20000307 Ver 1_COMPLETE FILE_20000310

North Carolina Wildlife Resources CommissionO
512 N. Salisbury Street, Raleigh, North Carolina 27604-1188, 919-733-3391
Charles R. Fullwood, Executive Director
MEMORANDUM
TO: John R. Dorney, Division of Water Quality
Dept. of Environment and Natural Resources APR 2?0
FROM: Ron Linville' Regional Coordinator . - r Er;..ANDS GROUT
? ` ? r?1iAl TTY Habitat Conservation Program j
DATE: March 30, 2000
SUBJECT: Review of an application by Charlotte-Mecklenburg Utilities, Water Transmission
Main Stream Relocation Project, DWQ No: 000307, Mecklenburg County
The applicant is requesting 401 Water Quality Certification from the North Carolina
Division of Water Quality to relocate a first order tributary to McDowell Creek. The NCWRC
has reviewed information provided by the applicant, and field biologists on our staff are familiar
with habitat values of the project area. These comments are provided in accordance with
provisions of the Clean Water Act of 1977 (33 U.S.C. 466 et. seq.) and the Fish and Wildlife
Coordination Act (48 Stat. 401, as amended; 16 [1.S.C. 661-667d).
The North Carolina Wildlife Resources Commission does not object to the project as
proposed. We are concerned about the design and structure of the artificial nick points. We
prefer that these nick points be constructed by using rock weirs or vanes as appropriate to insure
thalweg and bed_oad maintenance instead of small dam structures that can prevent aquatic life
migration. We also suggest that the amount of riprap may be reduced through a greater
utilization of rootwads at strategic points and by not using riprap much above mean water level.
Matting and other methods of stabilization are preferred above mean water level in the floodplain
area. The stream should be revegetated with native riparian vegetation. The stream should be
relocated and stabilized in the dry before water is turned into it. The City and County should
seek to maintain the existing hydrographic conditions above this relocation.
Thank you for the opportunity to review and comment on this project. If you have any
questions regarding these comments, please contact me at 336/769-9453.
1
I
DEPARTMENT OF THE ARMY
Wilmington District, Corps of Engineers J' MAY 2 4 2000
Post Office Box 1890
Wilmington, North Carolina 28402-1890 WETLANDS GttOiiN
WATER QUALITY SF,
Action ID No. 200030730 May 24, 2000
PUBLIC NOTICE
CHARLOTTE-MECKLENBURG UTILITIES DEPARTMENT, 5100
BROOKSHIRE BOULEVARD, CHARLOTTE, NORTH CAROLINA 28216 has applied
for a Department of the Army (DA) permit TO RELOCATE APPROXIMATELY 900
LINEAR FEET OF AN UNNAMED TRIBUTARY TO MCDOWELL CREEK IN
ASSOCIATION WITH EXPANDING AND UPGRADING THE NORTH
MECKLENBURG WATER TREATMENT PLANT LOCATED AT_ 7980 BABE
STILLWELL FARM ROAD, NEAR HUNTERSVILLE, IN MECKLENBURG COUNTY,
NORTH CAROLINA.
The following description of the work is taken from data provided by the applicant and
from observations made during an onsite visit by a representative of the Corps of Engineers.
Plans submitted with the application show a proposal to relocate approximately 900 linear feet of
an unnamed tributary to McDowell Creek from an area adjacent to the water treatment plant
where expansion of the facility is planned. The plant site is 153 acres in size. The area
surrounding the section of stream that is proposed for relocation is either open field or a
riparian/bottomland forest in a relatively narrow floodplain. The canopy species present in the
project floodplain area include tulip poplar, willow oak, black walnut, red oak, white oak,
hackberry, american elm, and green ash. Understory tree species include black cherry, red
maple, ironwood, hazelnut, pawpaw, and flowering dogwood. No wetlands are present in the
project area. The stream channel to be relocated is a sinuous, perennial channel that has a bottom
width of 4-5 feet and a bankfull width of 10-15 feet. Generally, the stream is heavily silted with
6-8 inches of fine clay sediment overlying the original bottom. Occasionally, small areas of
gravel can be found. Creek chub and juvenile sunfish are known to populate the stream. The
applicant has had the morphologic parameters investigated and documented on the existing
stream and is proposing to relocate the channel into a new, approximately 925 linear foot
bioengineered channel with the goal being to mimic the natural characteristics of the old channel.
The purpose of the work is to allow for the expansion and upgrading of the adjacent water
treatment plant. Plans showing the work are included with this public notice.
The State of North Carolina will review this public notice to determine the need for the
applicant to obtain any required State authorization. No Department of the Army (DA) permit
will be issued until the coordinated State viewpoint on the proposal has been received and
reviewed by this agency, nor will a DA permit be issued until the North Carolina Division of
Water Quality (NCDWQ) has determined the applicability of a Water Quality Certificate as
required by PL 92-500.
2
This application is being considered pursuant to Section 404 of the Clean Water Act (33
U.S.C. 1344). Any person may request, in writing within the comment period specified in the
notice, that a public hearing be held to consider this application. Requests for public hearing
shall state, with particularity, the reasons for holding a public hearing.
The District Engineer has consulted the latest published version of the National Register of
Historic Places for the presence or absence of registered properties, or properties listed as being
eligible for inclusion therein, and this worksite is not registered property or property listed as
being eligible for inclusion in the Register. Consultation of the National Register constitutes the
extent of cultural resource investigations by the District Engineer, and he is otherwise unaware of
the presence of such resources. Presently, unknown archeological, scientific, prehistorical, or
historical data may be lost or destroyed by work under the requested permit.
The District Engineer, based on available information, is not aware that the proposed
activity will affect species, or their critical habitat, designated as endangered or threatened
pursuant to the Endangered Species Act of 1973.
The decision whether to issue a permit will be based on an evaluation of the probable
impacts, including cumulative impacts, of the proposed activity and its intended use on the
public interest. Evaluation of the probable impacts, which the proposed activity may have on the
public interest, requires a careful weighing of all those factors which become relevant in each
particular case. The benefits, which reasonably may be expected to accrue from the proposal,
must be balanced against its reasonably foreseeable detriments. The decision whether to
authorize a proposal, and if so the conditions under which it will be allowed to occur, are
therefore determined by the outcome of the general balancing process. That decision should
reflect the national concern for both protection and utilization of important resources. All
factors, which may be relevant to the proposal, must be considered including the cumulative
effects thereof. Among those are conservation, economics, aesthetics, general environmental
concerns, wetlands, cultural values, fish and wildlife values, flood hazards and flood plain values
(in accordance with Executive Order 11988), land use, navigation, shore erosion and accretion,
recreation, water supply and conservation, water quality, energy needs, safety, food and fiber
production, mineral needs, considerations of property ownership, and, in general, the needs and
welfare of the people. For activities involving the placement of dredged or fill materials in
waters of the United States, a permit will be denied if the discharge that would be authorized by
such permit would not comply with the Environmental Protection Agencies' 404(b)(1)
guidelines. Subject to the preceding sentence and any other applicable guidelines or criteria, a
permit will be granted unless the District Engineer determines that it would be contrary to the
public interest.
The Corps of Engineers is soliciting comments from the public; Federal, State and local
agencies and officials; Indian Tribes and other interested parties in order to consider and evaluate
the impacts of this proposed activity. Any comments received will be considered by the Corps of
Engineers to determine whether to issue, modify, condition or deny a permit for this proposal.
To make this decision, comments are used to assess impacts on endangered species, historic
properties, water quality, general environmental effects and the other public interest factors listed
above. Comments are used in the preparation of an Environmental Assessment (EA) and/or an
f
`1
3
Environmental Impact Statement (EIS) pursuant to the National Environmental Policy Act
(NEPA). Comments are also used to determine the need for a public hearing and to determine
the overall public interest of the proposed activity.
Generally, the decision whether to issue this Department of the Army (DA) permit will not
be made until the North Carolina Division of Water Quality (NCDWQ) issues, denies, or waives
State certification required by Section 401 of the Clean Water Act. The NCDWQ considers
whether or not the proposed activity will comply with Sections 301, 302, 306, and 307 of the
Clean Water Act. The application and this public notice for the Department of the Army (DA)
permit serves as application to the NCDWQ for certification.
Additional information regarding the Clean Water Act certification may be reviewed at the
offices of the Environmental Operations Section, North Carolina Division of Water Quality
(NCDWQ), Salisbury Street, Archdale Building, Raleigh, North Carolina. Copies of such
materials will be furnished to any person requesting copies upon payment of reproduction costs.
The North Carolina Division of Water Quality (NCDWQ) plans to take final action in the
issuance of the Clean Water Act certification on or after June 16, 2000.
All persons desiring to ..make comments regarding the application for Clean Water Act
certification should do so in writing delivered to the North Carolina Division of Water Quality
(NCDWQ), 1621 Mail Service Center, Raleigh, North Carolina 27699-1621, on or before
June 16, 2000, Attention: Mr. John Dorney.
Written comments pertinent to the proposed work, as outlined above, will be received in this
office, Attention: Mr. Steve Chapin, until 4:15 p.m., June 23, 2000, or telephone [phone].

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Date: 5/1/100 Caption: Charlotte-heck. Utilities Dept.
Scale: 1 inch equals 2000 feet Action ID. 200030730
Sheet 2 ofq
Copyright (C) 1997, Maptech, Inc.
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CREEK RELOCATION
SEQUENCE OF OPERATION
1. NO WORK IN THE AREA OF THE EXISTING AND NEW CREEK SHALL BE STARTED UNTIL ALL
NECESSARY PERMITS ARE OBTAINED.
2. ONCE THE NECESSARY PERMITS ARE OBTAINED. THE CONTRACTOR SHALL INSTALL ALL
REQUIRED EROSION CONTROL DEVICES PRIOR TO BEGINNING ANY EARTHMOVING ACTIVITIES.
3. CONTRACTOR SHALL INSTALL TEMPORARY CREEK DIVERSION DITCHES AND BERMS TO ROUTE
EXISTING CREEK AROUND CONSTRUCTION AREA. DITCHES SHALL BE LINED AS INDICATED ON
THE DRAWINGS AND SIZED TO PROVIDE SECTIONAL AREA EQUAL TO OR GREATER
THAN THE EXISTING CREEK. BERMS SHALL BE CONSTRUCTED AS INDICATED ON THE DRAWINGS.
4. CONTRACTOR SHALL LAYOUT AND EXCAVATE THE NEW CREEK TO THE TOP OF SUBGRADE
ELEVATIONS SHOWN ON THE DRAWINGS. A PRE-RELOCATION CONFERENCE WILL BE HELD
WITH THE ENGINEER. CONTRACTOR. AND CREEK MITIGATION SUBCONTRACTOR PRIOR TO
INSTALLATION OF ANY CREEK BANK MATERIALS TO REVIEW INSTALLATION REQUIREMENTS.
S. CONTRACTOR SHALL INSTALL CREEK BANK MATERIALS AS REQUIRED BY THE ENGINEER.
AFTER ALL CREEK BANK MATERIAL INSTALLATION IS COMPLETE. THE CREEK MITIGATION
SUBCONTRACTOR WILL BE RESPONSIBLE FOR INSTALLING ALL BOULDER RIFFLES. LIVESTAKING
MATERIALS AND TREE PLANTING.
6. CREEK BANKS AND ADJACENT DISTURBED AREAS SHALL BE COMPLETED AND STABILIZED
PRIOR TO INTRODUCING CREEK FLOW TO THE NEW CREEK. WHEN NEW CREEK AND DISTURBED
AREAS ARE COMPLETE CONTRACTOR SHALL REMOVE TEMPORARY BERMS AND FILL
TEMPORARY CREEK DIVERSIONS. BERM LOCATIONS SHALL BE COMPLETED IN ACCORDANCE
WITH THE CROSS SECTIONS INDICATED ON THE DRAWINGS.
7. CONTRACTOR SHALL FILL EXISTING CREEK WITH SUITABLE JOB EXCAVATED MATERIAL.
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Engk em - Amhhects
NORTH MECKLENBURG
WATER TREATMENT PLANT
,Tl#0V 10. 2ooe3073c
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a o _ PROJECT CREEK RELOCATION FIGURE 1
0 61698 SEQUENCE OF OPERATION
a r I
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Tom Howard
Charlotte- Mecklenbur- Utilities
5100 Brookshire Boulevard
Charlotte, NC, 28216
Dear Mr. Howard:
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
May 25, 2000
I e: North Mecklenburg Water Treatment Plant, Mecklenburg County
DWQ No. 00-0307; DOA Action ID. NO. 200030730
Attached hereto is a copy of Certification No. 3286 issued to the Charlotte-Mecklenburg Utility
Department, dated May 25, 2000.
If we can be of further assistance, do not hesitate to contact us.
rely,
1 ?
. Steve S
I
Attachments
000307
cc: Steve Chapin, Corps of Engineers, Asheville Regulatory Field Office
Pete Colwell, DWQ, Mooresville Regional Office
John Dorney, DWQ
Central Files
Jeffrey Coggins, 8604 Cliff Cameron Drive, Suite 164, Charlotte, NC, 28629
Chris Matthews, P.O. Box 655, Newell, NC, 28126
Division of Water Quality • Non-Discharge Branch
401 Wetlands Unit, 1621 Mail Service Center., Raleigh, NC 27699-1621 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
THIS CERTIFICATION is issued in conformity with the requirements of Section 401
Public Laws 92-500 and 95-217 of the United States and subject to the North Carolina Division
of Water Quality (DWQ) Regulations in 15 NCAC 2H, Section .05001to the North Carolina
Department of Environment and Natural Resources, Division of Water Resources, resulting in
the relocation of approximately 900 linear feet of an unnamed tributary to McDowell Creek
associated with the expansion of the North Mecklenburg Water Treatment Plant in Mecklenburg
County, pursuant to an application tiled on the 25th day of May of 2000.
The application provides adequate assurance that the discharge of fill material into
McDowell Creek in conjunction with the proposed relocation will not result in a violation of
applicable Water Quality Standards and discharge guidelines. Therefore, the State of North
Carolina certifies that this activity will not violate the applicable portions of Sections 301, 302,
303, 306, 307 of PL 92-500 and PL 95-217 if conducted in accordance with the application and
conditions hereinafter set forth.
This approval is only valid for the purpose and design that you submitted in your
application and as described in the Public Notice. If you change your project, you must notify us
and 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. Should additional wetland or stream fill be requested in the future,
compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h) (6) and (7).
For this approval to be valid, you must follow the conditions listed below. In addition, you
should get any other federal, state or local permits before you go ahead with your project
including (but not limited to) Solid Waste, Sediment and Erosion control, Non-discharge and
Water Supply Watershed regulations.
Condition(s) of Certification:
1. That the activity be conducted in such manner as to prevent significant increase
in turbidity outside the area of construction or construction related discharge (50 NTU's
in streams and rivers not designated as trout waters by DWQ; 25 NTU's in all saltwater
classes, and all lakes and reservoirs; 10 NTU's in trout waters).
2. Should waste or borrow sites be located in wetlands, compensatory mitigation
will be required since it is a direct impact from construction activities.
3. All temporary fill shall be removed to the original grade after construction is complete
and the site shall be stabilized to prevent erosion;
4. All sediment and erosion control measures placed in wetlands or waters shall be
removed and the natural grade restored after the Division of Land Resources releases
the project;
5. Measures shall be taken to prevent live or fresh concrete from coming into contact with
waters of the State until the concrete has hardened.
6. The relocation of the unnamed tributary to McDowell Creek shall be implemented in
accordance with the stream relocation plan dated February 10, 2000 by the Habitat
Assessment and Restoration Program, Inc. In addition to the monitoring plan
referenced in the relocation study, the applicant shall follow the State of North
Carolina's monitoring protocol for macrobenthos populations for biotic success criteria.
An as-built report is due to DWQ upon completion of the stream relocation work. The
monitoring protocol shall include data and interpretations of n;acrobenthos populations,
water chemistry, flow rates and physical measurements demonstrating stream stability,
and can only be ended after five years (following construction) if the stream is stable
and restoration is successful. If necessary, the morphology of the constructed stream
shall be revised and monitoring shall continue until stabilization is achieved and
restoration is demonstrated to be successful for five years. A final version of the stream
monitoring protocol shall be submitted to DWQ for written approval within 60 days of
issuance of the 404 Permit.
Violations of any condition herein set forth shall result in revocation of this Certification
and may result in criminal and/or civil penalties. This Certification shall become null and void
unless the above conditions are made conditions of the Federal 404 Permit. This Certification
shall expire upon expiration of the 404 Permit.
If this Certification is unacceptable to you have the right to an adjudicatory hearing upon
written request within sixty (60) days following receipt of this Certification. This request must
be in the form of a written petition conforming to Chapter 150B of the North Carolina General
Statutes and filed with the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C.
27611-7447. If modifications are made to an original Certification, you have the right to an
adjudicatory hearing on the modifications upon written request within sixty (60) days following
receipt of the Certification. Unless such demands are made, this Certification shall be final and
binding.
This the 25th day of May 2000
DIVISION OF WATER QUALITY
rr . Steve
WQC # 3286
MEMORANDUM
TO: John Dorney Regional Contact: Michael L Parker
Non-Discharge Branch WO Supervisor: Rex Gleason
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name North Mecklenburg Water Treatment Plant-CMUD
Project Number 00 0307
Recvd From APP
Received Date 3/10/00 Recvd By Region
Project Type stream relocation
County Mecklenburg
County2
Region Mooresville
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. ME
Stream O YO N F-- 11-115-(1) F-c - F- 30,833. F- 890.00 890.00 ?-
F-F-O Y O N (-F_F_F_F_F_F_ ? ?-
Mitigation Wetland
MitigationType Type Acres Feet

Is Wetland Rating Sheet Attached? Q Y (11 N Did you request more info? Q Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y (1) N
Is Mitigation required? Q Y O N Recommendation: Q Issue O Issue/fond O Deny
Provided by Region: Latitude (ddmmss)
Longitude (ddmmss)
Comments:
The applicant (CMUD) has submitted a request to relocate approx. 890 linear feet of stream channel
to be impacted during the construction of an expansion to the adjacent North Mecklenburg WTP.
Relocating this channel will eliminate the need to culvert or pipe the channel to accomodate the WTP
expansion Existing site constraints have created the need to encroach on the existing channel. A
yely thorough study has been made of the existing channel in order to evaluate existing habitat and
morp. Jogic indices. Using this information, specific stream relocation design parameters have
been developed and inco?orated into the relocated channel design. The relocated channel will be
constructed using Rosgen channel restoration techniques. 401 issuance is recommended.
cc: Regional Office
Central Office Page Number 1
Facility Name North Mecklenburg Water Treatment Plant-CMUD County Mecklenburg
Project Number 00 0307 Regional Contact: Michael L Parker
Date: 5/9/2000
Comments (continued from page 1):
cc: Regional Office Page Number 2
Central Office
D.
8604 Cliff Carnerm Drive, Suite 164
Charlotte, North Carolina 28269 USA
Tel: [phone]
Fax: [phone]
BLACK & VEATCH
Black & Veatch International Company
PAYMENT
RECEIVED
Charlotte-Mecklenburg Utilities
North Mecklenburg Water Treatment Plant
Water Treatment Plant Upgrade
ova a.
B&V Project 61698.100
B&V File A
March 8, 2000

Mr. John Dorney
Division of Water Quality
North Carolina Department of Environment
and Natural Resources
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Dear Mr. Dorney:
MAR ?! 2000

On behalf of Charlotte-Mecklenburg Utilities, we have enclosed the following Preconstruction
Notification Application Package for the North Mecklenburg Water Treatment Plant Upgrade
project:
• Preconstruction Notification Application.
• Fee check in the amount of $200.00.
• Seven copies of the Stream Relocation Study.
• Seven copies of Biological Resources and Planting Recommendations letters by
Habitat Assessment and Restoration Program Inc.
• Seven copies of creek relocation project drawings on 81/2-inch x I I -inch.
• Seven copies of Earthwork Project specifications.
• Seven copies of creek relocation full project drawings.
The project is described as upgrades to the raw water supply facilities, chemical feed systems,
finished water facilities, and the wash water and residuals facilities at the North Mecklenburg
Water Treatment Plant. Construction of the new finished water facilities will require the
relocations of approximately 900 linear feet of an existing tributary to McDowell Creek.
We request that the 401 Water Quality Certification and Individual Permit are reviewed and
permits be issued for this project.
the irnayine•b0ild company-

Mr. John Dorney
SUM
i ,.__-
WETLANDS GROUP
WATERQIiALITY SECTICf?
Page 2
B&V Project 61698.100
March 8, 2000
If you have any questions and/or comments concerning this application or need additional
information, please contact me at [phone].
Very truly yours,
BLACK & VEATCH
INTERNATIONAL COMPANY
v
Jef ?rey D. ras
NM-Exp2Jhb
Enclosures
cc: Tom Howard, CMU
Steve Chapin, Corps of Engineers, Asheville Field Office (w/enclosures)
DWQ ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT#)
PRE-CONSTRUCTION NOTIFICATION AP' 'ICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1. NOTIFICATION TO THE CORPS OF ENGINEERS "Ar'
2. APPLICATION FOR SECTION 401 CERTIFICATION
3. COORDINATION WITH THE NC DIVISION OF COASTAL MANA T
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPR, -;TE FIELD
OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN (7)
COPIES MUST BE SENT TO THE NC DIVISION OF WATER QUALITY
ATTN: JOHN DORNEY, 4401 REEDY CREEK ROAD, RALEIGH, NC
27607. PLEASE PRINT OR TYPE.
1. OWNER'S NAME: CHARLOTTE-MECKLENBURG UTILITIES
2. MAILING ADDRESS: 5100 BROOKSHIRE BOULEVARD
SUBDIVISION NAME N/A
CITY: CHARLOTTE STATE: NC ZIP CODE: 28216
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
CHARLOTTE-MECKLENBURG UTILITIES
NORTH MECKLENBURG WATER TREATMENT PLANT
7980 BABE STILLWELL FARM ROAD
HUNTERSVILLE. NC
3. TELEPHONE NUMBER: (HOME) N/A (WORK) [phone]
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
TOM HOWARD, PROJECT MANAGER
CHAR LOTTE-MECKLENBURG UTILITES
5100 BROOKSHIRE BOULEVARD
CHARLOTTE, NC 28216
[phone]
m
?. S
r?r'1 Z
LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP
OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: MECKLENBURG - NEAREST TOWN: HUNTERSVILLE
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ECT.) NORTH
MECKLENBURG WATER TREATMENT PLANT LOCATED AT NC HWY 73 AND BABE
STILLWELL FARM ROAD.
6. IMPACTED OR NEAREST STREAM/RIVER: MCDOWELL RIVER BASIN: MCDOWELL
7. (a) IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER, (SA),
HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES E] NO ® IF YES, EXPLAIN:
(b) IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)? YES ? NO
(c) IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF
COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION? N/A
8. (a) HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS
PROJECT? YES ® NO F? IF YES, PROVIDE ACTION I.D. NUMBER OF PREVIOUS PERMIT AND
ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401 CERTIFICATION):
WATER TRANSMISSION MAIN - NORTH MECKLENBURG WATER TREATMENT PLANT:
DEM PROJECT #941083 - APPROVAL OF 401 WATER QUALITY CERTIFICATION
ACTION ID NO. 199500717 AND NATIONWIDE PERMIT #12
RAW WATER INTAKE FACILITY - NORTH MECKLENBURG WATER TREATMENT PLANT
DEM PROJECT #93963
ACTION ID NO. 199400451 AND GENERAL PERMIT NO. 198200030
(b) ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
YES ® NO F? IF YES, DESCRIBE ANTICIPATED WORK: INSTALLATION OF FUTURE 72"
WATER LINE ADJACENT TO PROPOSED RELOCATED CREEK, AS SHOWN ON DRAWINGS.
9. (a) ESTIMATED TOTAL NUMBERS OF ACRES IN TRACT OF LAND: 152 ACRES
(b) ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
NONE
10. (a) NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY: N/A
FILLING: EXCAVATION:
FLOODING: OTHER :
DRAINAGE : TOTAL ACRES TO BE IMPACTED:
(b) (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED,
PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION:
LENGTH BEFORE: 890 FT AFTER: 925 FT
WIDTH 13EFORE (based on normal high water contours): 1.5 FT
AVERAGE DEPTH BEFORE: 2 FT AFTER: 1.6 FT
(b) (2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: X PLACEMENT OF PIPE IN CHANNEL:
CHANNEL EXCAVATION: X CONSTRUCTION OF A DAM/FLOODING:
OTHER: TEMPORARY DIVERSION DAM
It. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAINING TO THE POND? N/A WHAT IS THE EXPECTED POND SURFACE AREA? N/A
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL
EQUIPMENT TO BE USED? (ATTACH PLANS; 81/2 BY 11 DRAWINGS ONLY)
SEE ATTACHED REPORTS AND PLANS.
13. PURPOSE OF PROPOSED WORK: SEE ATTACHED REPORTS AND PLANS.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS)
N/A
15. YOU ARE REQUIRED TO CONTACT THE US FISH AND WILDLIFE SERVICE AND/OR
NATIONAL MARINE FISHERIES SERVICE REGARDING THE PRESENCE OF ANY FEDERALLY
LISTED OR PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL
HABITAT IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: SEE ATTACHED REPORTS.
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE PERMIT AREA
WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED PART OF
ORIGINAL NORTH MECKLENBURG WATER TREATMENT PLANT ENVIRONMENTAL
ASSESSMENT DATED DECEMBER 22. 1993.
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS TO THE USE OF PUBLIC
(STATE) LAND? YES ® NO ? (IF NO, GO TO 16)
(a) IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA
ENVIRONMENTAL POLICY ACT? YES ? NO ® PREVIOULY CONDUCTED DURING
CONSTRUCTION OF THE WATER TREATMENT PLANT AND INTAKE FACILITIES.
(b) IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE YES F? NO
IF ANSWER 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE STATE
CLEARINGHOUSE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED
ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OF FILL MATERIAL INTO
WETLANDS:
(a) WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES, AND
PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26, 29, AND 38).
ALL STREAM (INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST BE SHOWN ON
THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OF 1 INCH EQUALS 100 FEET
OF THEIR EQUIVALENT.
(b) IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PRODUCT.
(c) IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
(d) ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
(e) WHAT IS LAND USE OF SURROUNDING PROPERTY? RESIDENTIAL/AGRICULTURAL
(f) IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? N/A
SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE US MAY NOT BE IMPACTED PRIOR TO:
1. ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2. EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF WATER QUALITY
CERTIFICATION, AND
3. (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE NORTH
CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM
OWNER'S/AG T'S SIGNATURE DATE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED).
HABITAT
ASSESSMENT AND
RESTORATION
PROGRAM ?NC.---
February 4, 2000
John Bekmanis
Black and Veatch
8604 Cliff Cameron Dr., Suite 164
Charlotte, NC 28269
JAMES F. MATTHEWS, Ph.D.
T. LAWRENCE MELLICHAMP, Ph.D.
P.O. Box 655
Newell, NC 28126
[phone]
[phone]
fax: [phone]
Re: Biological Resources in and around the Tributary to McDowell Creek Proposed for Relocation
Dear John:
On February 2 and 3, 2000, I visited the stream at the North Meck Water Treatment Plant that is proposed
to be relocated due to upcoming and future plant expansion. This small tributary to McDowell Creek has
received some impact in the past, and I understand that a small portion of the stream has previously been
relocated during earlier plant construction activities. The purpose of the visit to the site was to examine the
site for endangered and threatened plant and animal species and also to get an idea of the existing terrestrial
and aquatic integrity of this stream system.
The area surrounding the section of the stream that is proposed for relocation is either open field or a
ripariwVbottomland forest. The canopy species present in the project area include Tulip poplar-22"dbh
(Liriodendron tulipifera), Willow oak-18" dbh (Quercus phellos), Black walnut-16" dbh (Juglans nigra),
Red oak-30" dbh (Q. rubra), White oak-12" dbh (Q. alba), Hackberry-10" dbh (Celtis laevigatus),
American elm-16" dbh (Ulmus americana) and Green ash-14" dbh (Fraxinus pennsylvanica). Understory
tree species include Black cherry-10" dbh (Prunus serotina) and Red maple-8" dbh (Acer rubrum) over a
shrub layer of Ironwood (Carpinus caroliniana), Hazelnut (Corylus americana), Pawpaw (Asimina triloba)
and Flowering dogwood (Cornus Florida). No habitat for protected species known from Mecklenburg
County was found in the project area, nor were any species of concern noted.
There were several areas noted along the project section of the stream where the bank had failed and small
trees and shrubs have fallen in the channel. Some of this may have been due to the recent snow and ice
accumulations in the area. Overall, however, the channel is generally free of any large debris or fallen
trees.
Additionally, aquatic resources were examined to determine a general idea of the health of the aquatic
community. Generally, the stream is very heavily silted with 6-8 inches of fine clay sediment overlying the
original stream bottom. Occasionally, small areas of gravel can be found, however, these areas are few,
until you get to a very rocky section, just upstream of the proposed beginning of the relocated channel.
Only two species of fish were sampled during the investigation. The Creek chub (Semotilus
atromaculatus) and some juvenile sunfish (Lepomis sp.) probably either Bluegill (Lepomis macrochirus) or
Redbreast sunfish (Lepomis auritus). The creek chubs outnumbered the sunfish 10:1, however neither
species was abundant. The small nature of the stream and the homogeneous habitat probably limit the fish
species that are found in this stream. No fish were located above the rocky area just upstream of the
proposed beginning of the relocation.
I also searched for macroinvertebrates during the survey. The only areas in the proposed relocated section
that I could find that supported aquatic insects were small patches of coarse woody debris (fallen sticks and
logs). There were no rocky areas of note in the section of stream that is to be relocated, as it is mostly
Habitat Analysis, Endangered Plant Studies, Restoration of Habitats, Wetland Mitigation, Monitoring

sediment laden. Mayfly larvae (Ephemeroptera-Heptageniidae) were somewhat common in these woody
debris patches. Other rnac.: oinvertebrates that were found in this section included a few small Crayfish
(Procambarus sp.), a large Dipteran larva and some pulmonate snails.
Above the beginning of the section that is to be relocated, a similar search revealed a much healthier
(larger) community of Mayfly larvae as well as two or three different species of Caddisflies including
Hydropsychids and some smaller species that use sand-grains for case material. The upstream section has a
much more diverse habitat and is generally free from sediment. The upstream section should provide for a
good source of individuals for repopulating the relocated section of stream, provided that there is ample
habitat in the new stream section. The presence of macroinvertebrates in such large numbers is a
preliminary indication that this stream has good water quality.
To summarize, HARP'S investigation reveals a typical riparian vegetation community surrounding the
stream project area. No protected plant species were found or are thought to occur in the project area. The
fish population in the stream is small and limited to two species of very common fish. There is a
surprisingly good aquatic insect community present in the stream; however, habitat for the insects is
severely lacking in the reach of stream slated for relocation. The channel bottom is laden with a thick layer
of silt and with this in place, habitat for fish and m acroin vertebrates is limited. The upstream
macroinvertebrate community should provide a good source of repopulates for the proposed downstream
relocation provided that ample habitat is present.
Thank you for the opportunity to assist Black and Veatch on this project. If you have any questions or
further needs, please call me at 704/904-9499 or 704/547-4061.
Sincerely,
Chris Matthews
Vice President
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WO Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name North Mecklenburg Water Treatment Plant-CMUD
Project Number 00 0307 F
Recvd From APP ?`???°s T ` l ??'?`S V{U ??????J
Received Date 3/10/00 Recvd By Region
Project Type stream relocation
County Mecklenburg
County2
Region Mooresville
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. ME
F- Stream O YO N 11-115-(1) C F_- 30,833. 890.00 890.00
r_F__O Y O N F_F_F_F_1__F_F-
Mitigation Wetland
MitigationType Type Acres Feet
I F_ I F_
Is Wetland Rating Sheet Attached? Q Y pp N Did you request more info? Q Y * N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y (9 N
Is Mitigation required? Q Y O N Recommendation: Q Issue O Issue/Cond O Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
The applicant (CMJDI has submitted a request to relocate approx. 890 linear feet of stream channel
to he impacted during the construction of an expansion to the adjacent North Mecklenburg WTP.
Relocating this channel will eliminate the need to culvert or pjpe the channel to accomodate the WTP
expansion. Existing site constraints have created the need to incroach on the existing channel. A
ye thorough study has been made of the existing channel in order to evaluate existing habitat and
morpholQaic indices Using this information, specific stream relocation design parameters have
been developed and Mcorporat _d into the relocated channel design- The relocated channel will be
constructed using Rosgen channel restoration techniques. 401 issuance is recommended,
cc: Regional Office
Central Office Page Number 1
Facility Name North Mecklenburg Water Treatment Plant-CMUD County Mecklenburg
Project Number 00 0307 Regional Contact:
Date:
Comments (continued from page 1):
Michael L Parker
5/9/2000
cc: Regional Office
Central Office Page Number 2
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
MEMORANDUM
TO: Rex Gleason
Mooresville egionalOffice
FROM: John Do
RE: 401 Certification Revi
1 ? •
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
March 20, 2000
Please review the enclosed 401 Certification applications. Please call me if you or your staff have any
questions, or need assistance in these reviews. We regret any delays associated with the weather and the
mail over the last two weeks.
PLEASE COMPLETE THE NEW STAFF REPORT AND RECOMMENDATION FORM
City of Charlotte: North Mecklenburg WWTP
000307
Mecklenburg County
Central Office Received 3/10/00, Clock Expires 5/09/00
Need Comments by 4/09/00
The other enclosed material (if any) is for your general information and use as appropriate.
Enclosures
Wetlands/401 Unit 1621 Mail Service Center Raleigh, North Carolina 27699-1621
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post consumer paper

TRIAGE CHECKLIST
Project Name: A• t?Ju1 i ID
Project Number: Qp0 3o7
County:
The attached project has been sent to you for review for the following reasons. Please consider whether a
site visit is needed to determine the impacts. Particular attention should focus on the below checked items.
Please feel free to call the central office staff member assigned to your region if you need assistance.
?eam length impacted.
Stream determination (i.e. intermittent or perennial, or any channel present).
Wetland impact and distance to blue-line surface waters on USGS topo map.
Mini mization/avoidance options.
NW 14. (is access to highground or wetlands)?
Neuse buffer rules.
Pond (water) fill (i.e. is the pond drained or holding water)?
Pond creation (i.e. in uplands, in a drained channel, or in wetlands). Please locate streams and
channels (if any) so that the central office can determine.
Mitisation ratios.
Stormwater pond placed in wetlands.
Ditchinc, in wetlands.
Is the applicant's proposed stream/wetland mitigation site available and viable?
- Applicant/consultant has a history of non-compliance (check drawings and application for
accuracy).
- Has project been split from previous work to avoid mitigation requirements?
Consistent with pre-application meetings?
- Cumulative impact concerns.
OTHER: _

North Mecklenburg Water Treatment
Plant Expansion
Stream Relocation Study
i
i
i
1

Stream Physical Morphology Assessment
and Stream Channel Relocation Design Plan
February 10, 2000
Randall D. Forsythe, Geologist, Ph.D.
HABITAT
ASSESSMENT AND
RESTORATION
PROGRAM INC.?--

HABITAT
ASSESSMENT AND ? ? -I
RESTORATION
PROGRAM INC.-
.1 MEMORANDUM
' Date: Feb. 8th, 2000
To: Jim Mathews, HARP
From: Randall D. Forsythe
Subject: Stream Assessment and Relocation Channel Design
' This memorandum conveys technical information on physical constraints to
be used for a stream relocation project proposed at the North Mecklenburg
County Water Treatment Plant Site, in Mecklenburg County off of Highway 73
just south of Lake Norman. At this site a first order tributary to McDowell
Creek crosses the property along the wooded southern perimeter in a WNW to
ESE direction before entering McDowell Creek (Figure 1). The tributary drains
approximately 209 acres (.3 sq. miles) of land with mixed, but predominantly
' residential, land use. Approximately 890 linear feet of stream is proposed f o r
relocation (measured along the thalweg of the creek). Below, and attached to
this memorandum, are data and plans for the relocation. Habitat assessment
' and re-establishment work is conveyed under separate cover from Chris
Matthews. Stream morphologic attributes of a relocation monitoring plan a r e
also included in this document.
Relocation
The foundation for developing a professional relocation plan are to first assess
the existing stream conditions. These conditions, assuming the there has n o t
been significant deterioration, provide a bench mark (or reference reach)
for the physical and ecological attributes to be maintained or exceeded i n
intrinsic value in the relocated stream. The ecological attributes within, and
along the riparian fringe of, the stream are the subject of the ancillary report
filed by Chris Matthews. Here results from the physical assessment a r e
presented prior to a presentation of the relocation plan.
Physical Stream Morphologic Assessment
To obtain a clear and quantitative basis for the stream relocation plan,
' standard stream morphologic indices were determined by field assessment of
the existing conditions. A series of stake points were established every 20 to 80
' feet from a point well below the end of the relocation segment to a point 80
feet upstream from the beginning of the relocation. Then the planform,
riffles, pools, bed materials, bedrock nickpoints, bankfull stage indicators, and
bank characteristics were noted at a resolution of approximately 5 ft. The
?,I

' index data from this survey work is tabulated in table 1, and illustrated i n
figures 2 and 3. Photographs of some typical channel bank conditions are also
attached. What follows are brief categorical explanations of the reference
reach observations.
Channel profile and flow conditions. The existing channel profile was
' measured out to the floodprone width along meander and inflection points
(profiles shown in figure 3). In addition profiles of the central incised
portions of the channel were taken at four other points within the section to
' be relocated. These data were used to calculate the Rosgen channel parameters
shown in Table 1. The bottom of the channel is 4 to 5 feet wide, with
interstorm flow occupying approximately 2 of the 4 to 5 feet. Pool water
depths during interstorm flow range from a few inches to 1.5 feet. Despite t h e
small watershed (209 acres) baseflow is very stable and has been
approximately the same for 4 visits made in January and early February of
2000. This is likely an artificial condition cr eated by the mounding of t h e
ground water table at th e southern end of the Lake Norman reservoir, w h i c h
is located only a few thousand feet to the northwest.
Bank Conditions The banks along the creek reach to be relocated are fairly
steep with only the inner meander regimes having banks with less that a 1:1.5
slope (rise:run). Where banks are less that 1:1.5 ferns and moss c over banks
t and few roots are exposed. Where banks have grades steeper than 1 : 1 moss a n d
' ferns are absent and fine roots are evident indicating active bank erosion.
Most outer bends of the channel have a ;over 1.5' section of bank undercut,
and an upper 3.5' of sparsely vegetated bank with actively eroding soil. I n n e r
' berm structures are poorly developed. At three bends inner berms have 28 to
38 inch heights above the channel, and provide a basis for estimating
bankfull stage. Photographs of the unstable lower and upper bank conditions
' are attached. These conditions dictate the need to modify and add stabilization
measures that can help protect banks in the relocation plan.
Channel Planform and Grade
the immediate reach segment The channel has a low gradient of only
to be relocated. The valley grade in this .0046 i n
section
is also fairly low at .006. The sinuosity is 1.18, with meanders with an average
wavelength of 73 feet.

Channel Bed Characteristics Approximately 80 feet upstream from the reach to
be relocated the creek traverses (in part cascades) a >50 foot bedrock exposure
of intermediate composition plutonic rock (perhaps diorite or diabase). Below
this bedrock exposure no additional bedrock exposures have been noted a l o n g
the creek extending downstream to the confluence with McDowell Creek. The
' relocation segment has no bed materials larger than fine gravel. In general
bed materials vary systematically between pool and riffle areas. Most pools
have silty sand bottoms, with mostly a fine to medium sand. The riffle areas
are armored by very fine to fine gravel, with a matrix or substrate of coarse
sand to very fine gravel.
Pool and Riffle Structure Riffle and pooling water areas were mapped at a
resolution of 5 feet. In the 890 feet to be relocated there are approximately 420
' linear feet of riffles, and 407 linear feet of pooling water. Approximately 60
feet was not categorized due to blocked access. Woody debris accumulations
' occur every 50 to 70 feet and in part act to back up water and increase p o o l i n g

' sections which might not otherwise occur on the basis of meander bends and
velocity structure along. Due to the lack of bedrock nickpoints, meanders and
debris controls on velocity form the primary controls on pool /riffle
' characteristics.
' These and other elements that typify the central segment of the reach are used
to formulate the relocation plan.
i
1

Stream Relocation Design Parameters
The 890' long stream segment to be relocated is shown in figure 3 in both its
original and relocated planform. Standard meander and inflection profiles are
also shown in figure. 3. In table I Rosgen parameters are shown for t h e
original and relocated stream. The table illustrates that basis characteristics of
the stream are identical in the relocated plan.
Riffles and Pools: The original section had approximately 400-450' of both
riffles and pools. The new section keeps the same pool:riffle ratio. The pools
are located strategically in meander bends where natural velocity gradients
will scour pool bed areas, allowing for sustainable pool morphologies. If in the
construction of the relocated channel it is determined that meanders do not act
to create sufficient pooling areas, transverse weirs can be emplaced to
increase pool area. Accumulations of woody debris in the existing reach are a
significant cause of pools, which will not be recreated in the relocation due to
increased risk these debris structures place on bank stability. Riffle areas a r e
largely in the inflection segments of the channel, and are established b y
emplacement of gravel dissipation fields.
Bed substrate: The bed substrates will be sized to match the existing conditions
' seen to be typical in pool and riffle areas. The pools are characterized by silty
fine to medium sand with occasional areas dominated by mud and silt. Riffles
are mostly coarse sand and fine gravel. Where feasible the existing c h a n n e l
bed substrate will b e recycled and emplaced in corresponding pool or riffle
sections within the relocated reach.
' Banks and Cross-section: Figures 2 and 3 show existing and proposed cross
sections. The relocated section has a slight enlargement of the cross section
area, due to the need to slope back channel banks for bioengineering, without
closing in the active channel cross section area. Along the inner bends of t h e
meanders, low profile sand berms are planned to provide appropriate habitat
channel pool structure, and additional storm conveyance. Along the top edge
of the inner berms, and along the base of the outside meander bends, below
' the root wads shown on Figure 1, a short 12" -18" section of rip rap (or graded
cobbles) are shown to provide slope toe support during the period of bank
vegetation stabilization. Use of erosion-resistant, and non-biodegradable,
I' materials in these zones is desirable to insure that undercutting and bank
failure will not occur in the first few years after relocation. This i s
particularly important due to the current evidence for bank undercutting
under nature conditions, which have greater resistance to erosion that the fill
I' will have in the relocated bank areas. Within a few years these materials will
have very minimal visual exposure, and are not considered habitat l i m i t i n g
features. Banks are to be graded back to 2:1 (run:rise) with 12 to 18" inches of

compacted loam, capped with an erosion control matting appropriate f o r
bioengineering purposes (see discussion in Habitat Report). Above the 4-5
stage level, slopes can be sloped back >3:1 to permit use of existing soil profile.
' d
The project will keep 50 of vegetated buffers along both side of the relocate
stream reach.
Monitoring Plan
' The restoration and rehabilitation work can be broken into phases:
preliminary staging and strategic planning, excavation, emplacement of n e w
physical stream bed and structures, habitat establishment, stream relocation,
and post-relocation extended monitoring. The monitoring will occur at
' various stages in the planning, implementation, and post relocation phases of
the work. First, existing materials available for recycling (bed materials,
biota) will be assessed and the recycling of these materials will be integrated
into the implementation plan as deemed practical. Second, prior to
emplacement of the bed and bank structures the planform and cross section o f
the relocated channel will be verified for consistency with the plan described
herein. Third, after bioengineering and channel structures are emplaced,
monitoring will again verify consistency of the work with the plan.
Following all the restoration work, a monitoring plan will be implemented o n
t a quarterly basis for the first year to determine the seasonal integrity of t h e
relocation work. Assuming the work is sustainable without significant
modification, monitoring (after 1 year of performance without modification)
will shift to a 6 month cycle. All post-relocation monitoring will involve
assessments of physical and ecological stream elements. Monitoring reports
will outline assessment information and report any problems that need to be
addressed. Redress of problems should be completed within 6 to 12 months of
' formal notification. Monitoring is to include bank stability, C
in-channel and bank structures, and progress of newly esta
and riparian habitat.
Attachments
Table 1. Stream Morphologic Parameters, N. Meck. Water Trea,
Figure 1. Watershed for the relocation reach, McDowell Creek,
Basin, Meck., Co. NC
Figure 2 Riffle and Pool characteristic of existing reference
Figure 3. Stream Relocation Plan with existing and proposed
Photos of Existing Conditions (Pools, Riffles, Berms, Bed subs
conditions)
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Table 1. Stream Morphologic Parameters - WATER TREATMENT PLANT
Parameter Stream Segment to be Relocated

17

Conditions Expected
Existing Conditions after Relocation
Sinuosity (a) 1.18 1.18
Pool/Riffle Ratio 1.03 1
Average Pool Spacing 22 22
Meander Wavelength (b) 73 70
Bankfull Height 30" - 38 " 28" TO 30"
Bankfull width (c) 10'-15' 15' TO 20'
Average Bankfull Depth (d) 2' 1.6'
Flood Prone Width (e) 29.93'- 89.81' 27'- 40'
Entrenchment Ratio (f) 2 TO 9 1.6 TO 2.6
Width/Depth Ratio 5 TO 7.5 9 TO 12
Predominant Stream Type E5 E5
Minor Stream Type E4 E4
POOLS Grain size .25 to .5 mm .25 to .5 mm
RIFFLES Grain size 5 to12 mm 5 TO 12 mm
Valley Grade 0.006 0.006
Stream Grade (water slope 0.0045 0.0045
1

(a) sinuosity is the ration of the channel length over the valley length
(b) meander wavelength is the average separation of the channel inflection points
(c) bankfull width is measured at the height of 'bankfull' or channel forming stage level
(d) average channel depth below the bankfull stage
(e) width of the channel at a height of 2x bankfull stage height
(f) ratio of the floodprone width to channel width
(g) stream class using Rosgen, D.L. A Classification of Natural Rivers,
Catena, Vol. 22, 169-199, Elsevier Sci., B.V. Amsterdam
(h) 50% finer by weight grain size (mm)

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Section 02200
EARTHWORK
PART 1 - GENERAL
1-1. SCOPE. This section covers earthwork and shall include the necessary
clearing, grubbing, and preparation of the site; removal and disposal of all debris;
excavation and trenching as required; the handling, storage, transportation, and
disposal of all excavated material; all necessary sheeting, shoring, and
protection work; preparation of subgrades; pumping and dewatering as
necessary or required; protection of adjacent property; backfilling; pipe
embedment; construction of fills and embankments; surfacing and grading; and
other appurtenant work.
1-2. GENERAL. With reference to the terms and conditions of the construction
standards for excavations set forth in the OSHA "Safety and Health Regulations
for Construction", Chapter XVII of Title 29, CFR, Part 1926, the Contractor shall
employ a competent person and, when necessary, a registered professional
engineer, to act upon all pertinent matters of the work of this section.
Backfilling and construction of fills and embankments during freezing weather
shall not be done except by permission of the Engineer. No backfill, fill, or
embankment materials shall be installed on frozen surfaces, nor shall frozen
materials, snow, or ice be placed in any backfill, fill, or embankment.
1-3. SUBMITTALS.
1-3.01. Drawings and Data. Drawings, specifications, and data covering the
proposed materials shall be submitted in accordance with the submittals section.
1-3.02. Filter Fabric Data. Complete descriptive and engineering data for the
fabric shall be submitted in accordance with the submittals section. Data
submitted shall include:
A 12 inch square sample of fabric.
Manufacturer's descriptive product data.
Installation instructions.
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -1-
(61698/020700 )
PART 2 - PRODUCTS
2-1. MATERIALS.
2-1.01. Filter Fabric. Filter fabric shall be a nonwoven fabric consisting of only
continuous chains of polymeric filaments or yarns of polyester formed into a
stable network by needle punching. The fabric shall be inert to commonly
encountered chemicals; shall be resistant to mildew, rot, ultraviolet light, insects,
and rodents; and shall have the following properties:
Minimum Average
Roll Value (weakest
Property Test Method Unit principal direction)
Fabric Weight ASTM D3776 oz/yd2 5.7
Grab Strength ASTM D4632 lb 155
Grab Elongation ASTM D4632 percent 60
Mullen Burst ASTM D3786 psi 190
Strength
Apparent Opening CW-02215 U.S. Standard 70
Size Sieve Size
The filter fabric shall be provided in rolls wrapped with protective covering to
protect the fabric from mud, dirt, dust, and debris.
2-1.02. Geocomposite Sheet Drain. Geocomposite sheet drain shall consist of a
continuous three-dimensional plastic drainage core wrapped on one side in a
nonwoven filter fabric permeable to water flow. The filter fabric shall be bonded
to the individual dimples of the molded plastic core to minimize fabric intrusion
into the flow channels caused by the backfill pressure. The fabric shall extend
beyond the edges of the core to provide overlap for the adjacent panels.
The geocomposite sheet drain shall have at least the following properties:
Property Method Unit Specification
Standard Crush ASTM D1621 psi 65
Strength
Transmissivity at ASTM D4716 gal/min/ft 6
1.45 psi
Transmissivity at ASTM D4716 percent 5.5
14.5 psi
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -2-
(61698/020700 )
The filter fabric used with the geocomposite sheet drain shall be "Mirafi 140N" or
Amoco "4545". Geocomposite sheet drain shall be "Miradrain 6000" as
manufactured by Mirafi, Inc., or "Greenstreak" sheet drain as manufactured by
Greenstreak, Inc.
2-1.03. Polyethylene Film. Polyethylene film shall be Product Standard PS17.
2-1.04. Smooth Steel Pipe. Smooth wall casing pipe shall be of welded steel
construction and shall be of new material with a minimum yield point of
35,000 psi. The pipe shall have a wall thickness as follows:
Casing Diameter Minimum Thickness
(inches) (inches)
18 or smaller
0.250
The casing pipe shall be cleaned and coated both inside and outside with two
coats of coal tar paint, Carboline "Kop-Coat Bitumastic Super Service Black",
Polyguard "CA-14 Coating", or Tnemec "46-465 H. B. Tnemecol".
2-1.05. Inundated Sand Fills. Sand shall be clean, with not more than
25 percent retained on a No. 4 sieve and not more than 7 percent passing a
No. 200 sieve, and shall have an effective size between 0.10 and 0.30 mm.
2-1.06. Granular Fills. Granular fill material shall be crushed rock or gravel; shall
be free from dust, clay, and trash; and shall be graded 1-1 /2 inch to No. 4 as
defined in ASTM C33.
2-1.07. Granular Material. Granular material for compacted trench backfill shall
comply with ASTM C33 and shall be coarse aggregate, size No. 467, No. 5,
No. 56, or No. 57, or shall be granular embedment material as indicated on
Figure 1-02200.
2-1.08. Graded Gravel. Gravel for compacted trench backfill shall conform to
the following gradation:
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -3-
(61698/020700 )
Percent
Sieve Size Passing by Weight
1 inch 100
3/4 inch 85 - 100
3/8 inch 50- 80
No. 4 35- 60
No. 40 15- 30
No. 200 5- 10
The gravel mixture shall contain no clay lumps or organic matter. The fraction
passing the No. 4 sieve shall have a liquid limit not greater than 25 and a
plasticity index not greater than 5.
2-1.09. Riprap. Stone for riprap shall conform to the NCDOT Standard
Specifications for Roads and Structures, Section 1042-1. Stone shall be hard,
durable, weather-resistant, natural rock and shall be free from overburden soil.
The use of broken concrete will not be permitted.
The stone shall be graded to meet the following stone size requirements, in
inches.
NCDOT Class Minimum Midrange Maximum
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
No more than 5 percent of the material furnished can be less than the minimum
size specified, and no more than 10 percent of the material can exceed the
maximum size specified.
2-2. TESTS. As stipulated in the quality control section, all tests required for
preliminary review of materials shall be made by an acceptable independent
testing laboratory at the expense of the Contractor. Two initial gradation tests
shall be made for each type of embedment, fill, or backfill material, and one
additional gradation test shall be made for each additional 500 tons of each
material. Moisture-density (Proctor) tests and relative density tests on the
materials, and all in-place field density tests, shall be made at the expense of the
Owner.
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -4-
(61698/020700 )
PART 3 - EXECUTION
3-1. SURFACE PREPARATION.
3-1.01. Site Preparation. All sites to be occupied by permanent construction or
embankments shall be cleared of all logs, trees, roots, brush, tree trimmings, and
other objectionable materials and debris. All stumps shall be grubbed.
Subgrades for fills and embankments shall be cleaned and stripped of all surface
vegetation, sod, and organic topsoil. All waste materials shall be removed from
the site and disposed of by and at the expense of the Contractor.
3-2. EXCAVATION. Excavations shall provide adequate working space and
clearances for the work to be performed therein and for installation and removal
of concrete forms. In no case shall excavation faces be undercut for extended
footings.
Subgrade surfaces shall be clean and free of loose material of any kind when
concrete is placed thereon.
Except where exterior surfaces are specified to be dampproofed, monolithic
concrete manholes and other concrete structures or parts thereof, which do not
have footings that extend beyond the outside face of exterior walls, may be
placed directly against excavation faces without the use of outer forms, provided
that such faces are stable and also provided that a layer of polyethylene film is
placed between the earth and the concrete.
3-2.01. Classification of Excavated Materials. Classification of excavated
materials will be made as follows:
a. Rock. Rock is defined as being sandstone, limestone, flint, granite,
quartzite, slate, hard shale, or similar material in masses more than
1 cubic yard in volume or in ledges 4 inches or more in thickness.
Boulders in the locations of the existing rock disposal area indicated on
the Drawings will not be considered as rock regardless of size or
quantity. All cost for boulder removal and disposal in these areas shall
be the responsibility of the Contractor.
Should rock be encountered in two or more ledges, each ledge being
not less than 3 inches thick and with interlying strata of earth, clay, or
gravel not more than 12 inches thick in each stratum, the entire volume
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -5-
(61698/020700 )
between the top of the top ledge and the bottom of the bottom ledge will
be classified as rock.
In addition to the size definition given above, in order to be classified as
rock, the material must not be able to be effectively loosened or broken
down by ripping in a single pass with a late model tractor-mounted
hydraulic ripper equipped with one digging point of standard
manufacturer's design adequately sized for use with and propelled by a
crawler-type tractor rated at a minimum of 200 net flywheel horsepower,
operating in low gear.
b. Earth. All material not classified as rock.
3-2.02. Preservation of Trees. No trees shall be removed outside excavated or
filled areas, unless their removal is authorized by the Owner. Trees left standing
shall be adequately protected from permanent damage by construction
operations.
3-2.03. Unauthorized Excavation. Except where otherwise authorized,
indicated, or specified, all materials excavated below the bottom of concrete
walls, footings, slabs on grade, and foundations shall be replaced, by and at the
expense of the Contractor, with concrete placed at the same time and monolithic
with the concrete above.
3-3. BLASTING. Blasting shall be performed in accordance with all laws,
regulations, and ordinances in effect at the time of blasting and required by the
authority having jurisdiction. The Contractor shall engage the services of a
qualified blasting engineer to develop blasting procedures and assist in the
monitoring of blasting operations.
The Contractor shall submit all required reports and written procedures in this
section through Engineer to the Owner.
The Contractor shall notify all affected adjacent property occupants 24 hours
prior to any blasting. The Contractor shall be responsible for all damage caused
by blasting operations and shall be responsible for responding to and resolving
all complaints. Suitable methods shall be employed to confine all materials
displaced by blasting within the limits of the excavation or trench.
All rock which cannot be handled and compacted as earth shall be kept separate
from other excavated materials and shall not be mixed with backfill or
embankment materials except as specified or directed and shall be properly
disposed of at a location which has been approved by the proper authority.
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -6-
(61698/020700 )
The use of explosives for excavation adjacent to existing utilities, structures, and
other facilities shall be in conformity with the requirements of the local ordinance
and the authority having jurisdiction and shall not cause damage to any adjacent
structures. The Contractor shall consult with and obtain written approval for
blasting procedures from the appropriate utility or agency before blasting
adjacent to their utilities, structures, or other facilities. Certain utilities, including
gas pipelines and fiber optics, and agencies have requirements that will not
permit blasting adjacent to or within a minimum distance from their utilities or
structures, including utilities and structures outside the construction easements
or on the opposite side of the street, if applicable. The blasting procedures shall
be in conformity with the requirements of the utility, if applicable. The Contractor
shall submit a copy for the record of the blasting procedures sealed by the
blasting engineer, through Engineer to the Owner prior to any blasting.
The Contractor shall be responsible for obtaining all required blasting permits
from the city, county, and state agencies and shall provide sufficient prior notice
as required by code, ordinance, or other regulation to the county engineer,
county sheriff, fire districts, police departments, and all other appropriate
agencies and authorities where the blasting is to be performed. A copy of the
blasting permit shall be posted on the site before and during the blasting
operations. The Contractor shall submit a copy of all blasting permits through
Engineer to the Owner prior to blasting.
3-3.01. Preblast Survey. The Contractor shall perform a preblast survey of all
utilities, structures, and other facilities adjacent to the blast sites to document
their condition. The survey notification to all property owners, tenants, utilities,
and other agencies and the area of survey shall be in conformity with the
requirements of the authority having jurisdiction, or as required by Contractor's
insurance company or acceptable engineering practice, whichever is the most
rigorous. The Contractor shall submit the preblast survey report for record
purposes through Engineer to the Owner.
3-3.02. Blast Monitoring. Prior to the start of the Contractor's blasting,
Contractor shall perform a test blast program to establish the characteristics of
the site. The results of the test blast program shall be used as a guide to
establish allowable blasting levels to prevent damage to adjacent areas. The
Contractor shall submit the test blast report for record purposes through the
Engineer to the Owner.
Blast monitoring shall be performed for all blasting. Seismographs shall be
placed on the ground adjacent to structures subjected to ground shock to
measure peak particle velocity components in three mutually perpendicular
directions during blasting operations.
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -7-
(61698/020700 )
The peak particle velocity, defined as the maximum of the three mutually
perpendicular velocity components of vibration, at any location shall not exceed
values that will cause damage to the adjacent structures. Air overpressure shall
be measured at adjacent structures. Air overpressure at adjacent structures
shall not exceed values that will cause damage to the adjacent structures or
personnel. The maximum peak particle velocity and air overpressure values that
will not cause damage shall be determined by the Contractor and shall be stated
in the blasting procedures.
Contractor shall submit measurement records of the blast monitoring within 24
hours after each blast for record purposes through Engineer to the Owner.
3-3.03. Postblast Survey. The Contractor shall perform a postblast survey of the
same utilities, structures, and other facilities surveyed in the preblast survey to
determine the effect of the blasting operations. The Contractor shall submit the
postblast survey report for record purposes through Engineer to the Owner.
3-4. DEWATERING. Dewatering equipment shall be provided to remove and
dispose of all surface water and groundwater entering excavations, trenches, or
other parts of the work. Each excavation shall be kept dry during subgrade
preparation and continually thereafter until the structure to be built, or the pipe to
be installed therein, is completed to the extent that no damage from hydrostatic
pressure, flotation, or other cause will result.
3-4.01. Clearwell Excavation Dewatering. Contractor shall install a well point
dewatering system in the excavations for the clearwell(s). The well point system
shall be designed to lower the groundwater level to 24 inches or more below the
bottom of the excavation. Where undercutting of the subgrade material is
required, the well point system shall lower the groundwater level to 24 inches or
more below the lowest excavated elevation.
The well point dewatering system shall be maintained throughout the duration of
construction activities on the clearwell(s). Periodic inspection and repair shall be
completed to ensure the well point system is operating properly at all times.
It is anticipated the existing tributary adjacent to the clearwell location will have
an impact on the excavation of the clearwell(s). Contractor will be responsible
for control of the tributary flow by utilization of a flow barrier, temporary pumping,
or other means in order to ensure the flow does not impact the clearwell
excavation. Any disturbance of the subgrade material caused by the intrusion of
tributary flows will be required to be removed and replaced at the Contractor's
expense.
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -8-
(61698/020700 )
All excavations for concrete structures or trenches which extend down to or
below groundwater shall be dewatered by lowering and keeping the groundwater
level beneath such excavations 24 inches or more below the bottom of the
excavation.
Surface water shall be diverted or otherwise prevented from entering
excavations or trenches to the greatest extent possible without causing damage
to adjacent property.
The Contractor shall be responsible for the condition of any pipe or conduit which
he may use for drainage purposes, and all such pipe or conduit shall be left
clean and free of sediment.
Control of groundwater shall be accomplished in a manner that will preserve the
strength of the foundation soils and will not cause instability of excavation
slopes. To these purposes, the water level shall be lowered in advance of
excavation utilizing wells, well points, or similar methods. Open pumping with
sumps and ditches, if it results in boils, loss of fines, softening of the ground, or
instability of slopes, shall not be used.
3-5. SHEETING AND SHORING. Except where banks are cut back on a stable
slope, excavations for structures and trenches shall be supported as necessary
to prevent caving or sliding.
Trench sheeting may be removed only if the pipe strength is sufficient to carry
trench loads based on trench width to the back of sheeting. Trench sheeting
shall not be pulled after backfilling. Where trench sheeting is left in place, such
sheeting shall not be braced against the pipe, but shall be supported in a manner
which will preclude concentrated loads or horizontal thrusts on the pipe. Cross
braces installed above the pipe to support sheeting may be removed after pipe
embedment has been completed.
Steel sheet piling shall be furnished, installed, and left in place at the locations
indicated on the Drawings and elsewhere as required to limit the extent of
excavations for the deeper structures and necessary backfill under adjacent
shallower structures, and to protect adjacent structures and facilities from
damage due to excavation and subsequent construction.
3-6. STABILIZATION. Subgrades for concrete structures and trench bottoms
shall be firm, dense, and thoroughly compacted and consolidated; shall be free
from mud and muck; and shall be sufficiently stable to remain firm and intact
under the feet of the workers.
(Charlotte-Mecklenburg Utilities) 02200
(North Meck WTP Upgrade ) -9-
(61698/020700 )
Subgrades for concrete structures or trench bottoms which are otherwise solid,
but which become mucky on top due to construction operations, shall be cleaned
and rendered free of all mucky and softened material to the level of the firm
subgrade.
3-6.01. Removal of Unsuitable Materials. All loose, soft, unstable, expansive, or
otherwise unsuitable material beneath the concrete structures and trench
bottoms shall be removed to the level of firm materials as determined by the
Engineer at the time of construction. The removed soils shall be replaced with
compacted fill as specified in earthfills and embankments.
3-7. STRUCTURE FOUNDATION PREPARATION.
3-7.01. Excavation. Excavation below proposed foundations and slabs-on-
grade shall consist of removing all loose, soft, unstable, expansive, or otherwise
unsuitable materials to the depths determined by the Engineer at the time of
construction. Excavation shall be performed using methods and equipment that
prevent disturbance of the bearing materials. Should bearing materials become
disturbed due to excavation operations, they shall be recompacted, removed, or
stabilized to produce a firm, dense, and thoroughly compacted and consolidated
subgrade to the satisfaction of the Engineer.
3-7.02. Limits of Excavation. Excavations of unsuitable materials shall extend
beyond the edge of the footing a distance equal to the depth of overexcavation
below the bottom of the footing. In no case, however, shall proposed
excavations undermine existing foundations. The horizontal encroachment on
existing foundation shall be limited to the depth of over excavation below the
existing foundation. Foundations and slabs of existing structures shall be
positively supported by means suitable to prevent damage to structures.
Damage to existing structures as a result of the Contractor's operations shall be
corrected by the Contractor to the satisfaction of the Engineer at no additional
cost to the Owner. The Contractor shall adequately survey the condition of the
structure in the work area and provide a written report to the Engineer prior to
excavation.
3-7.03. Subgrade Preparation. Exposed footing and slab subgrades shall be
proof-rolled and scarified as specified for earth fills and embankments prior to
placement of any fill, granular material, or structure thereon. Any subgrade
areas which deflect, rut, or pump during proof-rolling or fail to tighten up after
successive passes, as determined by the Engineer, shall be undercut and
replaced with compacted fill as specified for fills placed beneath structure
footings and slabs-on-grade in earthfills and embankments.
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At the discretion of the Engineer, subgrades will also be evaluated by visual
inspection, probing, and dynamic cone penetrometer testing in shallow hand
auger borings, as determined by the Engineer. The Contractor shall allow for the
subgrade evaluation and provide a minimum 48 hours' notice to the Engineer for
such evaluation.
The foundation subgrade materials are sensitive to moisture variations;
therefore, foundation excavations shall be opened for a minimum amount of
time. Soils exposed to moisture variations may become disturbed. Disturbed
soils and all materials determined by the Engineer as unsuitable shall be
undercut and replaced with compacted fill as specified for fills placed beneath
structure footings and slabs-on-grade in earthfills and embankments.
Subgrades below footings and slabs shall be compacted to at least 95 percent of
the maximum dry density at a moisture content between minus three (-3) and
plus three (+3) percent relative to the optimum moisture content as determined
by ASTM D698.
3-7.04. Excavation Stabilization. Stabilization of the excavation floor with
granular fill shall be required where shown on the Drawings to allow proper
compaction of the replacement materials in areas where excavations approach
the groundwater table elevation or where subgrade materials are unstable.
Stabilization shall consist of placing a "working mat" at the bottom of the
excavation on suitable subgrade soils. The "working mat" shall be compacted
granular fill wrapped in filter fabric as indicated on the Drawings, and shall
extend a minimum of 2 feet beyond the edge of the foundation area. The
"working mat" shall have a minimum thickness of 1 foot.
3-8. EARTHFILLS AND EMBANKMENTS. Fills and embankments shall be
constructed to the lines and grades indicated on the Drawings.
3-8.01. Materials. To the maximum extent available, excess suitable material
obtained from structure and trench excavation shall be used for the construction
of fills and embankments. Additional material shall be provided as required.
All material placed in fills and embankments shall be free from rocks or stones
larger than 6 inches in their greatest dimension, brush, stumps, logs, roots,
debris, and other organic or deleterious materials. No rocks or stones shall be
placed in the upper 18 inches of any fill or embankment. Rocks or stones within
the allowable size limit may be incorporated in the remainder of fills and
embankments, provided they are distributed so that they do not interfere with
proper compaction.
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3-8.02. Subgrade Preparation. After preparation of the fill or embankment site,
the exposed subgrade in areas to receive fill shall be proof-rolled with a loaded
dump truck or similar tired vehicle with a minimum loaded weight of 20 tons.
Proof-rolling shall consist of a minimum of four complete passes of the exposed
areas, with two of them being in a direction perpendicular to the preceding ones.
Any areas which deflect, rut, or pump during proof-rolling or fail to tighten up
after successive passes, as determined by the engineer, shall be undercut and
replaced with compacted fill.
If construction progresses during wet weather, subgrade evaluation shall be
repeated immediately before placing fill or placing base course in paved areas.
Any unstable areas shall be undercut and replaced with compacted fill.
3-8.03. Placement and Compaction. All fill and embankment materials shall be
placed in approximately horizontal layers not to exceed 8 inches in uncompacted
thickness. Material deposited in piles or windrows by excavating and hauling
equipment shall be spread and leveled before compaction.
Each layer of material shall have the best practicable moisture content for
satisfactory compaction. The material in each layer shall be wetted or dried as
required and thoroughly mixed to ensure uniform moisture content and adequate
compaction. Each layer shall be thoroughly compacted to 95 percent of
maximum density at a moisture content ranging from -3 to +3 percent relative to
the optimum moisture content as determined by ASTM D698. If the material fails
to meet the density specified, compaction methods shall be altered.
Wherever a trench is to pass through a fill or embankment, the fill or
embankment material shall be placed and compacted to an elevation not less
than 12 inches above the top of pipe elevation before the trench is excavated.
3-9. PRELOAD. Preloading with surcharge fills will be necessary at the wash
water supply tank site. At the wash water supply tank, the surcharge height shall
be a minimum of 10 feet above finished site grades. The Contractor shall
provide and install a temporary retaining structure at the location shown on the
site plans to keep the fill from covering the adjacent wash water interconnect
vault. Surcharge materials shall be onsite soils placed upon prepared subgrade
and compacted as specified for fills and embankments. The surcharge fill shall
be graded as indicated on the Drawings. The surcharge fills shall be removed
and the construction of wash water supply tank shall begin only after the
settlement of the underlying natural soils and fill has been completed to a
minimum of 90 percent degree of consolidation as determined by the Engineer
based on the settlement monitoring information. A 4 to 6 month period is
anticipated to be required to achieve this degree of consolidation. Regardless of
the degree of consolidation, the surcharge fill shall not be removed until a
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minimum of 90 calendar days have elapsed from the day of completion of the
surcharge fill to the full height.
3-9.01. Settlement Plates. Settlement plates as indicated in Figure 2-02200
shall be installed at the finished site grade levels immediately before placement
of surcharge fills. Settlement plates shall be installed at locations indicated on
the Drawings. The Contractor is responsible for the protection and replacement
of all settlement plates.
The Contractor shall survey the location and record the initial elevations of the
settlement plates and thereafter survey and record the elevation of the
settlement plates:
Twice a day for the first 2 days;
Once a day for the next week;
Twice a week for the following 2 weeks; and
Once a week until no settlement occurs for at least 2 weeks.
The settlement plate readings shall begin with the start of placement of the
surcharge fill and continue during and after placement of the surcharge fill. Each
series of readings shall be submitted to the Owner within 48 hours of each
survey. The readings shall be submitted on forms acceptable to the Engineer.
Settlement readings should be referenced to a bench mark located outside the
influence zone of the surcharge area.
3-10. INUNDATED SAND FILLS. Inundated sand fills shall be provided where
indicated on the Drawings. Inundated sand fills shall be placed on suitably
prepared subgrades, and sand shall be deposited in, or simultaneously with the
application of, water so that the sand is kept inundated during compaction.
During placement, the sand shall be compacted by a mechanical probe type
vibrator. Inundated sand shall be compacted to 70 percent relative density as
determined by ASTM D4253 and D4254.
Sand shall be clean and washed. No inundated sand fill shall have a depth of
less than 4 inches.
3-11. GRANULAR FILLS. Granular fills shall be provided where indicated on
the Drawings. Granular fills shall be placed on suitably prepared subgrades and
compacted by vibration. Granular fills shall be compacted to not less than
70 percent relative density as determined by ASTM D4253 and D4254.
Where granular fills are to be covered with concrete, the top surface shall be
graded to the required subgrade and covered with polyethylene film as specified
in the cast-in-place concrete section.
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3-12. ROADWAY EXCAVATION. Excavation for the roadways, drives, and
parking areas shall conform to the lines, grades, cross sections, and dimensions
indicated on the Drawings and shall include the excavation of all unsuitable
material from the subgrade. After shaping to line, grade, and cross section, the
subgrade shall be compacted to a depth of at least 6 inches to 95 percent of
maximum density at optimum moisture content as determined by ASTM D698.
This operation shall include any reshaping and wetting or drying required to
obtain proper compaction. All soft or otherwise unsuitable material shall be
removed and replaced with suitable material.
3-13. TRENCH EXCAVATION. No more trench shall be opened in advance of
pipe laying than is necessary to expedite the work. One block or 400 feet,
whichever is the shorter, shall be the maximum length of open trench on any line
under construction.
Except where tunneling is indicated on the Drawings, is specified, or is permitted
by the Engineer, all trench excavation shall be open cut from the surface.
3-13.01. Alignment, Grade, and Minimum Cover. The alignment and grade or
elevation of each pipeline shall be fixed and determined from offset stakes.
Vertical and horizontal alignment of pipes, and the maximum joint deflection
used in connection therewith, shall be in conformity with requirements of the
section covering installation of pipe.
Where pipe grades or elevations are not definitely fixed by the Contract
Drawings, trenches shall be excavated to a depth sufficient to provide a
minimum depth of backfill cover over the top of the pipe of 36 inches. Greater
pipe cover depths may be necessary on vertical curves or to provide adequate
clearance beneath existing pipes, conduits, drains, drainage structures, or other
obstructions encountered at normal pipe grades. Measurement of pipe cover
depth shall be made vertically from the outside top of pipe to finished ground or
pavement surface elevation, except where future surface elevations are
indicated on the Drawings.
3-13.02. Limiting Trench Widths. Trenches shall be excavated to a width which
will provide adequate working space and sidewall clearances for proper pipe
installation, jointing, and embedment. Minimum trench widths shall be as
follows:
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MINIMUM TRENCH WIDTHS
Nominal
Pipe Size
inches
Less than 27
27 through 60
Greater than 60
Minimum
Trench Width
inches
Pipe OD plus 24
Pipe OD plus
nominal pipe size
Pipe OD plus 70
Minimum Sidewall
Clearance
inches
12
I D/2
30
OD = Outside diameter (or span) of conduit.
ID = Inside diameter (or span) of conduit.
Specified minimum sidewall clearances are not minimum average clearances but
are minimum clear distances which will be required to the trench excavation or
the trench protective system.
Cutting trench banks on slopes to reduce earth load to prevent sliding and
caving shall be used only in areas where the increased trench width will not
interfere with surface features or encroach on right-of-way limits. Slopes shall
not extend lower than 12 inches above the top of the pipe.
Where, for any reason, the width of the lower portion of the trench, as excavated
at any point, exceeds the maximum permitted in the foregoing table, pipe of
adequate strength, special pipe embedment, or concrete arch encasement, as
required by loading conditions and with the concurrence of the Engineer, shall be
furnished and installed by and at the expense of the Contractor.
3-13.03. Mechanical Excavation. The use of mechanical equipment will not be
permitted in locations where its operation would cause damage to trees,
buildings, culverts, or other existing property, utilities, or structures above or
below ground. In all such locations, hand excavating methods shall be used.
Mechanical equipment used for trench excavation shall be of a type, design, and
construction, and shall be so operated, that the rough trench excavation bottom
elevation can be controlled, that uniform trench widths and vertical sidewalls are
obtained at least from an elevation 12 inches above the top of the installed pipe
to the bottom of the trench, and that trench alignment is such that pipe, when
accurately laid to specified alignment, will be centered in the trench with
adequate sidewall clearance. Undercutting the trench sidewall to obtain sidewall
clearance will not be permitted.
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3-13.04. Cutting Concrete Surface Construction. Cuts in concrete pavement
and concrete base pavements shall be no larger than necessary to provide
adequate working space for proper installation of pipe and appurtenances.
Cutting shall be started with a concrete saw in a manner which will provide a
clean groove at least 1-1/2 inches deep along each side of the trench and along
the perimeter of cuts for structures.
Concrete pavement and concrete base pavement over trenches excavated for
pipelines shall be removed so that a shoulder not less than 6 inches in width at
any point is left between the cut edge of the pavement and the top edge of the
trench. Trench width at the bottom shall not be greater than at the top and no
undercutting will be permitted. Pavement cuts shall be made to and between
straight or accurately marked curved lines which, unless otherwise required,
shall be parallel to the center line of the trench.
Pavement removal for connections to existing lines or structures shall not exceed
the extent necessary for the installation.
3-13.05. Excavation Below Pipe Subgrade. Except where otherwise required,
pipe trenches shall be excavated below the underside of the pipe, as indicated
on Figure 1-02200, to provide for the installation of granular embedment.
3-13.06. Artificial Foundations in Trenches. Whenever unsuitable or unstable
soil conditions are encountered, trenches shall be excavated below grade and
the trench bottom shall be brought to grade with suitable material. In such
cases, adjustments will be made in the Contract Price in accordance with the
provisions of the General Conditions.
3-13.07. Bell Holes. Bell holes shall provide adequate clearance for tools and
methods used in installing pipe. No part of any bell or coupling shall be in
contact with the trench bottom, trench walls, or granular embedment when the
pipe is jointed.
3-14. PIPE EMBEDMENT. Embedment materials both below and above the
bottom of the pipe, classes of embedment to be used, and placement and
compaction of embedment materials shall conform to the requirements indicated
on Figure 1-02200 and to the following supplementary requirements.
Embedment material shall contain no cinders, clay lumps, or other material
which may cause pipe corrosion.
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3-14.01. Embedment Classes.
a. Class A Arch Encasement. Class A arch encasement is not required
unless improper trenching or unexpected trench conditions require its
use as determined by the Engineer.
Concrete and reinforcing steel for arch encasement shall conform to the
requirements of the cast-in-place concrete section.
b. Class B Bedding. Class B bedding shall be used for all steel, ductile
iron, PVC, and pipelines, and for all other pipelines not otherwise
specified. Class B bedding for steel pipe shall be as modified on the
Drawings.
c. Class C Bedding. Class C bedding shall be used for all prestressed
concrete pipelines.
3-14.02. Embedment for Ductile Iron, Steel, and PVC Pipelines. Granular
embedment for ductile iron, coal tar coated steel, and PVC pipelines shall be pea
gravel or crushed rock with rounded or subrounded particles; crushed rock with
sharp edges which could cause significant scratching or abrasion of the pipe or
damage to the polyethylene tube protection shall not be used. Inundated sand
may be used for granular embedment in locations where the use of water will
cause no damage to adjacent property and where it can be placed and properly
compacted without damage to the pipe.
Inundated sand, if used for granular embedment, shall conform to the
requirements for inundated sand backfill as specified herein.
3-14.03. Placement and Compaction. Granular embedment material shall be
spread and the surface graded to provide a uniform and continuous support
beneath the pipe at all points between bell holes or pipe joints. It will be
permissible to slightly disturb the finished subgrade surface by withdrawal of pipe
slings or other lifting tackle.
After each pipe has been graded, aligned, and placed in final position on the
bedding material, and shoved home, sufficient pipe embedment material shall be
deposited and compacted under and around each side of the pipe and back of
the bell or end thereof to hold the pipe in proper position and alignment during
subsequent pipe jointing and embedment operations.
Embedment material shall be deposited and compacted uniformly and
simultaneously on each side of the pipe to prevent lateral displacement.
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Class C embedment shall be compacted to the top of the pipe in all areas where
compacted backfill is specified.
Each lift of granular embedment material shall be vibrated with a mechanical
probe type vibrator during placement to ensure that all spaces beneath the pipe
are filled. Each lift of embedment material shall be compacted with a platform
type vibrating compactor to at least 70 percent relative density as determined by
ASTM D4253 and D4254.
Where indicated on the Drawings, migration of soil into the embedment material
shall be prevented with geotechnical fabric or inundated sand embedment.
Geotechnical fabric shall be placed on the trench surfaces so that it completely
surrounds the embedment material. Joints shall be lapped 12 inches. Inundated
sand embedment shall comply with the requirements for inundated sand backfill
specified herein.
3-15. TRENCH BACKFILL. All trench backfill above pipe embedment shall
conform to the following requirements.
A layer of backfill material not more than 8 inches deep may be placed over
concrete arch encasement or concrete reaction blocking after the concrete has
reached its initial set, to aid curing. No additional backfill shall be placed over
arch encasement or blocking until the concrete has been in place for at least
3 days.
3-15.01. Compacted Backfill. Compacted backfill will be required for the full
depth of the trench above the embedment in the following locations:
Where beneath pavements, surfacings, driveways, curbs, gutters, walks, or
other surface construction or structures.
Where in street, road, or highway shoulders.
In established lawn areas.
In areas of restrained pipe sections.
The top portion of backfill beneath established lawn areas shall be finished with
at least 12 inches of topsoil corresponding to, or better than, that underlying
adjoining lawn areas.
At the option of the Contractor, compacted backfill may be (a) suitable job
excavated material, (b) inundated sand, or (c) granular material with
geotechnical fabric barrier, or (d) graded gravel, as described below:
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a. Job Excavated Material. Job excavated material may be used for
compacted backfill when the job excavated material is finely divided and
free from debris, organic material, cinders, any corrosive material, and
stones larger than 3 inches in greatest dimension. Masses of moist,
stiff clay shall not be used. Job excavated material used for backfill
shall have a plasticity index no greater than 24 and a liquid limit no
greater than 50. Job excavated materials shall be placed in uniform
layers not exceeding 8 inches in uncompacted thickness. Each layer of
material shall have the best possible moisture content for satisfactory
compaction (±3 percent of potimum moisture content per ASTM D-898).
The material in each layer shall be wetted or dried as required and
thoroughly mixed to ensure uniform moisture content and adequate
compaction. Increased layer thickness may be permitted for
noncohesive material if the Contractor demonstrates to the satisfaction
of the Engineer that the specified compacted density will be obtained.
The method of compaction and the equipment used shall be
appropriate for the material to be compacted and shall not transmit
damaging shocks to the pipe. Job excavated material shall be
compacted to 95 percent of maximum density at optimum moisture
content, as determined by ASTM D698 when that test is appropriate, or
to 70 percent relative density, as determined by ASTM D4253
and D4254 when those tests are appropriate.
b. Inundated Sand. Sand shall be deposited in, or placed simultaneously
with the application of, water so that the sand is inundated during
compaction. During placement, the sand shall be compacted with a
mechanical probe type vibrator. Inundated sand shall be compacted to
70 percent relative density as determined by ASTM D4253 and D4254.
c. Granular Material. Granular material shall be deposited in uniform
layers not exceeding 12 inches in compacted thickness and shall be
compacted to 70 percent relative density as determined by
ASTM D4253 and D4254.
Groundwater barriers specified under pipe embedment shall extend to
the top of the granular material.
Geotechnical fabric shall be placed between the granular material and
the trench wall. Fabric shall be lapped at least 12 inches at all joints.
d. Graded Gravel. Gravel backfill shall be deposited in uniform layers not
exceeding 12 inches in uncompacted thickness. The backfill shall be
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compacted with a suitable vibratory roller or platform vibrator to at least
70 percent relative density as determined by ASTM D4253 and D4254.
3-15.02. Uncompacted Backfill. Compaction of trench backfill above pipe
embedment in locations other than those specified will not be required except to
the extent necessary to prevent future settlement. The Contractor shall be
responsible for backfill settlement as specified.
Uncompacted earth backfill material to be placed above embedments shall be
free of brush, roots more than 2 inches in diameter, debris, cinders, and any
corrosive material, but may contain rubble and detritus from rock excavation,
stones, and boulders in certain portions of the trench depth.
Uncompacted backfill material above embedments shall be placed by methods
which will not impose excessive concentrated or unbalanced loads, shock, or
impact on installed pipe, and which will not result in displacement of the pipe.
Compact masses of stiff clay or other consolidated material more than 1 cubic
foot in volume shall not be permitted to fall more than 5 feet into the trench,
unless cushioned by at least 2 feet of loose backfill above pipe embedment.
No uncompacted trench backfill material containing rocks or rock excavation
detritus shall be placed in the upper 18 inches of the trench, nor shall any stone
larger than 8 inches in its greatest dimension be placed within 3 feet of the top of
pipe. Large stones may be placed in the remainder of the trench backfill only if
well separated and so arranged that no interference with backfill settlement will
result.
3-16. STRUCTURE BACKFILL. The quality and moisture content of materials
for backfill around and outside of structures shall conform to the requirements for
materials used for earthfills and embankments. Backfill materials shall be
deposited in layers not to exceed 8 inches in uncompacted thickness and shall
be compacted to at least 95 percent of maximum density at optimum moisture
content as determined by ASTM D698. Compaction of structure backfill by
rolling will be permitted, provided the desired compaction is obtained and
damage to the structure is prevented. Compaction of structure backfill by
inundation with water will not be permitted.
No backfill shall be deposited or compacted in water.
Particular care shall be taken to compact structure backfill which will be beneath
pipes, drives, roads, parking areas, walks, curbs, gutters, or other surface
construction or structures. In addition, wherever a trench is to pass through
structure backfill, the structure backfill shall be placed and compacted to an
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elevation not less than 12 inches above the top of pipe elevation before the
trench is excavated. Compacted areas, in each case, shall be adequate to
support the item to be constructed or placed thereon.
3-17. PIPELINES INSTALLED IN CASINGS. Pipelines shall be constructed in
casings of the type designated on the Drawings, in conformity with the
requirements which follow. Before starting work on any pipelines in casing,
detailed drawings, specifications, and other data covering the casing to be used
shall be submitted in accordance with the submittals section.
3-17.01. Smooth Steel Pipe. The conduit shall be installed by jacking into place.
Earth displaced by the conduit shall be removed through the interior of the
conduit by hand, by auger, or by other acceptable means. Sections of the
casing pipe shall be welded together to form a continuous conduit capable of
resisting all stresses, including jacking stresses. The casing pipe conduit in its
final position shall be straight and true in alignment and grade, as required by the
Drawings. There shall be no space between the earth and the outside of the
casing.
3-17.02. Stabilized Sand Backfill. After installation of the pipe in the smooth
steel pipe, the entire annular space between the pipes shall be filled with
stabilized sand. Stabilized sand shall be mixed in the proportions of at least
282 pounds of portland cement to each cubic yard of sand. Cement, sand (fine
aggregate), and water shall be specified for cast-in-place concrete. Stabilized
sand shall be thoroughly mixed in a mechanical mixer and shall contain only
enough water to produce an easily handled mixture.
3-17.03. End Closure. Both ends of each casing conduit shall be closed with
common brick and mortar as indicated on the Drawings.
3-17.04. Interruption of Traffic. No interruption of traffic will be permitted at any
location where casings are required.
3-18. DRAINAGE MAINTENANCE. Trenches across roadways, driveways,
walks, or other trafficways adjacent to drainage ditches or watercourses shall not
be backfilled prior to completion of backfilling the trench on the upstream side of
the trafficway, to prevent impounding water after the pipe has been laid. Bridges
and other temporary structures required to maintain traffic across such unfilled
trenches shall be constructed and maintained by the Contractor. Backfilling shall
be done so that water will not accumulate in unfilled or partially filled trenches.
All material deposited in roadway ditches or other watercourses crossed by the
line of trench shall be removed immediately after backfilling is completed, and
the original section, grades, and contours of ditches or watercourses shall be
restored. Surface drainage shall not be obstructed longer than necessary.
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3-19. FINAL GRADING AND PLACEMENT OF TOPSOIL. After other outside
work has been finished, and backfilling and embankments completed and
settled, all areas which are to be graded shall be brought to grade at the
indicated elevations, slopes, and contours. All cuts, fills, embankments, and
other areas which have been disturbed or damaged by construction operations
shall be surfaced with topsoil to a depth of at least 4 inches. Topsoil shall be of
a quality at least equal to the existing topsoil in adjacent areas, free from trash,
stones, and debris, and well suited to support plant growth.
Use of graders or other power equipment will be permitted for final grading and
dressing of slopes, provided the result is uniform and equivalent to manual
methods. All surfaces shall be graded to secure effective drainage. Unless
otherwise indicated, a slope of at least 1 percent shall be provided.
Final grades and surfaces shall be smooth, even, and free from clods and
stones, weeds, brush, and other debris.
3-20. DISPOSAL OF EXCESS EXCAVATED MATERIALS. Insofar as needed,
suitable excavated materials (as described in Paragraph 3-15.01.a. of this
section) shall be used in fills and embankments. All suitable excess excavated
material shall be disposed of at locations on the site as indicated on the
Drawings; all such material shall be graded for drainage but need not be
compacted. The side slopes of the disposal stockpile shall not exceed 5:1 slope.
The finished top surface of the stockpile shall be graded to drain to the
perimeter. The finished top surface and slopes shall be sealed off with a smooth
drum roller, covered with a minimum 4 inch thick layer of topsoil, and seeded.
If Alternate C is chosen, all excess excavated material shall be disposed of
offsite.
All debris, stones, logs, stumps, roots, and other unsuitable materials shall be
removed from the site and disposed of by, and at the expense of, the Contractor.
3-21. SETTLEMENT. The Contractor shall be responsible for all settlement of
backfill, fills, and embankments which may occur within the correction period
stipulated in the General Conditions.
The Contractor shall make, or cause to be made, all repairs or replacements
made necessary by settlement within 30 days after notice from the Engineer or
the Owner.
End of Section
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0
z
CREEK RELOCATION
SEQUENCE OF OPERATION
c?
3
O
C?
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V
1. NO WORK IN THE AREA OF THE EXISTING AND NEW CREEK SHALL BE STARTED UNTIL ALL
NECESSARY PERMITS ARE OBTAINED.
2. ONCE THE NECESSARY PERMITS ARE OBTAINED. THE CONTRACTOR SHALL INSTALL ALL
REQUIRED EROSION CONTROL DEVICES PRIOR TO BEGINNING ANY EARTHMOVING ACTIVITIES.
3. CONTRACTOR SHALL INSTALL TEMPORARY CREEK DIVERSION DITCHES AND BERMS TO ROUTE
EXISTING CREEK AROUND CONSTRUCTION AREA. DITCHES SHALL BE LINED AS INDICATED ON
THE DRAWINGS AND SIZED TO PROVIDE SECTIONAL AREA EQUAL TO OR GREATER
THAN THE EXISTING CREEK. BERMS SHALL BE CONSTRUCTED AS INDICATED ON THE DRAWINGS.
4. CONTRACTOR SHALL LAYOUT AND EXCAVATE THE NEW CREEK TO THE TOP OF SUBGRAOE
ELEVATIONS SHOWN ON THE DRAWINGS. A PRE-RELOCATION CONFERENCE WILL BE HELD
WITH THE ENGINEER. CONTRACTOR. AND CREEK MITIGATION SUBCONTRACTOR PRIOR TO
INSTALLATION OF ANY CREEK BANK MATERIALS TO REVIEW INSTALLATION REQUIREMENTS.
S. CONTRACTOR SHALL INSTALL CREEK BANK MATERIALS AS REQUIRED BY THE ENGINEER.
AFTER ALL CREEK BANK MATERIAL INSTALLATION IS COMPLETE. THE CREEK MITIGATION
SUBCONTRACTOR WILL BE RESPONSIBLE FOR INSTALLING ALL BOULDER RIFFLES. LIVESTAKING
MATERIALS AND TREE PLANTING.
G. CREEK BANKS AND ADJACENT DISTURBED AREAS SHALL BE COMPLETED AND STABILIZED
PRIOR TO INTRODUCING CREEK FLOW TO THE NEW CREEK. WHEN NEW CREEK AND DISTURBED
AREAS ARE COMPLETE CONTRACTOR SHALL REMOVE TEMPORARY BERMS AND FILL
TEMPORARY CREEK DIVERSIONS. BERM LOCATIONS SHALL BE COMPLETED IN ACCORDANCE
WITH THE CROSS SECTIONS INDICATED ON THE ORRWINGS.
7. CONTRACTOR SHALL FILL EXISTING CREEK WITH SUITABLE JOB EXCAVATED MATERIAL.
Black & veatcn
Engineers - Amhhecu
NORTH MECKLENBURG
WATER TREATMENT PLANT
ui o _ PROJECT
0 0 G1G98
CREEK RELOCATION
SEQUENCE OF OPERATION
FIGURE 1
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1.' .
S L.. INSTALL" TEMP
CONTRACTOR.
ARY CREEK OIVERS.ION DITCH:ANQ
BERMS .. ..
..
ROUTE-EXIST REEK'RRDUN
TO .AREA.FpR NEW CREEK•LOCATION DITCHES :
:
DE-:??LO
SHALL HAVE A MINIM
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sp r,
ur
tNQ
BERMS SHALL-8 E'STASILIZED..1 LTER FABRIC AND 38"'MINIMU SS B
RIPRAP;
...
2. ...
CONTRA( TOR SHALL `CONSTRUCT.fI-. EMPORARY 'CONSTRUCTION ACCESS R OAD TO 'THE
SQI.L...OISPQSAL AREA`FROM THE C EARWELLS WITH A MINIMUM WIDTH OF 2S FEET..
ALL -WORK NECESSARY""FOR"INSTAL RT ION OF THE JEMPORARY CON.$TR CT ION .ACCESS ,
p CLEARING. GRU
ROAD IPICLUDIN_G BING, CREEK CROSSING ,EROSIQN CONTROL., AND
,
PERMITTING SHALL-BE-THE RESPO SIBILITY OF THE.._CONTRACTOR. R TER CONSTRUCTION ,.
'
.4"-MINIMUM..QF TOP SOIL SHALL`•, E•PLACEO.OVER THE ROAD AND THE ROAD SHALL
BE
SEEDED IN ACCORDANCE WITH THE :SEEDING SPEC IFICAT,ION.
3. SEE SHI=ETS 84 AND..B4A-FOR PIP NG.ANQ STRUCTURES IN THIS AREP
4, 50"..CRhEK BUFFER SHALL BE EST BLISHEO.,ON•EACH',SIOE OF``CREEK FROM XREEK
CENTERLINE. AREAS... WITHIN THE',, UFFER'..,AND BELOW TOP OF BANK SH ALL BE'PLANTEO
'
BY LIVC STAKING. AREAS.,WIfHIN THE; BUFFER AND ABOVE TOP OF.B NK SHALL
'BE.
PLRNTEU WITH TREES,`...EXCEPI"AS NOTED IN NOTE',,S BELOW. ALL LI' E STAKING AND,.,
TREE C.'=f]LIT f\In W 21 nr nn M "
ALLOWANCE IN THE SPECIFICATIO S.,LIVE STAKING''.SHALL BE IN R COROANCE WITH
MECKLENBURG COUNTY STORMWATER IIETAILS.
S. BUFFER AREAS ON. THE NORTH`.,SID OF THE RELOCATED CREEK ABOVE TOP OF BANK
AND B'TWEEN THE`E9,300'AND':TH .E9,.650.GRID LINES SHALL ...BE. SE
- EDED IN ACCORDANCE
WITH I'HE SEEDING SPECIFICATIO T
NS. IN LIEU OF PLANTING TREES ?-ALLOW.•.FOR FUTURE
INSTALLATION OF._THE 72" CLEAR ELL INFLUENT, ..•
IF_ALI'ERNATE""A., IS'SELECTED.. SEE'SHEET 84A FOR CONTOURS AB VE ELEVAT'ION...696.00.
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NAME MATERIAL
TYPE SI EXIST CREEK BOTTOM MATERIAL
OR FINE SRNO/FINE GRAVEL
TYPE S2 CLASS A RIP-RAP
(SEE SPECIFICATION SECTION 02200)
TYPE S3
TYPE S4
FILTER FABRIC
CREEK EROSION
CONTROL MATERIAL
NON CREEK EROSION
CONTROL MATERIAL
BIackaveatcm NORTH MECKLENBURG
Enginws- Archiaoes WATER TREATMENT PLANT
0 o Q PROJECT CREEK RELOCATION DETAILS
a 0 GIG98
FINE GRAVEL
SUITABLE JOB EXCAVATION MATERIAL
(SEE SPECIFICATION SECTION 02200)
NON WOVEN FABRIC
(SEE SPECIFICATION SECTION 02200)
NORTH AMERICAN GREEN TYPE C12S8N
(SEE SPECIFICATION SECTION 02200)
NORTH AMERICAN GREEN TYPE S75
(SEE SPECIFICATION SECTION 02200)
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A. BURY THE TOP END OF THE MATTING
IN A TRENCH S INCHES OR MORE IN
DEPTH.
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B. TAMP THE TRENCH FULL OF SOIL. SECURE r......?
WITH ROW OF STAPLES. 10" SPACING.
4 INCHES DOWN FROM THE TRENCH. ?• /
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E. OVERFALL _
C. OVERLAP MATTING AT UPPER END OF LOWER
STRIP AS IN 'A' AND 'B' OVERLAP ENO OF STAPLE. ?Z` - `;
0. CHECK SLOT-- FOLD OF MATTING BURIED
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F. PRESS ENDS OF MATTING 4 INCHES INTO THE SOIL
n AROUND STRUCTURES. AND STAPLE SECURELY.
TYPICAL T
II u8 GAUGESWIREES NOTES'
T 1. MATTING FOR EROSION CONTROL SHALL BE JUTE MATTING.
1 EXCELSIOR MATTING. OR NORTH AMERICAN GREEN. TYPE CS.
1 1/2"? 2. MATTING SHALL BE INSTALLED WHERE REQUIRED TO STABILIZE
CHANNELS AND SLOPES. ON ALL SLOPES 4:1 OR GREATER.
.I DETAIL FOR STABILIZING CHANNELS AND
SLOPES WITH EROSION CONTROL MATTING
;j NO SCALE
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PROJECT CREEK RELOCATION DETAILS FIGURE 15
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STORAGE CAPACITY
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TOP EL p
OF DAM
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COMPACTED
GROUND
7
SEDIMENT TRAP sr
NO SCALE
mark veatr-n NORTH MECKLENBURG
mss- Anhftaees WATER TREATMENT PLANT
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r. PROJECT CREEK RELOCATION DETAILS
61698
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FIGURE 16
`DI MIN
ELEVATION
6'-0" MIN
FILTER
FABRIC
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GROUND
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MIN REO'D
12"
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FOR SETTLEMENT

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SLOPE MAX
1:1 SIDE
SLOPE MAX
SEDIMENT TRAP DATA
TOTAL DISTURBED APPROX. TRAP DIMENSIONS SPILLWAY SPILLWAY TOP OF
TRAP
NO. DRAINAGE
AREA (AC) AREA (AC) LENGTH WIDTH DEPTH
(FT) (FT) (FT) ELEV
(FT) WIDTH
(FT) DAM EL
1 2.8 2.8 53 87 4.5 697.50 8 699.00
2 4.0 4.0 30 120 3 694.00 10 695.50
W000 OR
METAL FENCE POST
0 B'-0" OC
10 GA WELDED WIRE MESH
FENCING (NOT REO'D WITH
APPROVED SYNTHETIC FABRICS
AND G'-0" POST SPACING)
FILTER FABRIC o'
(SEE NOTE I) 1
COMPACTED
COMPACTS
BACKFILL--\ DISTURBED UNDISTURBED
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NOTE:
1. USE SYNTHETIC FILTER FABRIC IN LIEU OF
BURLAP WHEN SILT FENCE IS TO BE USED
MORE THAN 45 DAYS
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NO SCALE
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EUBCK & VeatCr l I NORTH MECKLENBURG
rn*hwe?s- Architoecs WATER TREATMENT PLANT
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_ PROJECT CREEK RELOCATION DETAILS
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FIGURE 17
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14
HABITAT
ASSESSMENT AND
RESTORATION
PROGRAM INC.-----
February 11, 2000
John Bekmanis
Black and Veatch
8604 Cliff Cameron Dr.
Suite 164
Charlotte, NC 28269
JAMES F. MATTHEWS, Ph.D.
T. LAWRENCE MELLICHAMP, Ph.D.
P.O. Box 655
Newell, NC 28126
[phone]
[phone]
fax: [phone]
Re: Planting Recommendations for Stream Relocation Project at the North Mecklenburg Water
Treatment Plant
Dear John:
After a review of the proposed plan for the stream relocation at the North Mecklenburg Water Treatment
Plant, HARP is prepared to make the following recommendations for installing stream habitat materials,
bioengineering the upper stream banks and vegetating the proposed fifty (50) foot buffer on either side of
the project.
As discussed, the slope above the riprap used for toe refusal will need to be live staked. Live stake material
should be placed on 12" centers on slopes of 2:1 or greater. On slopes that are less than 2:1, live stake
material can be placed on 18" centers. If joint planting is necessary, live stake material can be placed
between the rocks on approximately 12" centers, provided that there is adequate soil beneath the rocks to
support live stake survival and growth. HARP recommends the following species for bioengineering.
Common Name Scientific Name
Silky dogwood Cornus amomum
Silky willow Sal& sericea
Elderberry Sambucus canadensis
Virginia willow Itea vir inica
Beauty-berry Callica a americana
The planting of this material will need to be done between the months of November and March or from the
first or second hard frost in the fall until leaf budding begins in the spring.
The fifty (50) foot buffer that is to be planted on either side of the stream will need to be planted in
hardwood tree species and some shrub species. After a review of the existing vegetation (See letter to you
dated 2/3/00), HARP recommends the following spacing and tree species selection. Trees should be
installed at a rate of 300 trees per acre with shrubs at the same rate. Tree material should be native, from
regional nursery stock and preferably not bare root material. The minimum tree height should be between
3 and 5 feet, depending on species. Shrub species should be between 1 and 2 feet high. The following tree
and shrub species should be used for the buffer planting.
Habitat Analysis, Endangered Plant Studies, Restoration of Habitats, Wetland Mitigation, Monitoring
i
Common Name Scientific Name
Hackberry Celtis laevi atus
Green ash Froxinus n lvanica
Black walnut Ju lans ni a
Swam chestnut oak ercus michauxii
Willow oak ercus hellos
Paw paw Asimina trtloba
Flowering dogwood Cornus orida
Hazelnut Co lus americana
Arrowood Viburnum dentatum
The planting of tree material is accomplished most effectively in the late winter or early spring. Depending
on the post-construction soil conditions, some irrigation may be necessary to promote tree and shrub
growth and survival.
In the area of the future pipe installation, there are several non-woody species that can be planted to keep
the soil stable and still provide for a vegetated buffer. A seeding mixture of Kobe lespedeza (20 lbs./acre
with inoculant), Lovegrass (6 lbs./acre) and annual rye (50 lbs./acre) may be seeded during the spring to
prevent erosion.
Additionally, we believe that there are several other species that could be added to diversify the area and
add wildlife value. The addition of Ironweed (Vernonia noveboracensis), Bushy beardgrass (Andropogon
glomeratus) and Switchgrass (Panicum virgatum) will help bolster this area's value. If there are sections of
this buffer area that remain wet, Wool-grass (Scirpus cyperinus) and Soft-rush (Juncus spp.) may be added.
These additional species will most likely need to be transplanted instead of seeded. Clumps of plants (15-
25 plants/clump) would be installed throughout the project site and allowed to spread naturally.
Left alone, a grading contractor does not often accomplish the installation of stream habitat materials
effectively or properly. Therefore, HARP is prepared to assist with the oversight or placement of any
boulders, riffle/pool enhancement structures or stream bank/bed materials. Most likely, this will occur
during the final stages of the relocated stream construction phase, prior to planting. Please advise me if you
will require these types of services.
I hope that this letter provides you with the necessary information. Thank you for the opportunity to assist
you on this project and if you have any questions or would like to discuss changes, cost or schedule, please
contact me at 704/547-4061.
Sincerely, "
Chris Matthews
Vice President
CITY OF HART nTTF _
6Q0'EASTF6U-RTH STREET
CHARLOTTE, N.C. 28102-2848
DATE CHECK NO.
03/O1/O0 7306883
APCC 30236
DATE INVOICE / CREDIT MEMO TYPE DESCRIPTION GROSS DISCOUNT NET

)224100
OZZ40
022900 3047 I
200100 I
100 I
200100

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