20051877 Ver 1_Complete File_20050107

O?O? W A T ?9?G
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
nn?/7
U ?'I D November 2, 2005
DWQ# 05-1877
NOV 8 - 2005 Iredell County
Mr. Salam Murtada
NC Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699-1619
DENR - WA1 E N, OOAt.i'ty
Tj`EM;Q1/1,,0 STfiiUANArER BRANCH
Subject: Dye Branch Stream Restoration, Mooresville, Iredell County
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Murtada:
You have our approval, in accordance with the attached conditions and those listed below, to impact
3,629 linear feet (If) of perennial stream on Dye Branch and 968 If of perennial stream on Cemetary Branch in
order to complete a stream restoration project in Iredell County, as described in your application received by
the Division of Water Quality (DWQ) on October 7, 2005. After reviewing your application, we have
determined that this project is covered by Water Quality General Certification Number 3495, which can be
viewed on our web site at http://h2o.enr.state.nc.us/ncwetlands. This General Certification allows you to use
Nationwide Permit Number 27 once it is issued to you by the U.S. Army Corps of Engineers. Please note that
you should get any other federal, state or local permits before proceeding with your project, including those
required by (but not limited to) Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed
regulations.
The above noted Certification will expire when the associated 404 permit expires unless otherwise
specified in the General Certification. This approval is only valid for the purpose and design that you described
in your application. If you change your project, you must notify us in writing, and you may be required to send
us a new application for a new certification. If the property is sold, the new owner must be given a copy of the
Certification and approval letter; and is thereby responsible for complying with all conditions.
In addition to the requirements of the certification, you must also comply with the following conditions:
1. No waste, spoils, solids, or fill of any kind shall be placed in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Preconstruction Notification application. All construction activities
associated with this project shall meet, and/or exceed, those requirements specified in the most recent
version of the North Carolina Sediment and Erosion Control Manual and shall be conducted so that no
violations of state water quality standards, statutes, or rules occur.
2. All wetlands, streams, surface waters, and riparian buffers located on the project site where impacts are not
allowed shall be clearly marked (example- orange fabric fencing) prior to any land disturbing activities.
3. The planting of native vegetation and other soft streambank stabilization techniques must be used where
practicable instead of riprap or other bank hardening methods. If riprap is necessary, it shall not be placed in
the stream bed, unless approved by the DWQ.
Nor` hCarolina
?ti mallif
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Intemet h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer-50% Recyded110% Post Consumer Paper
Page 2
Mr. Salam Murtada
4. Stormwater discharge structures at this site shall be constructed in a manner such that the potential receiving
streams (of the discharge) will not be impacted due to sediment accumulations, scouring or erosion of the
stream banks.
5. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate of
Completion" form to the 401 /Wetlands Unit of the NC Division of Water Quality.
6. Continuing Compliance. The applicant (N.C. Ecosystem Enhancement Program) shall conduct all activities in
a manner so as not to contravene any state water quality standard (including any requirements for
compliance with section 303(d) of the Clean Water Act) and any other appropriate requirements of state and
federal law. If DWQ determines that such standards or laws are not being met (including the failure to
sustain a designated or achieved use) or that state or federal law is being violated, or that further conditions
are necessary to assure compliance, DWQ may reevaluate and modify this certification to include conditions
appropriate to assure compliance with such standards and requirements in accordance with 15 A NCAC
2H.0507(d). Before codifying the certification, DWQ shall notify the applicant and the US Army Corps of
Engineers, provide public notice in accordance with 15A NCAC 2H.0503, and provide opportunity for public
hearing in accordance with 15A NCAC 2H.0504. Any new or revised conditions shall be provided to the
applicant in writing, shall be provided to the United States Army Corps of Engineers for reference in any
permit issued pursuant to Section 404 of the Clean Water Act, and shall also become conditions of the 404
Permit for the project.
If you do not accept any of the conditions of this certification, 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 that
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 Mr. Barry Love in the Mooresville Regional Office at 704-663-1699
or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
for Alan W. Klimek, P.E.
Attachments
cc: Army Corps of Engineers, Asheville
Ian McMillan - Wetlands Unit
Central Files
Triage Check List
Date: 10/11105 Project Name: Dye Branch Stream Restoration
DWQ#: 05-1877
County: Iredell
To: Alan Johnson, Mooresville Regional Office
60-day Processing Time: 10/07/05 -11/05/05 '
From: Cyndi Karoly Telephone : [phone]
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
i,
Lr
O CT 0 7 %(/O1
WETLgiJDSANpVVA?`n ckL?iY Form Version October 2001
Office Use Only: STORIAATERBRANCH
USACE Action ID No. DWQ No. 2 0 5 1 8 7 7
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
I. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 27
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: NC Ecosystem Enhancement Progra»t
Mailing Address: 1652 Afail Service Center Raleigh, NC 27699-1619
Telephone Number: 919-715-1972 Fax Number: 919-715-2219
E-mail Address: sala»i.inurtada(Dtcinail.net
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name:
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
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 maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Dye Branch Stream Restoration Plan
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): -
4. Location
County: Iredell Nearest Town: Alooresville
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): The site is located immediately
east of iVooresville downtown area. The project begins at the Center Avenue culvert outlet
and extends to the last residential property at the southern end of iVcLelland Avenue.
Another branch begins at the Church Street culvert until the confluence with Dye Branch.
Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application: The
land use is primarily business and residential.
7. Property size (acres): The property size subject to construction is approximately
450,000 Sq. ft.
8. Nearest body of water (stream/river/sound/ocean/lake): Dye Branch
9. River Basin: Yadkin-Pee Dee
(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/adnin/naps/.)
Page 6of12
Describe the purpose of the proposed work: The proposed work involves the restoration of
9,597 linear feet of stream in order to meet the following objectives:
A. Provide stable stream channel.
B. Improve the water quality and aquatic habitat through sediment control.
C. Improve viability of riparian vegetative communities by establishing native
species and eliminating invasive species.
List the type of equipment to be used to construct the project: Track Hoes,
10. Describe the land use in the vicinity of this project: Residential, recreational
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.
A 0.098 acre jurisdictional wetland exists within the easement area. However, it will not be
impacted by the construction. Furthermore, the wetland does not have an USACEAction ID
Number designated.
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: None
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://wwvv.Fema.!zov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 0.098 acre of wetland
exists within the easement area. The wetland will not be impacted Furthermore, the
wetland does not have an USACEAction ID assigned to it.
Total area of wetland impact proposed: 0.0 acre
2. Stream Impacts, including all intermittent and perennial streams: 4,597linearfeet
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please seci )
Dye Branch Restoration 3500 Dye Branch 8 to 12 Perennial
Cemetery Branch Restoration 1000 Cemetery Branch 17 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditch in g/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.map(jucst.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 4,597LF
Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact Area of Name Wat Type of Waterbody
Site Number Type of Impact* Impact (if applicable) (lake, pond, estuary, sound,
(indicate on ma) (acres) bay, ocean, etc.)

Page 8of12
' List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation (N//1)
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 ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The stream will be restored within the assigned construction easement. Sedimentation and
Erosion Control measures will be complied with according to the DENR Land Quality Section
permit. The Town of Ylooresville will coordinate sewer relocation work, traffic control and
other measures.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
Page 9 of 12
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strm;;ide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Please refer to the plan sheets in the Attachment Section of the Restoration Plans
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/Nvrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
Page 10 of 12
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 0 3 0
2 0 1.5 0
Total 0
Zone 1 extends out 3U teet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from the
property. Not applicable to this project
Page 11 of 12
XII. Selvage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
EEP requested that the designing firm provide the locations of any sewer lines located in the
vicinity of the construction area so that the contractor would be notified of their presence and
be held responsible for their protection. The Town of Mooresville will be relocating segments
of substandard sewer lines outside the channel area, install t)vo sewer crossings at proposed
riffle areas and coordinate information with the designer. Sewer relocation is scheduled to be
complete prior to stream restoration activities. The Town's sewer consultant agreed to
participate at the Pre-bid meeting in order to address questions related to sewer locations.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/Agent's Signature ' Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
i
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DYE BRANCH STREAM
RESTORATION PLAN
FILE COPY
,e
TOWN OF MOORESVILLE
IREDELL COUNTY, NORTH CAROLINA
Ec,os tem-lPROGRAM
OCTOBER 2005
NORTH CAROLINA
ECOSYSTEM ENHANCEMENT PROGRAM
n
Dye Branch Stream
Restoration Plan
Town of Mooresville
Iredell County, North Carolina
October 2005
Prepared For:
Ecosystem Enhancement Program
Report Prepared by Mulkey, Inc.:
-
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G. Lane Sauls
Senior Program Manager/Project Manager

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William S. Hunt III, PE 967
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Senior Engineer ,??G1NlC
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Layna E. Thrush
Project Scientist

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Table of Contents
1.0 Introduction ...................................................................................................... I
1.1 Project Description ...................................................................................................1
2.0 Goals and Objectives .......................................................................................1
3.0 General Watershed Infonnation ......................................................................2
3.1 Current Property Ownership ....................................................................................3
4.0 Existing Conditions .........................................................................................3
4.1 Existing Topography ................................................................................................3
4.2 Existing Natural Features .........................................................................................3
4.2.1 Geology ..........................................................................................................3
4.2.2 Soils ................................................................................................................3
4.3 Existing Hydrologic Features ..................................................................................4
4.3.1 Jurisdictional Streams ....................................................................................4
4.3.1.1 Dye Branch .....................................................................................4
4.3.1.2 Cemetery Branch ............................................................................5
4.3.2 Jurisdictional Wetlands ..................................................................................6
4.4 Existing Plant Communities ....................................................................................7
4.4.1 Urban Disturbed Land ....................................................................................7
4.4.2 Piedmont Bottomland Forest .........................................................................7
4.5 Invasive Plant Species ..............................................................................................8
4.6 Threatened and Endangered Species .......................................................................8
4.7 Environmental Issues ...............................................................................................8
4.8 Cultural Resources .................................................................................................10
4.9 Utility Realignment ................................................................................................10
5.0 Natural Channel Design ................................................................................. 10
5.1 Reference Reach Analysis ..................................................................................... 10
5.1.1 Derita Branch ............................................................................................... 10
5.1.2 Unnamed Tributary to Lake Jeanette ........................................................... 11
5.1.3 Unnamed Tributary to Southwest Prong Beaverdam Creek ........................ 11
5.1.4 Unnamed Tributary to Mine Creek .............................................................. 11
5.2 Sediment Transport Analyses ................................................................................ 11
5.2.1 Sediment Competency Analysis .................................................................. 12
5.2.2 Sediment Transport Capacity ....................................................................... 13
5.2.3 Aggradation/Degradation Analysis .............................................................. 13
5.2.4 Sediment Transport Summary ..................................................................... 14
5.3 Proposed Design .................................................................................................... 14
5.3.1 Dye Branch .................................................................................................. 14
5.3.2 Cemetery Branch ......................................................................................... 15
5.4 Proposed Construction Sequence ........................................................................... 15
l?J

C
6.0 Flood Analyses ..............................................................................................17
7.0 Typical Drawings ........................................................................................... 18
7.1 Single Arm Rock Vein ........................................................................................... 18
7.2 J-Hook Rock Vanes ............................................................................................... 18
7.3 Cross Vanes ........................................................................................................... 19
7.4 Root Wads .............................................................................................................. 19
7.5 Step Pool Structures ............................................................................................... 19
7.6 Constructed Riffles ................................................................................................ 20
7.7 Double Log Drop Structures .................................................................................. 20
8.0 Stream Riparian Planting Plan .......................................................................20
8.1 Invasive Species Management ...............................................................................22
9.0 Stonnwater Wetland ......................................................................................22
10.0 Stream Monitoring Plan .................................................................................23
10.1 Stream Channel Assessment ..................................................................................23
10.2 Vegetation Success ................................................................................................23
10.3 Monitoring Data .....................................................................................................24
10.4 Reporting ................................................................................................................24
10.5 Exotic/Invasive Species .........................................................................................24
11.0 Stream Perfonnance Criteria .........................................................................24
12.0 References ......................................................................................................25
Tables
Table 1
Table 2
Table 3
Table 4
Table 5
Summary of Existing Cross Sections - Dye Branch and Cemetery Branch
Federally Listed Species
Dye Branch Stream Restoration Summary
Flood Analyses for the 50-Year and 100-Year Storm Events
Recommended Plant Species and Planting Zones
11
Figures
Figure 1 Vicinity Map
Figure 2 Drainage Area
Figure 3 Soils
Figure 4 Photo Point, Cross-section and Bar Sample Locations
Figure 5 Vegetation Communities
Figure 6 Derita Branch
Figure 7 UT to Lake Jeanette
Figure 8 UT to SW Prong Beaverdam Creek
Figure 9 FEMA Flood Map
Appendices
Appendix A Property Owners
Appendix B Existing Profiles and Cross-sections
Appendix C Morphological Data
Appendix D Particle Size Distribution
Appendix E Pfankuch and BEHI
Appendix F Wetland Data Forms
Appendix G EDR Report
Appendix H Entrainment Calculations
Appendix I Velocity Calculations
Appendix J Proposed Profiles and Typical Sections
Appendix K Details
Appendix L Photographs
Map Insert. Conceptual Design
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1.0 Introduction
1.1 Project Description
The proposed Dye Branch stream restoration project is located within the City Limits of
Mooresville, North Carolina. Mulkey, Inc. (Mulkey) was contracted through the North Carolina
Ecosystem Enhancement Program (EEP) to provide design and construction management
services as part of an On-Call Services Agreement. This urban stream restoration project
covers a portion of Dye Branch and one of its tributaries, Cemetery Branch, situated
immediately east of die Mooresville downtown area. Specifically, the project begins along Dye
Branch at the culvert outlet under Center Avenue and extends downstream nearly 3,500 linear
feet to the last residential property at the southern end of McLelland Avenue. The proposed
restoration of Cemetery Branch begins immediately downstream of the Church Street culvert
and extends approximately 1,000 linear feet to its confluence with Dye Branch. The two
combined streams total approximately 4,597 linear feet of existing stream channel. This does
not include the length of the culverts. Figure 1 denotes the project area associated with both
stream channels and includes directions to the project site.

These segments of Dye Branch and Cemetery Branch were selected for their excellent
opportunities to restore natural stream functions, establish effective riparian buffers and restore
overall healthy floodplain stability in this urbanized section of town. The Dye Branch project is
entirely within urban confines, consisting primarily of residential areas and a city park. The
landuse within and surrounding the project site is either periodically maintained or dominated
by exotic, invasive vegetative species such as Chinese privet (L gusintill sinense) and kudzu
(Pueraria Iobata). The lack of overall riparian vegetation, the condition of the existing vegetation
and the excessive stormwater runoff from the surrounding urban areas has caused severe
streambank erosion and poor water quality conditions. The restoration of Dye Branch and
Cemetery Branch incorporates natural channel design methodologies and will total
approximately 4,353 linear feet of stream channel, an overall decrease of nearly 244 linear feet
of stream length. These efforts will utilize Priority II, III and IV stream restoration principles
to reestablish the stream channels within their historical floodplains. The restoration effort will
also include utility relocation and removal and/or eradication of exotic, invasive plants. No
jurisdictional wetlands will be impacted as part of project implemetaton.
2.0 Goals and Objectives
The goals and objectives of this stream restoration plan will result in:
0 Providing a stable system of stream channels that neither aggrades nor degrades while
maintaining their dimension, pattern, and profile widh the capacity to transport the
watershed's water and sediment load;
0 Improving the overall water quality and aquatic habitat by reducing sediment and waste
inputs into the stream caused by bank erosion, mass-wasting, and stormwater runoff; and
0 Improving the overall viability of the riparian vegetative communities through
establishment of native species and elimination of invasive and exotic species.
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a 3.0 General Watershed Information
® Dye Branch and Cemetery Branch are situated within die Yadkin-Pee Dee River Basin. The site
is within the US Geological Survey (USGS) hydrological unit code (HUC) 03040105 and the
NC Division of Water Quality (NCDWQ) sub-basin 03-07-11. This sub-basin is known as the
Upper Rocky River Watershed, covering approximately 277 square miles or 177,300 acres.
Forests and pastureland account for approximately 90% of the land use within the sub-basin.
The remaining ten percent is considered urban.
Dye Branch originates approximately 1,300 feet north of the project beginning from several
intermittent drainages and culvert outlets. The stream flows in a southerly direction through
the project area and empties into the Rocky River four miles downstream. The drainage area
associated with the Dye Branch watershed covers nearly 0.6 square miles (384 acres). Cemetery
Branch flows in a southeasterly direction to its confluence with Dye Branch approximately
1,000 linear feet downstream from the beginning of the project. The drainage area of the
watershed of Cemetery Branch covers approximately 0.06 square miles (38.4 acres). The
drainage areas associated with both streams are presented in Figure 2.
The dominant land use within the watershed is primarily urban, occupying approximately 85
percent of all land area within the watershed. Contrary to overall landuse in the Rocky River
watershed, tlhis portion of Dye Branch is exclusively classified as urban. The downtown area of
Mooresville, which houses government complexes and commercial areas, including small
businesses and restaurants, covers die northern-most section of the watershed. Residential
neighborhoods and their yardscapes, as well as parks, are also included within the urban land
use category, encompassing the majority of the land use in the watershed. Impervious surfaces
and intensely maintained areas account for another ten percent of the land area. This large area
of impervious surface can be attributed to the close proximity of parking lots adjacent to
commercial and governmental buildings, as well as the presence of numerous secondary
1 roadways in the immediate watershed area. Forest lands within the watershed are limited to
small, narrow areas that account for the remaining percentage of the land use.
According to the North Carolina Department of Environment and Natural Resources
(NCDENR), Dye Branch is currently classified as C (Secondary Recreation) waters according to
the 1974 assessment (NCDENR, 2003). Cemetery Branch is not classified and therefore
assumes the same classification as Dye Branch. According to the latest report issued by the
NCDENR (2004), Dye Branch, from its source to its confluence with the Rocky River, is also
currently listed as a 303(d) impaired stream within the 03-07-11 sub-basin. It is impaired for
aquatic life with potential sources of pollution from urban runoff/storm sewers and a minor
municipal point source (NCDENR, 2004).
Water quality information has been collected from two sampling sites along Dye Branch; one
on SR 1147 approximately 2.5 miles downstream of the project area and the other on SR 1142
approximately 4 miles downstream of the site. The sampling site on SR 1147 received a North
Carolina Biotic Index (NCBI) rating of "Fair" in 1985 and 1990. The sampling site located on
SR 1142 was rated "Poor" in 2001. These ratings are based on the number of benthic
macroinvertebrate taxi present in the intolerant groups Ephemeroptera, Plecoptera and
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Trichoptera (EPTs) and the value of the NCBI. The ratings can range from Poor to Excellent
and primarily reflect the influence of chemical pollutants (NCDENR, 2002).
Currently, there are 24 National Pollutant Discharge Elimination System (NPDES) dischargers
within the 03-07-11 sub-basin, which includes portions of Mecklenburg and Cabarrus Counties.
In recent years, one large industrial facility in the Dye Branch watershed which contributed
waste to the Mooresville Waste Water Treatment Plant (WWTP) closed, nearly eliminating
toxicity problems associated with that discharge. The Mooresville WWTP had only a few minor
compliance problems between 1998 and 2001, most of which were resolved quickly. However,
there is a significant amount of developed area in the Dye Branch watershed and the City of
Mooresville will likely be required by NCDWQ to obtain an NPDES permit for municipal
stormwater systems under the Phase II stormwater rules.
3.1 Current Property Ownership
The Dye Branch project site will be held in perpetuity under the strictures of a conservation
easement. Approximately twenty-one individual landowners currently own and/or adjoin the
land contained within this conservation easement. The majority of the acreage within die
easement is owned by the Town of Mooresville. The remaining landowners, as documented by
the Iredell County GIS/Mapping Department as of July 2005, are listed in Appendix A.
4.0 Existing Conditions
4.1 Existing Topography
The topography of the project site has been altered over the years by the increased urbanization
of the downtown area. Within the project area and its vicinity, slopes have been graded, areas
have been filled and the majority of the vegetation has been removed in order to make way for
the city park, neighborhoods and other urban development. In all likelihood, the width of the
floodplain has also been changed. The current floodplains of Dye Branch and Cemetery
Branch vary in width above Cabarrus Avenue and narrow towards the terminus of the project.
Elevations range across the project from a high of 850 feet above mean sea level at the upper
limit, or beginning, to a low of 810 feet at the end.
4.2 Existing Natural Features
4.2.1 Geology
The Dye Branch Site is within the Piedmont physiographic province; specifically, the Southern
Outer Piedmont Ecoregion (Griffith et al., 2002). It is underlain by the Charlotte Belt, a region
consisting of intrusive, granitic rock, which formed during the Permian and Pennyslvanian
Periods (265 to 325 million years ago) (NCDLR, 1985).
4.2.2 Soils
Soils found at the Dye Branch Site he within the Felsic Crystalline System of the western
Piedmont (Daniels et al., 1999). According to the Iredell County Soil Survey, Chewacla, Cecil
fine sandy loam and Colfax sandy loam are the soils underlying the project area (Figure 3). The
Chewacla soils arc deep, somewhat poorly drained soils which have formed from recent
alluvium on nearly level floodplains along streams that drain from the Mountains and Piedmont
physiographic provinces. The Cecil soils arc eroded, well-drained soils located on 6 to 15
percent slopes bordering drainageways. The Colfax soils arc somewhat poorly drained upland
soils along drainageways with 2 to 6 percent slopes.
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Based on the Soil Survey of Iredell County, Chewacla and Colfax soils comprise the floodplain
portion of the site, while the adjacent uplands consist mainly of Cecil soils. Chewacla soils are
classified by the Natural Resources Conservation Service (MRCS) as fine-loamy, mixed, active,
thermic Fluvaquentic Dystrudepts. Colfax soils are classified as fine-loamy, mixed, subactive,
thermic Aquic Fragiudults. Chewacla and Colfax soils are classified as Hydric B soils because
their composition is not entirely hydric, but retain a hydric status due to inclusions of Hydric A
soils. These inclusions are most commonly Wcliadkee and Worsham soils.
4.3 Existing Hydrologic Features
Mulkey surveyed the existing conditions at the project site by using total station survey
equipment with GPS survey grade receivers. Existing condition surveys included longitudinal
profiles, cross sections, pebble counts, and bar samples to determine the current state of the
stream channels. Existing longitudinal profiles were conducted by identifying each stream
feature (riffle, run, pool, or glide) and surveying specific points at those features. These specific
locations included top of bank, bankfull, waters edge or surface, and thalweg. In addition, 10
cross sections on Dye Branch and four along Cemetery Branch were selected and surveyed at
representative stream features throughout the project. These cross section helped to fully
characterize the dimension of the existing channels (Figure 4 and Appendix B). Following the
completion of the existing channel surveys, pebble counts were conducted at specific cross
section locations as well as a bar sample analysis. Data pertaining to each stream channel are
discussed in the following sections.
4.3.1 Jurisdictional Streams
According to the North Carolina Administrative Code, Dye Branch and Cemetery Branch both
meet the jurisdictional definition for perennial streams. Perennial streams have water flowing in
a well-defined channel for a majority of the year (greater than 90 percent of the time). Another
stream channel was identified in the project area whose confluence is approximately 500 feet
downstream of the confluence of Dye Branch and Cemetery Branch; however, it meets only the
jurisdictional definition of an intermittent stream. Intermittent streams contain water for only
part of the year, typically during winter and spring when the aquatic bed is below the water table
(NCAC, 1999).
4.3.1.1 Dye Branch
Dye Branch flows in close proximity to downtown Mooresville. The substantial amount of
impervious surface and lack of vegetation throughout the watershed has contributed to the
flashy flood conditions and actively eroding streambanks of the existing stream channel. Little
to no riparian buffer exists along the stream within the project area, which has further
exacerbated the destabilization of the stream.
The existing Dye Branch channel within the project area has been separated into three reaches.
The first reach begins at the culvert outlet under Center Avenue and ends at the McLelland
Avenue culvert. The second reach begins at the McLelland Avenue culvert outlet and ends at
the Cabarrus Avenue culvert and the third reach begins at the Cabarrus Avenue culvert outlet
and ends at the last residential property on Cabarrus Avenue. The slope along Dye Branch
ranges from 0.0060 ft/ft (or 0.69/6) in its upper reach to an average slope of 0.0110 ft/ft (or
1.1%) in the lower reach. Existing profile information for Dye Branch can be found in
Appendix B. Dye Branch is classified as an unstable E4 channel along the upper two reaches of
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the project according to the Rosgen stream classification system (Rosgen, 1994). It transitions
to a G4c stream type as the slope increases through the lower reach.
The bank height ratios also vary between the reaches. Bank height ratios note the difference
between the bankfull elevation and the lowest stream bank. Commonly, stable channels exhibit
bank height ratios between 1.0 and 1.3; however, these numbers may increase based on stream
classification and overall entrenchement. The existing ratios were approximatley 1.0 along the
upper two reaches. As for the lower reach, Mulkey observed ratios ranging up to 5.0 further
denoting the overall instability of this reach. A summary of the cross section data used to
determine these classifications is presented in Table 1 and existing cross section views are
presented in Appendix B. Additional information including existing pattern data for Dye
Branch can be found with all the morphological data in Appendix C.
The composition of the stream bed and banks is an important facet of stream character,
influencing channel form and hydraulics, erosion rates and sediment supply. The stream bed
along Dye Branch was characterized using two protocols, the modified `dolman Pebble Count
(Rosgen, 1993) and the bar sample analysis. The bar sample analysis provides data for both
comparison purposes and sediment transport validations.
According to the modified Wolman Pebble Count procedure, the average d5„ (50% of the
sampled population is equal to or finer than the representative particle diameter) is
approximately 5.0 min for Dye Branch, which falls into the fine gravel size category. Pebble
counts were taken at 10 locations along Dye Branch. The locations included 5 riffles, 3 runs, 1
glide and 1 pool cross section. To provide a more detailed picture of the pebble counts, counts
were taken within specific areas of the stream channel. Samples taken between bankfull
elevations were categorized as "Classification" samples and those taken below the water surface
were used as the "Wetted Perimeter" samples. The classification samples determine the
stream's material size as it relates to bankfull events and its overall stream material classification.
The wetted perimeter samples are used to describe the movement of sediment within the active
bed. The particle size distribution data which includes the classification, wetted perimeter, and
resented in Appendix D.
bar sam
le are
p
p
The stability rating of the existing Dye Branch channel was determined by using the Pfankuch
Channel Stability and Bank Erosion Hazard Index (BEHI) Forms. All three reaches associated
with Dye Branch were assessed. The Pfankuch rating for the Dye Branch channel was
estimated to be between 114 and 125, which ranks as "Poor" according to the rating system
established for an E4 and G4c Rosgen stream types. The BEHI rating was "Extreme" for all
three reaches. These stream channel stability evaluations can be found in Appendix E.
4.3.1.2 Cemetery Branch
Cemetery Branch was classified as an unstable E4 stream. The average slope of this channel is
0.0190 ft/ft (or 1.9%). The streambanks associated with this tributary have been destablilized
by its urban surroundings, lack of vegetation and ongoing flow regimes. A summary of the
cross section data used to determine this classification is also presented in Table 1 along with
the data for Dye Branch. Existing cross section views are presented in Appendix B. Additional
information including existing pattern data for Cemetery Branch can be found with all the
morphological data in Appendix C.
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According to the modified Wolman Pebble Count procedure, the average d50 for the stream
classification was approximately 6.0 mm, which falls into the fine gravel size category
(Appendix D). The Pfankuch Channel Stability rating for Cemetery Branch was estimated to be
117, which is considered "Poor" for an E4 Rosgen stream type. The BEHI evaluation
conducted on Cemetery Branch determined that the channel has "Extreme" bank erosion
potential.
Table 1. Summary of Existing Cross Sections - Dye Branch and Cemetery Branch
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Cross
Section Station
No. Morph.
Feature Bankfull
Area (ftz) Ent.
Ratio
* W/D
Ratio* Wetted
Perimeter
(ft) Hydraulic
Radius
(ft) Stream
Class.*
1 1+53 Riffle 14.3 2.6 14.2 16.2 0.88 C4
2 2+10 Run 18.2 1.9 12.2 17.1 1.1 --
3 5+61 Riffle 19.7 3.2 7.9 15.6 1.3 E4
4 8+73 Run 19.4 >5 6.5 14.5 1.3 --
5 10+13 Riffle 18.1 >5 7.0 14.4 1.3 E4
6 15+71 Riffle 22.9 >5 6.2 15.6 1.5 --
7 26+22 Pool 20.8 1.5 9.5 17.2 1.2 --
8 26+42 Glide 21.3 2.5 27 26.1 0.8 --
9 26+99 Run 20.3 1.9 74.6 38.3 0.5 --
10 31+91 Riffle 17.4 1.5 12.5 17.1 1.0 G4c
Cemetery 4+68 Pool 14.6 >5 1.2 15.3 0.9 --
Cemetery 4+71 Glide 7.1 3.1 10.5 10 0.7 --
Cemetery 9+08 Riffle 6.8 2.0 7.0 9.0 0.8 E4
Cemetery 9+18 Run 8.3 4.2 4.8 8.8 0.9 --
*Notes: Ent. Ratio is "Entrenchment Ratio"
W/D Ratio is "Width/Depth Ratio"
Stream classification is only viable along riffle sections.
4.3.2 Jurisdictional Wetlands
jurisdictional wetland determinations were performed using the three-parameter approach as
prescribed in the 1987 Corp of Engineerr IYletlandr Delineation Manual (Environmental Laboratory,
1987). One jurisdictional wetland exists within the boundaries of the project site. This wetland
is located along the left side of Cemetery Branch approximately 500 feet downstream of the
Church Street culvert. The wetland area totals approximately 0.098 acres and will likely be
contained within the permanent conservation easement, once it is finalized. Wetland
determination forms for the Dye Branch site are presented in Appendix F. The wetland covers
nearly 0.098 acres and is characterized as a small depressional area adjacent to Cemetery Branch.
It is dominated by herbaceous species that are mowed on a continuous basis. The wetland
provides only modest habitat, very limited water storage capacity, and based on low
opportunity, plays only a minor role in improving water quality at the site. This wedand will not
be impacted by the enhancement of the Cemetery Branch channel and does not have an
USACE Action ID Number appointed to it.
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4.4 Existing Plant Communities
The vegetative communities found within the project area can be characterized by two major
groupings. These groupings include Urban/Disturbed Land and Piedmont Bottomland Forest
(Figure 5). Each plant community with its distinct assemblage of plants arose in response to
diverse topography and die influences of changing land uses over time. Scientific names are
presented along with the common names the first time the species is cited, but subsequent
textual references to the same species will be limited only to its common name.
4.4.1 Urban/Disturbed Land
The urban/disturbed land is the most dominant vegetative community, where it accounts for
approximately 85% of the total land area within the project area. The upper reach of the
project is dominated by kudzu (Pueraria lobata), covering essentially the entire floodplain of Dye
Branch. Most of middle reach, situated between Mc Lelland Road and Cabarrus Avenue, is
within the City Park confines and is periodically maintained to the top of the stream bank. This
area is dominated by fescue (Festnca spp.) along the entire left side of the stream and
approximately 1,300 feet downstream from McLelland Road along the right side of the channel.
Further downstream, the right side of the channel is primarily forested to Cabarrus Avenue.
The lower reach of the project consists of residential yardscapes dominated by fescue and
Chinese privet (Iigustnav sinese) along the left side of the stream, facing downstream. The right
side is forested.
Cemetery Branch also lies within the City Park confines. The majority of the banks
surrounding this channel consist primarily of fescue and other weeds which are maintained on a
periodical basis.
4.4.2 Piedmont Bottomland Forest
Vegetation found in this community is consistent with the Schafale and Weakley's (1990)
Piedmont Bottomland Forest classification. This vegetative community exists along the
forested portion of the project site along the right side of Dye Branch above Cabarrus Avenue
and continues along the right side to the end of the project. This community is also present
along Cemetery Branch approximately 100 feet downstream of the Church Street culvert and
extends approximately 300 feet along the left side of the channel. Dominant species found
within this vegetative community include red maple (Acer rubnan), black willow (Salix nigra),
sycamore (Platanus oaidentalis), yellow poplar (Liriodendim tulipifera), box elder (flier negundo),
Chinese privet (Ligustnmr sinense) and giant cane (Anurdinaiiagigantea). Piedmont Bottomland
Forests are generally situated on floodplain ridges and terraces other than active levees adjacent
to the stream channel. They are underlain by various alluvial soils, including the Clhewacla and
Congaree series. These communities are flooded; however, they are seldom disturbed by
flowing water. Bottomland forests are believed to form a stable climax forest, having an un-
even aged canopy with primarily gap phase regeneration, although the possibility of unusually
deep and prolonged flooding may make widespread mortality more likely than in uplands
(Schafale and Weaklcy, 1990).
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4.5 Invasive Plant Species
Invasive, or non-native species, arc the dominant plant species within the project area.
Extensive quantities of Chinese privet and kudzu were observed along the stream banks,
floodplain, and throughout the project site.
4.6 Threatened and Endangered Species
According to the US Fish and Wildlife Service (USBVS), neither threatened nor endangered
species are known to occur in Iredell County. However, one threatened due to similarity of
appearance (T S/A) species and three federal species of concern (FSC) have been documented
for Iredell County. Information regarding these federally listed species of concern can be found
in Table 2.
Table 2. Federally Listed Species
Common Scientific Federal State
Habitat Requirements Suitable Biological
Name Name Status Status Habitat Conclusion
A small mammal found in rocky
Alleghany Neotoma places and abandoned buildings
woodrat ma
girter FSC Sc in deciduous or mixed forests in No Not Applicable
, the northern mountains and
adjacent Piedmont.
Bog turtle Clezlim s 1'(S/;\) I A turtle found in bogs, wet No Not Applicable
niubleubergii pastures, and wet thickets.
' A vascular plant found in open
I leller
s Lotus helleri FSC SR _T woods over clay soils and No Not Applicable
trefoil roadsides.
A vascular plant found in rich
woods (and edges of woods),
ll
f
a De
l
t
m
t FSC* rocky slopes, semi-open No Not Applicable
lars
k
s
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l
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etaltatunr
woodlands, glades and prairie
openings.
St:-Spcoal Conscm
SR -T-Significantly Rare and Is Proposed for Threatened Status
*I listoric record - the species was last observed in the county more than 50 years ago
4.7 Environmental Issues
Federal, state, and local databases were searched using a designated one-mile radius to
determine whether the study area or neighboring areas have a regulatory history of
environmental problems that could have an adverse impact on the study area. These databases
included the following:
¦ National Priorities List (NPL);
¦ Resource Conservation and Recovery Information System (RCRIS) which includes
information on 'T'reatment, Storage, and/or Disposal (TSD);
¦ Comprehensive Environmental Response, Compensation, and Liability Information
System (CERCLIS);
¦ Resource Conservation and Recovery Act Information System - Small and Large
Quantity Generator and/or Transporter (RCRA);
¦ Emergency Response Notification System (ERNS);
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¦ State Inactive Hazardous Site Program List, known as the State Priorities List (SPL);
¦ State Landfills (Landfills);
¦ Leaking Underground Storage Tanks (LUST);
¦ Owners of Underground Storage Tanks (UST);
¦ Delisted NPL;
¦ RCRA Administration Action Tracking System (RAATS);
¦ Hazardous Materials Incident Report System (HMIRS);
¦ PCB Activity Database (PADS);
¦ Facilities Index System (FINDS);
¦ Toxic Release Inventory System (IRIS);
¦ Federal Superfund Liens (NPL Liens);
¦ State of North Carolina Hazardous Substance Disposal Site (NC HSDS);
¦ Toxic Substances Control Act identif ,ing Chemical Substance Inventory List (TSCA);
¦ Records of Decision (ROD);
¦ Superfund (CERCLA) Consent Decrees (CONSENT); and
¦ Former Manufactured Gas Sites (Coal Gas).
A copy of the EDR report is provided in Appendix G. EDR did not report any on-site sources
of potential contamination. However, EDR listed several sites of potential contamination
within a one-half mile surrounding the study area. Those sites include seven LUST sites, sit of
which are within the Dye Branch drainage area. The LUST sites within Dye Branch drainage
area arc: Mooresville Town Library, 121 East Catawba Ave.; Burlington Mills, 476 South Main
St. (2 sites); Bills Exxon, 204 South Main St.; Glaspy's Auto Service, 152 South Main St.;
Shepherd's, 126 East Center Avenue; and Mooresville Amoco Service, 151 South Broad St.
One of the sites at Burlington Mills, Bills Exxon, Glaspy's Auto Service and Mooresville
Amoco Service have not been closed out, which indicates reports on the ongoing clean up
process are still being generated.
The Mulkey team conducted a cursory investigation for any Recognized Environmental
Concerns (RECs) throughout the site. The investigation included only a visual scan of the
property. RECs arc characterized as the presence or likely presence of any hazardous
substances or petroleum products on a property under conditions that indicate an existing
release, a past release, or a material threat of a release of any hazardous substances or petroleum
products into structures on the property or into the ground, groundwater, or surface water of
the property (ASTM E1527-00). None were observed as part of the existing conditions survey.
A building containing a men's and women's bathroom is located along the middle reach in
Glenwood Memorial Park. No other buildings, sheds or other structures were observed in the
project area.
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4.8 Cultural Resources
Mulkey conducted a review of properties determined eligible for the National Register of
Historic Places at the State Historic Preservation Office (SHPO) for the study area and
surrounding areas. According to the files, two locations have been placed on the National
Register within a one-mile radius of the study area. Those locations include the Mooresville
Historic District and Broad Street Row. The Mooresville Historic District lies approximately
one third-mile northwest of the project area and extends northeast from NC 152 for
approximately 0.5 miles encompassing both Broad and Main Streets. Broad Street Row is
located approximately one quarter-mile west of the project area along Broad Street between
Wilson Avenue and NC 152. In addition, Mulkey contacted the North Carolina State
Archaeological Office to determine if documented archaeological sites occur at or near the
project area. No sites were identified within a one-mile radius of the project area.
4.9 Utility Realignment
The City of Mooresville has agreed to realign the sewer line that currently exists inside the
project area between Center Avenue and the confluence of Dye and Cemetery Branch (upper
and middle reaches). The proposed realignment includes relocating the sewer line outside of
the floodprone area along the right side of the stream (looking downstream) in order to
position it outside the buffer requirement for stream restoration. Three crossings along these
two reaches currently exist. The existing crossing on the upper reach will be abandoned and the
remaining two crossings on the middle reach will be relocated to intersect the channel only
underneath the proposed riffle sections. Reason being, riffle sections are generally the most
stable sections of a channel. Aggradation and degradation processes do occur as part of
maintaining the dynamic equilibrium within the active streambed; however, grade control will
be implemented to insure these processes are minimized to the extent practicable through these
areas. Mulkey will incorporate the crossings in the design of Dye Branch and to the extent
practicable will set the elevation of the stream above the sewer line so that the crossing will run
subsurface to the channel.
5.0 Natural Channel Design
5.1 Reference Reach Analyses
Four reference reaches have been identified for use on the Dye Branch stream restoration
project. All four reference reaches, Derita Branch, UT to Lake Jeanette, UT to SLR/ Prong
Beaverdam Creek and UT to Mine Creek, were chosen because they represent the stable, urban,
piedmont stream type.
5.1.1 Derita Branch
Derita Branch is situated in Mecklenburg County, approximately 2.5 miles north of Charlotte
on the northside of SR 2480 (Figure 6). Derita Branch is characterized as a first order,
perennial stream and classifies as an urban E4 stream type. Specific morphological data for this
reference reach are given within the morphological table found in Appendix C. Its watershed is
approximately 0.25 square miles (166 acres) and encompasses an urban neighborhood and
commercialized property. Common riparian species found along this stream corridor include
American holly (I/ex opaca), red maple, sweetgum (I19iuda»>Gar.rl)?raczflrra), hackberry (Cellis
laevigala), flowering dogwood (Corpus florlda), water oak (Querrits nig -a), white oak (Quercus a1Ga),
black cherry (Prrrnus semlina) and poison ivy (To:vicodendron radicans).
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5.1.2 Unnamed Tributary to Lake Jeanette
UT to Lake Jeanette is situated in Guilford County, approximately 0.5 miles upstream of the SR
2348 crossing of Lake Jeanette (also referred to as Richland Lake) (Figure 7). UT to Lake
Jeanette is characterized as a second order, perennial stream and classifies as a rural C5 stream
type. Specific morphological data for this reference reach are given within the morphological
table found in Appendix C. Its watershed is also approximately 0.25 square miles (166 acres)
and encompasses a relatively low density suburban neighborhood within die City of
Greensboro. Riparian species commonly found along this stream corridor include of American
holly, red maple, American Beech (Fagusgrandifolia), ironwood (Carpurrrs carnliniana) flowering
dogwood, white oak and yellow poplar.
5.1.3 Unnamed Tributary to Southwest Prong Beaverdam Creek
UT to SW Prong Beaverdam Creek is located in Wake County, immediately upstream of the
intersection of Lake Boone Trail and Runnymeade Road (Figure 8). UT to SW Prong
Beaverdam Creek is characterized as a first order, perennial stream and classifies as an urban C5
stream type. Specific morphological data for this reference reach are given within the
morphological table found in Appendix C. Its watershed covers approximately 0.28 square
miles (180 acres) and encompasses an older urban neighborhood in the City of Raleigh.
Common species located along the riparian zone of this stream include tag alder (Aburs
serrrdata), red maple, river birch (I3etrrla uigra), sweetgum, flowering dogwood, tulip poplar, giant
cane, poison ivy, jewelweed (Impatiens camperrsis) and bamboo (Plyllostaclys aurea).
5.1.4 Unnamed Tributary to Mine Creek
UT to Kline Creek is located in Wake County, along the cast side of North Hills Drive in
Raleigh (figure 9). UT to 1`1ine Creek is characterized as a first order, perennial stream and
classifies as an urban 134/1 stream type. Specific morphological data for this reference reach are
given within the morphological table found in Appendix C. Its watershed covers approximately
0.17 square miles (109 acres) and encompasses an older residential area in the City of Raleigh.
® Common species located along the riparian zone of this stream include sycamore, river birch,
sweetgum, flowering dogwood, tulip poplar, poison ivy, and jewelweed (Impatiens canrpensis).
5.2 Sediment Transport Analyses
Sediment plays a major role in the influence of channel stability and morphology (Rosgen,
1996). A stable stream has the capacity to move its sediment load without aegrading or
degrading. Sediment analyses are generally divided into measurements of bedload and
suspended sediment (washload), changes in sediment storage, size distributions and source
areas. Washload is normally composed of fine sands, silts and clay transported in suspension at
a rate that is determined by availability and not hydraulically controlled. Bedload is transported
e by rolling, sliding, or hopping (saltating) along the bed. At higher discharges, some portion of
the bedload can be suspended, especially if there is a sand component in the bedload. Bed
material transport rates are essentially controlled by the size and nature of the bed material and
hydraulic conditions (Hey and Rosgen, 1997).
Two measures are used to calculate sediment loads for natural channel design projects: (1)
sediment transport competency and (2) sediment transport capacity. Competency is a stream's
ability to move particles of a given size. It is expressed as a measure of force (lbs/ft2). Capacity
is a stream's ability to move a quantity of sediment and is a measurement of stream power,
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expressed in units of lbs/ft•sec. These analyses are conducted to ensure that the designed
stream beds including Dye Branch and Cemetery Branch do not aggrade or degrade during
bankfull conditions. Brief descriptions of these two analyses are presented in the following sub-
sections. Entrainment and velocity calculation sheets used for these analyses are presented in
Appendix H and I, respectively. The locations of the sediment sampling points are depicted in
w Figure 4.
5.2.1 Sediment Competency Analysis
The critical dimensionless shear stress (T* ?) is the measure of force required to initiate general
movement of particles in a bed of a given composition. This calculation is part of several
calculations used to determine aggradation/degradation along the stream channel. For shear
stresses exceeding this critical value, essentially all grain sizes are transported at rates in
proportion to their presence in the bed (Wohl, 2000). For gravel-bed streams, the critical
dimensionless shear stress is generally calculated using surface and subsurface particle samples
from representative riffle sections. The critical dimensionless shear stress calculation is
presented below.
T*C; = 0.0834 (d/do) 11812 where, T*C = critical dimensionless shear stress
(lbs/ft2)
d; = median particle size of riffle bed
surface (mm)
do = median particle size of subsurface
sample (min)
Note that d, and d o values were empirically determined by in situ measurements. Based on the d;
of 6.0 mm and the d;,) of 2.8 mm in reach 1, the critical dimensionless shear stress was
calculated to be approximately 0.0429 lbs/ftz utilizing the calculation above. This critical
dimensionless shear stress is used as part of the aggradation analysis presented in the following
section.
The shear stress placed on the sediment particles is the force that entrains and moves the
particles. The critical shear for the proposed channel has to be sufficient to move the DM of
the bed material. The critical shear stress was calculated and plotted on the Modified Shield's
curve to determine the approximate size of particles that will be moved (Itosgen, 2001).
Based on the Modified Shield's curve, particles ranging from 20 mm to 90 mm could be moved
within reach one of the Dye Branch channel, with an average moveable size of 40 mm. The
largest particle found on the depositional bars was 24 min. The Ds, and D,„o in this reaches arc
10 mm and 22 mm, respectively. The middle and lower reaches of Dye Branch can move
particles ranging from 30 mm to 100 mm, with and average moveable particle size of 65 mm.
The largest particle found on depositional bars in these reaches was 45.7 min. The Dsa and D,,,,,
of the reach were 9.3 mm and 150 mm, respectively. Therefore, the proposed design has
sufficient shear stress to move the bedload associated with all three reaches Based on Shield's
curve, Cemetery Branch can move particles ranging from 45 mm to 180 mm. The D,4 and D,(),,
of Cemetery Branch are 10.2 and 15.0 mm, respectively.
'i Mulkey also utilitized another method to calculate critical shear stress for each reach studied as
taught by Dave Rosgen, PhD., PH, with Wildland Hydrology, Inc. However, when this method
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was used to calculate the shear stress of the proposed design, the middle and lower reaches of
Dye Branch indicated instability. When the dimensions of reaches two and three were adjusted
to create a "stable" entrainment; width/depth (W/D) ratios were out of the range observed in
stable channels. Since the Shield's curve calculations indicate that all reaches are capable of
moving their supplied sediment only the results from the Sheild's curve analysis were
considered appropriate for these reaches.
5.2.2 Sediment Transport Capacity
Stream power was calculated for both the existing and design channel conditions to determine
the effect of the restoration on sediment transport capacity. A stream's capacity is defined as
the maximum load a stream can transport at a given time. The capacity of a stream to move
sediment is directly related to velocity and stream power. The existing channel exhibited an
excess of stream power as noted by the mass wasting of banks and excessive bank height ratios.
By adjusting width-to-depth ratios and providing a floodplain at the bankfull stage, the
proposed design reduces both stream power and velocity; thereby, reducing capacity to only
that needed to move die sediment supplied by the watershed.
5.2.3 Aggradation/Degradation Analysis
New channel construction associated with natural channel design projects generally includes the
design and layout of a channel with increased length and sinuosity and reduced slope as
compared with the existing channel. However, there are some situations where the existing
channel exhibits excessive and unstable patterns. The new channel design in these cases will
result in an increase in slope and a decrease in channel length. The data associated with these
channels must prove that the adjusted channel slope will not cause die stream to aggrade or
degrade. The upper portion of Dye Branch maintains a relatively stable profile; therefore the
proposed design will only slightly decrease the channel's slope (0.00415 ft/ft), and improve its
dimension and pattern. The middle portion of Dye Branch was designed to have a slightly
greater slope (0.0094 ft/ft) than the existing channel (0.008 ft/ft) due to the shorter length of
the new channel alignment. The proposed design for the lower portion of Dye Branch will
result in a new and slightly shorter channel with less slope (0.0102 ft/ft) than the existing
channel (0.0110 ft/ft) and a lower width/depth ratio. The proposed width/depth ratios were
adjusted in conjunction with the slope to ensure that die proposed stream will transport its
sediment over time without aggrading or degrading.
Calculations of critical depth arc required. These calculations represent the need to transport
large sediment particles, usually defined as the largest particle of the riffle sub-pavement sample.
As a result, critical depth can be compared with the design mean riffle depth in order to verify
that the design stream has sufficient competency to move large particles without causing the
thalweg to aggrade or degrade. The calculation for critical water depth is shown below.
cIr = 1.05 T* D1 where,
S
d, = critical water depth (ft)
T*C; = critical dimensionless shear stress
(lbs/ft2)
D; = largest particle of bar or sub-
pavement sample (ft)
S = average channel slope (ft/ft)
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5.2.4 Sediment Transport Summary
Based on the calculations for competency, aggradation, degradation and capacity, bankfull
conditions in the design channel will entrain particles ranging from 15 to 110 mm. The D„,, of
Dye Branch is approximately 64 mm. The design channel is predicted to remain stable over
time based on the establishment of proper dimension, pattern and profile and an active
floodplain. The addition of riparian vegetation will further enhance the long term stability of the
entire system.
5.3 Proposed Design
Design methodologies are based on natural channel design concepts outlined by Rosgen (1994,
1996, 1998). These methodologies include existing and reference reach channel surveys, data
interpretations and geomorphological comparisons of all channel features. Based on field
observations and preliminary ideas, the project will attempt to implement restoration similar to
Priority Levels II and III. The Priority Level II Restoration involves construction of a new
channel widi a floodplain bench at die bankfull elevation. This will be implemented along dlc
die entire portion of die Dye Branch stream channel. The Priority Level III Restoration will
involve the reconstruction or installation of additional bankfull benches within the existing
channel confines. This restoration type will be implemented along Cemetery Branch. A
summary of the existing and proposed streams at the project site is outlined in Table 3. A
Conceptual Design for Dye Branch can be found in the Attachments section.
Table 3. Dve Branch Stream Restoration Summary
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Stream Priority Level Type Existing Length
of Channel 1 Proposed Lngth of
Channel* 1
D)•e Branch II Restoration 3628.51 3353.89
Cemetery Branch III Restoration 968.28 998.64
r- i Total 4596.79 4352.53
* Lengths do not include culverts.
5.3.1 Dye Branch
It is anticipated that Priority Level II Restoration design measures will be applied to
approximately 3,353 linear feet of Dye Branch, the entire length of project along the main
channel (Appendix J). This restoration will transform the stream from an unstable E4/G4c
stream type to a stable C4 stream type. The upper reach, from the project's beginning at
Station 0+00 to Station 6+25 averages a slope of 0.0042 ft/ft (or 0.4%), which is dle flattest of
the three sections of channel. Cross vanes, j-hook vanes, single arm rock vanes and rootwads
will be used along this segment to provide overall stability and grade control. Bankfull cross
sectional areas average 24.1 square feet for riffles and 36.4 square feet for pools and are also
found in Appendix J. The upper reach stream channel will contain floodplain benches and
improved meander pattern, which will help reduce stream velocities.
C3 The middle reach, which exhibits a slope of 0.0094 ft/ft (or 0.9%), will provide a gradual
transition between the upper and the lower reaches. Bankfull cross sectional areas associated
with the middle reach average 20.0 square feet for riffles to 29.0 square feet for pools. The
subsequent decrease in overall areas as compared with the upper reach is due to the increased
slope. Approximately 630 ft of new channel will excavated from Station 14+60 to Station
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20+90 in order to further stabilize the stream. The remainder of this reach will utilize floodplain
benches and radius improvements. Structures used through this section will include cross
vanes, j-hook vanes, and single arm rock vanes. Rootwads will be installed at specific areas to
relieve stress from outside bends and to provide natural habitat for aquatic life.
The lower reach of Dye Branch, extending from Station 22+90 to Station 35+22, exhibits
slopes averaging 0.0102 ft/ft (or 1.09/6), which are the steepest throughout the project. Due to
this increase of slope, the bankfull cross sectional areas have decreased as the stream flows from
die upper to the lower reach. The bankfull cross sectional areas associated with the lower reach
average 18.8 square feet for riffles and 29.0 square feet for pools. This reach will also utilize
cross vanes, j-hooks, single arm vanes, and rootwads. In addition to the structures, floodplain
® benches and improvements to the overall pattern of the channel will aid in decreasing velocities
and further stabilize the stream.
5.3.2 Cemetery Branch
Stream restoration associated with Cemetery Branch will be exclusively Priority Level III
Restoration. This restoration will change the stream from an unstable E4 stream type to a
stable B4 stream type. The restoration will begin approximately 40 ft downstream of the
Church Street culvert and extend approximately 1,000 linear ft to its confluence with Dye
Branch. Bankfull cross sectional areas proposed for this stream channel are 7.0 square feet for
riffles and 10.3 square feet for pools. Cross vanes, single arm rock vanes and rootwads will be
installed to provide grade control and improve overall channel stability. Minor pattern
improvements are also proposed.
5.4 Proposed Construction Sequence
Construction of the project will be carried out in three phases to ensure adequate
implementation of sedimentation controls, channel stability, and maximum vegetation survival.
During the first phase, primary construction access roads, spoil areas, and staging areas will be
established. During the second phase, the majority of the restoration activities will take place
along both Dye Branch and Cemetery Branch. These will include establishing the proper
dimension, pattern, and profile along each of the channels followed by structure installation.
The consequent filling of the abandoned channels will also be completed as part of the second
phase. Disturbed banks will be seeded, mulched, and matted immediately upon completion of
any grading. The final phase will involve minor grading, site preparation (sub-soiling), removal
of temporary access roads and staging areas, and the installation of plant material.
Initially, the primary construction access roads, spoil areas, and die staging areas will be
established throughout the entire Dye Branch Stream Restoration Site. Once these areas have
been established, erosion and sedimentation control devices will be installed. Also, temporary
fencing will be installed around the project site.
The second phase of the project will involve construction of new channels and placement of
structures for Dye Branch and Cemetery Branch. These structures will provide stability and
habitat for the stream channel and will include cross vanes, j-Book vanes, single-arm rock vanes,
and rootwads. Construction of the new channel must be staged to ensure the most economical
use of equipment and materials, and to ensure that sedimentation controls and channel stability
efforts arc maximized. As the majority of the construction will occur within the existing
channel, the stream's water will be pumped around die construction.
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The new Dye Branch channel will be constructed from Center Street to McLelland Avenue
(Station 0+00 to Station 6+25). Special stilling basins will be utilized to filter any groundwater
that accumulates within the proposed channel. Pumping the perennial flow and filtering the
groundwater will further ensure superior sediment control since groundwater difficulties are
anticipated. Spoil generated from excavation of the new channel will eventually be used to fill
the existing stream channel downstream of McLelland Avenue. The majority of the excavation
spoil from upstream of McLelland Avenue will be stockpiled on the Town of Mooresville's
property at the southern end of McLelland Avenue as detailed on the erosion control plans, to
reduce material-handling time and to minimize compaction of the substrate.
Between McLelland Avenue and Cabarrus Street (Station 7+50 to Station 22+00), the channel
will be constructed in much the same manner as the upstream portion. Perennial flows will be
pumped from the culvert at McLelland Avenue to below Station 14+60 where the proposed
channel departs from the existing channel. All required grading and structure installation will
occur upstream of Station 14+60 prior to construction of the new location channel. Once this
segment is complete, die new location segment of channel will be constructed while the flow
remains in the existing channel. Again, all groundwater seepage into the proposed channel will
be pumped into special stilling basins for filtering. All spoil material will be stockpiled on the
cast side of the existing channel near the basketball courts as detailed on the erosion control
plans, to reduce material-handling time and to minimize compaction of the substrate.
Once the water is diverted into the new location segment of Dye Branch, filling of the old
channel will commence. Approximately one quarter-acre of area will be graded to resemble that
of a vernal pool. The unnamed, intermittent tributary will be routed into this depressional area
to provide a hydrologic source. At the downstream limit of the depression, a small channel will
be constructed to allow water to flow out of the depression in times of excessive rainfall and to
prevent stagnation.
The final leg of main channel construction is below Cabarrus Street (Station 22+90 to Station
35+22). Due to very limited access and extremely unstable vertical banks, all equipment will
have to enter the construction area from the lower limit of the project. Most of the channel
work will occur with equipment in the channel. However, to minimize any potential negative
impacts to the water quality and to minimize sedimentation, all flow will be pumped from the
outlet of the culvert under Cabarrus Street to downstream of the construction limits. Large
amounts of debris consisting of broken concrete, tires, and miscellaneous rubbish will be
removed and hauled off site to a permitted landfill. Any excavated material from the segment
of stream channel will be utilized to construct bankfull benches along the left bank (facing
downstream).
The new Cemetery Branch channel will be constructed from Station 0+40 to the new Dye
Branch channel while pumping all flow around the construction area. Bankfull benches will be
constructed along areas with steep unstable banks. Every attempt will be made to utilize all
excavated material on-site; however, due to limited filling of old channels some material may
have to be hauled off-site. North Carolina State University will have constructed a diversion
structure at the upstream limit of Cemetery Branch. This structure will not be disturbed during
construction.
16
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The final phase of die construction process will involve minor grading and sub-soiling of the
site, removal and amelioration of temporary access roads, and removal of erosion and
sedimentation control measures as the site is stabilized. The sub-soiling will be done to mitigate
soil compaction of by heavy equipment and urbanization and to create micro-topographic
features adjacent to the stream channel. Removal of temporary access roads and staging areas
will start at the beginning of the project and proceed downstream. This will allow the removal
of all temporary materials and the renovation of disturbed areas. Following the final grading
activities, native trees and shrubs will be planted at the site during the dormant season.
6.0 Flood Analyses
Portions of the Dye Branch Site, including the channel of Dye Branch and its immediate
floodplain are located within the Federal Emergency Management Association's (FERIA) 100-
year flood boundary, as depicted on Figure 10 (FEMr1, 1980). These areas arc inundated by the
100-year flood where Base Flood Elevations (BFE) have been determined, but no floodway.
Section 60.3 (c)(10) of the National Flood Insurance Program (NFIP) regulations at 44 Code of
Federal Regulations (CFR) states that a community shall "require until a regulatory floodway is
designated, that no new construction, substantial improvements, or any other development
'
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(including fill) shall be permitted within Zones Al-30 and AE on the community
unless it is demonstrated that the cumulative effect of the proposed development, when
combined with all other existing and anticipated development, will not increase the water
surface elevation of the base flood more than one foot at any point within the community".
Although there are no regulatory floodways designated for any portion of the Dye Branch site,
hydraulic models for both existing and proposed conditions were developed using FEI\IA's
100-year discharge. Using FEMA's discharge and the existing topography, a model was
developed to analyze existing water surface elevations (WSEL) versus the mapped elevations.
The existing conditions model shows WSEL higher than the FENIA model. Discrepancies in
WSEL can be attributed to the original 1980 FENIA model having distinctly lower inverts than
the surveyed inverts taken in early 2005. In order to ensure compliance with federal regulations,
a set of design discharges were formulated and included in both the existing and proposed
conditions models to determine if there was an increase or decrease in WSEL using the new
survey data.
Design discharges were determined using the U.S. Army Corps of Engineers' Hydrologic
Modeling System (HEC-HMS). HEC-HMS is a computer program designed to simulate the
surface runoff response of a river basin to precipitation by representing tic basin as an
interconnected system of hydrologic components. In order for the model to predict the peak
discharges, the following information must be known:
® • Drainage Areas
• Rainfall Totals and Temporal Distribution
• Time of Concentration/Lag Times
• Soil Conservation Service (SCS) Curve Numbers
• Stream and Reservoir Routings
Limits of flooding were determined using HEC-RAS software from the US Army Corps of
Engineers Hydrologic Engineering Center. Water surface profiles for the 2-year, 5-year, 10-
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year, 25-year, 50-year, and 100-year storm events were computed. These models show that
there is no increase in base flood elevation due to the restoration of Dye Branch, specifically; all
of the studied cross sections showed a decrease in WSEL. Data from the 50-year and 100-year
storm events is included in Table 4.
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Table 4. Flood Analyses for the 50-Year and 100-Year Storm Events.
Dye Branch Profile: 50 yr Dye Branch Profile: 100 r
Station Q Total Water Surface Elevation
(proposed) (cfs) Existing Proposed Difference
(fl) (ft) (ft)
0.68 850 803.37 802 -1.37
411.87 850 805.98 805.03 -0.95
776.83 850 808.28 807.9 -0.38
1073 850 811.82 810.95 -0.87
1284.09 850 814.84 813.76 -1.08
1341.72 Culvcrt
1383.64 700 822.46 822.44 -0.02
1461.36 7(x1 822.49 822.45 -0.04
1833.18 700 822.55 822.5 -0.05
2231.02 700 822.6 822.48 -0.12
2529.54 700 824.08 823.93 -0.15
2764.51 700 826.56 82637 -0.19
2969.73 701 828.37 827.67 -0.70
3035.08 700 829.39 828 -1.39
3103.58 Culvert
3161.46 7(x1 832.01 831.87 -0.14
3235.01 700 831.99 831.87 -0.12
3628.84 700 833.24 832.52 -0.72
3759.36 700 833.74 833.1 -0.64
Station Q Water Surface Elevation
(Proposed) Total Existing Proposed Difference
(cfs) (ft) (ft) (ft)
0.68 100 803.78 802.36 -1.42
411.87 1(x10 806.41 805.4 -1.01
776.83 1(100 808.78 808.33 -0.45
1073 1WO 812.3 811.38 -0.92
1284.09 1000 815.87 814.15 -1.72
1341.72 Culvert
1383.64 750 822.61 822.55 -0.06
1461.36 750 822.64 822.56 -0.08
1833.18 750 822.7 822.61 -0.09
2231.02 750 822.76 822.6 -0.16
2529.54 750 824.29 824.04 -0.25
2764.51 750 826.66 826.51 -0.15
2969.73 750 828.46 827.78 -0.68
3035.08 750 829.52 828.11 -1.41
3103.58 Culvert
3161.46 750 832.11 831.95 -0.16
3235.01 750 832.08 831.95 -0.13
3628.84 750 833.4 832.65 -0.75
3759.36 750 833.91 833.23 -0.68
1 7.0 Typical Drawings
Seven different structure types made of natural materials will be utilized as part of the design
sequence. These structures include single-arm rock vanes, j-hook rock vanes, cross vanes,
rootwads, step pools, constructed riffles, and double log drop structures. Details for these
structures can be found in Appendix K.
7.1 Single-Arm Rock Vane
These structures are designed to dissipate the secondary circulation cells which cause stress in
the near bank region. They also force the thalweg away from the bank and towards the middle
of the channel. These structures are placed on the outsides of meander bends. Footer rocks
are placed on one side of the channel bottom for stability. More rocks are then placed at an
angle to the stream bank, gradually inclining in elevation until they are located at the proposed
bankfull elevation. At the point at which the structure reaches the bankfull elevation, rocks are
placed perpendicular to the rock vane arm and embedded into the bank. These additional rocks
provide a linkage to the existing stream bank as well as providing added protection during heavy
flows.
7.2 J-Hook Rock Vanes
These structures are also designed to dissipate the secondary circulation cells which cause stress
in the near bank region. They also force the thalweg away from the bank and towards the
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middle of the channel. Similar in design to single-arm rock vanes, these structures are placed on
the outsides of meander bends. Footer rocks are placed on one side of the channel bottom for
stability. More rocks are then placed at an angle to the stream bank, gradually inclining in
elevation until they are located above the bankfull surface directly adjacent to the stream bank.
Additional rocks are placed in the channel to give the structure a "J" shape. These extra rocks
are added to maintain the pool and provide additional fish habitat.
7.3 Cross Vanes
These structures serve to maintain the integrity and composition of the riffle while promoting
scour along the center of the channel, away from the adjacent banks. The design shape is
roughly that of the letter "U" with the apex situated on the upstream side in the riffle section.
Footer rocks are placed in the channel bottom for stability. Rocks are then placed on the top of
these footer rocks in the middle of the channel at approximately the same elevation as the
designed stream bed. Rocks are then placed at an angle to the stream bank on either side of the
channel. These rocks gradually incline to the bankfull elevation. Water flowing downstream is
forced over these rocks towards the middle of the channel on either side of the structure,
effectively scouring a pool immediately downstream. Cross vanes are used primarily for
stabilization and grade control, but the structures also provide habitat for fisheries and other
aquatic wildlife.
7.4 Root Wads
The objectives of these structures arc to: provide in-stream and overhead cover for aquatic
organisms, including fish; provide shade, detritus and terrestrial insect habitat; and provide
minimal protection of the stream ban], from erosion. Generally, a footer log and boulder are
placed on the channel bottom and abut the stream bank along the outside of the meander bend.
This provides support for the rootwad and stability (minimal) to the stream bank. A large tree
root-,vad (or root-ball) is then placed on the stream bank with additional boulders and rocks on
either side for stability. Flowing water is deflected away from the bank and towards the center
of the channel.
7.5 Step Pool Structures
Step pool structures are used primarily for grade control. They are implemented in cases
involving significant slope changes, or drops, over short distances. Step pool structures are
designed using a combination of small plunge pools in a stair-step fashion similar to a series of
"nested" cross vanes. The construction implementation of these structures is similar with that
of the cross vane, whereby footer rocks are placed in the channel bottom for stability. Rocks
are then placed on the top, and slightly upstream of these footer rocks to create a series of
stepped, alternating pools. Each pool is created by placing the header rocks in the middle of
the channel at approxunately the same elevation as the designed stream bed. Other header
rocks are then placed at an angle to the stream bank on either side of the channe, with the rocks
gradually inclining to the bankfull elevation. Water flowing downstream is forced over this
system of steps and consequently alternates back and fourth across the centerline of the
channel, effectively maintaing the scour pool at the bottom of each step. Like cross vanes, step
pools also provide bank stabilization along both sides of the channel as well as habitat for
fisheries and other aquatic wildlife.
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7.6 Constructed Riffles
Constructed riffles provide an alternative mechanism for establishing grade control along the
steeper sections of a channel. They are designed to house a thick laver of native bed material,
and in some cases gravel or surge stone, installed in the bed at a riffle location. Generally,
constructed riffles exhibit a boulder or log sill at both the upstream and downstream end
location to serve as grade control. These sills are vertically keyed into the streambed using
geotextile fabric overlain with the riffle bed material to prohibit scour and undermining. Rip
rap toe protection is also installed along the horizontal length of each constructed riffle against
the left and right edge-of-waters for further scour protection. Bedload and sediment transport
capabilities are maintained throughout the reach resulting in a stable riffle section.
7.7 Double Log Drop Structures
These structures are used to create habitat diversity wlhile providing grade control in a situation
where the streambed has a relatively small drop over a relatively short distance. Double log
drop structures are designed using a set of small plunge pools in a stepped fashion created by a
pair of angled log weirs. Similar to step pools, footer rocks are placed in the channel bottom at
the downstream end of the structure for stability. Rocks and rebar pins are used to secure the
logs in place. The logs are installed to create a series of two stepped, alternating pools. A
root-%vad is generally installed in the streambank at the lower pool to help deflect the stream
flow to the middle of the channel. Water flowing downstream is forced over a pair of small
steps while alternating back and fourth across the centerline of the channel, effectively
maintaing scour pools at the bottom of each step. Native hardwood trees are used for the logs
and rootwads for this structure. Geotextile fabric is used to vertically key the logs into the
streambed. Double log drop structures are another design concept used to provide habitat for
fisheries and other aquatic wildlife while serving ultimately as grade control.
8.0 Stream Riparian Planting Plan
The planting plan for the riparian and upland buffers of the Dye Branch site will provide post-
construction erosion control and riparian habitat enhancement. The planting plan will also
attempt to blend existing vegetative communities into recently restored areas. Plantings in the
buffer areas will include native species appropriate for the Piedmont physiographic province
and the project site. Plants within the floodplain will be flood tolerant species, which can
accommodate periodic flooding events throughout the year. A variety of trees and shrubs will
be planted to provide cover and habitat for wildlife as well as soil stabilization.
Tree and shrub species will be planted in specific planting zones. These planting zones will
accommodate plant species which have specific requirements for growth. Hydrology and
topography are main factors that dictate a plant's ability to survive and to thrive following
planting. These planting zones will be created around these requirements and will include the
following zones: Zone 1 (Stream Banks), Zone 2 (Riparian Buffer), Zone 3 (Wetlands), and
Zone 4 (Upland Buffers). A list of species in each Zone can be found in Table 5.
20
n
Table 5. Recommended Plant Species and Planting Zones.
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Planting Zone Recommended Plant Species A
Zone Description Scientific Name Common Name
A1nuJ Jemrlata Tag alder
Betula nigra River birch
Cepbalantbus occidentaliJ Buttonbush
Stream Banks Contus amomum Silky dogwood
I Hibiscus mosheutos Marsh mallow
Lindera bentioin Spieebush
Salix nigra Black willow
Salix Jericea Silky willow
Sambucus canadensis Elderberry
Betnla nigra River birch
Fraxinuspenn.9,1ranica Green ash
Riparian Lindera bentioin Spieebush
2 Buffer PlantanuJ midentalis Sycamore
QuerarJ nigra Water oak
QuerarJ pbellos Willow oak
Sambuau canadensiJ Elderberry
Alms Jemclata Tag alder
Cephalanthus ocddentalis Buttonbush
Conius amomum Silky dogwood
3 Wetlands Fra inuspenng1ranica Green ash
Hibiscus mosbeutos Marsh mallow
Sa/ix nigra Black willow
Salix Jericea Silky willow
Boehoreria glindtica False nettle
Carex lurida Lurid sedge
Carex intumescent Bladder sedge
C)pen,J JtngoJllJ Umbrella sedge
4 Vernal Pools EleochariJ obtusa Blunt spike-rush
Eupatorirun f,siulosum Joe-pye weed
juncuJ coriaceus Leathery rush
juna(s effuses Soft rush
Saunrnts cemuuJ Lizard's tail
Caga tomentosa Mockcrnut hickory
Corpus florida Flowering dogwood
Diosp9os iirginiana Persimmon
Ilex opaca American holly
ju/npenis ziginiana Eastern red cedar
5 Upland Buffer Pinus echirmta Shortlcaf pine
Pinus Jtrobus Wbite pine
Pinus rirginiana Virginia pine
Pnnrru Jerotina Black cherry
Quercus alba White oak
QuerarJ a41a Southern red oak
A List is alphabetized by scientific name within each planting zone.
Shrubs and trees with extensive, deep rooting systems will assist in stabilizing the banks in the
long term. Native grasses, transplants, and live stakes will be utilized at the site for immediate
stabilization as well as erosion control matting along the newly created stream banks.
Vegetation will be planted in a random fashion in an effort to mimic natural plant communities.
Colonization of local herbaceous vegetation will inevitably occur, which will provide additional
soil stability. Tree species will be planted as bare root stock on random eight-foot centers at a
21
U.,
frequency of 680 stems per acre. Shrub species will be dispersed among these tree species also
on random eight-foot centers. Larger plant stock will be established in areas immediately
adjacent to channel structures. These areas will also receive much denser plantings in order to
expedite the stabilization of the soil through greater rooting mass. Planting stock will be culled
to remove inferior specimens, so only healthy, viable stock will be planted at the project site.
Planting of species will utilize dormant plant stock and will be performed to the extent
practicable between December 1" and March 15`h
8.1 Invasive Species Management
Invasive species control at the project site will be focused on effectively eliminating kudzu
(Pueraria lobata) and Chinese privet (LJgustnan sinense) from the riparian areas along Dye Branch
and Cemetery Branch. Eliminating these invasive species will provide long-term benefits for
existing plant species and those that will be established. Controlling these species will likely
involve both mechanical and chemical control mechanisms. The Town of Mooresville will
® oversee and maintain the invasive species aspect.
Kudzu is predominantly found along the portion of Dye Branch between Center Avenue and
NIcLelland Avenue. This particular area accounts for approximately 4 acres of kudzu
infestation. The remaining portion of the kudzu is found along the forested area adjacent to
Cemetery Branch. Chinese privet is most prevalent along the lower reach of Dye Branch,
below Cabarrus Avenue.
Kudzu can be controlled by utilizing chemical applications of clopyralid herbicide during its
most active periods of growth, which usually occur during the months of June and July. The
most effective period to apply clopyralid herbicide is just prior to or during its blooming period.
Application rates range from two thirds to one and one third pints per acre.
Chinese privet is generally difficult to control due its growth habit and waxy leaf surface.
Initially, mechanical control of this species is the best method. INlechanical control will
significantly reduce the plant's stature, whereby stimulating a cluster of young growth, which
provide an easier, more effective herbicide application. Mechanical control of this species
should be done in early spring or late fall. Applications of 4 to 6 pints per acre of imazapyr
herbicide during the active growing season will provide effective control of Chinese privet.
9.0 Stormwater Wetland
In an effort to improve water quality at the project site, North Carolina State University
(NCSU) was contracted to construct stormwater treatment wetlands. These wetlands will be
situated immediately south of Cemetery Branch and just west of Dye Branch, in what currently
is a mowed and maintained field. A diversion structure containing a weir, will be located
immediately downstream of the Church Street culvert. It will control the stormwater entering
the wetlands at a rate up to 8 cubic feet per second. Once the weir reaches it capacity the water
will overflow into Cemetery Branch. This will only remove a very small amount of flow
equivalent to the first inch (1") of rainfall; therefore, the bankfull peak discharge of Cemetery
Branch will not be affected. Downstream of the diversion structure, an energy dissipater is
proposed to lower velocities out the the weir. This dissipater is designed to accommodate the
entire 10-year peak flow as the flow to the stormwater wetland system may periodically be shut
off for maintenance.
22
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The water that enters the wetlands will be filtered through three "wetland cells" connected by
conveyance pipe. Once the water is filtered through the cells it will flow into a small v-ditch
and be directed into Dye Branch. This process will have no affect on the bank-full discharge of
Dye Branch due to the peak discharge from the wetland being small relative to that of Dye
Branch.
10.0 Stream Monitoring Plan
Monitoring will determine the degree of success the mitigation project has achieved in meeting
die objectives of providing proper channel functions and increased habitat quality. This
monitoring data will provide die EEP and resource agencies with evidence that the goals of the
Dye Branch project have been met. Nonitoring of the site will include an assessment of
geomorphology and riparian vegetation at least once each year for a total of five years adhering
to the USACE Stream Nitigation Guidelines. Monitoring reports will be submitted annually to
the EEP by December of each year. The monitoring reports will follow the most current EEP
Monitoring Report Template and include detailed analysis of the new stream and floodplain,
plant survivability, photos, and photo location points as well as a description of any problems
and recommendations for remedial measures. Photo point locations are shown on Figure 4 and
pre-construction photos of these areas can be found in Appendix A. In the event that success
criteria are not met, remedial measures will be installed to achieve success, as directed by the
EEP.
Upon completion of the project, an as-built channel survey will be conducted. The survey will
document the dimension, pattern, and profile of the restored channel. Permanent cross
sections will be established at an approximate frequency determined by the EEP. The locations
will be selected to represent approximately 50% riffle and 50% pool areas. The as-built survey
will include photo documentation at all cross sections, a plan view diagram, a longitudinal
profile, vegetation information and pebble counts. The as-built plan will serve as a reference
for demonstrating and quantifying the magnitude and frequency of problem events.
10.1 Stream Channel Assessment
During the first-year I\Iulkey will evaluate the restored portion of Dye Branch and Cemetery
Branch in regard to overall channel stability. Since streams are considered as "active" or
"dynamic" systems, restoration is achieved by allowing the channel to develop a stable
dimension, pattern, and profile such that, over time, the stream features (riffle, run, pool, and
glide) are maintained and the channel does not aggrade or degrade. I\finor morphologic
adjustments from the design stream are anticipated based on the correlation of reference reach
data, excessive sediment deposition from upstream sources, and on-going changes in land use
within the watershed in addition to the effects of extraordinary meteorological events.
10.2 Vegetation Success
Vegetation requirements state that 260 stems/acre must be viable for success after the five year
monitoring period. Should the performance criteria outlined above not be met during the
monitoring period, I\fulkey will provide the EEP with a remediation proposal, detailing
corrective actions and/or maintenance actions proposed, and an iinplementation schedule.
Upon review and approval/modification of proposed corrective measures by the EEP and the
23

regulatory agencies, Mulkey will oversee the implementation of the necessary corrective
measures.
10.3 Monitoring Data
Aonitoring data for each monitoring year will consist of die following:
1. Stream Channel Assessment
Channel stability
2. Vegetation Data
Number of stems/acre of woody species
Percent of survival of planted woody species
Species composition, including non-dominants
Quantitative measure of noxious species
Overall condition of the planted species
Photo reference locations of each plot
10.4 Reporting
The first-year monitoring reports will be submitted to the ESP's designated representative for
coordination with the appropriate regulatory agencies on an annual basis. The first-year of
monitoring will have two submittals, one being the As-Built drawings and the second being the
First Year Annual Monitoring Report, which will follow the most current EEP Monitoring
Template. It is understood that the EEP will coordinate any necessary monitoring report
submittals with the regulatory agencies. If monitoring reports indicate any deficiencies in
achieving the success criteria on schedule, a remedial action plan will be included in the annual
monitoring reports. Mulkey will be available to coordinate any agency site visits, both before
and after restoration activities have been completed. Vegetative monitoring will be conducted
during the summer months of each monitoring year.
10.5 Exotic/Invasive Species
Invasive species will be identified and controlled so that none become dominant species or alter
the desired community structure of the site. Specific areas have already been identified to
contain invasive plants. Invasive species within these areas will be controlled using the most
appropriate means that is suitable to EEP.
11.0 Stream Performance Criteria
Based on the Classification Key for Natural Rivers (Rosgen, 1996), restoration activities will
ultimately result in the classification of a C-stream type for Dye Branch and a B-stream type for
Cemetery Branch. The C-stream types are slightly entrenched, meandering, gravel dominated,
riffle-pool channels with well developed floodplains. Pool to pool spacing for this stream type
averages five-to-seven bankfull channel widths in length. The stream banks are generally
composed of sand and gravel material, with stream beds exhibiting little difference in pavement
and sub-pavement material composition. Rates of lateral migration are influenced by the
presence and condition of riparian vegetation. The C-stream type, is best characterized by the
presence of point bars and other depositional features, it is very susceptible to shifts in both
lateral and vertical stability caused by direct channel disturbance and changes in the flow and
sediment regimes of the contributing watershed. As a result, stream success criteria will be
24
0
based on overall stability. It is expected that channel adjustment will occur throughout the
restored reaches; however, excessive adjustment and potential stream instability will be judged
to be occurring if the width/depth ratio is measured to be greater than 18, the bank height ratio
is greater than 1.4; radius of curvature ratio is less than 1.5, or the development of head cuts
occur. These limits are established based on reference reach data for C stream types in North
Carolina.
The B-stream types are moderately entrenched, have a lower sinuosity and less developed
floodplain than the C-stream type and are usually confined to narrow valleys. The B-stream
type exhibits a width/depth ratio greater than 12 and a pool to pool spacing between four-and-
five bankfull widths in length. Both streambank erosion rates and aggradation/degradation
processes are usually low. The bed morphology is dominated by "rapids", produced from
debris constriction and a confuting valley.
12.0 References
Cawthorn, Joel W. and V.S. Jenkins. 1964. Soil Survey of Iredell County, North Carolina. US
Department of Agriculture, Soil Conservation Service, in Cooperation with the North
Carolina Agricultural Experiment Station.
Daniels, R.B., S.W. Buol, H.J. Kleiss, and C.A. Ditzler. 1999. Soil Systems of North Carolina.
North Carolina State University, Soil Science Department, Raleigh, NC.
Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual;
Technical Report Y-87-1. United States Army Engineer Waterways Experiment Station,
Vicksburg, MS.
Federal Emergency Management Association (FEMA). 2005. http://,,v-,v,,v.fem i.org.
Griffith, G.E., J.M. Omernik, J.A. Comstock, M.P. Schafale, W.H. hlcNab, D.R. Lenant, T.F.
MacPherson, J.B. Glover, and V.B. Shelburne. 2002. Ecoregions of North Carolina
and South Carolina (color poster with map, descriptive text, summary tables, and
photographs). Reston, VA, US Geological Survey (map scale 1:1,500,000).
Hey, Richard and Dave Rosgen. 1997. Fluvial Geomorphology for Engineers. Wildland
Hydrology, Pagosa Springs, Colorado.
North Carolina Administrative Code (NCAC). 1999. Subchapter 11 - Forest Practice
Guidelines Related to Water Quality, Section.0100. 15A NCAC 11.0102. Raleigh, NC.
North Carolina Department of Environment and Natural Resources (NCDENR). 2005.
Basinwide Information Management System. Available:
http://li2o.enr.state.nc.us/bims/reports/basinsandwaterlbodies/03-07-06.pdf.
25
0
?I
I
North Carolina Department of Environment and Natural Resources (NCDENR). 2004a.
North Carolina Water Quality Assessment and Impaired Waters List (2004 Integrated
305(b) and 303(d) Report). Prepared by the North Carolina Department of
Environment & Natural Resources, Division of Water Quality, Water Quality Section.
North Carolina Department of Environment and Natural Resources (NCDENR). 2002.
Basinwide Assessment Report - Yadkin-Pee Dee River Basin. Prepared by the North
Carolina Department of Environment & Natural Resources, Division of Water Quality,
Water Quality Section.
North Carolina Division of Land Resources (NCDLR). 1985. Geologic map of North
Carolina. North Carolina Geological Survey, Raleigh, North Carolina.
North Carolina Natural Heritage Program (NCNHP). 2005. Protected Species listed for Iredell
County, NC. htt2://,,vw-,v.ncnhi2.org/.
Rosgen, D.L. 1998. The Reference Reach - A Blueprint for Natural Channel Design. From
Proceedings of the Wetlands and Restoration Conference, March 1998, Denver CO.
Wildland Hydrology, Pagosa Springs, CO.
Rosgcn, D.L. 1996. Applied River Morphology. Wildland Hydrology, Pagosa Springs,
Colorado.
Rosgen, D.L. 1994. A Classification of Natural Rivers. Catena, 22:169-199.
Schafale, hI.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina, Third Approximation. North Carolina Natural Heritage Program, Division of
Parks and Recreation, N.C. Department of Environment, Health and Natural
Resources.
United States Fish and Wildlife Service (USIAVS). 2005. Protected Species listed for Iredell
County, NC. http://nc-es.Rvs.gov/es/countyfr.litml.
26

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Take NC 152 East r._ C12?N
At the Railroad tracks NC 152 becomes J I Project Boundary
McLelland Avenue
Continue straight on McLelland Avenue toi
Glenwood Memorial Park Stream
1:24,000 Feel 1 n) { a, '
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DRAINAGE AREA Figure
r~
7 DYE BRANCH STREAM RESTORATION
s?ste?n 2
IREDELL COUNTY, NORTH CAROLINA

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Map Not to Scale y w { ` ?; ?.• ;C;irl? `
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SOILS i
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Fco stem 3
IREDELL COUNTY, NORTH CAROLINA
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F?cosstem 10
IREDELL COUNTY, NORTH CAROLINA
j
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First Bapist Church of Mooresville
Madie Schade
Kurt and Carol Ann Nichols
Mark Mineroldi
Town
Town of Mooresville
-1 Town of Mooresville I
Our Towns of N. Mecklenburg - S. Iredell
1:5,000 Feel
0 200 400
July 2005 Iredell County
GIS Real Estate Maps
Shirley Caldwell at at
Phyllis Alexander
Ernest Little Jr.
Brenda McKee
James and Eunice McCoy
William and Theodora Nixon
Allean Phifar
C J Florence
Samuel and Vanessa Campbell Legen
Ma Ter
Alvin Fish I F

Napoleon and Phyllis Lowery
I
Harvey and Pat Turner
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MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
1 STATION AND REFERENCE REACH DATA (Adapted from Rosgen,1996)
Restoration Site: Cemetery Branch
USGS Gage Station:
Reference Reach: Derita Branch, UT to Lake Jeanette, UT to SW Prong Beaverdam
Surveyors: Mulkey
Date: 5127/2005
Weather:
TABLE 1
Reference Reach Reference Reach Reference Reach
Variables xist ng Channel Proposed eac Derila Branch UT to Lake Jeanette LIT SW Prong Bvdm
1. Stream Type Unstable E4 C4 E4 C4 C5
2. Drainage Areas . mi 0.06 0.06 0.250 0.25 0.28
3. Bankfull Width (Wbkl) it Mean: 6.98 Moan: 10.0 Mean: 11.25 9.50 11.77
Minimum: Minimum: Minimum: 8.90 9.90
Maximum: Maximum: Maximum: 12.10 14.10
4. Bankfull Mean Depth (dbkf) It Mean: 0.97 Mean: 0.7 Mean: 1.63 0.80 0.80
Minimum: Minimum: Minimum: 0.70 0.70
Maximum: Maximum: Maximum: 0.80 1.00
5. Width/Depth Ratio(Wbkf/dbkl) Mean: 7.19 Mean: 14.3 Mean: 6.69 11.70 14.97
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
6. Bankfull Cross-Sectional Area (Abkf) sq It Mean: 6.76 Mean: 7.0 Mean: 18.35 7.70 9.38
Minimum: Minimum: Minimum: 6.80 7.80
Maximum: Maximum: Maximum: 8.40 10.50
7. Bankfull Mean Velocity (Vbkf) fps Mean: 7.2 Mean: 6.2 Moan: 5.86 4.55 4.80
Minimum: 6.6 Minimum: 5.5 Minimum: 5.27 4.10
Maximum: 7.8 Maximum: 6.7 Maximum: 6.98 5.20
8. Bankfull Discharge (Obk1) cis Mean: 49.0 Mean: 43.1 Mean: 107.4 35 45
Minimum: 44.3 Minimum: 38.4 Minimum: 96.7 38.00
Maximum: 52.8 Maximum: 46.6 Maximum: 128.1 46.00
9. Maximum Bankfull Depth (dmax) It Mean: 1.52 Mean: 1.1 Moan: 2.4 1.30 1.28
Minimum: Minimum: 0.8 Minimum: 1.20 1.00
Maximum: Maximum: 1.6 Maximum: 1.30 1.70
10. Ratio of Low Bank Height to Maximum Mean: 1.49 Mean: 1.0 Mean: 1.2 1.00 1.00
Bankfull Depth (Ibh!dmax) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
11. Width of Flood Prone Area (W ipa) ft Mean: 14.2 Mean: 28.0 Mean: 100.0 25.00 90.00
Minimum: Minimum: Minimum: 19.00
Maximum: Maximum: Maximum: 36.00
12. Entrenchment Ratio (WfpalWbkf) Mean: 2.0 Mean: 2.8 Moan: 8.9 3.80 7.65
Minimum: 0.0 Minimum: Minimum:
Maximum: 0.0 Maximum: Maximum:
13. Meander Length (Lm) it Mean: 42.0 Mean: 55.2 Mean: 79.0 50.2 71.0
Minimum: 13.6 Minimum: 46.0 Minimum: 29.0 26.0 33.0
Maximum: 71.0 Maximum: 64.4 Maximum: 155.0 69.0 144.0
14. Ratio of Meander Length to Bankfull Width Mean: 6.0 Mean: 6.0 Mean: 7.0 5.28 6.03
(LnVWbkl) Minimum: 2.0 Minimum: 4.6 Minimum: 2.6 2.92 2.80
Maximum: 10.2 Maximum: 6.4 Maximum: 13.8 5.70 12.24
15. Radius of Curvature (Rc) it Mean: 19.6 Mean: 27.6 Mean: 36.8 9.70 18.00
Minimum: 3.9 Minimum: 18.4 Minimum: 25.5 5.00 11.10
Maximum: 37.0 Maximum: 36.8 Maximum: 48.0 2200 . 38.00
16. Ratio of Radius of Curvature to Bankfull Mean: 2.8 Mean: 2.8 Moan: 3.3 1.02 1.53
Width (Rc/Wbkf) Minimum: 0.6 Minimum: 1.8 Minimum: 2.3 0.56 0.94
Maximum: 5.3 Maximum: 3.7 Maximum: 4.3 1.82 3.23
17. Belt Width (Wblt) It Moan: 10.8 Mean: 32.2 Mean: 41.0 33 71
Minimum: 5.3 Minimum: 23.0 Minimum: 28.3 26 30
Maximum: 22.6 Maximum: 41.4 Maximum: 53.7 40 119
18. Meander Width Ratio (WbILWbkf) Moan: 1.5 Mean: 3.2 Mean: 3.6 3.47 6.03
Minimum: 0.8 Minimum: 2.3 Minimum: 2.5 2.55
Maximum: 3.2 Maximum: 4.1 Maximum: 4.8 10.11
21. Sinuosity (Stream length/valley distance) Mean: 1.14 Mean: 1.14 Mean: 1.15 1.39 2.22
(K) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
22. Valley Slope (IVII) Mean: 0.0217 Mean: 0.0217 Mean: 0.0077 0.0076 0.0300
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
23. Average Water Surface Slope Mean: 0.0190 Mean: 0.0190 Mean: 0.0067 0.0057 0.0130
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
24. Pool Slope (Spool) Wit Mean: 0.0110 Mean: 0.0019 Mean: 0.0000 0.0005 0.0011
Minimum: 0.0010 Minimum: 0.0000 Minimum: 0.0000 0.0000
Maximum: 0.0280 Maximum: 0.0038 Maximum: 0.0000 0.0030
25. Ratio of Pool Slope to Average Slope Mean: 0.579 Mean: 0.100 Mean: 0.000 O.OB 0.08
(Spool/Savg) Minimum: 0.053 Minimum: 0.000 Minimum: 0.000 0.00
Maximum: 1.474 Maximum: 0.200 Maximum: 0.000 0.23
26. Maximum Pool Depth (dpool) It Moan: 2.6 Mean: 2.0 Mean: 3.2 2.90 2.40
Minimum: Minimum: Minimum: 2.40 1.80
Maximum: Maximum: Maximum: 2.90 2.90
27. Ratio of Maximum Pool Depth to Bankfull Mean: 2.7 Mean: 2.9 Mean: 2.0 3.63 3.00
Mean Depth (dpool/dbkf) Minimum: 0.0 Minimum: Minimum: 0.0 2.25
Maximum: 000 Maximum: Maximum: 0.0 163
28. Pool Width (Wpool) It Mean: 13.1 Mean: 14.0 Mean: 15.6 10.70 9.90
Minimum: Minimum: Minimum: 8.00 9.10
Maximum: Maximum: Maximum: 20.70 10.50
29. Ratio of Pool Width to Bankfull Width Mean: 1.9 Mean: 1.4 Mean: 1.4 1.13 0.84
(Wpool/Wbkf) Minimum: 0.0 Minimum: Minimum: 0.0 0.77
Maximum: 0.0 Maximum: Maximum: 0.0 0.89
1 7127/2005 Morph Table CB 1 of 2
0
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA (Adapted from Rosgen,1996)
Restoration Site: Cemetery Branch
USGS Gage Station:
Reference Reach: Derita Branch, UT to Lake Jeanette, UT to SW Prong Beaverdam
Surveyors: Mulkey
Date: SI27/200
7R005
Weather:
TABLE 1
Reference eac Reference Reach Reference Reach
Variables x sting Channel Proposed eac Oerlla Branch UT to Lake Jeanette UT SW Pron Bvdm
30. Bankfull Cross-sectional Area at Pool Mean: 14.7 Mean: 10.3 Mean: 29.8 10.75 13.50
(Apool) sq ft Minimum: Minimum: Minimum: 9.90 11.40
Maximum: Maximum: Maximum: 11.60 16.00
31. Ratio of Pool Area to Bankfull Area Mean: 2.2 Mean: 1.5 Mean: 1.6 1.40 1.44
(Apool/Abkl) Minimum: 0.0 Minimum: Minimum:
Maximum: 0.0 Maximum: Maximum:
32. Pool to Pool Spacing (p-p) If Mean: 86.0 Mean: 27.6 Moan: 140.8 40.20 36.50
Minimum: 22.8 Minimum: 18.4 Minimum: 20.7 18
Maximum: 228.2 Maximum: 32.2 Maximum: 54.80 58.00
33. Ratio of Pool-to-Pool Spacing to Bankfull Mean: 12.3 Mean: 2.8 Mean: 12.5 4.23 3.10
Width (p-p/Wbkf) Minimum: 3.3 Minimum: 1.8 Minimum: 0.0 2.2 1.53
Maximum: 32.7 Maximum: 3.2 Maximum: 0.0 5.80 4.93
34. Pool Length (Lip) If Mean: 8.2 Mean: 20.7 Mean: 24.0 N/A 10.50
Minimum: 4.7 Minimum: 13.8 Minimum: 15.1 3.5
Maximum: 11.9 Maximum: 27.6 Maximum: 32.8 30.00
35. Ratio of Pool Length to Bankfull Width Mean: 1.2 Mean: 2.1 Mean: 2.1 N/A 0.89
(Lp/Wbkf) Minimum: 0.7 Minimum: 1.4 Minimum: 1.3 0.30
Maximum: 17 Maximum: 2.8 Maximum: 2.9 2.55
36. Riffle Slope (Sriff) fV4 Mean: 0.0340 Mean: 0.0475 Mean: 0.0160 WA 0.04
Minimum: 0.0120 Minimum: Minimum: 0.0064 0.022
Maximum: 0.0880 Maximum: Maximum: 0.0290 0.05
37. Ratio of Riffle Slope to Average Slope Mean: 1.789 Mean: 2.5 Mean: 2.4 WA 2.69
(Sriff/Savg) Minimum: 0.632 Minimum: Minimum: 1.0 1.69
Maximum: 4.632 Maximum: Maximum: 4.3 4.00
38. Maximum Riffle Depth (drift) It Mean: 1.5 Mean: 1.1 Mean: 2.40 1.30 1.30
Minimum: Minimum: Minimum: 1.2 1
Maximum: Maximum: Maximum: 1.30 1.70
39. Ratio of Maximum Riffle Depth to Bankfull Moan: 1.6 Mean: 1.6 Mean: 1.5 1.63 1.63
Mean Depth (driff,ldbkf) Minimum: 0.0 Minimum: Minimum: 0.0 1.71 1.25
Maximum: 0.0 Maximum: Maximum: 0.0 1.63 2.13
40. Run Slope (Srun)it'h Mean: 0.0080 Mean: 0.0150 Mean: 0.0071 N/A 0.01
Minimum: 0.0000 Minimum: 0.0050 Minimum: 0.0018 0.003
Maximum: 0.0320 Maximum: 0.0250 Maximum: 0.0114 0.02
41. Ratio of Run Slope to Average Slope Mean: 0.421 Mean: 0.789 Mean: 1.054 N/A 0.69
(Srun/Savg) Minimum: 0.000 Minimum: 0.263 Minimum: 0.275 0.23
Maximum: 1.684 Maximum: 1.316 Maximum: 1.703 1.31
42. Maximum Run Depth (drun) It Mean: 2.2 Mean: 1.4 Mean: 2.7 N/A 1.60
Minimum: Minimum: Minimum: 1.4
Maximum: Maximum: Maximum: 1.70
43. Ratio of Run Depth to Bankfull Mean Depth Mean: 2.2 Mean: 2.0 Mean: 1.7 NIA 2.00
(drun/dbkf) Minimum: 0.0 Minimum: Minimum: 1.75
Maximum: 0.0 Maximum: Maximum: 2.13
44. Slope of Glide (Sglide) tt`h Mean: 0.0010 Mean: 0.0060 Mean: 0.0065 N/A 0.00
Minimum: 0.0009 Minimum: 0.0000 Minimum: 0.0006 0
Maximum: 0.0010 Maximum: 0.0120 Maximum: 0.0124 0.01
45. Ratio of Glide Slope to Average Water Mean: 0.051 Mean: 0.316 Mean: 0.969 N/A 0.12
Slope (Sglido,5avg) Minimum: 0.048 Minimum: 0.000 Minimum: 0.092 0
Maximum: 0.054 Maximum: 0.632 Maximum: 1.847 0.38
46. Maximum Glide Depth (dglide) It Mean: 1.5 Mean: 1.2 Maan: 2.4 N/A 1.55
Minimum: Minimum: Minimum: 1.3
Maximum: Maximum: Maximum: 1.80
47. Ratio of Glide Depth to Bankfull Mean Depth Mean: 1.6 Mean: 1.7 Mean: 1.5 N/A 1.94
(dglide/dbkf) Minimum: 0.0 Minimum: Minimum: 1.625
Maximum: 0.0 Maximums Maximum: 2.25
Materials: Existing Proposed Heference Reach Heference Reach Reference Reach
Particle Size Distribution of Channel Material
D16 0.9 0.9 0.38 0.042
D35 1.2 1.2 03 0.3
D50 2.0 2.0 6 1.0
D84 8.0 8.0 103 17.0
D95 10.1 10.1 11.2 42.0
Particle tze ss n u son o ar Material Pavement Subpavement Pavement Subpavement Pavement Subpavement Pavement Pavement
016 4.1 <0.1 4.1 <0.1 7.8 <0.1 0.8 0.2
D35 5.3 <0.1 5.3 <0.1 10 <0.1 1.7 1.9
D50 8.0 <0.1 8.0 <0.1 10.3 3 2.4 6.0
D84 10.2 7.1 10.2 7.1 10.9 11.3 6.9 22.0
D95 10.4 11.3 10.4 11.3 11.2 11.9 9.5 37.0
Larqest Size Panicle on Bar 88.9 8809 45.0
7/27/2005
Morph Table CB
2of2

MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA (Adapted from Rosgen,1996)
Restoration Site: Dye Branch Reach 1
USGS Gage Station:
Reference Reach: Defile Branch, UT to Lake Jeanette, LIT to SW Prong Beaverdam
Surveyors: Mulkey
Date: 5/2712005
Weather:

TABLE 1
Reference Reach Reference Reach Reference Reach
Variables x st ng Channel Proposed Reach Derita Branch UT to Lake Jeanette UT SW Prong Bvdm
1. Stream Type Unstable E4 C4 E4 C4 C5
2. Draina,. a Area (s q. mi 0.6 0.6 0.250 0.25 0.28
3. Bankfull Width (Wbkl) it Mean: 12.5 Mean: 17.2 Moan: 11.25 9.50 11.77
Minimum: Minimum: Minimum: 8.90 9.90
Maximum: Maximum: Maximum: 12.10 14.10
4, Bankfull Mean Depth (dbkf) It Moan: 1.58 Mean: 1.40 Mean: 1.63 0.80 0.80
Minimum: Minimum: Minimum: 0.70 0.70
Maximum: Maximum: Maximum: 0.60 1.00
5. Width/Depth Ratio (Wbkf/dbkf) Moan: 7.9 Moan: 12.3 Mean: 6.89 11.70 14.97
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
6. Bankfull Cross-Sectional Area (Abkf) sq It Mean: 19.7 Mean: 24.1 Mean: 18.35 7.70 9.38
Minimum: Minimum: Minimum: 6.80 7.80
Maximum: Maximum: Maximum: 8.40 10.50
7. Bankfull Mean Velocity (Vbkf) fps Moan: 5.6 Mean: 5.0 Mean: 5.86 4.55 4.80
Minimum: 5.4 Minimum: 4.7 Minimum: 5.27 4.10
Maximum: 51 Maximum: 5.3 Maximum: 6.98 5.20
8. Bankfull Discharge (Obkf) cis Moan: 110.6 Mean: 120.5 Moan: 107.4 35 45
Minimum: 105.7 Minimum: 113.3 Minimum: 96.7 38.00
Maximum: 115.7 Maximum: 127.7 Maximum: 128.1 46.00
9. Maximum Bankfull Depth (dmax) it Mean: 2.2 Mean: 2.1 Mean: 2.4 1.30 1.28
Minimum: Minimum: Minimum: 1.20 1.00
Maximum: Maximum: Maximum: 1.30 1.70
10. Ratio of Low Bank Height to Maximum Mean: 1.1 Mean: 1.0 Moan: 1.2 1.00 1.00
Bankfull Depth (Ibh/dmax) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
11. Width of Flood Prone Area (W1pa) It Mean: 40.2 Mean: 48.0 Mean: 100.0 25.00 90.00
Minimum: Minimum: Minimum: 19.00
Maximum: Maximum: Maximum: 36.00
12. Entrenchment Ratio(Wipa/Wbkf) Moan: 3.2 Mean: 2.8 Mean: 8.9 3.60 7.65
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
13. Meander Length (Lm) It Mean: 60.3 Mean: 51.2 Mean: 79.0 50.2 71.0
Minimum: 20.6 Minimum: 26.2 Minimum: 29.0 26.0 33.0
Maximum: 102.9 Maximum: 715 Maximum: 155.0 69.0 144.0
14. Ratio of Meander Length to Bankfull Width Mean: 4.8 Mean: 3.0 Mean: 7.0 5.28 6.03
(LnVWbkt) Minimum: 1.7 Minimum: 1.5 Minimum: 2.6 2.92 2.80
Maximum: 8.2 Maximum: 4.3 Maximum: 13.8 5.70 12.24
15. Radius of Curvature (RC) If Mean: 39.7 Mean: 19.5 Mean: 36.8 9.70 18.00
Minimum: 16.1 Minimum: 12.3 Minimum: 25.5 5.00 11.10
Maximum: 86.4 Maximum: 29.6 Maximum: 48.0 22.00 38.00
16. Ratio of Radius of Curvature to Bankfull Mean: 3.2 Mean: 1.1 Moan: 3.3 1.02 1.53
Width (Rc/Wbkf) Minimum: 1.3 Minimum: 0.7 Minimum: 2.3 0.56 0.94
Maximum: 6.9 Maximum: 1.7 Maximum: 41 1.82 3.23
17. Bolt Width (Wblt) ft Mean: 14.8 Mean: 29.0 Mean: 41.0 33 71
Minimum: 8.9 Minimum: 19.1 Minimum: 28.3 26 30
Maximum: 25.3 Maximum: 40.3 Maximum: 53.7 40 119
18. Meander Width Ratio (WbIUWbkf) Mean: 1.2 Mean: 1.7 Mean: 3.6 3.47 6.03
Minimum: 0.7 Minimum: 1.1 Minimum: 2.5 2.55
Maximum: 2.0 Maximum: 2.3 Maximum: 4.8 10.11
21. Sinuosity (Stream length/valley distance) Mean: 1.14 Mean: 1.14 Mean: 1.15 1.39 2.22
(K) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum
22. Valley Slope (Mt) Mean: 0.0064 Mean: 0.0064 Moan: 0.0077 0.0076 0.0300
Minimum: Minimum: Minimum:
Maximum: Maximum Maximum.
23. Average Water Surface Slope Mean: 0.0056 Mean: 0.0052 Mean: 0.0067 0.0057 0.0130
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum. Maximum: Maximum:
24. Pool Slope (Spool) It/ft Mean: Mean: 0.0006 Mean: 0.0000 0.0005 0.0011
Minimum: Minimum: 0.0000 Minimum: 0.0000 0.0000
Maximum: Maximum: 0.0012 Maximum: 0.0000 0.0030
25. Ratio of Pool Slope to Average Slope Mean: Mean: 0.1 Mean: 0.000 0.08 0.08
(Spool/Savg) Minimum: Minimum: 0.0 Minimum: 0.000 0.00
Maximum: Maximum: 0.2 Maximum: 0.000 0.23
26. Maximum Pool Depth (dpool) it Mean: Mean: 3.3 Mean: 3.2 2.90 2.40
Minimum: Minimum: Minimum: 2.40 1.80
Maximum: Maximum: Maximum: 2.90 2.90
27. Ratio of Maximum Pool Depth to Bankfull Mean: 0.0 Mean: 2.4 Mean: 2.0 3.63 3.00
Mean Depth (dpool/dbkf) Minimum: 0.0 Minimum: Minimum: 0.0 2.25
Maximum: 0.0 Maximum: Maximum 0.0 3.63
28. Pool Width (Wpool) It Mean: Mean: 24.0 Mean: 15.6 20.70 9.90
Minimum: Minimum: Minimum: 8.00 9.10
Maximum: Maximum: Maximum: 10.70 10.50
29. Ratio of Pool Width to Bankfull Width Moan: 0.0 Mean: 1.4 Mean: 1.4 2.18 0.84
(Wpool/Wbkf) Minimum: 0.0 Minimum: Minimum: 0.0 0.77
Maximum: 0.0 Maximum: Maximum: 0.0 0.89
9/7/2005
Morph Table Reach 1
1of2
17-4
*0
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA (Adapted from Rosgen,1996)
Eta
Restoration Site: Dye Branch Reach 1
USGS Gage Station:
Reference Reach: Derita Branch, UT to Lake Jeanette, UT to SW Prong Beaverdam
Surveyors: Mulkey
Date: 5127/2005
Weather:
s
TABLE 1
Reference Reach Reference Reach Reference Reach
Variables xisting Channel Proposed eac Befits Branch UT to Lake Jeanette UT SW Prong Bvdm
30. Bankfull Cross-sectional Area at Pool Mean: Mean: 32.9 Mean: 29.8 10.75 13.50
(Apool) sq It Minimum: Minimum: Minimum: 9.90 11.40
Maximum: Maximum: Maximum: 11.60 16.00
31. Ratio of Pool Aroa to Bankfull Area Mean: 0.0 Mean: 1.4 Mean: 1.6 1.40 1.44
(Apool/Abkf) Minimum: 0.0 Minimum: Minimum:
Maximum: 0.0 Maximum: Maximum:
32. Pool to Pool Spacing (p-p) It Mean: Mean: 47.7 Mean: 140.8 40.20 36.50
Minimum: Minimum: 39.8 Minimum: 20.7 18
Maximum: Maximum: 55.7 Maximum: 54.8 58
33. Ratio of Pool-to-Pool Spacing to Bankfull Mean: 0.0 Moan: 2.8 Mean: 12.5 4.23 3.10
Width (p-p=bkf) Minimum: 0.0 Minimum: 2.3 Minimum: 0-0 2.20 1.53
Maximum: 0.0 Maximum: 12 Maximum: 0.0 5.80 4.93
34. Pool Length (Lip) If Mean: Mean: 27.8 Mean: 24.0 N/A 10.50
Minimum: Minimum: 15.9 Minimum: 15.1 3.50
Maximum: Maximum: 39.8 Maximum: 32.8 30.00
35. Ratio of Pool Length to Bankfull Width Mean: 0.0 Mean: 1.6 Mean: 2.1 N/A 0.89
(Lp/Wbkf) Minimum: 0.0 Minimum: 0.9 Minimum: 1.3 0.30
Maximum: 0.0 Maximum: 2.3 Maximum: 2.9 2.55
36. Riffle Slope (Sriff) ft/ft Mean: 0.0146 Mean: 0.0150 Mean: 0.0160 N/A 0.0350
Minimum: 0.0027 Minimum: Minimum: 0.0064 0.0220
Maximum: 0.0388 Maximum: Maximums 0.0290 0.0520
37. Ratio of Riffle Slope to Average Slope Mean: 2.615 Mean: 2.9 Mean: 2.385 N/A 2.69
(Sriff/Savg) Minimum: 0.479 Minimum: Minimum: 0.954 1.69
Maximum: 6.921 Maximum: Maximum: 4.331 4.00
38. Maximum Riffle Depth (drift) It Mean: 2.2 Mean: 2.1 Mean: 2.40 1.30 1.30
Minimum: Minimum: Minimum: 1.20 1.00
Maximum: Maximum: Maximum: 1.30 1.70
39. Ratio of Maximum Riffle Depth to Dankfuil Mean: 1.4 Mean: 1.5 Mean: 1.5 1.63 1.63
Mean Depth (driff/dbkf) Minimum: 0.0 Minimum: Minimum: 0.0 1.71 1.25
Maximum: 0.0 Maximum: Maximum: 0.0 1.63 2.13
40. Run Slope (Srun)Witt Mean: 0.0049 Mean: 0.0050 Mean: 0.0071 WA 0.0090
Minimum: 0.0008 Minimum: 0.0010 Minimum: 0.0018 0.0030
Maximum: 0.0225 Maximum: 0.0100 Maximum: 0.0114 0.0170
41. Ratio of Run Slope to Average Slope Mean: 0.875 Mean: 0.962 Mean: 1.054 N/A 0.69
(Srun/Savg) Minimum: 0.142 Minimum: 0.192 Minimum: 0.275 0.23
Maximum: 4.013 Maximum: 1.923 Maximum: 1.703 1.31
42. Maximum Run Depth (drun) it Mean: 2.3 Mean: 2.3 Moan: 2.7 N/A 1.6
Minimum: Minimum: Minimum: 1.4
Maximum: Maximum: Maximum: 1.7
43. Ratio of Run Depth to Sankfull Mean Depth Mean: 1.5 Mean: 1.6 Mean: 1.7 WA 2.00
(drun/dbkf) Minimum: 0.0 Minimum: Minimum: 1.75
Maximum. 0.0 Maximum: Maximum: 2.13
44. Slope of Glide (Sglide) ft/ft Mean: Mean: 0.0020 Mean: 0.0065 N/A 0.0016
Minimum: Minimum: 0.0000 Minimum: 0.0006 0.0000
Maximum: Maximum: 0.0040 Maximum: 0.0124 0.0050
45. Ratio of Glide Slope to Average Water Mean: Mean: 0.385 Mean: 0.969 N/A 0.12
Slope (Sglide/Savg) Minimum: Minimum: 0.000 Minimum: 0.092 0.00
Maximum: Maximum: 0.769 Maximum: 1.847 0.38
46. Maximum Glide Depth (dglide) If Mean: Mean: 2.3 Mean: 2.4 N/A 1.55
Minimum: Minimum: Minimum: 1.30
Maximum: Maximum: Maximum: 1.80
47. Ratio of Glide Depth to Bankfull Moan Depth Mean: 0.0 Mean: 1.6 Mean: 1.5 N/A 1.94
(dglido/dbkf) Minimum: 0.0 Minimum: Minimum: 1.63
Mnxlmum: 0.0 Maximum' Maximums 2.25
Materials: Existing Proposed Reference each Reference Reach Reference Reach
Particle Size Distribution of Channel Material
D16 <0.1 <0.1 0.38 N/A 0.042
035 2.2 2.2 0.7 N/A 0.3
D50 4.5 4.5 6 N/A 1.0
D84 10 10 10.7 N/A 17.0
095 10.5 10.5 11.2 N/A 42.0
Particle ize ss n u ton o Bar Material Pavement Suboavement Pavement Suboavement Pave ment Suboavement Pavement Pavement
D16 2.6 <0.1 2.6 <0.1 7.8 <0.1 0.8 0.2
D35 4.7 <0.1 4.7 <0.1 10 <0.1 1.7 1.9
050 6.0 2.8 6.0 2.8 10.3 3.0 2.4 6.0
D84 10 7.8 10 7.8 10.9 11.3 6.9 22.0
D95 10.5 10.6 10.5 10.6 11.2 11.9 9.5 37.0
Lar est Size Panicle on Dar 24 24 45.0
1 9/7/2005 Morph Table Reach 1 2 of 2

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MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA (Adapted from Rosgen,1996)
Restoration Site: Dye Branch Reach 2
USGS Gage Station:
Reference Reach: Derlta Branch, UT to Lake Jeanette, UT to SW Prong Beaverdam
Surveyors: Mulkey
Date: 5/2712005
Weather:
TABLE 1
Reference Reach Reference Reach Reference Reach
Variables z sung Channel Proposed eac Del Branch UT to Lake Jeanette UT SW Prong Bvdm
28. Pool Width (Wpool) It Mean: WA Mean: 24.0 Moan: 15.6 20.70 9.90
Minimum: Minimum: Minimum: 8.00 9.10
Maximum: Maximum: Maximum: 10.70 10.50
29. Ratio of Pool Width to Bankfull Width Mean: WA Mean: 1.5 Moan: 1.4 2.18 0.84
(Wpool/Wbkf) Minimum: Minimum: Minimum: 0.0 0.77
Maximum: Maximum: Maximum: 0.0 0.89
30. Bankfull Cross-sectional Area at Pool Mean: WA Mean: 29.0 Moan: 29.8 10.75 13.50
(Apool) sq it Minimum: Minimum: Minimum: 9.90 11.40
Maximum: Maximum: Maximum: 11.60 16.00
31. Ratio of Pool Area to Bankfull Area Mean: WA Moan: 1.5 Mean: 1.6 1.40 1.44
(Apool/Abkf) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
32. Pool to Pool Spacing (p-p) It Mean: WA Mean: 48.3 Mean: 140.8 40.20 36.50
Minimum: Minimum: 40.3 Minimum: 20.7 18
Maximum: Maximum: 56.4 Maximum: 54.80 58.00
33. Ratio of Pool-to-Pool Spacing to Banktutl Moan: WA Mean: 3.0 Mean: 12.5 4.23 3.10
Width (p-p/Wbkf) Minimum: Minimum: 2.5 Minimum: 0.0 2.2 1.53
Maximum: Maximum: 3.5 Maximum: 0.0 5.80 4.93
34. Pool Length (Lip) It Mean: WA Mean: 24.2 Moan: 24.0 N/A 10.50
Minimum: Minimum: 16.1 Minimum: 15.1 3.5
Maximum: Maximum: 48.3 Maximum. 32.8 30.00
35. Ratio of Pool Length to Banklull Width Mean: WA Mean: 1.5 Mean: 2.1 N/A 0.9
(Lp/Wbkf) Minimum: Minimum: 1.0 Minimum: 1.3 0.3
Maximum: Maximum: 3.0 Maximum: 2.9 2.5
36. Riffle Slope (Stiff) It'll Mean: 0.0141 Mean: 0.0190 Mean: 0.0160 N/A 0.0350
Minimum: 0.0016 Minimum: Minimum: 0.0064 0.0220
Maximum: 0.0419 Maximum: Maximum: 0.0290 0.0520
37. Ratio of Hiffie Slope to Average Slope Mean: 1.758 Mean: 2.0 Mean: 2.385 N/A 2.69
(Sriff/Savg) Minimum: 0.198 Minimum: Minimum: 0.954 1.69
Maximum: 5.233 Maximum: Maximum: 4.331 4.00
38. Maximum Riffle Depth (drift) it Mean: 2.810 Mean: 1.8 Mean: 2.40 1.30 1.30
Minimum: Minimum: Minimum: 1.2 1
Maximum: Maximum: Maximum: 1.30 1.70
39. Ratio of Maximum Riffle Depth to Bankfull Mean: 1.8 Mean: 1.5 Mean: 1.5 1.63 1.63
Mean Depth (drill/dbkf) Minimum: Minimum: Minimum: 0.0 1.71 1.25
Maximum: Maximum: Maximum: 0.0 1.63 2.13
40. Run Slope (Srun) fl/ft Mean: 0.0073 Mean: 0.0060 Mean: 0.0071 N/A 0.01
Minimum: 0.0002 Minimum: 0.0020 Minimum: 0.0018 0.003
Maximum: 0.0595 Maximum: 0.0100 Maximum: 0.0114 0.02
41. Ratio of Run Slope to Average Slope Moan: 0.906 Mean: 0.638 Mean: 1.054 WA 0.69
(Srun/Savg) Minimum: 0.019 Minimum: 0.213 Minimum: 0.275 0.23
Maximum: 7.439 Maximum: 1.064 Maximum: 1.703 1.31
42. Maximum Run Depth (drun) ft Moan: 2.84 Mean: 2.4 Moan: 2.7 WA 1.60
Minimum: 2.83 Minimum: Minimum: 1.4
Maximum: 2.85 Maximum: Maximum: 1.70
43. Ratio of Run Depth to Bankfull Mean Depth Mean: 1.78 Mean: 1.9 Mean: 1.7 N/A 2.00
(druNdbkf) Minimum: 1.77 Minimum: Minimum: 1.75
Maximum: 1.78 Maximum: Maximum: 2.13
44. Slope of Glide (Sglido) It/ft Mean: N'A Mean: 0.0030 Mean: 0.0065 N.!A 0.00
Minimum: Minimum: 0.0000 Minimum: 0.0006 0
Maximum: Maximum: 0.0060 Maximum: 0.0124 0.01
45. Ratio of Glide Slope to Average Water Mean: WA Mean: 0.319 Mean: 0.969 N'A 0.12
Slope (Sglide/Savg) Minimum: Minimum: 0.000 Minimum: 0.092 0
Maximum: Maximum: 0.638 Maximum: 1.847 0.38
46. Maximum Glide Depth (dglide) If Mean: WA Mean: 2.0 Mean: 2.4 NIA 1.55
Minimum: Minimum: Minimum: 1.3
Maximum: Maximum: Maximum: 1.80
47. Ratio of Glide Depth to Bankfull Mean Depth Mean: WA Mean: 1.6 Mean: 1.5 N/A 1.94
(dglide/dbkf) Minimum: Minimum: Minimum: 1.625
Maximum Maximum: Maximum: 2.25
Materials: Existing Proposed eference Reach Reference each Reference Reach
Particle Size Distribution of Channel Material
D16 0.15 0.15 0.38 WA 0.042
D35 0.4 0.4 0.7 N/A 0.3
D50 3.3 3.3 6 N/A 1.0
D84 10.3 10.3 10.7 N/A 17.0
D95 13.7 13.7 11.2 N/A 42.0
Particle Size Distribution o of Material aVemem Subr ave ment Pavement uboave ment Pavement SUBoavemenl avemont Pavement
D16 4.2 <0.1 4.2 <0.1 7.8 <0.1 0.8 0.2
D35 6.8 0.1 - 2 6.8 <0.1 10 <0.1 1.7 1.9
D50 8.8 2.8 8.8 2.8 10.3 3 2.4 6.0
D84 12.4 7.8 12.4 7.8 10.9 11.3 6.9 22.0
095 >16 10.6 A6 10.6 11.2 11.9 9.5 37.0
Largest Size Particle on Bar 45.7 45.7 45.0
7/27/2005
Morph Table Reach 2
2of2

K I
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA (Adapted from Rosgen,1996)
Restoration Site: Dye Branch Reach 3
USGS Gage Station:
Reference Reach: Derita Branch, UT to Lake Jeanette, UT to SW Prong Beaverdam
Surveyors: Mulkey
Date: 512712005
Weather:
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TABLE 1
Reference Reach Reference Reach Reference Reach
Variables z sling Channel Proposed Reach Derita Branch UT to Lake Jeanette UT SW Prong Bvdm
1. Stream Type G4c C4 E4 C4 C5
2. Drainage Area (s q. mi 0.6 0.6 0.250 0.25 0.28
3. Bankfull Width (Wbkf) ft Mean: 14.8 Mean: 15.0 Mean: 11.25 9.50 11.77
Minimum: Minimum: Minimum: 8.90 9.90
Maximum: Maximum: Maximum: 12.10 14.10
4. Bankfull Mean Depth (dbkf) it Mean: 1.2 Moan: 1.3 Moan: 1.63 0.80 0.80
Minimum: Minimum: Minimum: 0.70 0.70
Maximum: Maximum: Maximum: 0.80 1.00
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 12.5 Mean: 12.0 Mean: 6.89 11.70 14.97
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
6. Bankfull Cross-Soctional Area (Abkf) sq if Moan: 17.4 Mean: 18.8 Mean: 18.35 7.70 9.38
Minimum: Minimum: Minimum: 6.80 7.80
Maximum: Maximum: Maximum: 1 10.50
7. Bankfull Mean Velocity (Vbkl) fps Mean: 6.7 Mean: 6.7 Mean: 5.86 4.55 4.80
Minimum: 6.1 Minimum: 6.0 Minimum: 5.27 4.10
Maximum: 7.2 Maximum: 7.3 Maximum: 6.98 5.20
8. Bankfull Discharge (Gbkf) cfs Moan: 117.3 Moan: 126.4 Moan: 107.4 35 45
Minimum: 105.4 Minimum: 112.5 Minimum: 96.7 38.00
Maximum: 126.0 Maximum: 136.5 Maximum: 128.1 46.00
9. Maximum Bankfull Depth (climax) ft Mean: 2.4 Mean: 1.9 Mean: 2.4 1.30 1.28
Minimum: Minimum: Minimum: 1.20 1.00
Maximum: Maximum: Maximum: 1.30 1.70
10. Ratio of Low Bank Height to Maximum Mean: 4.9 Moan: 1.0 Moan: 1.2 1.00 1.00
Bankfull Depth (Ibh/dmax) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
11. Width of Flood Prone Area (Wfpa) It Mean: 22.0 Mean: 50.0 Mean: 100.0 25.00 90.00
Minimum: Minimum: Minimum: 19.00
Maximum, Maximum: Maximum: 36.00
12. Entrenchment Ratio (Wfpa/Wbkl) Mean: 1.5 Mean: 3.3 Mean: 8.9 3.80 7.65
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
13. Meander Length (Lm) It Mean: 103.0 Mean: 67.7 Mean: 79.0 50.2 71.0
Minimum: 62.0 Minimum: 49.7 Minimum: 29.0 26.0 33.0
Maximum: 156.9 Maximum: 93.2 Maximum: 155.0 69.0 144.0
14. Ratio of Meander Length to Bankfull Width Mean: 7.0 Moan: 4.5 Mean: 7.0 5.28 6.03
(Lm/Wbkl) Minimum: 4.2 Minimum: 3.3 Minimum: 2.6 2.92 2.80
Maximum: 10.6 Maximum: 6.2 Maximum: 13.8 5.70 12.24
15. Radius of Curvature (Rc) ft Mean: 42.1 Mean: 40.2 Moan: 36.8 9.70 18.00
Minimum: 11.0 Minimum: 22.6 Minimum: 25.5 5.00 11.10
Maximum: 81.9 Maximum: 58.5 Maximum: 48.0 22.00 38.00
16. Ratio of Radius of Curvature to Bankfull Mean: 2.9 Mean: 2.7 Mean: 3.3 1.02 1.53
Width (Rc/Wbkf) Minimum: 0.7 Minimum: 1.5 Minimum: 2.3 0.56 0.94
Maximum: 5.6 Maximum: 3.9 Maximum: 4.3 1.82 3.23
17. Belt Width (Wbit) ft Mean: 30.6 Mean: 36.57 Mean: 41.0 33 71
Minimum: 15.6 Minimum: 26.00 Minimum: 28.3 26 30
Maximum: 67.7 Maximum: 47.30 Maximum: 53.7 40 119
18. Meander Width Ratio (Wbit/Wbkf) Mean: 2.1 Mean: 2.4 Mean: 3.6 3.47 6.03
Minimum: 1.1 Minimum: 1.7 Minimum: 2.5 2.55
Maximum: 4.6 Maximum: 12 Maximum: 4.8 10.11
21. Sinuosity (Stream length/valley distance) Mean: 1.14 Mean: 1.20 Mean: 1.15 1.39 2.22
(K) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
22. Valley Slope (ft/ft) Mean: 0.0125 Moan: 0.0125 Mean: 0.0077 0.0076 0.0300
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
23. Average Water Surface Slope Mean: 0.0110 Mean: 0.0102 Mean: 0.0067 0.0057 0.0130
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
24. Pool Slope (Spool) It'ft Mean: 0.0071 Mean: 0.0010 Mean: 0.0000 0.0005 0.0011
Minimum: 0.0004 Minimum: 0.0000 Minimum: 0.0000 0.0000
Maximum: 0.0174 Maximum: 0.0021 Maximum: 0.0000 0.0030
25. Ratio of Pool Slope to Average Slope Mean: 0.650 Mean: 0.1 Mean: 0.000 0.08 0.08
(Spool/Savg) Minimum: 0.038 Minimum: 0.0 Minimum: 0.000 0.00
Maximum: 1.584 Maximum: 0.2 Maximum: 0.000 0.23
26. Maximum Pool Depth (dpool) 1t Mean: 3.1 Mean: 3.3 Mean: 3.2 2.90 2.40
Minimum: Minimum: Minimum: 2.40 1.80
Maximum: Maximum: Maximum: 2.90 2.90
27. Ratio of Maximum Pool Depth to Bankfull Mean: 2.6 Mean: 2.6 Mean: 2.0 3.63 3.00
Mean Depth (dpool/dbkf) Minimum: 0.0 Minimum: Minimum: 0.0 2.25
Maximum: 0.0 Maximum: Maximum: 1 3.63
N 7/27/2005
Morph Table Reach 3
1 012
?d
n
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA (Adapted from R03gen,1996)
Restoration Site: Dye Branch Reach 3
USGS Gage Station:
Reference Reach: Derlta Branch, UT to Lake Jeanette, UT to SW Prong Beaverdam
Surveyors: Mulkey
Date: 5/272005
Weather:
s
s
B

s
s
s
TABLE 1
Reference Reach Reference Reach Reference Reach
Variables Existing Channel Proposed eac Derita Branch UT to Lake Jeanette UT SW Prong Bvdm
28. Pool Width (Wpool) it Moan: 14.3 Mean: 24.0 Mean: 15.6 20.70 9.90
Minimum: Minimum: Minimum: 8.00 9.10
Maximum. Maximum: Maximum: 10.70 10.50
29. Ratio of Pool Width to Bankfull Width Mean: 1.0 Mean: 1.6 Mean: 1.4 2.18 0.84
(Wpool,'Wbkf) Minimum: 0.0 Minimum: Minimum: 0.0 0.77
Maximum: 000 Maximum: Maximum: 0.0 0.89
30. Bankfull Cross-sectional Area at Pool Mean: 20.8 Mean: 29.0 Moan: 29.8 10.75 13.50
(Apool) sq it Minimum: Minimum: Minimum: 9.90 11.40
Maximum: Maximum: Maximum: 11.60 16.00
31. Ratio of Pool Area to Bankfull Area Moan: 1.2 Mean: 1.5 Moan: 1.6 1.40 1.44
(Apool/Abkf) Minimum: 0.0 Minimum: Minimum:
Maximum: 0.0 Maximum: Maximum:
32. Pool to Pool Spacing (p-p) if Mean: 162 Mean: 51 Mean: 141 40 37
Minimum: 79 Minimum: 42 Minimum: 21 18
Maximum: 261 Maximum: 59 Maximum: 55 58
33. Ratio of Pool-to-Pool Spacing to Bankfull Mean: 11.0 Mean: 3.4 Mean: 12.5 4.2 3.1
Width (p-p,Wbkf) Minimum: 5.4 Minimum: 2.8 Minimum: 0.0 2.2 1.5
Maximum: 17.7 Maximum: 3.9 Maximum: 0.0 5.8 4.9
34. Pool Length (Lp) It Mean: 24.8 Mean: 38.0 Mean: 24.0 N/A 10.5
Minimum: 2.9 Minimum: 25.4 Minimum: 15.1 3.5
Maximum: 120.1 Maximum: 50.7 Maximum: 32.8 30.0
35. Ratio of Pool Length to Bankfull Width Mean: 1.7 Mean: 2.5 Mean: 2.1 N/A 0.9
(Lp/Wbkf) Minimum: 0.2 Minimum: 1.7 Minimum: 1.3 0.3
Maximum: 8.1 Maximum: 3.4 Maximum: 2.9 2.5
36. Riffle Slope (Sriff) Wit Mean: 0.0207 Mean: 0.0260 Mean: 0.0160 NIA 0.04
Minimum: 0.0031 Minimum: Minimum: 0.0064 0.022
Maximum: 0.1214 Maximum: Maximum: 0.0290 0.05
37. Ratio of Riffle Slope to Average Slope Mean: 1.9 Mean: 2.6 Mean: 2.4 N/A 2.7
(Sriff/Savg) Minimum: 0.3 Minimum: Minimum: 1.0 1.7
Maximum: 11.0 Maximum: Maximum: 4.3 4.0
38. Maximum Riffle Depth (drift) it Mean: 2.4 Mean: 1.9 Mean: 2.40 1.20 1.30
Minimum: Minimum: Minimum: 1.2 1
Maximum: Maximum: Maximum: 1.30 1.70
39. Ratio of Maximum Riffle Depth to Bankfull Mean: 2.0 Mean: 1.5 Mean: 1.5 1.5 1.6
Mean Depth (drill/dbkf) Minimum: 0.0 Minimum: Minimum: 0.0 1.7 1.3
Maximum: 0.0 Maximum: Maximum: 0.0 1.6 2.1
40. Run Slope (Srun) tVft Mean: 0.0081 Mean: 0.0090 Mean: 0.0071 N/A 0.01
Minimum: 0.0010 Minimum: 0.0030 Minimum: 0.0018 0.003
Maximum: 0.0384 Maximum: 0.0150 Maximum: 0.0114 0.02
41. Ratio of Run Slope to Average Slope Mean: 0.7 Mean: 0.9 Mean: 1.1 N/A 0.7
(Srun/Savg) Minimum: 0.1 Minimum: 0.3 Minimum: 0.3 0.2
Maximum: 3.5 Maximum: 1.5 Maximum: 1.7 1.3
42. Maximum Run Depth (drun) it Mean: 2.6 Mean: 2.0 Mean: 2.7 WA 1.60
Minimum: Minimum: Minimum: 1.4
fdaximum: Maximum: Maximum: 1.70
43. Ratio of Run Depth to Bankfull Mean Depth Mean: 2.2 Mean: 1.6 Mean: 1.7 N/A 2.0
(drun/dbkf) Minimum: 0.0 Minimum: Minimum: 1.8
Maximum: 0.0 Maximum: Maximum: 2.1
44. Slope of Glide (Sglide) fL'ft Mean: 0.0053 Mean: 0.0030 Mean: 0.0065 N/A 0.00
Minimum: 0.0000 Minimum: 0.0000 Minimum: 0.0006 0
Maximum: 0.0148 Maximum: 0.0060 Maximum: 0.0124 0.01
45. Ratio of Glide Slope to Average Water Mean: 0.5 Mean: 0.3 Mean: 1.0 N/A 0.1
Slope (Sglide/Savg) Minimum: 0.0 Minimum: 0.0 Minimum: 0.1 0.0
Maximum: 1.3 Maximum: 0.6 Maximum: 1.8 0.4
46. Maximum Glide Depth (dglide) it Mean: 2.4 Mean: 1.9 Mean: 2.4 N/A 1.55
Minimum: Minimum: Minimum: 1.3
Maximum: Maximum: Maximum: 1.80
47. Ratio of Glide Depth to Bankfull Mean Depth Mean: 2.0 Mean: 1.5 Mean: 1.5 N/A 1.9
(dglide/dbkf) Minimum: 0.0
1 Minimum: Minimum: 1.6
Maximum: 0.0 10'1ximurn: Maximum: 2,3
Materials: Existing Proposed Reference Reach Reference Reach Reference Reach
Particle Size Distribution of Channel Material
DIG 0.15 0.15 0.38 N/A 0.042
D35 0.28 028 0.7 N/A 0.3
D50 0.56 0.56 6 N/A 1.0
084 10.7 10.7 10.7 N/A 17.0
D95 12.99 12.99 112 N/A 42.0
Particle Size is n u ion o Bar a eria Pavement Lboavement Pavement Suboavement Pavement Suboavement Pavement Pavement
D16 0.43 <0.1 0.43 <0.1 7.8 <0.1 0.8 0.2
D35 1.3 0.1.2 1.3 0.1 - 2 10 <0.1 1.7 1.9
D50 2.6 2.8 2.6 2.8 10.3 3 2.4 6.0
D84 9.3 7.8 9.3 7.8 10.9 11.3 6.9 22.0
D95 10.7 10.6 10.7 10.6 11.2 11.9 9.5 37.0
Largest Size Panicle on Bar 45.7 45.7 45.0
7/27/2005
Morph Table Reach 3
2of2
L
10
L.-.?

A
S?
a
b
a
d
EM M
Cemetery Branch Wetted Perimeter
10u
90%
80%
70%
t
d
E 0%
U
1
- - - -
- -
5
- -- - - - - - -
40% -- -
0% - - -
0%-
0.1 1 10
Particle Size - Millimeter
-Combined ::9 XS3
100
1000
MM a L i = = - f
Dye Branch Reach 1 Wetted Perimeter
100%
80% - -
- -- - - - -
60% -- -- -- - - - - - - -- - - - - -
> 50% ---- - - - - - - - -- - - - -
E
E
v 40% - -
30% --- ------
20% -- -
10%
0%- -L
0.1 1 10 100 1000
I
Particle Size - Millimeter
Combined -#-XS1 -C3-XS3
?I
M CM M L= LM Dye Branch Reach 2 Particle Wetted Perimeter

100% - 12 13 131,113? 01 13, 111,
00,
80% -- - t- - - - - - - -
I
= 60%
TT
E
U 40% -- -
0
I
0%-
0.1
1
10
Particle Size - Millimeter
Combined - 0 XS5 -D-XS6
100 1000
I_ L= i f C LZ tI i
Dye Branch Reach 3 Wetted Perimeter
100%
90% --- --- -'- ---
--?
70,° - --- - - - -- -
c
50%
E
U 40% - -- - - ---- --- - - - - -
0
30% - -- -- --r-- - -?- - - ;-
20% --- {
i
10°r° - -f - - -- T -- - - - - - ---- ---- -- --' - - -'
0°i°
0.1 1 10 100 1000
Particle Size - Millimeter
Combined -?XS10

L
a

i

'C?
'ti
R.
m
e
s?

Stream: Cemeterv Branch Reach/Station: Reach 1 Cross Section: #3 Date: 6/1/2005 Crew: LT
Erodibility Variable/Value Index Bank Erosion
Potential
Rank Heiohtt Rankfutt Heirht
Bank Height Bankfull A/B
(ft) A I Ieight (ft) B
4.6
Moderate
4.0 3.0 1.3
Koot Ileplol Dank "etpnl

Root Depth C/A
C/o) C
0.15 0.04
Wetzhted Root Vennty

Root Density D*(C/A)
C/o) D
0.6 0.02
10.0 Extreme
10.0 Extreme
Bank 11ntite
Bank Angle
(degrees)
6.8 High
85.0
Surface Protection
Surface
Protection
(%) 1.9 Very Low
80.0
10.0
Stratification: 8.0
----- I - - - - -
TOTAL SCORE: i 51.3 i Extreme
Bank Height/ Value
Bankfull Height Index
o Root Depth/ Value
a
C
14 Bank Height Index
> Weighted Value
E
i Root Density Index
1]
Value
o Bank Angle
Index
Value
Surface Protection
Index
Bank Erosion Potential
Very Low Low :Moderate High Very High Extreme
1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 2.1-2.8 >2.8
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
1.0-0.9 0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
100-80 79-55 54-30 29-15 14-5.0 <5.0
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
0-20 21-60 61-80 81-90 91-119 >119
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
100-80 79-55 54-30 29-15 14-10 <10
1.0-1.9 2.0-3.9 4.0-5.9 6A-7.9 8.0-9.0 10
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potendaD
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
(Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage.
Total Scorc
I"eg I.om Low Moderate Hi3h I"erg Higb Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
k-
CHANNEL STABILITY (PFANRUCH) EVALUATION
AND STREAM CLASSIFICATION SUMMARY
Reach Location Cemetery Branch
Date 6/23/2005 Obsencrs LT
0
CATEGORY EXCELLENT
UPPER 1 Landform Slope Bank Slope Gradient <30% 2
BANKS 2 'class Wasting No evidence of past or future mass wasting. 3
3 Debris Jam Potential Essentially absent from immediate channel area. 2
4 Vcgetative Bank Protection 90"/o+ plant density. Vicar and variety surrest a deep dense soil binditz root mass. 3
LOWER 5 Channel Capacity Ample for present plus some increases. Peak flows contained. W/D ratio <7. 1
BANKS 6 Bank Rock Content 65%+ with large angular boulders. 12"+ common. 2
7 Obstructions to Flow Rocks and logs firmly imbedded. Flow pattern without cutting or deposition. Stable bed. 2
8 Cutting Little or none. Infreq. raw banks less than 6". 4
9 Deposition U le or no cnclar ecment of channel or t. bars. 4
BOTTOM 10 Rock Angularity Sharp edges and corners. Plane surfaces rough. 1
11 Brightness Surfaces dull, dark or stained. Gen, not bright. 1
12 Consolidation of Particles Assorted sizes tightly packed or overlapping. 2
13 Bottom Size Distribution No size change evident. Stable mater. 80-100% 4
14 Scouring and Deposition <5% of bottom affected by scour or deposition. 6
15 Aquatic Vegetation Abundant Growth moss-like, dark green rennial. In swift water too. 1
TOTAL
CATEGORY GOOD
UPPER I Landfomt Slope Bank Slope Gradient 30-4050 4
BANKS 2 Mass Wasting Infrequent. Mostly healed over. Low future potential. 6
3 Debris Jam Potential Present, but mostly small twigs and limbs. 4
4 Vcutative Bank Protection 70-909/6 density. Fewer species or less vicar suet est less dense or deep root mass. 6
LOWER 5 Channel Capacity Adequate. Bank overflows rare. W/D ratio 8-15 2
BANKS 6 Bank Rock Content 40-65%. Mostly small boulders to cobbles 6-12" 4
7 Obstructions to Flow Some present causing erosive cross currents and minor pool filling. Obstructions newer and less firm. 4
8 Cutting Some, intermittently at outcurvcs and constructions. Raw banks may be up to 12". 6
9 Deposition Some new bar increase, mostly from coarse gravel. 8
BOTT011 10 Rock Angulanty Rounded corners and edges, surfaces smooth, flat. 2
11 Brightness Mostly dull, but may have <35% bright surfaces. 2
12 Consolidation of Panicles >fodcratcly packed with some overlapping. 4
13 Bottom Size Distribution Distribution shift light. Stable material 50-80%. 8
14 Scouring and Deposition 5-30% affected. Scour at constrictions and where grades steepen. Some deposition in pools. 12
15 Aquatic Vegetation Common. AlRae forms in low vclo6ty and pool areas. Moss here too. 2
TOTAL
CATEGORY FAIR
UPPER I landform Slope Bank slope gradient 40-60'% 6
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long. 9
3 Debris Jam Potential Moderate to heavy amounts, mostly larger sues. 6
4 Vegetative Bank Protection <50-70% density. Luwer vigor and fewer species from a shallow, discontinuous root mass. 9
LOWER 5 Channel Capacity Barely contains present peaks. Occasional ovcrbank floods. W/D ratio 15 to 25. 3
BANKS 6 Bank Rock Content 20-40% with most in the 3-6" diameter class. 6
7 Obstructions to Flow Moder. Frequent, unstable obstructions move with high flows causing bank cutting and pool filling. 6
8 Cutting Significant. Cuts 12-24" high. Root mat overhangs and sloughing evident. 12
9 Deposition Mlodcrate deposition of new gravel and course sand on old and some new bars. 12
BOTTOAI 10 Rock Angularity Comers and edges well rounded in two dimensions. 3
11 Brightness Mixture dull and bright, i.e. 35-65% mixture range. 3
12 Consolidation of Particles Mostly loose assortment with no apparent overlap. 6
13 Bottom Size Distribution Moderate change in sizes. Stable materials 20-50% 12
14 Scouring and Deposition 30-50% affected. Deposits & scour at obstructions, constructions, and bends. Some filling of pools. 18
15 Aquatic Vicectation Present butsporty, mostly in backwater. Seasonal al Rae growth makes rocks slick. 3
TOTAL
CATEGORY POOR
UPPER 1 Landform Slope Bank slope gradient 60%+ 8
BANKS 2 Masi Wasting Frequent or large, causing sediment nearly )car long or imminent danger of same. 12
3 Debris Jam Potential Moderate to heavy amounts, prcdom. larger sizes. 8
4 Vegetative Bank Protection <50% density. Fewer species and less vigor indicate poor, discontinuous and shallow root mass, 9
LOWER 5 Channel Capacity Inadequate. Ovcrbank flows common. W'/D ratio >25 4
BANKS 6 Bank Rock Content <20'yo rock fragments of gravel sizes, 1-3" or less. 8
7 Obstructions to Flow Frequent obstructions cause erosion year-long. Sediment traps full, channel migration occurring. 8
8 Cutting Almost continuous cuts, some over 24" high. Failure of overhangs frequent. 16
9 Deposition Extensive do sits of redomimtcly fin articles. Accelerated bar development. 16
BOTTOM 10 Rock Angularity Wcll rounded in all dimensions, surfaces smooth. 4
11 Brightness Predominately bright, 65%+ exposed or scoured surfaces. 4
12 Consolidation of Particles No packing evident. Loose assortment easily moved. 8
13 Bottom Size Distribution Marked distribution change. Stable materials 0-20°.6. 16
14 Scouring and Deposition More than 50%, of the bottom is a state of flux or change nearly year-long. 24
15 Aquatic Vegetation Perennial types scarce or absent. Ycllow-green, short term bloom may be resent. 4
TOTAL
Stream Type E4 Sum of Totals for Excellent, Good, Fair, and Poor Ratings 117
Reach Condition Table for _F.4_ Stream Ts a Reach Condition
GOOD
FAIR Remarks:
POOR x
C
00 ME MM MO M
Stream: Dve Branch Reach/Station: Reach 1 Cross Section: Date: 3/14/05 Crew: LT, NIA
Erodibility Variable/Value Index Bank Erosion
Potential
Bank Heizht/Bank/u11 Heizht
Bank Height Bankfull A/B
(ft) A Height (ft) B
4.6
Moderate
4.0 3.0 1.3
Koot VeNbI bank Het7ht

Root Depth C/A
C/o) C
0.15 0.04
wavvea ttoot Lenity

Root Density D*(C/A)
(%) D
0.75 0.03
10.0 Extreme
10.0 Extreme
bank finZle
Bank Angle
(degrees)
6.8 High
85.0
Surface Protection
Surface
Protection
(%) 1.9 Very Low
80.0
10.0
Stratification: 8.0
----- -------
TOTAL SCORE: i 51.4 i Extreme
Bank Height/ Value
Bankfull Height Index
Root Depth/ Value

14 Bank Height Index
> W'eighted Value

^ Root Density Index
Value
o Bank Angle
G Index
Value
Surface Protection
Index
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 2.1-2.8 >2.8
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
1.0-0.9 0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
100-80 79-55 54-30 29-15 14-5.0 <5.0
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
0-20 21-60 61-80 81-90 91-119 >119
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
100-80 79-55 54-30 29-15 14-10 <10
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bank Materials
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potentiao
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points depending on position of unstable lacers in relation to bankfull stage.
Total Score
I1'eg Loin Low Moderate ffi6G I1'ery Ht b F:.x?reme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
CHANNEL STABILITY (PFANKUCH) EVALUATION
AND STREAM CLASSIFICATION SUDIMARY
Reach Location Dye Branch Reach 1
Date 3/14/2005 Observers LT & MA
CATEGORY EXCELLENT
UPPER 1 Landform Slope Bank Slope Gradient <30% 2
BANKS 2 Mass Wasting No evidence of past or future mass wasting. 3
3 Debris Jam Potential Essentially absent from immediate channel area. 2
4 Vegetative Bank protection 90%+ plant density. ViMr and variety suggest a des dense soil binding root mass. 3
LOWER 5 Channel Capacity Ample for present plus some increases. Peak flows contained. W/D ratio <7. 1
BANKS 6 Bank Rock Content 65%+ with large angular boulders. 12"+ common. 2
7 Obstructions to Flow Rocks and logs firmly imbedded. Flow pattern without cutting or deposition. Stable bed. 2
8 Cutting Little or none. Infreq. raw banks less than 6". 4
9 Deposition little or no enclargement of channel or t. bars. 4
BOTTOM 10 Rock Angularity Sharp edges and comers. Plane surfaces rough. 1
11 Brightness Surfaces dull, dark or stained. Gen. not bright. 1
12 Consolidation of Particles Assorted sizes tightly packed or overlapping. 2
13 Bottom Size Distribution No size change evident. Stable mater. 80-100% 4
14 Scouring and Deposition <5% of bottom affected by scour or deposition. 6
15 Aquatic Vegetation Abundant Growth moss-like, dark green perennial. In swift water too. 1
TOTAL
CATEGORY GOOD
UPPER 1 Landfotm Slope Bank Slope Gradient 30-40°/16 4
BANKS 2 Mass Wasting Infrequent. Mostly healed over. Low future potential. 6
3 Dcbris Jam Potential Present, but mostly small twigs and limbs. 4
4 Vegetative Bank Protection 70-900/ densirv. Fewer species or less vicar suggest less dense or deep root mass. 6
LOWER 5 Channel Capacity Adequate. Bank overflows rare. W/D ratio 8-15 2
BANKS 6 Bank Rock Content 40-65%. Mostly small boulders to cobbles 6-12" 4
7 Obstructions to Flow Some present causing erosive cross currents and minor pool filling. Obstructions newer and less firm. 4
8 Cutting Some, intermittently at outcuraes and constructions. Raw banks may be up to 12". 6
9 Dc osition Some new bar increase, mostly from coarse gravel. 8
BOTTOM 10 Rock Angularity Rounded comers and edges, surfaces smooth, flat. 2
11 Brightness :Mostly dull, but may have <35% bright surfaces. 2
12 Consolidation of Particles Moderately packed with some overlapping. 4
13 Bottom Size Distribution Distribution shift fight. Stable material 50-80%. 8
14 Scouring and Deposition 5-300,'o affected. Scour at constrictions and where grades steepen. Some deposition in pools. 12
15 Aquatic Vegetation Common. Algae forms in low velocirv and of areas. Moss here too. 2
TOTAL
CATEGORY FAIR
UPPER 1 Landform Slope Bank slope gradient 40-60% 6
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long. 9
3 Debris )am Potential Moderate to heavy amounts, mostly larger sizes. 6
4 Vegetative Bank Protection <50-70io density. Lower vigor and fewer species from a shallow, discontinuous root mass. 9
LOWER 5 Channel Capacity Barely contains present peaks. Occasional ovcrbank floods. W/D ratio 15 to 25. 3
BANKS 6 Bank Rock Content 20-40% with most in the 3-6" diameter class. 6
7 Obstructions to Flow Moder. Frequent, unstable obstructions move with high flows causing bank cutting and pool filling. 6
8 Cutting Significant. Cuts 12-24" high. Root mat overhangs and sloughing evident. 12
9 De osition Moderate deposition of new travel and course sand on old and some new bars. 12
BOTTOM 10 Rock Angularity Comers and edges well rounded in two dimensions. 3
11 Brightness Mixture dull and bright, i.e. 35-65% mixture range. 3
12 Consolidation of Particles Mostly loose assortment with no apparent overlap. 6
13 Bottom Size Distribution Moderate change in sizes. Stable materials 20-50% 12
14 Scouring and Deposition 30-50"/o affected. Deposits & scour at obstructions, constructions, and bends. Some filling of pools. 18
15 Aquatic Vecctation Present butsporty, mostly in backwater. Seasonal algae growth makes rocks slick. 3
TOTAL
CATEGORY POOR
UPPER 1 Landform Slope Bank slope gradient 60%+ 8
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long or imminent danger of same. 12
3 Debris Jam Potential Moderate to heavy amounts, predom. larger sizes. 8
4 Vegetative Bank Protection <50°o densin'. Fewer species and less visor indicate poor, discontinuous and shallow root mass, 9
LOWER 5 Channel Capacity Inadequate. Ovcrbank flows common. W/D ratio >25 4
BANKS 6 Bank Rock Content <200,16 rock fragments of gravel sizes, 1-3" or less. 8
7 Obstructions to Flow Frequent obstructions cause erosion year-long. Sediment traps full, channel migration occurring. 8
8 Cutting Almost continuous cuts, some over 24" high. Failure of overhangs frequent. 16
9 Deposition Extensive de sits of redominately fin articles. Accelerated bar development. 16
BOTTOM 10 Rock Angularity Well rounded in all dimensions, surfaces smooth. 4
11 Brightness Predominately bright, 65%+ exposed or scuurcd surfaces. 4
12 Consolidation of Particles No packing evident. Loose assortment easily moved. 8
13 Bottom Size Distribution Marked distribution change. Stable materials 0-20':0. 16
14 Scouring and Deposition More than 50% of the bottom is a state of flux or change nearly year-long. 24
15 Aquatic Vecctation Perennial types scarce or absent. Ycfiowq{ rccn, short term bloom may be resent. 4
TOTAL
Stream Type
Reach Condition Table for _ Strean
GOOD
FAIR
POOR
Sum of Totals for Excellent, Good, Fair, and Poor Ratings
Reach Condition
174
Remarks:
Stream: Dec Branch Reach/Station: Reach 2 Cross Section: Date: 3/14/05 Crew: LT,DIA
Erodibiliry Variable/Value Index Bank Erosion
Potential
Bank Heizbt/Banklull Herzbt
Bank Height Bankfull A/B
(ft) A Height (ft) B
4.6
Low
4.0 3.0 1.3
Koot VeNlil bank HaNit

Root Depth C/A
C/u) C
0.05 0.01
Werehted Koot Venrrty

Root Density D*(C/A)
(%) D
0.6 0.01
10.0 Extreme
10.0 Extreme
Very Lou
Bank Height/ Value 1.0-1.1
Bankfull Height Index 1.0-1.9
Root Depth/ Value 1.0-0.9

' Bank Height Index 1.0-1.9
Weighted Value 100 - 60

Root Density Index 1.0-1.9
Value 0 - 20
o Bank Angle
V4 Index 1.0-1.9
Value 100 - 80
Surface Protection
Index 1.0-1.9
Bank Erosion Potential
Low Moderate High Very High Iixtreme
1.11-1.19 1.2-1.5 1.6-2.0 21-2.8 >2.8
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79-55 54-30 29-15 14-5.0 <5.0
2.0.3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
21-60 61-80 81-90 91-119 >119
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79-55 54-30 29-15 14-10 <10
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potential)
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Bank 11 nyle
Bank Angle
(degrees)
5.9 Moderate
80.0
Surface Protection
Surface
Protection
(%)
9.0 Very High
10.0
Material-: 10.0
.Stratification: - -8-0 - - J
TOTAL SCORE: i 57.5 Extreme
Stratification
Add 5-10 points depending on position of unstable lacers in relation to bankfull state.
Total Score
Very 1.4w I n Moderate Hiyb Vrry Hrsh Ea7reme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
CHANNEL STABILITY (PFANKUCII) EVALUATION
AND STREAM CLASSIFICATION SUMMARY
Reach Location Dye Branch Reach 2
Date 3/14/2005 Observers LT, MA
r
1-1
I
CATEGORY EXCELLENT
UPPER 1 Landform Slope Bank Slope Gradient <30% 2
BANKS 2 Mass Wasting No evidence of past or future mass wasting. 3
3 Debris Jam Potential Essentially absent from immediate channel arcs. 2
4 Vegetative Bank Protection 909/6+ plant density. Visor and variety suvzest a deep dense soil binding root mass. 3
LOWER 5 Channel Capacity Ample for present plus some increases. Peak flows contained. W/D ratio <7. 1
BANKS 6 Bank Rock Content 65%+ with large angular boulders. 12"+ common. 2
7 Obstructions to Flow Rocks and logs firmly imbedded. Flow pattern without cutting or deposition. Stable bed. 2
8 Cutting Little or none. Infrcq. raw banks less than 6". 4
9 Deposition little or no enclargement of channel or a bars. 4
BOTTOM 10 Rock Angularity Sharp edges and corners. Plane surfaces rough. 1
1l Brightness Surfaces dull, dark or stained. Gen. not bright. 1
12 Consolidation of Particles Assorted sizes tightly packed or overlapping. 2
13 Bottom Size Distribution No size change evident. Stable mater. 80-100% 4
14 Scouring and Deposition <5% of bottom affected by scour or deposition. 6
15 Aquatic Vegetation Abundant Growth moss-like, dark green perennial. In swift water too. 1
TOTAL
CATEGORY GOOD
UPPER 1 Landform Slope Bank Slope Gradient 30-4(Y/ 4
BANKS 2 Mass Wasting Infrequent. Mostly healed over. Low future potential. 6
3 Debris Jam Potential Present, but mostly small twigs and limbs. 4
4 Vegetative Bank Protection 70-90% density. Fcwcr species or less vim)r sumest less dense or deep root mass. 6
LOWER 5 Channel Capacity Adequate. Bank overflows rare. W/D ratio 8-15 2
BANKS 6 Bank Rock Content 40-65%. Mostly small boulders to cobbles 6-12" 4
7 Obstructions to Flow Some present causing erosive cross currents and minor pool filling. Obstructions newer and less firm. 4
8 Cutting Some, intermittently at outcuryes and constructions. Raw banks may be up to 12". 6
9 Deposition Some new bar increase, mosdv from coarse Cravcl. 8
BOTTOM 10 Rock Angularity Kounded corners and edges, surfaces smooth, flat. 2
11 Brightness Mostly dull, but may have <35% bright surfaces. 2
12 Consolidation of Particles Moderately packed with some overlapping. 4
13 Bottom Size Distribution Distribution shift light. Stable material 50-80%. 8
14 Scouring and Deposition 5-30% affected. Scour at constrictions and where grades steepen. Some deposition in pools. 12
15 Aquatic Vegetation Common. Algae forms in low velocity and of areas. Moss here too. 2
TOTAL
CATEGORY FAIR
UPPER 1 Landform Slope Bank slope gradient 40-60"'0 6
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long. 9
3 Dcbris Jam Potential Moderate to heavy amounts, mostly larger sizes. 6
4 Vegetative Bank Protection <50-70% dcnsit•. Lower vigor and fewer species from a shallow, discontinuous root mass. 9
LOWER 5 Channel Capacity Barely contains present peaks. Occasional ovcrbank floods. W/D ratio 15 to 25. 3
BANKS 6 Bank Rock Content 20-40% with most in the 3-6" diameter class. 6
7 Obstructions to Flow Modcr. Frequent, unstable obstructions move with high flows causing bank cutting and pool filling. 6
8 Cutting Significant. Cuts 12-24" high. Root mat overhangs and sloughing evident. 12
9 Deposition Moderate deposition of new gravel and course sand on old and some new bars. 12
BOTTON1 10 Rock Angularity Corners and edges well rounded in two dimensions. 3
11 Brightness Mixture dull and bright, i.e. 35-65% mixture range. 3
12 Consolidation of Particles Mostly loose assortment with no apparent overlap, 6
13 Bottom Size Distribution Moderate change in sizes. Stable materials 20-50% 12
14 Scouring and Deposition 30-50% affected. Deposits & scour at obstructions, constructions, and bends. Some filling of pools. 18
15 Aquatic Vegetation Present butspotty, mostly in backwater. Seasonal algae growth makes rocks slick. 3
TOTAL
CATEGORY POOR
UPPER 1 Iandform Slope Bank slope gradient 6(7%+ 8
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long or imminent danger of same. 12
3 Dcbris )am Potential Moderate to heavy amounts, prcdom. larger sizes. 8
4 Vccctativc Bank Protection <50io density. Fewer species and less viipr indicate poor, discontinuous and shallow root mass, 12
LOWER 5 Channel Capacity Inadequate. 0%crbank flows common. \\'/D ratio >25 4
BANKS 6 Bank Rock Content <20% rock fragments of gravel sizes, 1-3" or less. 8
7 Obstructions to Flow Frequent obstructions cause erosion year-long. Sediment traps full, channel migration occurring. 8
8 Cutting Almost continuous cuts, some over 24" high. Failure of overhangs frequent. 16
9 Deposition Extensive deposits of predominately fin articles. Accelerated bar development. 16
BOTTOM 10 Rock Angularity \Vell rounded in all dimensions, surfaces smooth. 4
11 Brightness Predominately bright, 65%+ exposed or scoured surfaces. 4
12 Consolidation of Particles No packing evident. Loose assortment easily moved. 8
13 Bottom Size Distribution Marked distribution change. Stable materials 0-20',.. 16
14 Scouring and Deposition More than 50% of the bottom is a state of flux or change nearly )car-long. 24
15 Aquatic Vegetation Perennial t cs scarce or absent. Yellowy-green, short term bloom may be resent. 4
TOTAL
® Stream Type
Reach Condition Table for _ Stream T? e
GOOD
FAIR
-POOR

Sum of Totals for Excellent, Good, Fair, and Poor Ratings
Reach Condition
Remarks:
125
r
M M M @® M M
Stream: Dve Branch Reach/Station: Reach 3 Cross Section: Date: 3/14/05 Crew: LT, NIA
Erodibility Variable/Value Index Bank Erosion
Potential
Bank Her, 11 Bankfu11 Hei,,b1
Bank Height Bankfull A/B
(ft) A Height (ft) B
5.3
Moderate
7.0 5.0 1.4
Koot UeDtbt (Sank Hetzbt

Root Depth C/A
(%) C
0.25 0.04
wetxbtea Koot Uenrtty

Root Density D*(C/A)
(a/o) D
0.3 0.01
10.0 Extreme
10.0 Extreme
(Sank fitrtile
Bank Angle
(degrees)
5.9 Moderate
80.0
Surface Protection
Surface
Protection
(%)
6.5 High
25.0
hfateriab: 10.0
Stratification: ----- 9A I - - - - -
TOTAL SCORE: i 56.7 i Extreme
Bank Height/ Value
Bankfull Height Index
u Root Depth/ Value

Bank Height Index
> Weighted Value
i
Root Density Index
Value
o Bank Angle
Index
Value
Surface Protection
Index
Bank Erosion Potential
Very Low Low :Moderate High Very High Extreme
1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 21-2.8 >2.8
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
1.0-0.9 0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
100-80 79-55 54-30 29-15 14-5.0 <5.0
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
0-20 21-60 61-80 81-90 91-119 >119
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
100-80 79-55 54-30 29-15 14-10 <10
1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potential)
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points depending on position of unstable lavers in relation to bank full stage.
Total Score
Very Ism Lan Moderate Hi3b l,ery Ht h Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
CHANNEL STABILITY (PFANKUCIi) EVALUATION
AND STREAM CLASSIFICATION SUMMARY
Reach Location Dye Branch Reach 3
Date 3/14/2005 Observers LT, MA
CATEGORY EXCELLENT
UPPER 1 Landform Slope Bank Slope Gradient <30"/ 2
BANKS 2 Mass Wasting No evidence of past or future mass wasting. 3
3 Debris Jam Potential Essentially absent from immediate channel area. 2
4 Vegetative Bank Protection 90%+ plant density. Vigor and varicty sur est a deg dense soil binding root mass. 3
LOWER 5 Channel Capacity Ample for present plus some increases. Peak [lows contained. W/D ratio <7. 1
BANKS 6 Bank Rock Content 65%+ with large angular boulders. 12"+ common. 2
7 Obstructions to Flow Rocks and logs firmly imbedded. I-low pattern without cutting or deposition. Stable bed. 2
8 Cutting Little or none. Infreq. raw banks less than 6". 4
9 De osition Little or no cnclarrement of channcl or t. bars. 4
BOTTOM 10 Rock Angularity Sharp edges and corners. Plane surfaces rough. 1
11 Brightness Surfaces dull, dark or stained. Gen. not bright. 1
12 Consolidation of Particles Assorted sizes tightly packed or overlapping. 2
13 Bottom Size Distribution No size change evident. Stable mater. 80-100% 4
14 Scouring and Deposition <5% of bottom affected by scour or deposition. 6
15 Aquatic Vicectation Abundant Growth moss-like, dark green perennial. In swift water too. 1
TOTAL
CATEGORY GOOD
UPPER 1 Landform Slope Bank Slope Gradient 30-40'% 4
BANKS 2 :Mass Wasting Infrequent. Mostly healed over. I,ow future potential. 6
3 Debris Jam Potential Present, but mostly small twigs and limbs. 4
4 Vccetative Bank Protection 70-90"/ density. Fewer species or less vigor sur4cst less dense or deg rout mass. 6
LOWER 5 Channel Capacity Adequate. Bank overflows rare. W/D ratio 8-15 2
BANKS 6 Bank Rock Content 40-65%. Mostly small boulders to cobbles 6-12" 4
7 Obstructions to Flow Some present causing erosive cross currents and minor pool filling. Obstructions newer and less firm. 4
8 Cutting Some, intermittently at outcunes and constructions. Raw banks may be up to 12". 6
9 De osiuon Some new bar increase, mostly from coarse ,gravel. 8
BOTTOM 10 Rock Angularity Rounded corners and edges, surfaces smooth, flat. 2
11 Brightness !Mostly dull, but may have <35% bright surfaces. 2
12 Consolidation of Particles 1loderatcly packed with some overlapping. 4
13 Bottom Size Distribution Distribution shift light. Stable material 50-80no. 8
14 Scouring and Deposition 5-30% affected. Scour at constrictions and where grades steepen. Some deposition in pools. 12
15 Aquatic Vicectation Common. Algae forms in low velocity and of areas. Moss here too. 2
TOTAL
CATEGORY PAIR
UPPER 1 I-andform Slope Bank slope gradient 40-60'Y 6
BANKS 2 :Hass Wasting Frequent or large, causing sediment nearly year long. 9
3 Debris Jam Potential Moderate to heavy amounts, mostly larger sizes. 6
4 Vegetative Bank Protection <50-70% density. Lower rigor and fewer species from a shallow, discontinuous root mass. 9
LOWER 5 Channel Capacity Barely contains present peaks. Occasional overbank floods. W/D ratio 15 to 25. 3
BANKS 6 Bank Rock Content 20-40% with most in the 3-6' diameter class. 6
7 Obstructions to Flow Yoder. Frequent, unstable obstructions move with high flows causing bank cutting and pool filling. 6
8 Cutting Significant. Cuts 12-24" high. Root mat overhangs and sloughing evident. 12
9 Deposition Moderate deposition of new,gravcl and course sand on old and some new bars. 12
BOTTOM 10 Rock Angularity Corners and edges well rounded in two dimensions. 3
11 Brightness '.Mixture dull and bright, i.e. 35-65% mixture range. 3
12 Consolidation of Particles Mostly loose assortment with no apparent overlap. 6
13 Bottom Size Distribution Moderate change in sizes. Stable materials 20-50% 12
14 Scouring and Deposition 30-50% affected. Deposits & scour at obstructions, constructions, and bends. Some filling of pools. 18
15 Aquatic Vicectation Present buts m', mostly in backwater. Seasonal alvze growth makes rocks slick. 3
TOTAL
CATEGORY POOR
UPPER 1 Landform Slope Bank slope gradient 60'io+ 8
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long or imminent danger of same. 12
3 Debris Jam Potential Moderate to heavy amounts, predom. larger sizes. 8
4 Vegetative Bank Protection <50',o density. Fewer species and less vigor indicate poor, discontinuous and shallow root mass, 12
LOWER 5 Channel Capacity Inadequate. Overbank flows common. W/D ratio >25 4
BANKS 6 Bank Rock Content <200/16 rock fragments of gravel sizes, 1-3" or less. 8
7 Obstructions to Flow Frequent obstructions cause erosion year-long. Sediment traps full, channel migration occurring. 8
8 Cutting Almost continuous cuts, some over 24" high. Failure of overhangs frequent. 16
9 Deposition Extensive deposits of oredominatcly fin articles. Accelerated bar development. 16
BOTTOM 10 Rock Angularity Well rounded in all dimensions, surfaces smooth. 4
11 Brightness Predominately bright, 65%+ exposed or scoured surfaces. 4
12 Consolidation of Particles No packing evident. Loose assortment easily moved. 8
13 Bottom Size Distribution :harked distribution change. Stable materials 0-20%. 16
14 Scouring and Deposition More than 50% of the bottom is a state of flux or change nearly year-long. 24
15 Aquatic Vicectation Perennial t es scarce or absent. Yellow-Breen, short term bloom may be resent. 4
TOTAL
Stream Type
Rcach Condition Table for _ Stream Tv ve
GOOD
FAIR
POOR
Sum of Totals for Excellent, Good, Fair, and Poor Ratings
Reach Condition
12s
I
Remarks:

b
a
tj
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Dye Branch
Applicant/Owner: Ecosystem Enhancement Program
Investigator(s): Layna Thrush
Do Normal Circumstances exist on the site? Yes No
Is the site significantly disturbed (Atypical Situation)? Yes HN..
Is this area a potential Problem Area? Yes (If needed, explain on reverse)
Date:
County: Iredell
State: NC
Community ID: Wetland
Transect ID: WA
Plot ID: IVA2
4/26/2005
VEGETATION
Dominant Plant Species Stratum In icator Dominant Plant Species Stratum Indicator
1. Festuca spp. herb FACU 9.
2. Juncos e((usus herb FACW+ 10.
3. lnnicera japonica herb FA C- II.
4. Sambucus canadensis shnib FACiV- 12.
5. Salix ni,gra tree OBL 13.
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBI, FACW, or FAC (excluding FAC-) . 60%
Remarks: Very little mature trees. Mostly dominated by herb layer.
HYDROLOGY
-Recorded Data (Describe in Remarks)
Stream, Lake, or tide Gauge
Aerial Photographs
Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
-Inundated
x Saturated in Upper 12 Inches
_ Water Marks
_ Drift Lines
-Sediment Deposits
Field Observations: x Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
Depth of Surface Water: (in.) x Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
Depth to Free Water in Pit: (in.) -Local Soil Survey Data
_FAC-Neutral Test
Depth to Saturated Soil: 3 (in.) -Other (Explain in Remarks)
Remarks:
i
0
s
s
SOILS
Map Unit Name
(Series and Phase) Colfax sandy loam Drainage Class: Somewhat Poorly Drained
Feld Observations
subactive
iherm
Taxonom
(Sub
rou
) Fine-loamy
mixed icA
uic Fra
iudults Confirm Ma
ed T
e? Yes F-No
y
g
p .
.
, q
g pp
yp
Profile Description:
Depth Matrix Color Mottle Colors Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0 to 3 A 10YR 413 7.5YR 416 conunrn?distinct silt loam
3 to 8 B 2.5YR 416 7.5YR 411 rnanv/prominent loam
8 to 12+ Bt 7.5YR 411 2.5YR 416 many/prominent loam
Hydric Soil Indicators:
_ Histosol _ Concretions
_Histic Epipedon -High Organic Content in Surface Layer in Sandy Soils
_Sulfidic Odor _Organic Streaking in Sandy Soils
_Aquic Moisture Regime x Listed on Local Hydric Soils List
-Reducing Conditions _Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors _ Other (Explain in Remarks)
Remarks:
WETLAND DETERMINATION

Hydrophytic Vegetation Present? Yes No
Wetland Hydrology Present? Yes No
Hydric Soils Present? Yes No
Is this Sampling Point Within a Wetland? Yes No
Remarks: Sampling point was approxinwtley 8 ft. downslope front WA2.
I I
Approved by HQUSACE 3/92

b?
a
0
R'" Environmental
Data Resources Inc
The EDR Radius Map
with GeoChecko
Dye Branch
Glenwood Memorial Park
MOORESVILLE, NC 28115
Inquiry Number: 01415917.1r
May 06, 2005
The Standard in
Environmental Risk
Management Information
440 Wheelers Farms Road
Milford, Connecticut 06460
Nationwide Customer Service
Telephone: [phone]
Fax: [phone]
Internet: www.edrnet.com
FORM-ERN

n
EXECUTIVE SUMMARY
A search of available environmental records was conducted by Environmental Data Resources, Inc.
(EDR). The report meets the government records search requirements of ASTM Standard Practice for
Environmental Site Assessments, E 1527-00. Search distances are per ASTM standard or custom
distances requested by the user.
TARGET PROPERTY INFORMATION
ADDRESS
GLENWOOD MEMORIAL PARK
MOORESVILLE, NC 28115
COORDINATES
Latitude (North): 35.576200 - 35' 34' 34.3"
'
'
"
Longitude (West): 80.812500 - 80
48
45.0
Universal Tranverse Me rcator. Zone 17
UTM X (Meters): 516989.3
UTM Y (Meters): 3936761.5
Elevation: 834 ft. above sea level
USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY
Target Property: 35080-E7 MOORESVILLE, NC
Source: USGS 7.5 min quad index
TARGET PROPERTY SEARCH RESULTS
The target property was not listed in any of the databases searched by EDR.

DATABASES WITH NO MAPPED SITES
No mapped sites were found in EDR's search of available ( "reasonably ascertainable ") government
records either on the target property or within the ASTM E 1527-00 search radius around the target
property for the following databases:
FEDERAL ASTM STANDARD
r
NPL_________________________
National Priority List
Proposed NPL_______________ Proposed National Priority List Sites
CERCLIS_____________________ Comprehensive Environmental Response, Compensation, and Liability Information
System
CERC-NFRAP---------------- CERCLIS No Further Remedial Action Planned
CORRACTS__________________ Corrective Action Report
RCRA-TSDF------------------ Resource Conservation and Recovery Act Information
RCRA-LQG------------------- Resource Conservation and Recovery Act Information
RCRA-SQG------------------- Resource Conservation and Recovery Act Information
ERNS_________________________ Emergency Response Notification System
STATE ASTM STANDARD
SHWS________________________ Inactive Hazardous Sites Inventory
TC01415917.1r EXECUTIVE SUMMARY 1
1
e
EXECUTIVE SUMMARY
Elevations have been determined from the USGS Digital Elevation Model and should be evaluated on
a relative (not an absolute) basis. Relative elevation information between sites of close proximity
should be field verified. Sites with an elevation equal to or higher than the target property have been
differentiated below from sites with an elevation lower than the target property.
Page numbers and map identification numbers refer to the EDR Radius Map report where detailed
data on individual sites can be reviewed.
Sites listed in bold italics are in multiple databases.
Unmappable (orphan) sites are not considered in the foregoing analysis.
STATE ASTM STANDARD
LUST: The Leaking Underground Storage Tank Incidents Management Database contains an inventory of reported
leaking underground storage tank incidents. The data come from the Department of Environment,
& Natural Resources' Incidents by Address.
A review of the LUST list, as provided by EDR, and dated 03/04/2005 has revealed that there are 7
LUST sites within approximately 0.5 miles of the target property.
Equal/Higher Elevation
MOORESVILLE TOWN LIBRARY
BURLINGTON MILLS
BILLS EXXON(MOORESV/LLE QUICKL
GLASPY'S AUTO SERVICE
SHEPHERD'S
MOORESVILLE AMOCO SERVICE
J.T. ALEXANDER
Address
121 EAST CATAWBA AVE
476 SOUTH MAIN STREET
204 S. MAIN ST, MOORESV
152 SOUTH MAIN STREET
126 EAST CENTER AVENUE
151 S BROAD ST
HWY 115 N
STATE OR LOCAL ASTM SUPPLEMENTAL
LUST TRUST: This database contains information about claims against
the State Trust Funds for reimbursements for expenses incurred while
remediating Leaking USTs.
Dist / Dir Map ID Page
1/4 - 112NW 1 6
114-112WNW A3 9
114 - 112NNW 4 11
114 - 112N B5 13
1/4 - 112N 6 18
114 - 112N B7 25
114 - 112NNW 9 34
A review of the LUST TRUST list, as provided by EDR, and dated 03/11/2005 has revealed that there is
1 LUST TRUST site within approximately 0.5 miles of the target property.
Equal/Higher Elevation
CARPET DEPOT
Address Dist / Dir Map ID Page
239 WEST CENTER STREET 1/4 - 1/2N 10 36
IMD: Incident Management Database.
A review of the IMD list, as provided by EDR, and dated 06/15/2004 has revealed that there are 9 IMD
sites within approximately 0.5 miles of the target property.
Equal/Higher Elevation Address Dist / Dir Map ID
MOORESVILLE TOWN LIBRARY
BURLINGTON INDUSTRIES
BURLINGTON MILLS
121 EAST CATAWBA AVE 114 - 112NW 1
476 SOUTH MAIN STREET 1/4 - 1/2 WNW A2
476 SOUTH MAIN STREET 114 - 112 WNW A3
Page
6
8
9
TC01415917.1r EXECUTIVE SUMMARY 3
a

EXECUTIVE SUMMARY
Due to poor or inadequate address information, the following sites were not mapped:
Site Name
OLD MOORE PLACE
IREDELL MILK TRANSPORTATION #2
SUPERBA PRINT WORKS
COUNTRY CORNER MARINA
FRIENDLY FARE GROCERY (CAPPI'S)
CURT'S KWICK STOP
RUN IN STORE HWY 21
CASHION FAMILY FARM, FORMER
KEENER - GOODSON PROPERTY
CARISBROOK IND.
SUPERBA PRINT WORKS
WILCO SERVICE STATION HIGHWAY 150
PHIFER J JOHNSON BULLDOZING I
M B OVERCASH
REAL CHICKEN INC
COOK'S AUTOMOTIVE
CLYLE II
J.T. SMITH STORE
CATAWBA TIMBER CO. MOORESVILL
GENERALSTORE
SOUTHERN CONV 185-23623
BRAWLEY CONST. CO.
FRIENDLY FARE GROCERY
RUN-IN HIGHWAY 21 (HILLTOP 66
WILLIAM C. WALLER
KEN F. SMITH'S GROCERY
MRS. R.E. BUMGARDNER
SHINN'S STORE
TRADING POST
LARRY HUDSON / TRADING POST
SLOAN C.BROTHERTON
SUPERBA PRINT WORKS
PHIL WILL ENTERPRISES
MOTORSPORTS FABRICATION
BEN HESS MOTOR SPORTS LTD
FLAGSHIP AIRLINES MAINT FACILI
AEROQUIP CORP
E.F. BELK & SONS
MELCHOR PROPERTY
PARKER HANNIFIN #2
PARKER HANNIFIN
FRIENDLY FARE GROCERY (NO FILE
MOORESVILLE DUMP
Database(s)
IMD, LUST
IMD, LUST
RCRA-SQG, IMD, LUST
IMD, LUST
LUST
LUST
LUST
IMD, LUST
IMD, LUST
IMD, LUST
LUST TRUST
LUST TRUST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
RCRA-SQG, FINDS
RCRA-SQG, FINDS
RCRA-SQG, FINDS
RCRA-SQG, FINDS
IMD
IMD
IMD
IMD
IMD
IMD
IMD
OLI
TC01415917.1r EXECUTIVE SUMMARY 5
DETAIL MAP - 01415917.1 r - Mulkey Inc.

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4
V
W /
SHARPEST
SHARPE ST
?? pJE
GpGt'V?
n
A
O
a
Target Property
Sites at elevations higher than
or equal to the target property
• Sites at elevations lower than
the target property
L Coal Gasification Sites
Sensitive Receptors
National Priority List Sites
Landfill Sites
Dept. Defense Sites
s
0 1116 iB 114 Miles
Indian Reservations BIA Hazardous Substance
Oil & Gas pipelines Disposal Sites
Federal wetlands
TARGET PROPERTY: Dye Branch CUSTOMER: Mulkey Inc.
ADDRESS: Glenwood Memorial Park CONTACT: Layna Thrush
CITY/STATE/ZIP: MOORESVILLE NC 28115 INQUIRY#: 01415917.1r
LAT/LONG: 35.5762 / 80.8125 DATE: May 06, 2005 1:29 pm
Ccpyv;ht,p 2005 EDR. Inc. C 2CC4 GUT, Inc. Rel. 072004. All R,phts Reserved.
I
MAP FINDINGS SUMMARY
Search
Target Distance Total
Database Property (Miles) < 1/8 1/8 - 1/4 1/4 - 1/2 1/2 - 1 > 1 Plotted
AST TP NR NR NR NR NR 0
LUST TRUST 0.500 0 0 1 NR NR 1
DRYCLEANERS 0.250 0 0 NR NR NR 0
IMD 0.500 0 0 9 NR NR 9
EDR PROPRIETARY HISTORICAL DATABASES
Coal Gas 1.000 0
BROWNFIELDS DATABASES
US BROWNFIELDS 0.500 0
US INST CONTROL 0.500 0
Brownfields 0.500 0
INST CONTROL 0.500 0
VCP 0.500 0
NOTES:
AQUIFLOW - see EDR Physical Setting Source Addendum
TP = Target Property
NR = Not Requested at this Search Distance
Sites may be listed in more than one database
0 0 0 NR 0
0 0 NR NR 0
0 0 NR NR 0
0 0 NR NR 0
0 0 NR NR 0
0 0 NR NR 0
TC01415917.1r Page 5
s
Map
Direction
Distance
Distance (ft.)
?a Elevation Site
MAP FINDINGS
EDR ID Number
Database(s) EPA ID Number
MOORESVILLE TOWN LIBRARY (Continued) S105764931
Public Meeting Held: Not reported
Corrective Action Planned: Not reported
Reclassification Report: Not reported
Closure Request Date: Not reported
Comments: Not reported
IMD:
Incident Number: 27382
Region: MOR
Date Occurred: 01/09/03
Submit Date: 01/09/03
GW Contam: No
Soil Contam: Yes
Operator: ERSKINE SMITH
413 N MAIN STREET
MOORESVILLE, NC 28115
Contact Phone: [phone]
Priority Code: Not reported
Priority Update: / /
Site Priority: Not reported
Dem Contact: ARL
Wells Affected: No
Num Affected: 0
Sampled By: Samples Include:
7.5 Min Quad: Not reported
5 Min Quad: Not reported
Incident Desc: SOIL CONTAMINATION WAS DISCOVERED ADJACENT TO A HOME HEATING OIL UST.
Ownership: Private
Operation: Residential
Material: Not reported
Qty Lost: Not reported
Qty Recovered: Not reported
Source: Leak-underground
Type: Gasoline/diesel
Location: Residence
Setting: Not reported
Wells Contam: Not reported
Sampled By: Y
Samples Include: S
Owner Company: TOWN OF MOORESVILLE
LaULong: 353446 / 804857
Risk Site L
LaULong Decimal: 35.57944 / 80.81583
LaULong Number 353446 / 804857
GPS: EST Agency : Not reported
Incident Phase: Closed Out Last Modified 05/22/03
NOV Issued:
45 Day Report: SOC Sighned: / /
Public Meeting Held:
Corrective Action Planned:
Reclassification Report:
Close-out Report: / / RS Designation: / /
Closure Request Date:
TC01415917.1r Page 7

s
Map ID
Direction
Distance
Distance (ft.)
Elevation Site
A3 BURLINGTON MILLS
WNW 476 SOUTH MAIN STREET
114-112 MOORESVILLE, NC
1839 ft.
MAP FINDINGS
EDR ID Number
Database(s) EPA ID Number
IMD S105764533
LUST N/A
Site 2 of 2 in cluster A
Relative:
Higher LUST:
Incident Number: 8171 Date Occurred: Not reported
Actual: 5 Min Quad: Not reported Lat/Long: Not reported
923 ft. Source Type: Leak-underground Region: Mooresville
Facility ID: Not reported GPS Confirmed: Not reported
UST Number: MO-3239 Testiat: Not reported
Product Type: Petroleum Date Reported: 6/9/1989
Responsible Party:
Company: BURLINGTON INDUSTRIES
Contact Person: Not reported
Address: PO BOX 540
City/Stat/Zip: MOORESVILLE, NC 28115
County: IREDELL
Comm / Non-comm UST Site:
Tank Regulated Status: Commercial
Regulated
Regional Officer Project Mgr: ARL
Risk Classification: L
Risk Classification Based On Review: L
Corrective Action Plan Type: Not reported
Level Of Soil Cleanup Achieved: soil to GW levels
Closure Request Date: 3/2612002
Close Out: 3/28/2002
Contamination Type: GW
NORR Issued Date: Not reported
NOV Issued Date: Not reported Phase Of LSA Req:1
Site Risk Reason: Not reported Land Use: Industrial/commercial
MTBE: Not reported # Of Supply Wells: 0
Telephone: Not reported Flag: 0
Error Flag: 0 LUR Filed: Not reported
Error Code: Not reported LUR Filed: Not reported
Valid: No Total Tanks: 1
MTBE1: No Flagl: No
Cleanup: 6/9/1989 Current Status: File Located in Archives
RBCA GW: Not reported PETOPT: 3
CD Num: 115 Reel Num: 0
RPOW: No RPOP: No
RPL: No
Type: Pirf
Ownership: Private Location: Facility
Owner/Operator: Not reported Operation Type: Industrial
Site Priority: E Priority Update: 2/15/1998
Wells Affected: Not reported Wells Affected #: 0
Samples Taken: Not reported Samples Include: Not reported
5minquad: Not reported Error Type: Not reported
Incident Description: SOIL SAMPLES TAKEN AT SITE DETECTED CONTAMI NATION.
Last Modified: 4/2/2002
Incident Phase: Closed Out
NOV Issued: Not reported NORR Issued: Not reported
45 Day Report: Not reported SOC Sighned: Not reported
Close-out Report: 3128/2002 RS Designation: Not reported
Public Meeting Held: Not reported
Corrective Action Planned: Not reported
Reclassification Report: Not reported
TC01415917.1 r Page 9

fp
?v
#B
Map
Direction
Distance
Distance (ft.)
Elevation Site
MAP FINDINGS
4 BILLS EXXON(MOORESVILLE QUICKL
NNW 204 S. MAIN ST, MOORESVILLE
1/4-1/2 MOORESVILLE, NC
2086 ft.
EDR ID Number
Database(s) EPA ID Number
IMD S102868669
LUST NIA
Relative: LUST:
Higher Incident Number: 18099 Date Occurred: 2/1/1994
5 Min Quad: N65e Lat/Long: 35 / 80
Actual: Source Type: Leak-underground Region: Mooresville
919 ft. Facility ID: 0-002016 GPS Confirmed: Not reported
UST Number: MO-5240 Testlat: Not reported
Product Type: Petroleum Date Reported: 8/11/1997
Responsible Party:
Company: MOORESVILLE OIL COMPANY
Contact Person: BOBBY GRAHAM
Address: P.O. BOX 28
City/Stat/Zip: MOORESVILLE, NC 28115
County: IREDELL
Comm / Non-comm UST Site: Commercial
Tank Regulated Status: Regulated
Regional Officer Project Mgr: KWC
Risk Classification: L
Risk Classification Based On Review: L
Corrective Action Plan Type: Not reported
Level Of Soil Cleanup Achieved: Not reported
Closure Request Date: Not reported
Close Out: Not reported
Contamination Type: GW
NORR Issued Date: Not reported
NOV Issued Date: Not reported Phase Of LSA Req:Not reported
Site Risk Reason: Not reported Land Use: Not reported
MTBE: Not reported # Of Supply Wells: 0
Telephone: Not reported Flag: 0
Error Flag: 0 LUR Filed: Not reported
Error Code: Not reported LUR Filed: Not reported
Valid: No Total Tanks: 1
MTBE1: Unknown Flagl: No
Cleanup: 2/1/1994 Current Status: File Located in House
RBCA GW: Not reported PETOPT: Not reported
CD Num: 0 Reel Num: 0
RPOW: No RPOP: No
RPL: No
Type: Pirf
Ownership: Private Location: Facility
Owner/Operator: BOBBY GRAHAM Operation Type: Commercial
Site Priority: E Priority Update: 5/30/1998
Wells Affected: Not reported Wells Affected #: 0
Samples Taken: 3 Samples Include: 1
5minquad: Not reported Error Type: Not reported
Incident Description: GW CONTAM. FOUND AS PART OF CLOSURE OF 3 USTS.
Last Modified: Not reported
Incident Phase: RE
NOV Issued: Not reported NORR Issued: Not reported
45 Day Report: Not reported SOC Sighned: Not reported
Close-out Report: Not reported RS Designation: Not reported
Public Meeting Held: Not reported
Corrective Action Planned: Not reported
Reclassification Report: Not reported
Closure Request Date: Not reported
TC01415917.1r Pagel l

Map ID
Direction
Distance
Distance (ft.)
1® Elevation Site
s
n
U,
MAP FINDINGS
B5 GLASPY'S AUTO SERVICE
North 152 SOUTH MAIN STREET
1/4-1/2 MOORESVILLE, NC 28115
2195 ft.
Site 1 of 2 in cluster B
Relative:
Higher LUST:
Incident Number: 19930 Date Occurred:
Actual: 5 Min Quad: N65D Lat/Long:
926 ft. Source Type: Leak-underground Region:
Facility ID: 0-035894 GPS Confirmed:
UST Number: MO-5641 Testlat:
Product Type: Petroleum Date Reported:
Responsible Party:
Company: TEXACO
Contact Person: JUDSON POLIKOFF
Address: 1111 BAGBY STREET
City/Stat/Zip: HOUSTON, TX 77002
County: HARRIS
Comm / Non-comm UST Site: Commercial
Tank Regulated Status: Regulated
Regional Officer Project Mgr: CBC
Risk Classification: L
Risk Classification Based On Review: I
Corrective Action Plan Type: Not reported
Level Of Soil Cleanup Achieved: Not reported
Closure Request Date: Not reported
Close Out: Not reported
Contamination Type: GW
NORR Issued Date: 4/14/1999
EDR ID Number
Database(s) EPA ID Number
IMD 0003698170
LUST N/A
UST
12/1/1998
353453/804853
Mooresville
Not reported
Not reported
1/4/1999
NOV Issued Date:Not reported Phase Of LSA Req:1
Site Risk Reason: Free product Land Use: Not reported
MTBE: Not reported # Of Supply Wells: 0
Telephone: [phone] Flag: 0
Error Flag: 0 LUR Filed: Not reported
Error Code: Not reported LUR Filed: Not reported
Valid: No Total Tanks: 1
MTBE1: Yes Flagl: No
Cleanup: 12/1/1998 Current Status: File Located in House
RBCA GW: Not reported PETOPT: 3
CD Num: 0 Reel Num: 0
RPOW: Yes RPOP: No
RPL: No
Type: PIRF
Ownership: Private Location: Facility
Owner/Operator: JUDSON C. POLIKE Operation Type: Commercial
Site Priority: Not reported Priority Update: 5/17/1999
Wells Affected: Not reported Wells Affected #: Not reported
Samples Taken: 3 Samples Include: 2
5minquad: Not reported Error Type: Not reported
Incident Description: REMOVED 3 LISTS, SOILCONTAM. AT 4,590 PPM.
Last Modified: Not reported
Incident Phase: RE
NOV Issued: Not reported NORR Issued: Not reported
45 Day Report: Not reported SOC Sighned: Not reported
Close-out Report: Not reported RS Designation: Not reported
Public Meeting Held: Not reported
Corrective Action Planned: Not reported
Reclassification Report: Not reported
TC01415917.1r Page 13
0
Map ID
Direction
Distance
Distance (ft.)
Elevation Site
MAP FINDINGS
GLASPY'S AUTO SERVICE (Continued)
Telephone: [phone]
Owner name: TEXACO
Owner Address: 1111 BAG BY STREET
HOUSTON, TX 77002
Owner Phone : [phone]
Tank capacity : 3000
Comment : Not reported
Tank product : Gasoline, Gasoline Mixture
Tank material : Unknown
Interior Protection: Unknown
Exterior Protection: Unknown
Piping material : Unknown
Certify Type : Not reported
Leak Detection Type : Not reported
Leak Detection Type 2: Not reported
Leak Detection Piping 1: Not reported
Corrosn Protec Tank: Not reported
Corrosn Protec Pipe: Not reported
Spill and Overfill : Not reported
Financial Responsiblity : Not reported
Region: 03
Tank ID: 1
Date installed: 12/31/1975
Date removed: 1/12/1998
Status: Permanent Closed
Compartment Tank: No
Main Tank: No
Product Type: NIU
Piping System Type Code: Not reported
Piping System Type Des cription: Not reported
Corrosion Protection Tan k1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Pip ing Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: 12/31/1975
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
Lat/Long : 35.58182 / 80.81370
Lat/Long 1 : 35 34 54.5 / 80 48 49.3
GPS String Confirmed: Yes
Initials of Individual Confirming GPS: TNB
Tank ID Number: Not reported
Last Update: 12/14/1998
Facility ID: 0-035894
Telephone: [phone]
Owner name : TEXACO
Owner Address: 1111 BAGBY STREET
EDR ID Number
Database(s) EPA ID Number
0003698170
TC01415917.1 r Page 15

Map ID MAP FINDINGS
Direction
Distance
Distance (ft.) EDR ID Number
Elevation Site Database(s) EPA ID Number

GLASPY'S AUTO SERVICE (Continued) 0003698170
Tank capacity : 4000
Comment : Not reported
Tank product : Gasoline, Gasoline Mixture
Tank material : Unknown
Les Interior Protection: Unknown
Exterior Protection: Unknown
Piping material : Unknown
Certify Type : Not reported
Leak Detection Type : Not reported
Leak Detection Type 2: Not reported
Leak Detection Piping 1: Not reported
Corrosn Protec Tank: Not reported
Corrosn Protec Pipe: Not reported
Spill and Overfill : Not reported
Financial Responsiblity : Not reported
Region: 03
Tank ID: 3
Date installed: 12/31/1975
Date removed: 1/12/1998
Status: Permanent Closed
Compartment Tank: No
Main Tank: No
Product Type: NIU
Piping System Type Code: Not reported
Piping System Type Description: Not reported
Corrosion Protection Tank1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Piping Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: 12/31/1975
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
Lat/Long : 35.58182 / 80.81370
Lat/Long 1 : 35 34 54.5 / 80 48 49.3
GPS String Confirmed: Yes
Initials of Individual Confirming GPS: TNB
Tank ID Number: Not reported
Last Update: 12/14/1998
Facility ID: 0-035894
Telephone: [phone]
Owner name : TEXACO
Owner Address: 1111 BAG BY STREET
HOUSTON, TX 77002
Owner Phone : [phone]
Tank capacity : 550
Comment : Not reported
Tank product : Oil, New/Used/Mixture
1
P
17
TC01415917
age
.
r

0
Map
Direction
Distance
Distance (ft.)
Ell Elevation Site
Li
MAP FINDINGS
SHEPHERD'S (Continued)
EDR ID Number
Database(s) EPA ID Number
0001436122
Address: Not reported
City/Stat/Zip: Not reported
County: Not reported
Comm / Non-comm UST Site: Commercial
Tank Regulated Status: Regulated
Regional Officer Project Mgr: RBK
Risk Classification: Not reported
Risk Classification Based On Review: Not reported
Corrective Action Plan Type: Not reported
Level Of Soil Cleanup Achieved: Not reported
Closure Request Date: Not reported
Close Out: 2/14/1994
Contamination Type: SL
NORR Issued Date: Not reported
NOV Issued Date:Not reported Phase Of LSA Req:Not reported
Site Risk Reason: Not reported Land Use: Not reported
MTBE: Not reported # Of Supply Wells: 0
Telephone: Not reported Flag: 0
Error Flag: 0 LUR Filed: Not reported
Error Code: Not reported LUR Filed: Not reported
Valid: No Total Tanks: 1
MTBE1: Unknown Flag1: No
Cleanup: 1/511993 Current Status: File Located in Archives
RBCA GW: Not reported PETOPT: 3
CD Num: 33 Reel Num: 0
RPOW: No RPOP: No
RPL: No
Type: Not reported
Ownership: P Location: Facility
Owner/Operator: Not reported Operation Type: Commercial
Site Priority: Not reported Priority Update: Not reported
Wells Affected: No Wells Affected #: Not reported
Samples Taken: Yes Samples Include: Not reported
5minquad: Not reported Error Type: Not reported
Incident Description: 2 PPM ; SITE IS CLOSED; JT ALE XANDER PO 88 MOORESVILLE NC 28115 COMM/REG
Last Modified: 2/14/1994
Incident Phase: Closed Out
NOV Issued: Not reported NORR Issued: Not reported
45 Day Report: Not reported SOC Sighned: Not reported
Close-out Report: Not reported RS Designation: Not reported
Public Meeting Held: Not reported
Corrective Action Planned: Not reported
Reclassification Report: Not reported
Closure Request Date: Not reported
Comments: Not reported
IMD:
Incident Number: 27225
Region: MOR
Date Occurred: 01/05/93
Submit Date: 02/04/93
GW Contam: No
Soil Contam: Yes
Operator: Not reported
Not reported
Not reported
Contact Phone: Not reported
Priority Code: Not reported
TC01415917.1 r Page 19

Map ID MAP FINDINGS
Direction
Distance
Distance (ft.)
Elevation Site

SHEPHERD'S (Continued)
Spill and Overfill : Not reported
Financial Responsiblity: Not reported
Region: 03
Tank ID: 1
Date installed: 11/5/1964
Date removed: 12/29/1992
Status: Permanent Closed
Compartment Tank: No
Main Tank : No
Product Type: NON
Piping System Type Code: Not reported
Piping System Type Description: Not reported
Corrosion Protection Tank1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Piping Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: 1/31/1990
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
Lat/Long : .00000/.00000
Lat/Long 1 : Not reported
GPS String Confirmed: No
Initials of Individual Confirming GPS: Not reported
Tank ID Number: Not reported
Last Update: 11/3/1989
Facility ID: 0-010721
Telephone: [phone]
Owner name : J.T. ALEXANDER & SON INC
Owner Address: P.O. BOX 88 / STATESVILLE HWY.
Owner Phone:
Tank capacity
Comment :
Tank product
Tank material
Interior Protection:
Exterior Protection:
Piping material
Certify Type :
Leak Detection Type
Leak Detection Type 2:
Leak Detection Piping 1
Corrosn Protec Tank:
Corrosn Protec Pipe:
Spill and Overfill :
Financial Responsiblity
Region:
MOORESVILLE, NC 28115
[phone]
4000
Not reported
Gasoline, Gasoline Mixture
Steel
None
Paint
Steel
Not reported
Not reported
Not reported
Not reported
Not reported
Not reported
Not reported
Not reported
03
EDR ID Number
Database(s) EPA ID Number
0001436122
TC01415917.1r Page 21
e
Map ID
Direction
Distance
Distance (ft.)
® Elevation Site
MAP FINDINGS
SHEPHERD'S (Continued)
Status: Permanent Closed
Compartment Tank: No
Main Tank: No
Product Type: NON
Piping System Type Code: Not reported
Piping System Type Description: Not reported
Corrosion Protection Tank1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Piping Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: 1/31/1990
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
LaULong : .00000/.00000
LaULong 1 : Not reported
GPS String Confirmed: No
Initials of Individual Confirming GPS: Not reported
Tank ID Number: Not reported
Last Update: 11/3/1989
Facility ID: 0-010721
Telephone: [phone]
Owner name : J.T. ALEXANDER & SON INC
Owner Address: P.O. BOX 88 / STATESVILLE HWY.
Owner Phone:
Tank capacity
Comment :
Tank product
Tank material
Interior Protection:
Exterior Protection:
Piping material :
Certify Type :
Leak Detection Type
Leak Detection Type 2:
Leak Detection Piping 1
Corrosn Protec Tank:
Corrosn Protec Pipe:
Spill and Overfill :
Financial Responsiblity
Region:
Tank ID:
Date installed:
Date removed:
Status:
Compartment Tank:
Main Tank :
MOORESVILLE, NC 28115
[phone]
3000
Not reported
Kerosene, Kerosene Mixture
Steel
None
Paint
Steel
Not reported
Not reported
Not reported
Not reported
Not reported
Not reported
Not reported
Not reported
03
4
11/5/1964
12/29/1992
Permanent Closed
No
No
EDR ID Number
Database(s) EPA ID Number
0001436122
TC01415917.1 r Page 23
J
Map ID 4 MAP FINDINGS
Direction y
Distance
Distance (ft.)
to Elevation Site
SHEPHERD'S (Continued)
Corrosion Protection Tankl : Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Piping Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: 1/31/1990
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
LaULong : .00000/.00000
LaULong 1 : Not reported
GPS String Confirmed: No
Initials of Individual Confirming GPS: Not reported
Tank ID Number: Not reported
Last Update: 11/3/1989
EDR ID Number
Database(s) EPA ID Number
B7 MOORESVILLE AMOCO SERVICE
North 151 S BROAD ST
1/4.1/2 MOORESVILLE, NC 28115
2282 ft.
0001436122
IMD 0001437258
LUST NIA
UST
Site 2 of 2 in cluster B
Relative:
Higher LUST:
Incident Number: 6722 Date Occurred: 4/9/1990
Actual: 5 Min Quad: N65D Lat/Long: 353457 / 804848
920 ft. Source Type: Leak-underground Region: Mooresville
Facility ID: 0-017464 GPS Confirmed: Not reported
UST Number: MO-3079 Testlat: Not reported
Product Type: Petroleum Date Reported: 5/9/1990
Responsible Party:
Company: Not reported
Contact Person: Michael Peebles
Address: 169 East Plaza Drive
City/Stat/Zip: Mooresville, NC 2811 5
County: IR
Comm / Non-comm UST Site: Commercial
Tank Regulated Status: Regulated
Regional Officer Project Mgr: CBC
Risk Classification: L
Risk Classification Based On Review: U
Corrective Action Plan Type: Not reported
Level Of Soil Cleanup Achieved: Not reported
Closure Request Date: Not reported
Close Out: Not reported
Contamination Type: SL
( NORR Issued Date: Not reported
[
? NOV Issued Date: Not reported Phase Of LSA Re q:1
® Site Risk Reason: Not reported Land Use: Not reported
MTBE: Not reported # Of Supply Wells : 0
Telephone: [phone] Flag: 0
Error Flag: 0 LUR Filed: Not reported
Error Code: Not reported LUR Filed: Not reported
Valid: No Total Tanks: 1
TC01415917.1r Page 25
0
C?
Map ID
Direction
Distance
Distance (ft.)
o Elevation Site
[7
MOORESVILLE, NC 28115
Owner Phone: [phone]
Tank capacity : 280
Comment : Not reported
Tank product : Kerosene, Kerosene Mixture
Tank material : Steel
Interior Protection: None
Exterior Protection: Paint
Piping material : Steel
Certify Type : Not reported
Leak Detection Type : Not reported
Leak Detection Type 2: Not reported
Leak Detection Piping 1 : Not reported
Corrosn Protec Tank: Not reported
Corrosn Protec Pipe: Not reported
Spill and Overfill : Not reported
Financial Responsiblity : Not reported
Region: 03
Tank ID: 1
Date installed: 3/25/1978
Date removed: Not reported
Status: Currently In Use
Compartment Tank: No
Main Tank: No
Product Type: NON
Piping System Type Code: Not reported
Piping System Type Description: Not reported
Corrosion Protection Tank1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
MAP FINDINGS
MOORESVILLE AMOCO SERVICE (Continued)
Source: Leak-underground
Type: Gasoline/diesel
Location: Facility
Setting: Rural
Wells Contam: Not reported
Sampled By: Responsible Parties
Samples Include: Soil Samples
Owner Company: MOORESVILLE AMOCO
LaULong: 353457 / 804848
Risk Site L
LaULong Decimal: 35.58250 / 80.81333
LaULong Number 353457 / 804848
GPS: NOD Agency : DWM
Incident Phase: RE Last Modified / /
NOV Issued:
45 Day Report: SOC Sighned: / /
Public Meeting Held:
Corrective Action Planned: / /
Reclassification Report: / /
Close-out Report: / / RS Designation: / /
Closure Request Date: / /
UST:
Facility ID: 0-017464
Telephone: [phone]
Owner name : W D PEEBLES
Owner Address: 151 S BROAD
EDR ID Number
Database(s) EPA ID Number
0001437258
TC01415917.1 r Page 27
a
Map
Direction
Distance
Distance (ft.)
® Elevation Site
MAP FINDINGS
EDR ID Number
Database(s) EPA ID Number
MOORESVILLE AMOCO SERVICE (Continued) 0001437258
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: Not reported
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
LaULong : 35.58229 / 80.81392
LaULong 1 : 35 34 56.2 / 80 48 50.1
GPS String Confirmed: Yes
Initials of Individual Confirming GPS: TNB
Tank ID Number: Not reported
Last Update: 9/16/2004
Facility ID: 0-017464
Telephone: [phone]
Owner name : W D PEEBLES
Owner Address: 151 S BROAD
MOORESVILLE, NC 28115
Owner Phone: [phone]
Tank capacity : 5000
Comment : Not reported
Tank product : Gasoline, Gasoline Mi xture
Tank material : Steel
Interior Protection: None
Exterior Protection: Paint
Piping material : Steel
Certify Type : Not reported
Leak Detection Type : Not reported
Leak Detection Type 2: Not reported
Leak Detection Piping 1: Not reported
Corrosn Protec Tank: Not reported
Corrosn Protec Pipe: Not reported
Spill and Overfill : Not reported
Financial Responsiblity : Not reported
Region: 03
Tank ID: 3
Date installed: 3/25/1978
Date removed: 5/18/2004
Status: Permanent Closed
Compartment Tank: No
Main Tank: No
Product Type: NON
Piping System Type Code: Not reported
Piping System Type Description: Not reported
Corrosion Protection Tan k1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Pip ing Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
TC01415917.1r Page29

Map ID
Direction
Distance
Distance (ft.)
® Elevation Site
-
1:k5 1
LAU
MAP FINDINGS
MOORESVILLE AMOCO SERVICE (Continued)
Date Last Certified:
Begin Certified Number:
End Certified Number:
LaULong :
LaULong 1
GPS String Confirmed:
Initials of Individual Confirming GPS:
Tank ID Number:
Last Update:
Facility ID: 0-017464
Telephone: [phone]
Owner name : W D PEEBLES
Owner Address: 151 S BROAD
Not reported
Not reported
Not reported
35.58229 / 80.81392
35 34 56.2 / 80 48 50.1
Yes
TNB
Not reported
9/16/2004
MOORESVILLE, NC 28115
Owner Phone: [phone]
Tank capacity : 550
Comment : Not reported
Tank product : Oil, New/Used/Mixture
Tank material : Steel
Interior Protection: None
Exterior Protection: Paint
Piping material : Steel
Certify Type : Not reported
Leak Detection Type : Not reported
Leak Detection Type 2: Not reported
Leak Detection Piping 1: Not reported
Corrosn Protec Tank: Not reported
Corrosn Protec Pipe: Not reported
Spill and Overfill : Not reported
Financial Responsiblity : Not reported
Region: 03
Tank ID: 5
Date installed: 3/25/1978
Date removed: 5/18/2004
Status: Permanent Closed
Compartment Tank: No
Main Tank: No
Product Type: NON
Piping System Type Code: Not reported
Piping System Type Des cription: Not reported
Corrosion Protection Tank1: Not reported
Corrosion Protection Tank Date: Not reported
Corrosion Piping: Not reported
Corrosion Protection Pip ing Date: Not reported
Overfill: Not reported
Spill Overfill Date: Not reported
Financial Responsibility Code: Not reported
Financial Responsibility Description: Not reported
Surface Water: Not reported
Water Supply Well: Not reported
Tank Last Used Date: Not reported
Tank Certified Number: Not reported
Date Last Certified: Not reported
Begin Certified Number: Not reported
End Certified Number: Not reported
EDR ID Number
Database(s) EPA ID Number
0001437258
TC01415917.1r Page 31
Map ID MAP FINDINGS
Direction
Distance
Distance (ft.) EDR ID Number
Elevation Site Database(s) EPA ID Number
MOORESVILLE AMOCO SERVICE (Continued) 0001437258
Initials of Individual Confirming GPS: TNB
Tank ID Number: Not reported
Last Update: 911612004
8 SERVICE AUTO SUPPLY IMD S106349484
North 101 SOUTH BROAD STREET N/A
1/4.1/2 MOORESVILLE, NC
2416 ft.
Relative: IMD:
Higher Incident Number: 86921
Region: MOR
Actual: Date Occurred: 02/19/04
927 ft. Submit Date: 02/23/04
GW Contam: NOD
Soil Contam: Not reported
Operator: BROWN, FRED
341 TEETER RD
MOORESVILLE, NC
Contact Phone: Not reported
Priority Code: NOD
Priority Update: / /
Site Priority: Not reported
Dem Contact: ARL
Wells Affected: No
Num Affected: 0
Sampled By: Samples Include:
7.5 Min Quad: Not reported
5 Min Quad: Not reported
Incident Desc: LOW LEVELS OF OIL & GREASE TPH DETECTED IN SOIL SAMPLES TAKEN AT FORMER
ENGINE PARTS WASHER. OPH SCA NOTICE SENT.
Ownership: Federal
Operation: 8
Material: Not reported
Qty Lost: Not reported
Qty Recovered: Not reported
Source: Spill-surface
Type: Other petroleum product
Location: Not reported
Setting: Not reported
Wells Contam: Not reported
Sampled By: Not reported
Samples Include: Not reported
Owner Company: Not reported
LaULong: Not reported
Risk Site Not reported
Lat/Long Decimal:0 / 0
LaULong Number A 10
GPS: NOD Agency : DWQ
Incident Phase: Discovery Last Modified 02/23/04
NOV Issued: 02/20/04
45 Day Report: / / SOC Sighned: / /
Public Meeting Held:
Corrective Action Planned:
Reclassification Report:
Close-out Report: / / RS Designation: / /
Closure Request Date:
TC01415917.1 r Page 33
Map ID
Direction
Distance
Distance (ft.)
Elevation Site
MAP FINDINGS
J.T. ALEXANDER (Continued)
Comments: Not reported
IMD:
Incident Number: 13431
Region: MOR
Date Occurred: 01/26195
Submit Date: 06/14/95
GW Contam: Yes
Soil Contam: No
Operator: Not reported
P.O. BOX 88
MOORESVILLE, NC 28115
IR County
Contact Phone: Not reported
Priority Code: H
Priority Update: 05/15198
Site Priority: 065B
Dem Contact: KWC
Wells Affected: No
Num Affected: 0
Sampled By: Samples Include:
7.5 Min Quad: Not reported
5 Min Quad: M65Q
Incident Desc: Not reported
Ownership: Private
Operation: Commercial
Material: GASOLINE
Qty Lost: Not reported
Qty Recovered: Not reported
Source: Leak-underground
Type: Gasoline/diesel
Location: Facility
Setting: Urban
Wells Contam: Not reported
Sampled By: Responsible Parties
Samples Include : Groundwater Samples
Owner Company : J.T. ALEXANDER & SON
Lat/Long: 353625 / 804858
Risk Site H
Lat/Long Decima l: 35.60694 / 80.81611
Lat/Long Number 353625 / 804858
GPS: EST
Incident Phase: Closed Out
NOV Issued: 09/24196
45 Day Report: / /
Public Meeting H eld:
Corrective Action Planned:
Reclassification Report:
Close-out Report: 06/11/99
Closure Request Date:
Agency : DWM
Last Modified 06/22/99
SOC Sighned: / /
RS Designation: / /
EDR ID Number
Database(s) EPA ID Number
S101643149
TC01415917.1 r Page 35
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M
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GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING
Date of Government Version: 03/22/05 Date of Data Arrival at EDR: 04/01/05
11714 Date Made Active at EDR: 04/06/05 Elapsed ASTM days: 5
Database Release Frequency: Quarterly Date of Last EDR Contact: 04/01/05
CORRACTS: Corrective Action Report
Source: EPA
Telephone: [phone]
CORRACTS identifies hazardous waste handlers with RCRA corrective action activity.
Date of Government Version: 12/15/04 Date of Data Arrival at EDR: 01107/05
Date Made Active at EDR: 02/25/05 Elapsed ASTM days: 49
Database Release Frequency: Quarterly Date of Last EDR Contact: 03/07/05
RCRA: Resource Conservation and Recovery Act Information
Source: EPA
Telephone: [phone]
RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRAInfo replaces
the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS).
The database includes selective information on sites which generate, transport, store, treat and/or dispose of
hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small
quantity generators (CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous
waste per month. Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per
month. Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg
a of acutely hazardous waste per month. Transporters are individuals or entities that move hazardous waste from
the generator off-site to a facility that can recycle, treat, store, or dispose of the waste. TSDFs treat, store,
or dispose of the waste.
Date of Government Version: 03/13/05 Date of Data Arrival at EDR: 03/23105
Date Made Active at EDR: 04/25/05 Elapsed ASTM days: 33

i Database Release Frequency: Quarterly Date of Last EDR Contact: 03/23/05
ERNS: Emergency Response Notification System
Source: National Response Center, United States Coast Guard
Telephone: [phone]
Emergency Response Notification System. ERNS records and stores information on reported releases of oil and hazardous
substances.
Date of Government Version: 12/31/04 Date of Data Arrival at EDR: 01/27/05
Date Made Active at EDR: 03/24/05 Elapsed ASTM days: 56
Database Release Frequency: Annually Date of Last EDR Contact: 04/25/05
FEDERAL ASTM SUPPLEMENTAL RECORDS

BRS: Biennial Reporting System
Source: EPA/NTIS
Telephone: [phone]
The Biennial Reporting System is a national system administered by the EPA that collects data on the generation
and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LQG)
and Treatment, Storage, and Disposal Facilities.
Date of Government Version: 12/01/01
Database Release Frequency: Biennially
Date of Last EDR Contact: 04/15/05
Date of Next Scheduled EDR Contact: 06/13/05
CONSENT: Superfund (CERCLA) Consent Decrees
Source: Department of Justice, Consent Decree Library
Telephone: Varies
Major legal settlements that establish responsibility and standards for cleanup at NPL (Superfund) sites. Released
periodically by United States District Courts after settlement by parties to litigation matters.
ID
TC01415917.1 r Page GR-2
a

GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING
Date of Government Version: 03/22/05 Date of Data Arrival at EDR: 04/01/05
Date Made Active at EDR: 04/06/05 Elapsed ASTM days: 5
Database Release Frequency: Quarterly Date of Last EDR Contact: 04/01/05
CORRACTS: Corrective Action Report
Source: EPA
Telephone: [phone]
CORRACTS identifies hazardous waste handlers with RCRA corrective action activity.
Date of Government Version: 12/15/04 Date of Data Arrival at EDR: 01/07/05
Date Made Active at EDR: 02/25105 Elapsed ASTM days: 49
Database Release Frequency: Quarterly Date of Last EDR Contact: 03/07105
RCRA: Resource Conservation and Recovery Act Information
Source: EPA
Telephone: [phone]
RCRAlnfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRAlnfo replaces
the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS).
The database includes selective information on sites which generate, transport, store, treat and/or dispose of
1 hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small
quantity generators (CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous
waste per month. Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per
month. Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg
of acutely hazardous waste per month. Transporters are individuals or entities that move hazardous waste from
the generator off-site to a facility that can recycle, treat, store, or dispose of the waste. TSDFs treat, store,
or dispose of the waste.
Date of Government Version: 03/13/05 Date of Data Arrival at EDR: 03/23/05
Date Made Active at EDR: 04/25/05 Elapsed ASTM days: 33
Database Release Frequency: Quarterly Date of Last EDR Contact: 03/23/05
ERNS: Emergency Response Notification System
Source: National Response Center, United States Coast Guard
Telephone: [phone]
Emergency Response Notification System. ERNS records and stores information on reported releases of oil and hazardous
substances.
Date of Government Version: 12/31/04 Date of Data Arrival at EDR: 01/27/05
Date Made Active at EDR: 03124/05 Elapsed ASTM days: 56
Database Release Frequency: Annually Date of Last EDR Contact: 04/25/05

FEDERAL ASTM SUPPLEMENTAL RECORDS
H
L
n
E

L
I
BRS: Biennial Reporting System
Source: EPA/NTIS
Telephone: [phone]
The Biennial Reporting System is a national system administered by the EPA that collects data on the generation
and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LQG)
and Treatment, Storage, and Disposal Facilities.
Date of Government Version: 12/01 /01
Database Release Frequency: Biennially
Date of Last EDR Contact: 04/15/05
Date of Next Scheduled EDR Contact: 06/13/05
CONSENT: Superfund (CERCLA) Consent Decrees
Source: Department of Justice, Consent Decree Library
Telephone: Varies
Major legal settlements that establish responsibility and standards for cleanup at NPL (Superfund) sites. Released
periodically by United States District Courts after settlement by parties to litigation matters.
TC01415917.1r Page GR-2
n
n
C
r

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GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING
Date of Government Version: 11/15/04
Database Release Frequency: Semi-Annually
Date of Last EDR Contact: 03/30105
Date of Next Scheduled EDR Contact: 06/27/05
NPL LIENS: Federal Superfund Liens
Source: EPA
Telephone: [phone]
Federal Superfund Liens. Under the authority granted the USEPA by the Comprehensive Environmental Response, Compensation
and Liability Act (CERCLA) of 1980, the USEPA has the authority to file liens against real property in order
to recover remedial action expenditures or when the property owner receives notification of potential liability.
USEPA compiles a listing of filed notices of Superfund Liens.
Date of Government Version: 10/15/91
Database Release Frequency: No Update Planned
Date of Last EDR Contact: 02/22/05
Date of Next Scheduled EDR Contact: 05/23/05
PADS: PCB Activity Database System
Source: EPA
Telephone: [phone]
PCB Activity Database. PADS Identifies generators, transporters, commercial storers and/or brokers and disposers
of PCB's who are required to notify the EPA of such activities.
Date of Government Version: 12/21/04
Database Release Frequency: Annually
Date of Last EDR Contact: 02/23/05
Date of Next Scheduled EDR Contact: 05/09/05
DOD: Department of Defense Sites
Source: USGS
Telephone: [phone]
This data set consists of federally owned or administered lands, administered by the Department of Defense, that
have any area equal to or greater than 640 acres of the United States, Puerto Rico, and the U.S. Virgin Islands.
Date of Government Version: 10/01/03
Database Release Frequency: Semi-Annually
Date of Last EDR Contact: 02/08/05
Date of Next Scheduled EDR Contact: 05/09/05
UMTRA: Uranium Mill Tailings Sites
Source: Department of Energy
Telephone: [phone]
Uranium ore was mined by private companies for federal government use in national defense programs. When the mills
shut down, large piles of the sand-like material (mill tailings) remain after uranium has been extracted from
the ore. Levels of human exposure to radioactive materials from the piles are low; however, in some cases tailings
were used as construction materials before the potential health hazards of the tailings were recognized. In 1978,
24 inactive uranium mill tailings sites in Oregon, Idaho, Wyoming, Utah, Colorado, New Mexico, Texas, North Dakota,
South Dakota, Pennsylvania, and on Navajo and Hopi tribal lands, were targeted for cleanup by the Department of
Energy.
Date of Government Version: 12/29/04
Database Release Frequency: Varies
Date of Last EDR Contact: 03/22/05
Date of Next Scheduled EDR Contact: 06/20/05
ODI: Open Dump Inventory
Source: Environmental Protection Agency
Telephone: [phone]
An open dump is defined as a disposal facility that does not comply with one or more of the Part 257 or Part 258
Subtitle D Criteria.
Date of Government Version: 06/30/85
Database Release Frequency: No Update Planned
Date of Last EDR Contact: 05/23/95
Date of Next Scheduled EDR Contact: N/A
FUDS: Formerly Used Defense Sites
Source: U.S. Army Corps of Engineers
Telephone: [phone]
The listing includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers
is actively working or will take necessary cleanup actions.
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GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING
SSTS: Section 7 Tracking Systems
Source: EPA
Telephone: [phone]
Section 7 of the Federal Insecticide, Fungicide and Rodenticide Act, as amended (92 Stat. 829) requires all
registered pesticide-producing establishments to submit a report to the Environmental Protection Agency by March
1 st each year. Each establishment must report the types and amounts of pesticides, active ingredients and devices
r being produced, and those having been produced and sold or distributed in the past year.
Date of Government Version: 12/31/03
Database Release Frequency: Annually
Date of Last EDR Contact: 04/19/05
Date of Next Scheduled EDR Contact: 07/18/05
FTTS: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)[TSCA (Toxic Substances Control Act)
Source: EPA/Office of Prevention, Pesticides and Toxic Substances
Telephone: [phone]
FTTS tracks administrative cases and pesticide enforcement actions and compliance activities related to FIFRA,
TSCA and EPCRA (Emergency Planning and Community Right-to-Know Act). To maintain currency, EDR contacts the
Agency on a quarterly basis.
Date of Government Version: 09/13104 Date of Last EDR Contact: 03/21/05
Database Release Frequency: Quarterly Date of Next Scheduled EDR Contact: 06/20/05
STATE OF NORTH CAROLINA ASTM STANDARD RECORDS
SHWS: Inactive Hazardous Sites Inventory
Source: Department of Environment, Health and Natural Resources
Telephone: [phone]
State Hazardous Waste Sites. State hazardous waste site records are the states' equivalent to CERCLIS. These sites
may or may not already be listed on the federal CERCLIS list. Priority sites planned for cleanup using state funds
(state equivalent of Superfund) are identified along with sites where cleanup will be paid for by potentially
responsible parties. Available information varies by state.
Date of Government Version: 04/12/05
Date Made Active at EDR: 04/25/05
Database Release Frequency: Quarterly
Date of Data Arrival at EDR: 04/12105
Elapsed ASTM days: 13
Date of Last EDR Contact: 04/11/05
SWF/LF: List of Solid Waste Facilities
Source: Department of Environment and Natural Resources
Telephone: [phone]
Solid Waste Facilities/Landfill Sites. SWF/LF type records typically contain an inventory of solid waste disposal
facilities or landfills in a particular state. Depending on the state, these may be active or inactive facilities
or open dumps that failed to meet RCRA Subtitle D Section 4004 criteria for solid waste landfills or disposal
sites.
Date of Government Version: 02/17/05
Date Made Active at EDR: 03/29/05
Database Release Frequency: Semi-Annually
Date of Data Arrival at EDR: 02/17/05
Elapsed ASTM days: 40
Date of Last EDR Contact: 04/25/05
LUST: Regional UST Database
Source: Department of Environment and Natural Resources
Telephone: [phone]
This database contains information obtained from the Regional Offices. It provides a more detailed explanation
of current and historic activity for individual sites, as well as what was previously found in the Incident Management
Database. Sites in this database with Incident Numbers are considered LUSTs.
Date of Government Version: 03/04/05
Date Made Active at EDR: 04/06/05
Database Release Frequency: Quarterly
Date of Data Arrival at EDR: 03/08/05
Elapsed ASTM days: 29
Date of Last EDR Contact: 03/08/05
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GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING
Date of Government Version: 01/14/05
Database Release Frequency: Semi-Annually
Date of Last EDR Contact: 04/18/05
Date of Next Scheduled EDR Contact: 07/18/05
LUST TRUST: State Trust Fund Database
Source: Department of Environment and Natural Resources
Telephone: [phone]
This database contains information about claims against the State Trust Funds for reimbursements for expenses
incurred while remediating Leaking USTs.
Date of Government Version: 03/11/05
Database Release Frequency: Semi-Annually
Date of Last EDR Contact: 02/08/05
Date of Next Scheduled EDR Contact: 05/09/05
DRYCLEANERS: Drycleaning Sites
Source: Department of Environment & Natural Resources
Telephone: [phone]
Potential and known drycleaning sites, active and abandoned, that the Drycleaning Solvent Cleanup Program has
knowledge of and entered into this database.
Date of Government Version: 11/12/04
Database Release Frequency: Varies
Date of Last EDR Contact: 04118/05
Date of Next Scheduled EDR Contact: 07/18/05
IMD: Incident Management Database
Source: Department of Environment and Natural Resources
Telephone: [phone]
Groundwater and/or soil contamination incidents
Date of Government Version: 06/15/04
Database Release Frequency: Quarterly
Date of Last EDR Contact: 04/27/05
Date of Next Scheduled EDR Contact: 07/25/05
EDR PROPRIETARY HISTORICAL DATABASES
Former Manufactured Gas (Coal Gas) Sites: The existence and location of Coal Gas sites is provided exclusively to
EDR by Real Property Scan, Inc. ©Copyright 1993 Real Property Scan, Inc. For a technical description of the types
of hazards which may be found at such sites, contact your EDR customer service representative.
Disclaimer Provided by Real Property Scan, Inc.
The information contained in this report has predominantly been obtained from publicly available sources produced by entities
other than Real Property Scan. While reasonable steps have been taken to insure the accuracy of this report, Real Property
Scan does not guarantee the accuracy of this report. Any liability on the part of Real Property Scan is strictly limited to a refund
of the amount paid. No claim is made for the actual existence of toxins at any site. This report does not constitute a legal
opinion.
BROWNFIELDS DATABASES
Brownfields: Brownfields Projects Inventory
Source: Department of Environment and Natural Resources
Telephone: [phone]
A brownfield site is an abandoned, idled, or underused property where the threat of environmental contamination
has hindered its redevelopment. All of the sites in the inventory are working toward a brownfield agreement for
cleanup and liabitliy control.
n
Date of Government Version: 09/30/04
Database Release Frequency: Varies
Date of Last EDR Contact: 02/04/05
Date of Next Scheduled EDR Contact: 05/02/05
TC01415917.1 r Page GR-8
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GOVERNMENT RECORDS SEARCHED / DATA CURRENCY TRACKING
AHA Hospitals:
Source: American Hospital Association, Inc.
Telephone: [phone]
The database includes a listing of hospitals based on the American Hospital Association's annual survey of hospitals.
Medical Centers: Provider of Services Listing
Source: Centers for Medicare & Medicaid Services
Telephone: [phone]
A listing of hospitals with Medicare provider number, produced by Centers of Medicare & Medicaid Services,
a federal agency within the U.S. Department of Health and Human Services.
Nursing Homes
Source: National Institutes of Health
Telephone: [phone]
Information on Medicare and Medicaid certified nursing homes in the United States.
Public Schools
Source: National Center for Education Statistics
Telephone: [phone]
The National Center for Education Statistics' primary database on elementary
and secondary public education in the United States. It is a comprehensive, annual, national statistical
database of all public elementary and secondary schools and school districts, which contains data that are
comparable across all states.
Private Schools
Source: National Center for Education Statistics
Telephone: [phone]
The National Center for Education Statistics' primary database on private school locations in the United States.
Daycare Centers: Child Care Facility List
Source: Department of Health & Human Services
Telephone: [phone]
Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 1999 from the Federal
Emergency Management Agency (FEMA). Data depicts 100-year and 500-year flood zones as defined by FEMA.
NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR
in 2002 from the U.S. Fish and Wildlife Service.
STREET AND ADDRESS INFORMATION
© 2004 Geographic Data Technology, Inc., Rel. 07/2004. This product contains proprietary and confidential property of Geographic
Data Technology, Inc. Unauthorized use, including copying for other than testing and standard backup procedures, of this product is
expressly prohibited.
TC01415917.1r Page GR-10
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GEOCHEcK& - PHYSICAL SETTING SOURCE SUMMARY
GROUNDWATER FLOW DIRECTION INFORMATION
Groundwater flow direction for a particular site is best determined by a qualified environmental professional
using site-specific well data. If such data is not reasonably ascertainable, it may be necessary to rely on other
sources of information, such as surface topographic information, hydrologic information, hydrogeologic data
collected on nearby properties, and regional groundwater flow information (from deep aquifers).
TOPOGRAPHIC INFORMATION
Surface topography may be indicative of the direction of surficial groundwater flow. This information can be used to
assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or,
should contamination exist on the target property, what downgradient sites might be impacted.
TARGET PROPERTY TOPOGRAPHY
USGS Topographic Map: 35080-E7 MOORESVILLE, NC
General Topographic Gradient: General SSE
Source: USGS 7.5 min quad index
SURROUNDING TOPOGRAPHY: ELEVATION PROFILES
e W
C V b ? V A ?
O A ? N N
7 ? u
_N P
W . - . - . - . - . - . - . - . -
North
r
r-
0
O
O
W
TP
South
V UVi V
4
a
West I East
TP
0 1/2 1 Miles
Target Property Elevation: 834 ft.
Source: Topography has been determined from the USGS 7.5' Digital Elevation Model and should be evaluated
on a relative (not an absolute) basis. Relative elevation information between sites of close proximity
should be field verified.
TC01415917.1r PageA-2
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GEOCHECe - PHYSICAL SETTING SOURCE SUMMARY
GROUNDWATER FLOW VELOCITY INFORMATION
Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional
using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary
to rely on other sources of information, including geologic age identification, rock stratigraphic unit and soil
characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes
move more quickly through sandy-gravelly types of soils than silty-clayey types of soils.
Geologic information can be used by the environmental professional in forming an opinion about the relative speed
at which contaminant migration may be occurring.
GEOLOGIC INFORMATION IN GENERAL AREA OF TARGET PROPERTY
ROCK STRATIGRAPHIC UNIT
GEOLOGIC AGE IDENTIFICATION
Era: Paleozoic Category: Plutonic and Intrusive Rocks
System: Ordovian
Series: Lower Paleozoic granitic rocks
Code: Pzg1 (decoded above as Era, System & Series)
Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology
of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman
Map, USGS Digital Data Series DDS - 11 (1994).
DOMINANT SOIL COMPOSITION IN GENERAL AREA OF TARGET PROPERTY
The U.S. Department of Agriculture's (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil
Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information
for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns
in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps.
The following information is based on Soil Conservation Service STATSGO data.
Soil Component Name: CECIL
Soil Surface Texture: sandy clay loam
Hydrologic Group: Class B - Moderate infiltration rates. Deep and moderately deep,
moderately well and well drained soils with moderately coarse
textures.
Soil Drainage Class: Well drained. Soils have intermediate water holding capacity. Depth to
water table is more than 6 feet.
Hydric Status: Soil does not meet the requirements for a hydric soil.
Corrosion Potential - Uncoated Steel: HIGH
Depth to Bedrock Min: > 60 inches
Depth to Bedrock Max: > 60 inches
TC01415917.1r Page A-4
GEOCHECKD - PHYSICAL SETTING SOURCE SUMMARY
ADDITIONAL ENVIRONMENTAL RECORD SOURCES
According to ASTM E 1527-00, Section 7.2.2, "one or more additional state or local sources of environmental
records may be checked, in the discretion of the environmental professional, to enhance and supplement federal
and state sources... Factors to consider in determining which local or additional state records, if
any, should be checked include (1) whether they are reasonably ascertainable, (2) whether they are sufficiently
useful, accurate, and complete in light of the objective of the records review (see 7.1.1), and (3) whether they
are obtained, pursuant to local, good commercial or customary practice." One of the record sources listed in Section
7.2.2 is water well information. Water well information can be used to assist the environmental professional in
assessing sources that may impact groundwater flow direction, and in forming an opinion about the impact of
contaminant migration on nearby drinking water wells.
WELL SEARCH DISTANCE INFORMATION
DATABASE SEARCH DISTANCE (miles)
Federal USGS 1.000
Federal FRDS PWS Nearest PWS within 1 mile
State Database 1.000
FEDERAL USGS WELL INFORMATION
LOCATION
MAP ID WELL ID FROM TP
3 US-GS2259828 1/2 - 1 Mile North
4 USGS2259832 112 -11 Mile NNE
5 USGS2259834 1/2 -1 Mile NNE
6 USGS2259836 1/2 -1 Mile NNW
FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION
LOCATION
MAP ID WELL ID FROM TP
2 7C0149414 1/2 -11 Mile NNE
Note: PWS System location is not always the same as well location.
STATE DATABASE WELL INFORMATION
LOCATION
MAP ID WELL ID FROM TP
1 NCWS002110 1/4 - 1/2 Mile SE
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GEOCHECK©- PHYSICAL SETTING SOURCE MAP FINDINGS
Map ID
Direction
Distance
Elevation Database EDR ID Number
1
SE NC WELLS NCWS002110
1/4 -1/2 Mile
Higher
Site Name: WELL #1
PWS ID: 0149600 Source code: S01
City: MOORESVILLE
County: Iredell
Latitude: 353417.387 Longitude: 804825.169
Availability: Permanent
Type: Ground Depth: 0
Owner: JOHN MURRAY
2
NNE
1/2 -1 Mile
Higher
FRDS PWS NCO149414
PWS ID: NCO149414 PWS Status: Active
Date Initiated: 7706 Date DeactivatedNot Reported
PWS Name: AMITY LUTH CH
MOORESVILLE, NC 28115
Addressee / Facility: System Owner/Responsible Party
AMITY LUTH CH
RT 5
MOORESVILLE, NC 28115
Addressee / Facility: System Owner/Responsible Party
AMITY LUTH CH
RT 5
MOORESVILLE, NC 28115
Facility Latitude: 35 35 04 Facility Longitude08O 48 37
Facility Latitude: 35 44 15 Facility LongitudeD80 46 15
City Served: MOORESVILLE
Treatment Class: Untreated Population: 00000050
PWS currently has or had major violation(s) or enforcement: Yes
Violations information not reported.
ENFORCEMENT INFORMATION:
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Regular
Contaminant: NITRATE
Compliance Period: 2002-01-01 - 2002-12-31
Violation ID: 0318039
Enforcement Date: 2003-02-18
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Regular
Contaminant: NITRATE
Compliance Period: 2002-01-01 - 2002-12-31
Violation ID: 0318039
Enforcement Date: 2003-02-18
Analytical Value: 0
Enforcement ID: 0316019
Enf. Action: State Formal NOV Issued
Analytical Value: 0
Enforcement ID: 0316018
Enf. Action: State Public Notif Requested
TC01415917.1 r Page A-8
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GEOCHECK(?O- PHYSICAL SETTING SOURCE MAP FINDINGS
ENFORCEMENT INFORMATION:
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System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 2000-07-01 - 2000-09-30 Analytical Value: 0
Violation ID: 0318039 Enforcement ID: 0300031
Enforcement Date: 2003-03-31 Enf. Action: State Compliance Achieved
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 2002-08-01 - 2002-08-31 Analytical Value: 0
Violation ID: 0318039 Enforcement ID: 0300031
Enforcement Date: 2003-03-31 Enf. Action: State Compliance Achieved
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-04-01 - 1999-06-30 Analytical Value: 0000000.000000000
Violation ID: 0000371 Enforcement ID: 9906278
Enforcement Date: 1999-08-12 Enf. Action: State Public Notif Requested
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-10-01 - 1999-12-31 Analytical Value: 0000000.000000000
Violation ID: 0000371 Enforcement ID: 0006223
Enforcement Date: 2000-02-04 Enf. Action: State Formal NOV Issued
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-10-01 - 1999-12-31 Analytical Value: 0000000.000000000
Violation ID: 0003413 Enforcement ID: 0006224
Enforcement Date: 2000-02-04 Enf. Action: State Public Notif Requested
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-10-01 - 1999-12-31 Analytical Value: 0000000.000000000
Violation ID: 0003413 Enforcement ID: 0009904
Enforcement Date: 2000-02-15 Enf. Action: State Admin Penalty Assessed
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-10-01 - 1999-12-31 Analytical Value: 0000000.000000000
Violation ID: 0003413 Enforcement ID: 0009905
Enforcement Date: 2000-02-15 Enf. Action: State AO (w/penalty) Issued
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-04-01 - 1999-06-30 Analytical Value: 0000000.000000000
Violation ID: 9909608 Enforcement ID: 9906277
Enforcement Date: 1999-08-12 Enf. Action: State Formal NOV Issued
System Name: AMITY LUTHERAN CHURCH
Violation Type: Monitoring, Routine Major (TCR)
Contaminant: COLIFORM (TCR)
Compliance Period: 1999-04-01 - 1999-06-30 Analytical Value: 0000000.000000000
Violation ID: 9909608 Enforcement ID: 9906278
Enforcement Date: 1999-08-12 Enf. Action: State Public Notif Requested
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GEOCHECK©- PHYSICAL SETTING SOURCE MAP FINDINGS
Agency cd: USGS Site no: 353517080482601
Site name: IR-115
Latitude: 353517
Longitude: 0804826 Dec ]at: 35.58819307
Dec Ion: -80.8070167 Coor meth: M
Coor accr: S Lationg datum: NAD27
Dec lationg datum: NAD83 District: 37
State: 37 County: 097
Country: US Land net: Not Reported
Location map: Not Reported Map scale: Not Reported
Altitude: Not Reported Altitude method: Not Reported
Altitude accuracy: Not Reported Altitude datum: Not Reported
Hydrologic: Not Reported
Topographic: Hillside (slope)
Site type: Ground-water other than Spring Date construction: Not Reported
Date inventoried: Not Reported Mean greenwich time offset: EST
Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type
Aquifer Type: Not Reported
Aquifer: Not Reported
Well depth: 400.0 Hole depth: Not Reported
Source of depth data: reporting agency (generally USGTroject number: 453709900
Real time data flag: 0 Daily flow data begin date: 0000-00-00
Daily flow data end date: 0000-00-00 Daily flow data count: 0
Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00
Peak flow data count: 0 Water quality data begin date: 0000-00-00
Water quality data end date:0000-00-00 Water quality data count: 0
Ground water data begin date: 1954-00-00 Ground water data end date: 1954-00-00
Ground water data count: 1
Ground-water levels, Number of Measurements: 1
Feet below Feet to
Date Surface Sealevel
1954 25
5
NNE
1l2 -1 Mile
Higher
Agency cd: USGS Site no:
Site name: IR-114
Latitude: 353521
Longitude: 0804823 Dec lat:
Dec Ion: -80.80618334 Coor meth:
Coor accr: S Lationg datum:
Dec latlong datum: NAD83 District:
State: 37 County:
Country: US Land net:
Location map: Not Reported Map scale:
Altitude: Not Reported Altitude method:
Altitude accuracy: Not Reported Altitude datum:
Hydrologic: Not Reported
Topographic: Hillside (slope)
Site type: Ground-water other than Spring Date construction:
Date inventoried: Not Reported Mean greenwich time offset:
Local standard time flag: Y Type of ground water site:
Aquifer Type: Not Reported
Aquifer: Not Reported
Well depth: 270.0 Hole depth:
Source of depth data: reporting agency (generally USG Troject number:
Real time data flag: 0 Daily flow data begin date:
Daily flow data end date: 0000-00-00 Daily flow data count:
Peak flow data begin date: 0000-00-00 Peak flow data end date:
FED USGS USGS2259834
353521080482301
35.5893042
M
NAD27
37
097
Not Reported
Not Reported
Not Reported
Not Reported
Not Reported
EST
Single well, other than collector or Ranney type
Not Reported
453709900
0000-00-00
0
0000-00-00
TC01415917.1 r Page A-12
GEOCHECK©- PHYSICAL SETTING SOURCE MAP FINDINGS
RADON
AREA RADON INFORMATION
State Database: NC Radon
Radon Test Results
County Result Type Total Sites Avg pCi/L Range pCi/L
IREDELL Statistical 52 1.83 -0.80-9.50
IREDELL Non-Statistical 84 2.27 0.00-9.50
Federal EPA Radon Zone for IREDELL County: 2
Note: Zone 1 indoor average level > 4 pCi/L.
Zone 2 indoor average level >= 2 pCi/L and <= 4 pCi/L.
Zone 3 indoor average level < 2 pCi/L.
Federal Area Radon Information for Zip Code: 28115
Number of sites tested: 11
Area Average Activity % <4 pCi/L % 4-20 pCi/L % >20 pCi/L
Living Area - 1 st Floor 1.255 pCi/L 100% 0% 0%
Living Area - 2nd Floor Not Reported Not Reported Not Reported Not Reported
Basement 4.267 pCi/L 67% 33% 0%
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PHYSICAL SETTING SOURCE RECORDS SEARCHED
STATE RECORDS
NC Natural Areas: Significant Natural Heritage Areas
Source: Center for Geographic Information and Analysis
Telephone: [phone]
A polygon converage identifying sites (terrestrial or aquatic that have particular biodiversity significance.
A site's significance may be due to the presenceof rare species, rare or hight quality natural communities, or
other important ecological features.
NC Game Lands: Wildlife Resources Commission Game Lands
Source: Center for Geographic Information and Analysis
Telephone: [phone]
All publicly owned game lands managed by the North Carolina Wildlife Resources Commission and as listed in Hunting
and Fishing Maps.
NC Natural Heritage Sites: Natural Heritage Element Occurrence Sites
Source: Center for Geographic Information and Analysis
Telephone: [phone]
A point coverage identifying locations of rare and endangered species, occurrences of exemplary or unique natural
ecosystems (terrestrial or aquatic), and special animal habitats (e.g., colonial waterbird nesting sites).
North Carolina Public Water Supply Wells
Source: Department of Environmental Health
Telephone: [phone]
RADON
State Database: NC Radon
Source: Department of Environment 8, Natural Resources
Telephone: [phone]
Radon Statistical and Non Statiscal Data
Area Radon Information
Source: USGS
Telephone: [phone]
The National Radon Database has been developed by the U.S. Environmental Protection Agency
(USEPA) and is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey.
The study covers the years 1986 - 1992. Where necessary data has been supplemented by information collected at
private sources such as universities and research institutions.
EPA Radon Zones
Source: EPA
Telephone: [phone]
Sections 307 & 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated indoor
radon levels.
OTHER
Airport Landing Facilities: Private and public use landing facilities
Source: Federal Aviation Administration, 800-457-6656
Epicenters: World earthquake epicenters, Richter 5 or greater
Source: Department of Commerce, National Oceanic and Atmospheric Administration
TC01415917.1r Page A-16
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Entrainment Calculation Form
Project: Dye Branch Stream Restoration
Stream: Cemetery Branch
Date: 5/26/2005
Location: Mooresville, NC
Reach: Trib (Existing)
Observers: Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
6 di mm D50 from Riffle or Pavement' 'Choose
2 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0320 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
88.9 mm Largest Bar Sample Particle in mm
0.29 Di ft Largest Bar Sample Particle in ft
0.0190 Se Wit Bankfull Water Surface Slope
0.81 dr ft Bankfulll Mean Depth Required
0.97 de it Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 1.20 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'DI)/de 1.65 = submerged specific weight of sediment
0.29 Di ft Largest Bar Sample Particle
0.97 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0159 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 1.20 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 y Ibs/cu it Density of water
0.76 R=A/W
6.76 A sq ft Bankfull Cross-Sectional Area
8.92 W Wetted parameter
0.0190 S Wit Bankfull Water Surface Slope
0.898504 Tc Ib/s r ft Tc = RS
88.9 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
45-180 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.4-1.2
Ib/ft2' Predicted Shear Stress Required to move Di (lb/112)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
'mociaiec Snieios curve oata trom rtosgen zuui
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Entrainment Calculation Form
Project: Dye Branch Stream Restoration
Stream: Cemetery Branch
Date: 5/26/2005
Location: Mooresville, NC
Reach: Proposed UT
Observers: LT
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
6 di mm D50 from Riffle or Pavement 'Choose
1.8 d50 mm D50 from Bar Sample or Sub Pavement One
0.0292 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
88.9 mm Largest Bar Sample Particle in mm
0.29 Di ft Largest Bar Sample Particle in ft
0.0190 Se ft/ft Bankfull Water Surface Slope
0.74 dr ft Bankfulll Mean Depth Required
0.70 de it Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 0.95 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.29 Di ft Largest Bar Sample Particle
0.70 de ft Bankfull Mean Depth (From Rifffle Cross Section)
0.0201 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.95 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 y Ibs/cu ft Density of water
0.61 R=A/W
7 A sq it Bankfull Cross-Sectional Area
11.4 W Wetted perimeter
0.0190 S ft/ft Bankfull Water Surface Slope
0.728 Tc Ib/s r It Tc = RS
88.9 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
35-150 mm' predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238

0.4-1.2
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
woaltled Shlelas curve data trom Hosgen 2uU1
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Entrainment Calculation Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005

Location: Mooresville, NC
Reach: Reach 3 (Existing)
Observers: Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
2.6 di mm D50 from Riffle or Pavement' 'Choose
2.8 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0890 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
45.7 mm Largest Bar Sample Particle in mm
0.15 Di ft Largest Bar Sample Particle in it
0.0110 Se ft/ft Bankfull Water Surface Slope
2.00 dr It Bankfulll Mean Depth Required
1.18 de It Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 0.59 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65`Di)/de 1.65 = submerged specific weight of sediment
0.15 Di ft Largest Bar Sample Particle
1.18 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0187 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.59 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu it Density of water
1.02 R=A/Wp
17.4 A sq It Bankfull Cross-Sectional Area
17.11 W Wetted parameter
0.0110 S ft/ft Bankfull Water Surface Slope
0.698034 Tc Ib/s r it Tc = RS
45.7 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
43 - 100 mm' predicted by the Sheilds diagram, Red field book: p.190; Blue: .238

0.2 - .75
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
'Modined 5hieids Curve data from Hosgen 2001
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Entrainment Calculation Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005

Location: Mooresville, NC
Reach: Proposed Reach 3
Observers: LT
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
2.6 di mm D50 from Riffle or Pavement' 'Choose
2.8 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0890 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
45.7 mm Largest Bar Sample Particle in mm
0.15 Di It Lar est Bar Sample Particle in It
0.0102 Se ft/ft Bankfull Water Surface Slope
2.16 drft Bankfulll Mean Depth Required
1.90 de It Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 0.88 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.15 Di ft Largest Bar Sample Particle
1.90 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0116 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.88 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 y ibs/cu ft Density of water
1.07 R=A/Wp
18.8 A sq It Bankfull Cross-Sectional Area
17.6 W Wetted perimeter
0.0102 S ft/ft Bankfull Water Surface Slope
0.679876 Tc Ib/s r ft Tc = RS
45.7 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
35-120 mm' predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238

0.2 - 0.75
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
'Modified Shields Gurve data from Hosgen 2001
0
Entrainment Calculation Form
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Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005

Location: Mooresville, NC
Reach: Reach 2 (Existing)
Observers: Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
9 di mm D50 from Riffle or Pavement 'Choose
2.8 d50 mm D50 from Bar Sample or Sub Pavement One
0.0301 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci`1.65'Df)/Se 1.65 = submerged specific weight of sediment
24 mm Largest Bar Sample Particle in mm
0.08 Di it Largest Bar Sample Particle in ft
0.0080 Se ft/ft Bankfull Water Surface Slope
0.49 dr ft Bankfulll Mean Depth Required
1.63 de it Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 3.33 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 =submerged specific weight of sediment
0.08 Di ft Largest Bar Sample Particle
1.63 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0024 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 3.33 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 y Ibs/cu ft Density of water
1.26 R=A/W
18.13 A s ft Bankfull Cross-Sectional Area
14.4 W Wetted parameter
0.0080 S ft/ft Bankfull Water Surface Slope
0.628507 Tc Ib/s r It Tc = RS
24 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
38 mm' predicted by the Sheilds diagram, Red field book: .190; Blue: p.238

0.44
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
'mooitieo snieios uurve oata from nosgen 2uui
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Entrainment Calculation Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 617/2005

Location: Mooresville, NC
Reach: Proposed Reach 2
Observers: LT
Critical Dimensionless Shear Stress:
TO = 0.0834(di/d50)^-0.872
Value Variable Definition
9 di mm D50 from Riffle or Pavement' 'Choose
2.8 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0301 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
45.7 mm Largest Bar Sample Particle in mm
0.15 Di It Lar est Bar Sample Particle in It
0.0094 Se ft/ft Bankfull Water Surface Slope
0.79 dr It Bankfull) Mean Depth Required
1.24 de It Bankfull Mean Depth (From Rifffie Cross Section)
de/dr= 1.57 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.15 Di ft Largest Bar Sample Particle
1.24 de It Bankfull Mean Depth (From Rifffie Cross Section)
0.0060 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 1.57 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 y Ibs/cu It Density of water
1.08 R=A/W
20 A sq ft Bankfull Cross-Sectional Area
18.58 W Wetted perimeter
0.0094 S ft/ft Bankfull Water Surface Slope
0.633404 Te Ib/s r It Tc = RS
45.7 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
30-110 mm' predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238

.2-.75
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
'Mooned snieids curve oata trom Hosgen zuul
Entrainment Calculation Form
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Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005

Location: Mooresville, NC
Reach: Reach 1 (Existing)
Observers: Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
6 di mm D50 from Riffle or Pavement' 'Choose
2.8 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0429 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'DI)/Se 1.65 = submerged specific weight of sediment
24 mm Largest Bar Sample Particle in mm
0.08 Di ft Lar est Bar Sample Particle in ft
0.0056 Se ft/ft Bankfull Water Surface Slope
1.00 dr ft Bankfulll Mean Depth Required
1.58 de It Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 1.59 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.08 Di It Largest Bar Sample Particle
1.58 de it Bankfull Mean Depth (From Rifffle Cross Section)
0.0035 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 1.59 if = 1 <1 >t
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu It Densi of water
1.05 R=A/Wp
19.68 A s ft Bankfull Cross-Sectional Area
18.79 W Wetted parameter
0.0056 S ft/ft Bankfull Water Surface Slope
0.365991 Tc Ib/sqr It Tc = RS
24 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
20-90 mm' predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238

0.41
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238
'Modified Shields Gurve data from Hosgen 2001
Entrainment Calculation Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 617/2005

Location: Mooresville, NC
Reach: Proposed Reach 1
Observers: LT
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
6 di mm D50 from Riffle or Pavement' *Choose
2.8 d50 mm D50 from Bar Sample or Sub Pavement* One
0.0429 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci*1.65*Di)/Se 1.65 = submerged specific weight of sediment
24 mm Largest Bar Sample Particle in mm
0.08 Di It Largest Bar Sample Particle in It
0.0052 Se ft/ft Bankfull Water Surface Slope
1.07 dr It Bankfull) Mean Depth Required
1.40 de It Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 1.31 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci*1.65*Di)/de 1.65 = submerged specific weight of sediment
0.08 Di ft Largest Bar Sample Particle
1.40 de It Bankfull Mean Depth (From Rifffle Cross Section)
0.0040 Srft/it Bankfull Water Surface Slope Required
Se/Sr= 1.31 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu ft Density of water
1.21 R=A/Wp
24.1 A sq ft Bankfull Cross-Sectional Area
20 Wp Wetted perimeter
0.0052 S ft/ft Bankfull Water Surface Slope
0.390998 Tc Ib/sqr It Tc = yRS
24 Di mm Largest Bar Sample Particle mm
Moveable Particle size (mm) at Bankfull Shear Stress
15-60 mm' predicted b the Sheilds diagram, Redfield book: .190; Blue: .238

0.1-0.5
Ib/ft2' Predicted Shear Stress Required to move Di (ib/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
nmomuea bnieias curve aata Trom mosgen zuut

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Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005
Location: Mooresville, NC
Reach: Existing Reach 1
Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area (Abkf) 19.68 s ft Bankfull Mean Depth (Dbkf) 1.58 ft
Bankfull Width Wbkf) 12.47 ft Wetted Parameter (WP) 15.63 ft
D84 (Riffle or pavement) 11 mm D84 (mm/304.8) 0.04 ft
Bankfull Sloe (S) 0.0056 ft/ft Hydraulic Radius (R) 1.26 ft
Gravitational Accleration () 32.2 fUs sec Dbkf/D84 (use D84 in ft) 39.50 ft/ft
Bankfull Maximum Depth 2.2 ft. R/D84 (use D84 in ft) 31.48 ft/ft
Dbkf/D84, u/u*, Mannin s n
u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 11.6 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.025
Velocity (From ammngs equation: u=11.4865 3 ^ n 5.19 fUs
u/u*=2.83+5.7Io R/D84
U. u* _ (gRS)^.5 0.48 fUs
Velocity: u = u 2.83+5.7 og 84 5.42 fUs
Mannin s n b StreamT e
Stream type E4
Mannings n (Red Book: p187; Blue :p237) 0.032
Velocity (From annings' equation: u=1.4865 3 ^1 /2)/n) 4.05 ft/s
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 63.75 cfs
Velocity u= or from stream gage y rau is geometry 3.24 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.22583012
Friction Factor - f 1/f^1/2 = 2.03 log (aR/(D84*3.5)) 0.056340489
Velocity (From D'Arcy eis ac equation: u= 8 g 1 2 5.68 fUs
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n
u
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Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 6/7/2005
Location: Mooresville, NC
Reach: Proposed Reach1
Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area (Abkf) 24.1 s ft Bankfull Mean Depth (Dbkf) 1.40 ft
Bankfull Width (Wbkf) 17.2 ft Wetted Perimeter (WP) 20.00 ft
D84 (Riffle or pavement) 11 mm D84 (mm/304.8) 0.04 ft
Bankfull Sloe (S) 0.0052 ft/ft Hydraulic Radius R) 1.20 ft
Gravitational Accleration () 32.2 fUs sec Dbkf/D84 (use D84 in ft) 35.03 ft/ft
Bankfull Maximum Depth 2.1 ft. R/D84 (use D84 in ft) 30.12 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u' (Using Dbkf/D84 Red Book: p188; Blue p233) 11.4 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.026
Velocity (From Mann ings equation: u=1.4865 * (R A 3 /2)/n) 4.67 fUs
u/u'=2.83+5.71o R/D84
U' u' _ (gRS)^.5 0.45 fUs
Velocity: u = u 2.83+5.7 log ( 84 5.06 fUs
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From annings' equation: u=1.4865 * (R ^ 3 ^1 /2)/n) 6.74 fUs
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 63.75 cfs
Velocity u= or from stream gage hydraulic geometry 2.65 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.22
Friction Factor - f 1/f^1/2 = 2.03 log (aR/(D84'3.5)) 0.06
Velocity (From D'Arcy eis ac equation: u= 8 g 1 2 5.30 ft/s
r_
Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005

Location: Mooresville, NC
Reach: Existing Reach 2
Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area (Abkf) 18.13 s ft Bankfull Mean Depth (Dbkf) 1.63 ft
Bankfull Width (Wbkf) 11.15 ft Wetted Parameter (WP) 14.40 ft
D84 (Riffle or pavement) 11 mm D84 (mm/304.8) 0.04 ft
Bankfull Sloe (S) 0.008 ft/ft Hydraulic Radius (R) 1.26 ft
Gravitational Accleration () 32.2 fUs sec Dbkf/D84 (use D84 in ft) 40.65 ft/ft
Bankfull Maximum Depth 2.81 ft. R/D84 (use D84 in ft) 31.47 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u' (Using Dbkf/D84 Red Book: pl88; Blue p233) 11.8 fUs/fUs
Mannings n (Red Book: pl89; Blue :p236) 0.025
Velocity (From Mann ings equation: u=1.4865 1 n 6.20 fUs
u/u'=2.83+5.7log R/D84
u* u` _ (gRS)^.5 0.57 fUs
Velocity: u = u 2.83+5.7 log 84 6.47 fUs
Mannin s n b StreamT e
Stream type E4
Mannings n (Red Book: p187; Blue :p237) 0.032
Velocity (From annings' equation: u=1.4865 ^ 3 ^1 /2)/n) 4.84 fUs
Continuity Equation
Obkf (cfs) original curve or stream gage hydraulic geometry 63.75 cfs
Velocity u= or from stream gage y rau is geometry 3.52 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 14.28317587
Friction Factor - f 1/f^1/2 = 2.03 log (aR/(D84'3.5)) 0.054574553
Velocity (From D'Arcy eis ac equation: u= 8 g / 1 2 6.89 fUs
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F
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Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 6/7/2005
Location: Mooresville, NC
Reach: Proposed Reach 2
Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area (Abkf) 20 s ft Bankfull Mean Depth (Dbkf) 1.24 ft
Bankfull Width Wbkf) 16.1 ft Wetted Perimeter (WP) 18.58 ft
D84 (Riffle or pavement) 11 mm D84 (mm/304.8) 0.04 ft
Bankfull Sloe (S 0.00943 ft/ft ulic Radius (R)
a 1.08 ft
Gravitational Accleration () 32.2 fUs sec D84 (use D84 in ft)
# 31.06 ft/ft
Bankfull Maximum Depth 1.8 ft. R/D8
(use D84 in ft)
44 26.90 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u' (Using Dbkf/D84 Red Book: p188; Blue p233) 11 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.026
Velocity (From Mann ings equation: u=1.4865 (11,12/3) (SAJ /2)/n) 5.83 fUs
u/u'=2.83+5.71 o g R/D84
U* u' _ (gRS)^.5 0.57 fUs
Velocity: u = u 2.83+5.7 og 84 6.28 fUs
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
e ocity (From annings equation: u=-1.4865 * ^ 213) ^1 /2)/n) 8.42 fUs
Continuity Equation
Obkf (cfs) original curve or stream gage hydraulic geometry 63.75 cfs
Velocity u= or from stream gage y rau is geometry 3.19 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.04572737
Friction Factor - f 1/f^1/2 = 2.03 log (aR/(D84'3.5)) 0.060592412
Velocity (From D'Arcy eis ac equation: u= g / ^1 2 6.57 fUs

1
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k
r_
r_-
Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005

Location: Mooresville, NC
Reach: Existing Reach 3
Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area (Abkf) 17.4 s it Bankfull Mean Depth (Dbkf) 1.18 ft
Bankfull Width (Wbkf 14.75 ft Wetted Parameter (WP) 17.11 it
D84 (Riffle or pavement) 8.5 mm D84 (mm/304.8) 0.03 ft
Bankfull Sloe S 0.011 ft/ft Hydraulic Radius (R) 1.02 ft
Gravitational Accleration () 32.2 ft/s sec Dbkf/D84 (use D84 in ft) 39.33 ft/ft
Bankfull Maximum Depth 1.71 ft. (use D84 in ft) 33.90 ft/ft
Dbkf/D84, u/u*, Mannin s n
u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 11.6 ft/s/ft/s
Mannings n (Red Book: p189; Blue :p236) 0.026
Velocity (From Mann ings equation: u=1.4865 ' (R A 2/3) (SAI n 6.06 ft/s
u/u*=2.83+5.71o R/D84
u* u* _ (gRS)^.5 0.60 ft/s
Velocity: u = u 2.83+5.7 log / 84 6.93 ft/s
Mannin s n b StreamT e
Stream type G5
Mannings n (Red Book: p187; Blue :p237) 0.038
Velocity (From annings' equation: u=1.4865 ^2/3) ^1 /2)/n) 4.15 ft/s
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 63.67 cfs
Velocity u= or from stream gage y rau is geometry 3.66 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.06747857
Friction Factor - f 1/f^1/2 = 2.03 log (aR/(D84*3.5)) 0.05490575
Velocity (From D'Arcy eis ac equation: u= 8 g 1 2 7.24 ft/s
Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Dye Branch
Date: 5/26/2005
Location: Mooresville, NC
Reach: Proposed Reach 3
Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area (Abkf) 18.8 s ft Bankfull Mean Depth (Dbkf) 1.30 ft
Bankfull Width (Wbkf) 15 ft Wetted Perimeter (WP) 17.60 ft
D84 (Riffle or pavement) 8.5 mm D84 (mm1304.8) 0.03 ft
Bankfull Sloe (S) 0.01017 ft/ft Hydraulic Radius R) 1.07 ft
Gravitational Accleration () 32.2 fUs sec
J Dbkf/D84 (use D84 in ft) 43.33 ft/ft
Bankfull Maximum Depth 1.9 ft. R/D84 (use D84 in ft) 35.61 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u' (Using Dbkf/D84 Red Book: p188; Blue p233) 11.8 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.026
Velocity (From Mann ings equation: u=1.4865 3 1 /2)/n) 6.02 fUs
u/u'=2.83+5.7lo R/D84
U* u' _ (gRS)^.5 0.59 fUs
Velocity: u = u *(2.83+5.7 log 84 6.90 fUs
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From annings' equation: u=1.4865 * (R A 3 ^1 /2)/n) 8.70 fUs
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 63.67 cfs
Velocity u= or from stream gage y rau is geometry 3.39 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.30016481
Friction Factor - f 1/f^i/2 = 2.03 log (aR/(D84'3.5)) 0.053421182
Velocity (From D'Arcy eis ac equation: u= 8 g 2 7.24 fUs
L
141
u
h
[I
n.
n
r
I
G
Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Cemetery Branch
Date: 5/26/2005
Location: Mooresville, NC
Reach: Existing Trib
Observers: Mulkey
Input Variables Output Vari ables
Bankfull X-Sec Area (Abkf) 6.76 s ft Bankfull Mean Depth (Dbkf) 0.97 ft
Bankfull Width (Wbkf) 6.98 It Wetted Parameter (WP) 8.92 ft
D84 (Riffle or pavement) 10.5 mm D84 (mm/304.8) 0.03 ft
Bankfull Sloe (S) 0.019 ft/ft ulic Radius (R)
a 0.76 ft
Gravitational Accleration () 32.2 fUs sec D84 (use D84 in ft)
# 32.33 ft/ft
Bankfull Maximum Depth 1.52 ft. (use D84 in ft)
R/D8
44 25.26 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u" (Using Dbkf/D84 Red Book: p188; Blue p233) 11.2 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.026
Velocity (From annings equation: u=1.4865 * (R A 2/3) 1 /2)/n) 6.55 fUs
u/u'-2.83+5.71o R/D84
U* u' _ (gRS)^.5 0.68 fUs
Velocity: u = u' 2.83+5.7 log / 84 7.37 fUs ..
Mannings n b StreamT e
Stream type G4
Mannings n (Red Book: p187; Blue :p237) 0.038
e ocity (From annmgs' equation: u=1.4865 3 ^1 /2)/n) 4.48 fUs
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 52.13 cfs
Velocity u= or from stream gage hydraulic geometry 7.71 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.81125574
Friction Factor- f 1/f^1/2 = 2.03 log (aR/(D84'3.5)) 0.060749818
Velocity (From D'Arcy eis ac equation: u= 8 g 1 2 7.81 fUs
C
L',
C'
1 1
0

C
0
Velocity Comparison Form
Project: Dye Branch Stream Restoration
Stream: Cemetery Branch
Date: 5/26/2005
Location: Mooresville, NC
Reach: Proposed UT
Observers: Mulkey
Input Variables Output Vari ables
Bankfull X-Sec Area (Abkf) 7 s ft Bankfull Mean Depth (Dbkf) 0.7 It
Bankfull Width (Wbkf) 10 ft Wetted Perimeter (WP) 11.4 It
D84 (Riffle or pavement) 10.5 mm D84 (mm/304.8) 0.03 ft
Bankfull Sloe (S) 0.019 ft/ft Hydraulic Radius (R) 0.61 ft
Gravitational Accleration () 32.2 fUs sec Dbkf/D84 (use D84 in ft) 23.33 fUft
Bankfull Maximum Depth 1.1 ft. R/D84 (use D84 in ft) 20.47 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u' (Using Dbkf/D84 Red Book: p188; Blue p233) 10.5 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.027
Velocity (From Manning s equation: u=1.4865 (R12/3 ^1 /2)/n) 5.48 fUs
u/u'=2.83+5.71o g R/D84
U. u" _ (gRS)^.5 0.61 fUs
Velocity: u = u 2.83+5.7 og 84 6.31 fUs
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
e ocity rom annmgs' equation: u=1.4865 ^ 3 ^1 /2)/n) 8.22 fUs
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 52.13 cfs
Velocity u= or from stream gage y rau is geometry 7.45 fUs
Dr. Richard He Method
Coefficient a a= 11(R/dmax)^-0.314 13.32992238
Friction Factor - f 1/f^1/2 = 2.03 log (aR/(D84'3.5)) 0.06780208
Velocity rom D'Arcy eis ac equation: u= 8 g ^1 2 6.66 fUs
r..
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b
a
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50 0 100 rrwErrEAGINEEH PROJECT REFERENCE NO. SHEET N0.
- - DYE BRANCH STREAM RESTORATION 2
- -

T .
-
-
-? - --- -f - -
PROPOSED PROFILES

-
- 4
BANKFUL' i-
SL
QP
MU LKEY
--
- _
,- -PROPOSE NKFUL
D -BA L -`- C C
[J
A ENGINEERS 6 CONSULTANTS
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TYPICALS
NOT TO SCALE
DYE BRANCH - UPPER REACH (0+00 to 9+25)
{ 16:1
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 24JSO.FT.
DYE BRANCH - MIDDLE REACH (9+25 to 26+85)
t{e<
10.0' L16.1' 16:1 Z\°({0\NG
L
16.1 2'k-a.e' .I 1 e, T0.7'
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 20.0 SOFT.

0.6't 12'
6.6'
\o(to o
2•.

1
16 13.5'

0.6' 6.6'

16
'
' Z: °(t N

16:1 \ o
16:1 1.5'
6:1
.\
' :
3.I3' :1 4
0:1 3.9
2.0
LB
J. 2
TYPICAL POOL RIGHT TYPICAL POOL RIGHT
BANKFULL CROSS SECTIONAL AREA = 36.4 SOFT. BANKFULL CROSS SECTIONAL AREA = 29.0 SOFT.

0.01-

.\
ell
o
0.0
10.01
0.6'T 16:1 6 5.4'

B:I t
1.5' 6:I l 0.6? 16:1 6
ti {
:/ 3.3' ? 2.0' 10:1
TYPICAL POOL LEFT TYPICAL POOL LEFT
BANKFULL CROSS SECTIONAL AREA = 36.4 SOFT. BANKFULL CROSS SECTIONAL AREA = 29.0 SO. FT.
DYE BRANCH - LOWER REACH (26+85 to 37+70)
°( o
t
31 .a 0 1.3' Tun
.2'
12:1 f
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 18.8 SOFT.

e(
16:1 1.4
T
13.5'
{0
TYPICAL POOL RIGHT
BANKFULL CROSS SECTIONAL AREA = 29.0 SOFT.
-10.0' --13.5'-
6.'
16:1 3.9' 1.4' 16:1
I
TYPICAL POOL LEFT
BANKFULL CROSS SECTIONAL AREA = 29.0 SOFT.
e(
0( o
{
CEMETERY TRIBUTARY
5.0' 2.7' {\o e(
9' 1
:! 12:1 .2' .
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 7.0 SO. FT.
5.0' {\°tt0( .01
0.3' 16:1 T, • 2.5'IT5 fo.is' L. {
TYPICAL POOL RIGHT
BANKFULL CROSS SECTIONAL AREA = 103 SOFT.
5.0' 4.0' {\°G e(
7.5
0.? 16:10.75 :I
16:1
2jO
TYPICAL POOL LEFT
BANKFULL CROSS SECTIONAL AREA = 10.3 SOFT.
u
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DETAILS
NOT TO SCALE
DOUBLE LOG DROP STRUCTURE
CONSTRUCTED RIFFLE
r
1
' SHRUB PLANTINGS
0
. H=1.0
MAX
2' MIN _..___ WATER
Sp -.._,_._.._ URFACE 1. RIFFLE BED MATERIAL SHALL BE A MINIMUM OF 6 INCHES IN DEPTH.

LOG "
P C, C
C 7-II
s---- LOG °2

2. ROCK OR LOG SILL REQUIRED UP & DOWNSTREAM OF RIFFLE.
O
TIONAL
ROOTER ROCK
LOG •2? NO.4 REBAR t---,8
• RIFFLE BED MATERIAL ONLY TO BE
CEOTEXTILE
FABRIC PROPOS
INSTALLED AS SHOWN ON PLANS ED BANKFULL
BOULDER USED FOR L G
THaLwEG GRADE CONTROL AT
HEAD OF DO'HNSTREAM
RIFFLE POOL EXISTING
WATER SURFACE OR AS DIRECTED BY ON-SITE ENGINEER LINE TOE OF BANK WITH

8'-10" RIP RAP
SECTION A-A
50-60
DEGREES
LOW END
OF LOG "2
NO.4 REBAR
HIGH END 1"--- B
OF LOG °1
c?
FOOTER ROCK P00
ROOTOWAD
A A
TOP OF BANK -',
EXIST,WIATER 5 EDGE SED

RIFFLE BED MATERIAL-/
SHALL BE NATIVE R:PRAP /
OUARRIED STONE BED MATERIAL
PROPOSED
CHANNEL TOE
ROCK/LOG SILL
(SEE DETAIL)
FLOW
l-,
SECTION B-B
oC) E?LOW END vI LOG ° I ?BANKFU'LL
--- --- -
C t C y----------
- •? FLOW
\ EOULOERS g ._._._
?g00TER ROCK REBAR r(?' POOL
LOG °2
50-60
DEGREES SECTION C - C
8
-- E- HIGH END
OF LOG °2
FOOTER ROCK
A A A
-TOP OF BANK
-? A EXISTING
'ATER'S EDGE
BANKFULL
---------------------------------------
NO.4
C REBAR LOG °I
FLOW
B _ C ' C F-
--------------------- -------------
POOL
LOG °2
HEAD OF RIFFLE (See profiles for eevctions)
NATIVE BED MATERIAL
BETWEEN S7. IF LOG / ROCK SILL
?3 2 rrt 0
N
6' MIN
" MIN
RIFFLE LENGTH = 10' ON DYE BRANCH
5'ON CEMETERY BRANCH
PLAN VIEW SECTION D-D NOTES:
NOTES: '
CONSTRUCTED OF BOULDERS 3' X 2' X I
. SILL TO BE CONS
1. LOGS MAY BE NOTCHED TO ALLOW FOR PROPER CONNECTION. p )MIN. SIZE) OR LOGS WITH A DIAMETER OF 12' MINIMUM.
FABRIC INSTALLATION
THEY SHOULD BE ANCHORED TO ONE ANOTHER VIA NO. 4 REBAR BY DRILLING AND HAMMERING.
2. LOGS SHOULD BE OBTAINED FROM ON-SITE RESOURCES, WHEN 2. RIFFLE BED MATERIAL TO BE NATIVE BED RIP RAP/
APPROPRIATE. THEY SHOULD CONSIST OF NATIVE HARDWOOD MATERIAL, UNLESS DIRECTED QUARRIED STONE MATERIAL INSTALLED TO A MINIMUM
" OTHERWISE BY ON-SITE ENGINEER. MINIMUM DIAMETER OF LOGS IS 12 INCHES. - FABRIC TO LOOP TWICE AROUND LOG OF 6" 6`1-DEPTH,
3. BOULDERS SHOULD BE NATIVE QUARRIED ROCK, OR LOCAL SHOT ROCK, ANGULAR
OR OBLONG WITH THE FOLLOWING DIMENSIONS: 4' x 3' x 2' ( 1.75 TONS) OR LARGER,
3. GEOTEXTILE FABRIC TO USED ON ALL SILLS (ROCK &
4. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM SIDE OF LOGS. FABRIC SHOULD BE LOG), IF LOG SILLS ARE USED, FABRIC SHDULO WRAP
A
ATTACHED TO THE LOGS VIA 1.0 INCH LONG MINIMUM ROOFING NAILS WITH PLASTIC WASHERS
AROUND LOG A MINIMUM OF 2 TIMES.
SPACED NO GREATER THAN 16 INCHES APART. THE ATTACHMENT POINT SHOULD BE APPROXIMATELY

ONE HALF THE HEIGHT OF THE LOG SO THAT IT REMAINS UNSEEN ONCE THE STRUCTURE IS FABRIC TO LOG WITH
ATTACH
LOG SILLS SHALL BE ANCHORED AT TOE OF BANKS
4
COMPLETED. FABRIC SHOULD BE BURIED TO A MINIMUM DEPTH OF 2.0 FEET, OR AS DIRECTED .
PLASTIC CAP ROOFING NAILS
WITH BOULDERS TO PREVENT FLOATING OF LOG
BY THE ON-SITE ENGINEER. FABRIC SHOULD EXTEND UPSTREAM A MINIMUM LENGTH OF 6,0 OR SCOUR.
FEET, OR AS DIRECTED BY THE ON-SITE ENGINEER. FABRIC SHOULD BE BACKFILLED WITH NATIVE STONE,
OR THE APPROPRIATE STREAM BED COMPOSITION, AS DIRECTED BY ON-SITE ENGINEER. 5. TOE OF BANK TO BE LINED WITH 8"-10" RIP RAP.
5. H = MIN. OF 0.2", UNLESS DIRECTED OTHERWISE BY ON-SITE ENGINEER.
MAX OF 1.0'
PROPOSED
STREAMBED
GEOTEXTILE FABRIC
t
s
a
9
?KFULL
)EPTH
IANNEL
KFUL'_
EFTH
CHANNEL
FOOTER ROCKS
sEc1
C'
r- r/? -1rNK i n n
XSECT 10 N D D
l 1/3 _
H ? ? `• ??? 'vCt y ??
BOULDER
2' MIN. .O's \?? \IQ LON FLO' - - - - \
. rP .D :0e 1 ? `t-? i
FOOTER ROCKS t? ''LL «s f.. `.
CEO-TEXTILE FABRIC
FOOTER ROCKS
n
L
D
n
I G
u
n
n
- Is
DETAILS
NOT TO SCALE
PLAN VIEW
A'
L

o
TRANSPLANTS
-

_ a

FL W FROSI I ` cwi teor ; r•-- - -. '
?? {
J 1
DISSIPATOR
/
P.
'6 _ ?.

BOULDERS \
'
20-30
DEGREES
,? 00
O

FOOTER ROCKS
i
O'
IC /
NOTE: BOULDERS SHOULD BE NATIVE QUARRIED ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
APPROXIMATE MINIMUM DIMENSIONS OF 4' X 3' X 2'
FOR DYE BRANCH.
ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES
FOOTER ROCKS SHOULD BE A MINIMUM
SECTION A - A ' 3FTIM SM'H' FORT COBBLE B GRAVEL BED STREAMS.
NATIVE PLANTINGS GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
w? , -4.. ? F' !\F, ",, EXPOSED BOULDERS AND BURIED TO A MINIMUM
?`??'??? ? DEPTH AS DIRECTED BY ON SITE DESIGNER. FABRIC
A )x, ti SHOULD EXTEND UPSTREAM A MINIMUM LENGTH OF
PROJECTED TOP OF VANE WING OF 6 FT. OR AS DIRECTED BY ON SITE DESIGNER,
FABRIC SHOULD BE BACKFILLED WITH EXISTING
SLOPE= 2-77. BED MATERIAL.
H BOULDERS H = 0.3°-
--"-"-"---` GEOTEXTILE FABRIC (TYPJ
2' MIN. 0?? MAXIMUM DROP PER STEP = 1.0'
-"- BACKFILL BEHIND STEPS WITH 3' WASHED STONE
---- ----- ----------------------
FOOTER ROCKS
CEO-TEXTILE FABRIC , OQ
o ,
FOOTER ROCKS
STEP POOL DETAIL
SECTION B-B
1/3
Bankfull
Width
Low FLOW I
--------------- --- ------------
>? 4 f I
FOOTER ROCKS
SECTION C-C
a <
FOOTER ROCKS
SECTION D-D
I/3
I I, Bankfull
t
f? Width
'07?F`?
i °
BANKFULL
DEPTH
STREAM CHANNEL
D ° Y
BANKFULL
? DEPTH
STREAM CHANNEL
-------------
LOW FLOW
. ? . pr? ? i . ?C rrr--ac .'
BANKFULL o'
DEPTH
STREAM CHANNELs?
FOOTER ROCKS
ro •°
o. O

r

r
G.

0
DETAILS
NOT TO SCALE
ROOTWAD DETAILS
J-HOOK VANE DETAILS
ANGLE ROOT WADS 30°
UPSTREAM TOWARDS THE PGL
o ROOT FAN
EX. WATER SURFACER'. - n
OFF o
a° Z Et CUSL
T 7 c,o f FOOTER GAP SPACING= 14
FOOTER LOG ROCK ROCK DIAMETER
1.0 ft. MIN. DIA.)f FOOTER LOG
Y (1.0 ft MIN. DIA.)
BOULDERS e
ROOT WAD LOGS
f 1.0 ft - 1,5 ft MIN. DIA.)
i
FBOOTERLLOGS.R00T WADULOGS,ANCHOR SECTION A - A
LOGS AND IN BETWEEN ALL WADS TO z<
FIRMLY SECURE ALL COMPONENTS ROOT FANS SHALL LAP OVER
INCLUDING JOINTS, CONNECTIONS AND GAPS. A MINIMUM OF 2 ft.
NO
GAPS
PLAN VIEW
SHRUB PLANTINGS
A SCOUR GEOTEXTILE
NATURAL FIBER MATTING WITH r POOL
SEE PLANTING PLAN FOR FABRIC
LIVE STAKES ;S?TIAB,' L IZA TION MEASURES A
mcx
BANKFULL ELEVATION? MINIKIUM
VARIES BOULDER 4' x 3'x 2'
)
BOULDERS TO REST n
ON TOP OF ROOT WAD.
INVERT SECTION B-B
ELEV. q+? -- TROOT O INVERT HORIZONTAL
TO FOOTER LOG FLOw-
(PLACE 2/3 DIA.EELOW ANCHOR FOOTER LOG ROCKS TO BE
INVERT ELEV.( BACXFILL v+IrK;a,uu„u,„ --------
PLACED ON THE DOWNSTREAM END BEG MATERIAL M,N
OF EACH FOOTER LOG SO THAT IT SHRUB PLANTINGS ?`STREAM BED
IS LEANING AGAINST THE LOG ON
THE SIDE AWAY FROM THE CHANNEL. ? GEOTEXTILE?
0:9 d -2? .71.--.. FL07+'-- _ FA6R?C
CROSS SECTION VIEW = GEOTEXTILE
FABRIC
NOTES: SECTION C-C
I.A TRENCH SHALL BE DUG ALONG THE TOE OF THE BANK
TO A DEPTH OF TOE DIAMETER OF THE FOOTER LOG. A
PRUNED FOOTER LOG (MIN. DIA. 12") SHALL BE PLACED AT
THE TOE OF THE CHANNEL AND THE ROOTWAD (MIN. BASAL
DIA. 12', LENGTH 10-12') SHALL BE PLACED DIRECTLY ABOVE
IT. THE ROOT MASS SHALL BE ORIENTED IN SUCH A WAY
THAT THE VELOCITY VECTORS OF THE WATER ARE ALIGNED
WITH THE TRUNKS LONGITUDINAL AXIS AND WILL INTERSECT
THE ROOT MASS AT A 90' ANGLE. THERE SHALL BE NO VOID
BETWEEN THE ROOT MASS AND THE BANK ON THE UPSTREAM
SIDE OF THE CHANNEL. A BOULDER MAY BE PLACED ON THE
DOWNSTREAM SIDE, ON TOP OF, AND ON THE UPSTREAM SIDE
BETWEEN THE ROOT MASS AND THE BANK TO PROVIDE
EROSION CONTROL AS DIRECTED BY THE DESIGNER. BOULDERS
FOR THE ROOTWAD STRUCTURES SHALL BE, 1.75 TONS
(APPROX. 4' x 3' x 21 ON DYE BRANCH AS APPROVED
BY THE DESIGNER.
NOTES:
1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
THE FOLLOWING DIMENSION:
-----------------
2. AVERAGE SIZE IS 4'X3'X2' (APPROX. 3600 LB)
3n FOR COBBLE/GRAVEL, 3. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
Gh FOR SAND
FOROCKR, SCOUR 4. FOOTER ROCKS SHOULD BE A MINIMUM
HOLE OF 3 TIMES 'H' IN GRAVEL BED STREAMS.
I-I VANE LENGTH -I 5. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
(MAX DEPTH AT 0.9 of VANE LENGTH) SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
EXPOSED BOULDERS AND BURIED TO A MINIMUM
DEPTH OF 2 FT. OR AS DIRECTED BY ON SITE DESIGNER.
FABRIC SHOULD EXTEND UPSTREAM A MINIMUM
SECTION D-D LENGTH OF OF 6 FT. OR AS DIRECTED BY ON SITE
DESIGNER. FABRIC SHOULD BE BACKFILLED WITH 3" STONE.
6. H = MIN, OF 0.3'
5. ROOT WADS SHOULD BE FROM NATIVE HARDWOOD TREES WITH
SPREADING ROOT SYSTEMS, NO TAP ROOTS.
2. THE PREFERRED METHOD FOR INSTALLATION OF A ROOTVIAD
IS TO DRIVE THE SHARPENED TRUNK OF THE ROOTVrAD INTO
THE STREAMBANK USING AN EXCAVATOR CONTAINING A HYDRAULIC
THUMB. IF IT 1S DEEMED NOT POSSIBLE TO DRIVE THE TRUNK INTO
THE BANK,A TRENCH SHALL BE DUG IN THE BANK AND THE TRUNK
SHALL BE PLACED IN THE TRENCH. THE TRENCH SHALL BE
BACKFILLED AND COMPACTED,
3, ALL MATERIALS FOR THIS STRUCTURE SHALL BE APPROVED BY
THE DESIGNER PRIOR TO INSTALLATION.
4. STATIONING OF ROOTWADS SHALL BE AS SHOWN ON THE
PLANS OR AS DIRECTED BY THE DESIGNER. THE ACTUAL
NUMBER OF ROOTWADS NECESSARY WILL DEPEND ON THE
SIZE OF THE ROOT FAN AND THE ACTUAL CONDITION OF THE
SITE AT THE TIME OF CONSTRUCTION.
0
0
I'll

0
DETAILS
NOT TO SCALE
ROCK VANE DETAILS
GEOTEXTILE °
FABRIC
APPROX. 20-
BOULDERS j
",%FOOTER ROCKS
SILL
SHRUB PLANTINGS?
A
NOTES:
1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
THE FOLLOWING DIMENSION:
2. AVERAGE SIZE IS 4'X3'X2' (APPROX. 3600 LB)
3. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
4. FOOTER ROCKS SHOULD BE A MINIMUM
OF 3 TIMES 'H' IN GRAVEL BED STREAMS.
5. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
EXPOSED BOULDERS AND BURIED TO A MINIMUM
DEPTH OF 2 FT. OR AS DIRECTED BY ON SITE DESIGNER.
FABRIC SHOULD EXTEND UPSTREAM A MINIMUM
LENGTH OF OF 6 FT. OR AS DIRECTED BY ON SITE
DESIGNER. FABRIC SHOULD BE BACKFILLED WITH 3" STONE.
6. H = MIN.0F 0.3'
SHRUB PLANTINGS -?
0 9 Cna. -
SECTION B-B
SHRUB PLANTINGS 1
_ ? FLO'N-? `Cttr
-- ----------
SECTION A-A
FLOW
BACKFILL WITH
BED MATERIAL
2' Ng N STREAM BED
GEOTEXTILE FABRIC
DETAIL_ OF
GEOTEXTIL_E FABRIC
CROSS VANE DETAILS
PLAN VIEW
e-,
SECTION B-B
20"-30" LARGER BOULDERS
USED TO KEY INTO ti p
TYP. STREAM BANK 'y •??,??

A WEIR m
A FLO'PJ POOL NOTCH -

- .., Y Y.'l ?' ? y
ra a . o
?, a, y o r o BADEPTHL
GEO -TE FOOTER ROCKS
FA
LARGER BOULDERS STREAM CHANNEL

?

A FOOT
USED TO KEY INTO
STREAM BANK ER ROCKS
e TIVE PLANTINGS
SECTION A-A
NATIVE PLANTINGS
P CT ED TOP OF
VANE YJING
„ -?
BO SLOPE= 2 7%
BOULDERS
r vrn. Q .o': ?
ROCKS
GEO-TEXTILE FABRIC FOOTER
NOTES:
1. BOULDERS SHOULD BE NATIVE QUARRIED ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
THE FOLLO'NING DIMENSION:
2. AVERAGE SIZE IS 4'X3'X2' (APPROX. 3600 LB)--
3. ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
4. FOOTER ROCKS SHOULD BE A MINIMUM
OF 3 TIMES 'H' IN GRAVEL BED STREAMS.
5. GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
SIDE OF BOULDERS. FABRIC SHOULD BE OVERLAIN ON
EXPOSED BOULDERS AND BURIED TO A MINIMUM
DEPTH OF 2 FT. OR AS DIRECTED BY ON SITE DESIGNER.
FABRIC SHOULD EXTEND UPSTREAM A MINIMUM
LENGTH OF OF 6 FT. OR AS DIRECTED BY ON SITE
DESIGNER. FABRIC SHOULD BE BACKFILLED WITH 3' STONE.
6. H = MIN. OF 0.3'
--DYE BRANCH MAIN CHANNEL. STRUCTURES
ON CEMETERY BRANCH AVERAGE SIZE IS 2'X2'X I'
Ili
?_?
?sy??
CD
1..
/ __
i
?-?,
?:
r
?_
DBSRS
Old pipe in Dye Branch upper
culvert.
Street

II

Eroded banks along western side
Dye Branch middle reach.
DBSRS

iooxing gowns[ream.
DBSRS
Eroded bank near Cabarrus Street.
tsrancn lower reacn.

C

DBSRS
DBSRS
1I

n

DBSRS

Photo Point 4. View looking upstream from Cabarrus Avenue.

Lanarrus Avenue.
DBSRS

L
Photo Point 7. Vi
with Dye Branch.
DBSRS

Photo Point 7. View looking
Street.
DBSRS
Photo Point 8. View looking southwest
DBSRS

16

A

a
i
?co& 243 1702
"j?M • 243 North Front Street • Wilmington, North Carolina 28401
NVOICE NUMBER DATE
CKREQUEST 10/6/2005
APPLICATION EE
114910
103601 200.00
TOTAL:
2 %o L
D
OC T 1 0 2005
WMA"DSAN? TTEp I R TM NVACH
200.00
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