Geotextile fabrics shall be used to improve the stability of the foundation in remove rock filter, and stabilize disturbed areas. 6. Silt fence shall be of a nylon, polyester, propylene or extra strength ethylene yam material containing ultraviolet ray inhibitors and stabilizers. The fencing should be at least standard strength, capable of
locations subject to seepage or high water table. 6. Rock filter shall not be in place for a duration greater than 7 days. withstanding SOIb/Lin. in. (minimum) and slurry flow rates of at least .3 gaUft a/minute.
7. Support posts shall be 4 foot lengths of 4"diameter pine, 2"diameter oak, or 1.33 IblLin, ft. steel
Stabilized Construction Entrance/Eait Maintenance Notes 8. The silt fence height shall not exceed 18" in height above the existing ground surface 9. If reinforcement of the silt fence is desired, l4 gauge woven wire fencing with a maximum mesh spacing
of 6" should be used.
1. The gravel pad should be maintained in order to prevent sediment from leaving This ma re uire eriodic to Tessin with 2" stone. NOT TO SCALE the project site. y q p pd g 10. Silt fence shall be inspected weekly and after each rainfall. if the silt fence collapses, becomes tom, z
2. Should mud or sediment be tracked onto the public road, it must be removed decomposes, or is deemed ineffective, it should be replaced immediately. o F - a
immediately. ~ ~i U
N - O 1
L"
NOT TO SCALE
NOT TO SCALE
r
ROCK -
REQUIRED
DEPTH
3Do REQUIRED WIDTH W
'
CLASS 2 GEOTEXTILE w f.
d
d ~u
TA L ON K APR ROC
TAILWATER REQUIREI REQUIRED ~
WELL VEGETATED AREA CONDITION ~ L ~ DEPTH DESIGNATION DEPTH ~ SANDBAG COFFERDAM
1 15" 0 HDPE OUTLET MIN. 4.00 30' 12' R-3 9" -3 9" 2~-0" LENGTH, AS REQUIRED TO
DISCHARGE HOSE J 2 15" ~ RCP OUTLET MIN. 4.00 4' 8' R-3 9~ -3 9" PROTECT CONSTRUCTION
3 15" 0 RCP OUTLET MIN. 4.00 8' 12~ R-3 9" -3 g" AREA.
PUMP MIN. 5.00' 12' 17 R-3 9 4 18 ~ HDPE OUTLET FILTER BAG -3 9" iv '
5 18" ~ HDPE OUTLET MAX. 10.00' 10' 14' R-3 9" W -3 9"
= Y Y ~
Outlet Stabilization Structure Construction Specifications ~t- Z Z OW m Q ~ ~ m
INTAKE HOSE D ~ ~ Q Q
CLAMPS 1.Outlet stabilization structures shall be installed at the end of each bypassed section of stream to prevent soil erosion. rosion. w w N J
N VI LA ~ 3 ~ o o L F~
2. The outlet stabilization structure should be positioned at the invert of the stream channel, and aligned with the stream e stream ~ ~ ~ Zw ~ M
channel in order to prevent the erosion of the opposite stream bank. ECTI O N
CLAMPS cation should ~ N Q 00
3. Excavate below channel outlet and widen channel to the required riprap thickness for each apron. The foundation should be cut to zero grade and smoothed. .Z rn ~ J o ~ .
INTAKE HOSE Sandbag coffer dam construction speafications: ~ Q 0 c
4. Place filter blanket consisting of a graded gravel layer or synthetic filter cloth on bottom and sides of prepared foundation d foundation 1. Use only stacked and sealed sand bags for coffer dams. 0 ~ N ~ a
FILTER BAG to prevent soil movement through the openings in the riprap. 2. Sandbags shall be placed across entire width of stream channel. Q rn PLAN VIEW 3 U a ' rlvin. v ZW N
3. Stack sandbags to an elevation 2 above normal stream Wate e e at o ~ = M c
5. Place riprap on the bottom and sides of prepazed foundation. ltiprap may be placed by equipment, but care should be taken hould be taken Place a mmtmum of 2 levels of sand bags. ~ ~ ~ ~ ~ 4. Stack sand bags such that the dam is stable. Provide Multiple rows of bags ~ W ~ ~
PUMP to avoid damaging the filter blanket. DISCHARGE HOSE N at bottom to stabilize dam, if needed. ° t Z 0 rn 0
6. The filter blanket must be properly protected ftom punching or tearing during installation. Repair any damage by ° W Z ~ ~e by ~ ~ _ - o -
removing the riprap and placing another piece of filter cloth over the damaged area, or by replacing the entire filter cloth if filter cloth if Sandbag coffer dam maintenance notes: - _ ~ Y ° li rn
EW . . VI . ION AT EL , the damage is extensive. All connecting ~omts shall overlap a muumum of 1. 1. Inspect coffer dam once per hour during operation. ~ lL ~
Sediment Filter Bag Construction Specifications i i n I nd ba levels if I behind dam rises above bottom of to a W 0 W ~ 2. Add add t o a sa g poo p o .rY J ~ o
7. The riprap should consist of awell-graded mixture of hard, angular, and weather-resistant field or rough quarry stone with stone wtth level of bags. = W ~ M B rte. The 3. Adiust and replace sand bags as inspection requires. J r
1. Filter b shall be non-woven geotextile which retains all sediment particles larger than I50 microns. individual specific gravities of at least 2.5. Larger stones (no greater than 1.5 x the D so size) should predominate. The N ~ Q ~
minimum riprap thickness should be 1.5 x the maximum stone diameter. LL ~ ~ r
2. Place filter bags on stable or well vegetated areas which are flatter than 5% and which will not erode when O W E Z~
sub'ected to ba dischar es. Clam ump discharge hoses securely into filter bags. 8. Place nprap on zero grade. The top of the riprap should be level with the existing outlet. J g g pp i W
~.it~~~ 2 the manufacturer's maximum um in rate. 9. Immediately after construction, stabilize all disturbed areas with vegetation as described in the Vegetative Plan. 3. Lumt pumping rate to 1/ p p g an. NOT TO SCALE 0
Q
invent Filter Ba Maintentenance Notes Outlet Stabilization Structnre Maintenance Notes Sed g 0
~ges. ~
from service. Pro erl 1. Inspect regularly and after rainfall events. Check for sediment deposition, excess debris, and structural damages. 1. When sediments fill 1/2 the volume of filter bag, unmed~ately remove that bag p y
.1:,.«....~ ..F..„o..4 {.nnn ..,.41. 4Nnir en~imantc
s ~
E O
U) O LO
~ O
SEDIMENT FILTER BAG FOR PUMP WATER OUTLET STABILIZATION STRUCTURE o LO o W O O LO p N
NOT TO SCALE NOT TO SCALE N ~u
a o
dow,

_ ~ ti "I. i
-
R. .r
. .................................................................................................................................PROTECT EXISTING WOODY VEGETAl10N Z
(AS REgUIRED FAR HAUL. • • • . , , , • • • • • • • • • • • • • • • • • EX OM BELT WIDTH) -ZONE B TREES AND SHRUBS • ~ ~ ( TENDS TO 50~ FR / c~ w /e ~ z w w ~ = o
~ ROAO ESTABLISHMENT) ~ ~ ~ • • ~ ~ ~ ~ ~ ~ ~ • • • • • • • • ~ • • • ZONE A TREES AND SHRUBS ~ ~ / ~ ~ N / ~ w~~~ ~ a
........r'-r ...........r--! • ~ • LIVE STAKE l ~ ~ ~z N E[i 1T~~ - -
...........:..........................:.................................................WOVEN COIR MATTING ~ / /
ry ' _ U / / Z
10.0'-=1 ~~ry _ ~ R, l- ^9 /ry r
AREA RESERVED FOR FUTURE / ; r / ~ Z
• ~ ~ ~ ~ ~ GREENWAY TRAIL 4.0' WIDTH) / / 0 Q Z U
i ~ ~ ~ / ~ Z
~ ~ ~ - / o a~PE ~ r/ ~ N
~ ~ ~ EXISTING PARK WOODED AREA M1A11E / flIEPE - ~ / Z ~ / - N d ~ _
0 Z o
EXISANG GRADE ~ EX. SEWER ~ ~ i 2 0 / z
. I ~ ~ CI~PE '`3 / M1A1tE ~ ~ ~ g9 wvxne ~ ~ - ,g Q J
• I ` _ ~ ! _ - - 11
~ ~
~ I REQUIRED CLEAR SPACE ~ - / z e , - ~
EXlS11NG BANKFULL i„ _ i i , ELE~AAON OVER/NEAR SEWER % ~ ~ = W W,~,~ _ ~ Z T~ _ ~ Q _ ~
- ~~~3, i ~ PROPOSED ~ Y _ ry r . I
. i GRADE ~ " e=J Z a
1 q4 GRADE INFLECTION ELEVATION ; - ~ ~ ; ~J ~-,t I I - - ~ r~ ~ _ 0
~ ! % ~ ~ ~ - j ~ 1 - - ,x: f J i , - ~ W W
l = i 4 1 t+~ ~ - N LL f / Z li 2
/ ~ ~ . ~ ~ ~ i ~ ti t ~
~ i 1 ~ _ ~ N ~ 0
REACH 1 & 2 ,3 ~ / ~ j ! ~ I ~ o ~ i ~ ~0 z
~ ~ ~ / SCALE 1 -6 ~ ~ i i i ~ E ~
\ / ~ - - - - ~ } o a,
~ / / i
~ / ~ / ,i
~5M1 ~ $ / ~ / . ~ Z a ~
/ ' ~ ~ - = 0 0
/ / i ~ _ ~ cn
i a ,~1 M1 _ ~
~ ; P J o cn ~ Q
z
32~ - ~ 'r"-~ ~ ~ ~ > ~ - ~ ~ x a a
% ~ , o
~ ~ ~ . a o
1 _
/ , \ s >
\ " 1 ~ ~ ' a a
n ~ m
~ ~ ~ ~ ~
n 1 1'~\~ r
/
_ \ ~ - - _ ~ ~ ~3'/ X131" arr/xmo ~ N~6671lN 6~0
~ ~ ~ ~ f-2IbNSii 110 QfI~ISLJI
~ r
~ LEGEND
~ ~ ~ -
1 ~ EXISTING WOODS LINE Z
~ ° a
X134- "l - EXISTING PROPERTY LINE F
EXISTING INDEX CONTOUR w 0

- - EXISTING INTERMEDIATE CONTOUR
r ~ - ~ sECnoN ~ EXISTING CROSS SECTION -
24' PEE
I ~F - ~t- PROPOSED GRADE IN LECTION LIN
'~o b - ~ PROPOSED GRADING DAYLIGHT LINE
EMMA LOU HYATT ~t ~
m yaw-s2-75n ~ d ~ oe r~ _ - PROPOSED BANKFULL
DB 25 PG 179 - ~ ~ J
G ~ ~ ~ I ~ ` ~ - - - PROPOSED CENTERLINE . w
' _ , x• avc ~ oMC
m / ~ ,i Q
~atr a nE N>o~wrt PROPOSED COIR WRAPPED SOIL LIFTS
~ * atr..urre _ /
~ ~ ~ i / 24 avc p PROPOSED TRAIL
a ~ ~
- cf~' e-_ _ ~ Q G - - r ~
II', i + ! ~ . .r. ZONE A TREES AND SHRUBS
y - •
i ZONE B TREES AND SHRUBS
~ ~ ~ _
~ ,-vf ~ ~ r? ~ JO' PWE ~ ir' YT AE
CI ~ ~ ~ 7D~ PROPOSED BANKFULL CHANNEL
\ it nc , J
p ~ ~ 'Js i _'s ~ _ - N J M
_ ~ o 0
3: ~ / ~ ~Z W - ~ M
% pP9 _ - - R ~
~ ~ ~4~ ~ ~ Q ~
O~ Z a~ ~ - ~ a _ p~
V - ~Qp~-~
1 / i ® ~ Q (EXTENDS TO 50 FROM BELT WIDTH) ~ EXTENDS TO 50' FROM BELT WIDTH OR 10' FROM PAVEMENT ZONE B TREES AND SHRUBS c N ~ Q . . rn Ii
ZONE A TPL~.S AND SHRUBS N
LIVE STAK c ,
d _ . • WOVEN C~_; ~ ~ ~ ~ E . .
_ _ .................T--~-~--. Z ~ cv V _P_ ~ ~ ~ i ~o
• N =
_ ~ - I- _ ~ ~ ~ ~ 10.0 ° ~ v,
AREA RESERVED FOR FUTURE ~g,0 N GREENWAY TRAIL 4.0' WIDTH ~ (7
~ p J ~ ~
_ ~ N Q M ~ J ~ W ~
• ~ Z t~ : : _ N ~ Q ~ ~
L ~
~ ~ E Z ~
cn co
• W - . EX. SEWER EX/S1JNG GRADE °
1 ~ 'a
I EXISANG BANKFULL N PROPOSED ELENA 110N =
d~ G GRADE

~enc iu~i c~nnu ci ~vennn~ REQUIRED CLEAR SPACE a~
~I I I'l I 6A.v "v" WIN OVER/NEAR SEWER
E O
TYPICAL SECT10N OF RIPARIAN PLANTINGS
O O Lo O
0 20 40 80 REACH 3 oo W > m o N L , cD O
SCALE IN FEET SCALE 1 =6 (2 N Z N ~i
d 0
i