19850103 Ver 1_COMPLETE FILE_19851029

t
d? dts STATE.
State of North Carolina
Department of Natural Resources and Community Development
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor November 1, 1985 R. Paul Wilms
S. Thomas Rhodes, Secretary Director
Mr. John McDowell, P.E.
Woolpert Consultants
8731 Red Oak Blvd.
Charlotte, NC 28210
Subject: Certification Pursuant to Section
401 of the Federal Clean Water Act,
Proposed Flood and Erosion Control
Measures,
County of Mecklenburg
Little Sugar Creek
Mecklenburg County
Dear Mr. McDowell:
Attached hereto are two (2) copies of Certification No. 1847
issued to the County of Mecklenburg dated November 1, 1985.
If we can be of further assistance, do not hesitate to contact us.
Sincerely ours,
Original Signed By
Dennis R. Ramsey
For R. Paul Wilms
cc: Wilmington District Corps of Engineers
Mooresville Regional Office
Mr. William Mills
Mr. David Owens
Pollution Prevention Pays
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
An Equal Opportunity Affirmative Action Employer
&?
.? P
NORTH CAROLINA
Mecklenburg County
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 Environmental Management
Regulations in 15 NCAC 2H, Section .0500 to the County of Mecklenburg
pursuant to an application filed on the 9th day of August, 1985 to
construct a flood and erosion control program.
The Application provides adequate assurance that the discharge of
fill material into the wetlands area and waters of Little Sugar Creek in
conjunction with the proposed flood and erosion control program in
Mecklenburg County 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 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.
Condition(s) of Certification:
1. That the activity be conducted in such a manner
as to prevent significant increase in turbidity
outside the area of construction or construction-
related discharge (increases such that the
turbidity in the Stream is 50 NTU`s or less
are not considered significant).
Violations of any condition herein set forth shall result in
revocation of this Certification.
This Certification shall become null and void unless the above
condition is made a condition of the Federal Permit.
This the 1st day of November, 1985.
DIVISION OF ENVIRONMENTAL MANAGEMENT
Original Signed By
Dennis R. Ramsey
For R. Paul Wilms, Director
WQC# 1847
`M'- )i f} _.e.
M ?q
State of North Carolina -
Department of Natural Resources and Community Development
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor November 1, 1985 R. Paul Wilms
S. Thomas Rhgdes, Secretary Director
Mr. John McDowell, P.E.
Woolpert Consultants
8731 Red Oak Blvd.
Charlotte, NC 28210
Subject: Certification Pursuant to Section
401 of the Federal Clean Water Act,
Proposed Flood and Erosion Control
Measures
County of Mecklenburg
Little Sugar Creek
Mecklenburg County
Dear Mr. McDowell:
Attached hereto are two (2) copies of Certification No. 1847
issued to the County of Mecklenburg dated November 1, 1985.
If we can be of further assistance, do not hesitate to contact us.
OriginaltI 06181ours,
Dennis R. Ramsey
For R. Paul Wilms
cc: Wilmington District Corps of Engineers
Mooresville Regional Office
Mr. William Mills
Mr. David Owens
Pollution Prevention Pays
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

NORTH CAROLINA
Mecklenburg County
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 Environmental Management
Regulations in 15 NCAC 2H, Section .0500 to the County of Mecklenburg
pursuant to an application filed on the 9th day of August, 1985 to
construct a flood and erosion control program.
The Application provides adequate assurance that the discharge of
fill material into the wetlands area and waters of Little Sugar Creek in
conjunction with the proposed flood and erosion control program in
Mecklenburg County 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 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.
Condition(s) of Certification:
1. That the activity be conducted in such a manner
as to prevent significant increase in turbidity
outside the area of construction or construction-
related discharge (increases such that the
turbidity in the Stream is 50 NTU's or less
are not considered significant).
Violations of any condition herein set forth shall result in
revocation of this Certification.
This Certification shall become null and void unless the above
condition is made a condition of the Federal Permit.
This the 1st day of November, 1985.
DIVISION OF ENVIRONMENTAL MANAGEMENT
gig'Inai Signed By
Dennis R. Ramsey
For R. Paul Wilms, Director
WQC# 1847

RECEIVED
C C 1 2 4 1985
!'.'ATE? QUAL ITV SECTION
'?ANC:.
DIVISION OF ENVIRONMENTAL MANAGEMENT
October 22, 1985
MEMORANDUM TO: Bill Mills
FROM: D. Rex Gleason
SUBJECT: 401 Certifications
Duke Power Company-Temporary Cofferdam
and Sedimentation Pond
Mecklenburg County-Little Sugar Creek
Flooding and Erosion Control
Based on this Office's review of the subject projects, we do not anticipate
contraventions of water quality standards subsequent to the proposed construction.
During construction minor, intermittant violations may occur; however, these
should not cause significant problems to the surface waters or the aquatic
environment.
If you have questions regarding our review, please advise.
DRG:se
.... 0-
DEPARTMENT OF THE ARMY
Wilmington District, Corps of Engineers
Post Office Box 1890
Wilmington, North Carolina 28402-1890
SAWC085-N-060-0377 September 19, 1985
PUBLIC NOTICE
MECKLENBURG COUNTY, 700 North Tryon Street, Charlotte, North Carolina
28202, has applied for a Department of the Army permit TO PLACE FILL MATERIAL
IN THE WATERS AND WETLANDS OF LITTLE SUGAR CREEK TO CONTROL FLOODING AND TO
CURTAIL AND PREVENT EROSION IN THIS URBAN WATERWAY, IN CHARLOTTE, 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 the proposed placement of 24,852 linear feet of fiber
matting, 2,301 linear feet of gabion wall, 3,028 linear feet of Reno mattress,
and the general clean-up of approximately 2,100 linear feet of stream channel.
Also, the applicant proposes to stabilize 430 linear feet of stream bank
beneath four bridges. Under Park Road Bridge, 140 linear of creek bank is to
be stabilized. Under Brandywine Bridge, 80 linear feet is to be stabilized.
Under Hillside Bridge, 110 linear feet is to be stabilized, and under
Brunswick Bridge, 100 linear feet is to be stabilized. The total length of
the creek in which the work is to take place is approximately 3.1 miles. The
reworked channel is to have an average bottom width of 25 feet and a depth
varying between 12 and 15 feet. Approximately 42,735 yards of material is to
be excavated, and approximately 48,202 cubic yards of material is to be placed
in the natural channel to relocate and straighten portions of the creek. The
stream, in its present condition, contains an extensive amount of debris, an
overgrowth of vegetation, and soil ledges from deposited materials. Erosion
problems can be attributed to rock outcroppings and other obstructions to
flow. There is no evident wetland corridor adjacent to the creek. The
purpose of the work is to create a uniform and gradually transitioning
channel and to stabilize banks and maintain vegetative growth on banks so as
to contain the 10-year storm flow within the creek banks. Plans showing the
proposed 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 permit will be issued until the coordinated State
viewpoint on the proposal has been received and reviewed by this agency, nor
will a Department of the Army permit be issued until the North Carolina
Division of Environmental Management has determined the applicability of a
Water Quality Certificate as required by PL 92-500.
This application is being considered pursuant to Section 404(b) of the
Clean Water Act (33 U.S.C. 1344). Any person may request, in writing within

-2-
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 has determined, based on a review of data furnished
by the applicant and onsite observations, that the activity will not affect
species, or their critical habitat, designated as endangered or threatened
pursuant to the Endangered Species Act of 1973.
Generally, the decision whether to issue this Department of the Army
permit will not be made until the North Carolina Division of Environmental
Management (DEM) issues, denies, or waives State certification required by
Section 401 of the Clean Water Act. The DEM 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 permit serves as application to the DEM 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 Environmental Management, 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 Environmental Management plans to take
final action in the issuance of the Clean Water Act certification on or after
October 29, 1985.
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 Environmental Management, Post Office Box 27687, Raleigh,
North Carolina 27611-768719 on or before October 23, 1985, Attention:
Mr. William Mills. -
Written comments pertinent to the proposed work, as outlined above, will
be received in this office, Attention: Mr. Mike Smith, until 4:15 p.m.,
October 21, 1985, or telephone [phone].
?- E T. UIRCN
? .L. Warren. C?:_C';TI E d:SS:STMUIT
Lieutenant Colonel,
Corps of Engineers
Deputy District Engineer

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Breakdown of Materials into Reaches along Little Sugar Creek:
INDEX
F.M. Fiber Matting
G.W.. Gabion Wall
R.M. Reno Mattress
C.U. Clean Up
LEFT EMBANKMENT RIGHT EMBANKMENT
STATION TYPE OF LINEAL STATION TYPE OF LINEAL
FROM TO MATERIAL FEET FROM To MATERIAL FEET
0+00 14+10 F.M. 1,410 0+00 8+90 F.M. 890
14+10 16+25 G.W. 215 8+90 16+25 R.M. 735
16+25 19+25. R.M. 300 16+25 18+50 F.M. 225
19+25 26+95 F.M. 770 18+50 29+08 G.W. 1058
26+95 29+08 R.M. 213 29+08 31+00 C.U. 192
29+08 33+80 F.M. 472 31+00 33+80 F.M. 280
33+80 35+35 R.M. 155 33+80 35+50 R.M. 170
.35+35 37+85 F.M. 250 35+50 42+85 R.M. 735
37+85 38+80 R.M. 95 42+85 46+45 G.W. 360
38+80 47+55 F.M. 875 46+45 47+80 F.M. 135
47+55 49+25 R.M. 170 47+80 49+55 R.M. 175
49+25 67+00 F.M. 1,775 49+55. 53+50 F.M. 395
67+00 70+60 C.U. 360 53+50 61+95 R.M. 845
70+60 77+30 F.M. 670 61+95 65+60 F.M. 365
77+80 100+00 F.M. 2,220 66+12 67+00 G.W. 88
100+55 124+00 F.M. 2,345 67+00 77+30 C.U. 1030
124+00 128+30 G.W. 430 77+30 79+00 R.M. 170
170+20 170+70 F.M. 50 79+00 106+80 F.M. 2,780
170+70 172+20 G,W, 150 106+80 112+00 C.U. 520
172+20 204+10 F.M. 3,190 112+00 128+30 F.M. 1,630
170+20 204+10 F.M. 3,390
TOTALS
Fiber Matting 24,852 L.F.
Gabion Wall 2,301 L.F.
Reno Mattress 3,028 L.F.
Clean Up 2,102 L.F.
SH?'r 2 of ?

Earthwork Quantities Broken Down into Reaches Between Bridges:
CUS FITJL
FROM TO Xd ) (y )
STA. 0+00 STA. 16+65 91040 6,123
(PARK ROAD BRIDGE)
STA. 16+65 STA. 68+00 17,312 16,398
(WOODLAWN BRIDGE)
STA. 68+00 STA. 77+35 1,848 725
(BRANDYWINE BRIDGE)
STA. 77+35 STA. 100+30 1,792 2,802
(HILLSIDE AVE. BRIDGE)
STA. 100+30 STA. 128+30 3,709 14,846
(PRINCETON AVE. BRIDGE)
STA. 170+40 STA. 194+65 7,219 6,901
(EAST BLVD. BRIDGE) (BRUNSWICK AVE. BRIDGE)
STA. 194+65 STA. 204+35
(E. MOREHEAD ST. BRIDGE) 1,815 407
TOTAL: 42,735 48,202
Typical Crossections of Little Sugar Creek - Attached
STATION 6+00.00
STATION 7+00.00
STATION 28+00.00
STATION 29+00.00
STATION 31+00.00
STATION 56+00.00
STATION 57+00.00
STATION 103+00.00
STATION 121+00.00
STATION 128+00.00
STATION 203+00.00
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August 9, 1985
Mr. Bill Mills
NORTH CAROLINA DIVISION OF ENV. MANAGEMENT
P.O. Box 27687
Raleigh, NC 27611
Re.: Improvements to Little Sugar Creek
Mecklenburg County, North Carolina
Dear Mr. Mills,
We are applying 'on behalf of Mecklenburg County, Owner, to obtain
a U.S. Army Core of Engineers 404 Permit for the above referenced
project. Per your phone conversation today with Becky Mursch, we
are sending you a copy of the information requested by Mr. Charles
Hollis, U.S. Army Core of Engineers, as listed below and attached
herein:
1. Location map 8211x11"
2. Typical details of materials to be placed into
Little Sugar Creek 84"xll"
3. Technical specifications of materials to be
placed into Little Sugar Creek
4. Complete set of construction plans-marked Preliminary
If further information is required by your office to complete
your review, please advise.
Very truly yours,
WOOLPERT CONSULTANTS
John M. McDowell, P. E.
Project Manager
JMM/ns
#13759-02
Enclosures
8731 RED OAK BOULEVARD • CHARLOTTE, NORTH CAROLINA 28210 • 704/525-6284

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TECHNICAL SPECIFICATIONS
FOR
IMPROVEMENT TO LITTLE SUGAR CREEK
4ti
MECKLENBURG COUNTY, NORTH CAROLINA
JULY 1985
CONTRACT NO. 75-13759-02
PREPARED BY"
WOOLPERT CONSULTANTS
ENGINEERING, PLANNING, PHOTOGRAMMETRY,
AND LANDSCAPE ARCHITECTURE '?
8731 RED OAK BOULEVARD
CHARLOTTE, NORTH CAROLINA 28210

GAB I Off; WALL
GENERAL
The standard typ? gabion shall be a flexible zinc coated gabion of the
type and sizes specified below. It is made of wire mesh of the type
and size and selvedge as specified in the following paragraphs. Each
gabion may be divided by diaphragms into cells whose length shall not
be greater than one time and half times the width of the gabion. This
section provides for furnishing all labor, supervision, materials, tools
and equipment for the complete installation of Gabion Walls as called
for in the construction drawings and as specified as follows. Gabions
shall be as manufactured by Maccaferri Gabions, Inc. or approved equal.
MESH
The mesh shall be hexagonal woven mesh with the joints formed by twisting
each pair of wires through three half turns. Because of their appearance,
the joints are often termed triple twisted. The size of the mesh shall
be of type 8 x 10. Nominal Mesh size is 3Q x 4; inches.
WIRE
All wire used in the fabrication of the gabions and in the wiring operations
during construction shall conform to U.S. Federal Specification QQ-W-461H of
November 1978, Finish 5 soft, i,e. wire having an average tensile strength
in accordance with ASTM A641 before fabrication of the netting. The nominal
diameter of the wire used in the fabrication of the netting shall be 0.1180
inches.
ELONGATION OF WIRE
Test shall be made on the wire before fabrication of the gabions on a sample
ten inches long. Elongation shall not be less than 12%.
ZINC COATING (GALVANIZING
All wire used in the fabrication of the gabions and in the wiring operations
dcuring construction shall be coated to ASTM A641-71A for Zinc Coated
(Galvanized) carbon steel wire, the minimum ;;eight of the coating shall be
according to the figures shown in the table below:
NOMINAL DIAMETER OF WIRE MINIMUM WEIGHT OF COATING
0.0866 inches ........................................... 0.70 ozs./sq.ft.
0.1063 inches ........................................... 0.80 ozs./sq.ft.
0.1180 inches ........................................... 0.80 ozs./sq.ft.
0.1338 inches ........................................... 0.80 ozs./sq.ft.
0.1535 inches ........................................... 0.80 ozs./sq.ft.
The adhesion of the zinc coating to the wire should be such that, when the
wire is wrapped six turns around a mandrel of 4 times the diameter of the
wire, it does not flake cr crack to such an extent that any zinc can be
removed by rubbing with the bare fingers.
1-1

SELVEDGES
All edges of the standard gab-ions including end-panels and the diaphragms,
if any, shall be mechanically selvedged in such a way as to prevent
ravelling of the mesh and to develop the full strength of the mesh. The
wire used for the selvedge shall have a diameter greater than that of the
wire used to form the i„esh, namely:
For the 8 x 10 type wire mesh made of wire having a nominal diameter of
0.118 inches the selvedge shall be of wire having a diameter equal to or
greater than 0.1535 inches.
DIMENSIONS OF GABIONS
Standard gabions shall have the following dimensions:
Nominal Length = 6 feet, 9 feet or 12 feet
Nominal Wfidth = 3 feet
Nominal Height = 3 feet.
LACING WIRE
Sufficient lacing and connecting wire shall be supplied with the gabions
for all wiring operations carried out in the constructicn of the gabion,
work. The quantity of such wire is estimated to be 5 per cent approxi-
mately of the gabion weight supplied.
The nominal diameter of lacing wire shall be 0.0866 inches.
According to engineering requirements the gabions incorporate diaphragms
to form cells having a length not greater than one and.half the ,.idth of
the gabion.
TOLERANCES
Wire
Tolerances on the diameter of all wire in the above clauses shall b_-
permitted in accordance with ASTM A641-?1A Table 3.
Gabions
Tolerances of +i- 5% on the .width, height and lenght of the gabions shall
be permitted.
ASSEMBLY
Remove a single gabion from the bundle and unfold it on a hard flat surface.
Stretch the gabion and stapip cut all kinks. Feld the front and back panels
to a right angle by stepping on the base along the crease. Fold up the end
panels and disphrams and fasten them to the front and back panels using the
heavy gage wire proliecting from the upper corners of each panel. This pro-
cedure will assure properly squared baskets k%ith the tops of all.panels even.
Securely lace all vertical edges of ends and disphrams. Use only manufac-
turers connecting wire supplied for this purpose. No substitution of common
wire will be allowed.
4-2
0
INSTALLATION
The assembled gabions will be carried to the job site and placed in their
proper location. It is convenient to place the gabions front to front
and back to back, in order to expedite the stone filling and lid lacing
operations.
For structural integrity, adjacent gabions must be laced along the peri-
meter of ALL contact surfaces.
To facilitate this operation it may be easier to construct sub-assemblies
in the yard consisting of as many gabions as can be handled by the crew
at one time. The sub-assembly is then placed at tphe job site and laced
along the perimeter of ALL contact surfaces.
The base of the empty gabions placed on top of a completed row must also
be tightly wired to the latter.
Gabions should be palced empty and laced for a stretch approximately 100
linear feet. The first gabion shall be firmly anchored and tension shall
be applied to the other end with a come-a-long or other means, in order to
achieve the proper alignment. Anchoring can be accomplished by partially
filling the first gabion with store.
!•Jhile gabions are being stretched, inspect all corners for open "V's"
which will result if corners were not properly secured, Such "V's" must
be closed by relacing.
Keep gabions in tension while being filled; leave the last gabion empty
b-assemb1
FILLING
The fill material shall consist of hard, durable, clean stone, 4 to 8
inches in size or as approved by the Engineer.
The gabions are filled in three lifts, one foot at atime. Two connecting
;•rires are placed between each lift in each cell of ALL exposed faces.
(See Construction Drawing Detail Sheet) This operation is repeated until
the gabions are filled.
To protect the vortical panels from being bent during the filling operation,
rebars may be temporarily placed and laced along the upper edges. Another
method is to bend a length of pliable metal and place it over the vertical
panels.
Gabions may be filled by almost any type of earth-handling equipment:
payloader, gradall, crane, conveyor or modified concrete bucket. Some
manual stone adjustment during the filling operation is required to pre-
vent undue voids.
The last lift of stone should be level with the top of the gabion to
properly close the lid and provide an even surface for the next course.
The exposed face(s) should be hand-placed using selected stone. This
hand-placing will add to the appearance of the structure by preventing
the gabions from bulging.
4-3

LID CLOSING
Fold the lid down along the hinge line so that the lid and gabion edges
meet closely without gaps. To assist in closing and lacing the lids a
pinch bar or manufacturers lid closer may be used. Secure the lid at
the corners with the wire projecting from the lid. Lace the lid shut
starting with the front face and then the ends and diaphrams. A tight
joint must be achieved during the lacing operation by pulling the edges
together. To expedite the lacing operation adjacent lids may be wired
to the vertical panels in one operation.
OBSTRUCTIONS & PIPELINES
Gabions may be readily cut or bent to form regular shapes to fit bridge
piers, culverts, transitions, etc. Part of the mesh may also be cut to
allow the laying of pipelines. Where this is done the cut or bent edges
of the mesh must not be left loose but shall be fastened securely to
another part of the structure. See Construction Drawings Detail Sheet
for additional applications.
TRAPEZOIDAL GABION ASSEMBLY
Gabicns are available in a range of sizes which, when assembled, are
rectangular in shape. It is sometimes necessary to design and erect
gabion structures whose surfaces do not meet at a 90 degree angle and
therefore must be modified into a trapezoidal shape.
_ POW chieved by cutting, folding or bending the
gabion panels (bottom, front, ends or 1? e ?e ..
In general, the trapezoidal modifications are required when it is nec-
essary to diverge from a horizontal alignment to slopes of 1:2, 2:3 or
1:1 corresponding to angles of 26° -31', 33° -41' or 45° respectively.
The method is to bend or cut, if necessary, the ends or fronts of the
gabion and then fold and securely lace them to the desired shape. (See
Construction Drawings for the required shapes) When closing the lid
after the gabion has been carefully filled, the perimeter will no longer
meet the perimeters of the end or front panels but will overlap. The
lid must be stretched and laced along the top edge of these panels in
order to achieve the required slope. The overlapping edge of the lid
should be laced wherever it meets the end or front panels. Before
making trapezoidal modifications the Contractor shall contact the manu-
facturer for approved methods and recommendations.
SUGGESTED CONSTRUCTION SEQUENCE
1. Clear & grubb construction area.
2. Perform erosion control, dewatering
maintain creek flow.
3. Excavate embankment and undercut in
struction drawings.
4. Place crushed stone in undercut area
ground surface relatively smooth and
5. Place Drainage Fabric.
(if necessary), and measures to
Creek Bed as required in con-
as required, making finished
even.
Assemble and place gabions in conformance with construction drawings,
specifications and manufacturers recommendations.
4-4
4
RENO MATTRESS
GENERAL
The Reno Mattress shall be a flexible zinc coated (galvanized) Mattress
of the type and sizes stated below. It is made of ;;ire mesh of the type
and size and selvedged as specified in the following paragraphs. The
base, sides and two ends of the Reno Mattress are made of a single sheet
of wire mesh (main sheet). Partition panels, made of the same type of
wire mesh, are attached to the base of the main sheet to form 3 foot
pockets into which the Mattress is divided. The lid is formed by a single
sheet. This section provides for furnishing all labor, supervision,
materials, tools and equipment for the complete installation of Reno
Mattresses as called for in the construction drawings and specified as
follows. All Reno Mattresses shall be supplied by Maccaferri Gabions, Inc.
or approved equal and shall be installed per manufacturers requirements.
MESH
The mesh shall be hexagonal woven mesh with the joints formed by twisting
each pair of wires through three half turns. Because of their appearance,
the joints are often termed triple twisted. The size of the mesh conforms
to the specification issued by the plant and shall be of 6 x 8 type :ire
mesh. Nominal mesh size is 25" x 34".
WIRE
All wire used in the fabrication of the gabions and in the wiring opera-
tions during construction
s ,.
QQ-W-461H of November 1978, Finish 5 soft, i.e. wire having an average
tensile strength in accordance with ASTM A641 before fabrication of the
netting: The nominal diameter of the wire used in the fabrication of
the netting shall be 0.0866 inches.
ELONGATION OF WIRE

Test shall be made on the wire before fabrication of the gabions on a
sample ten inches long. Elongation shall not be less than 12%.
ZINC COATING (GALVANIZING
All wire used in the fabrication of the gabions and in the wiring opera-
tions during construction shall be coated to ASTM A641-71A Zinc Coated
(Galvanized) carbon steel ,tire, that is to say, the minimum weight of
the zinc coating shall he according to the figures shown in the table
below:
NOMINAL DIAMETER OF WIRE MINIMUM
0.0866 inches ................................. ....
0.1063 inches .......................................
0.1180 inches .......................................
0.1338 inches ......
0.1535 inches .......................................
WEIGHT OF COATING
0.70 ozs.lsq. ft.
030 ozs./sq. ft.
0.80 ozs./sq. ft.
0.80 ozs.!sq. ft.
0.80 ozs./sq, ft.
5-1
A
The adhesion of the zinc coating to the wire should be such that, when
the ?J re is wrapped to six turns round a mandrel of 4 times the dia-
meter of the wire, it does not flake or crack to such an extent that
any zinc can be removed by rubbing with the bare fingers.
SELVEDGES
All edges of the RENO MATTRESS including end-panels and the diaphragms,
if any, shall be mechanically selvedged in such a way as to prevent
ravelling of the mesh and to develop the full strength of the mmesh.
The wire used for the selvedge shall have a diameter greater than that
of the wire used to form the mesh, namely:
For the wire mesh type 6 x 8, made of wire having a diameter of 0.0866
inches the selvedge shall be of vire having a diameter equal to or
greater than 0.118 inches.
DIMENSIONS OF ZINC COATED RENO MATTRESS
The standard Reno Mlattress has the following n1cminal dim nsions:
-Width = 6'0"
-Lenght = 9'0" or 12'0"
The length of the Mattress is multiple of the length of a pocket(3 ft.)
-Thickness = 9 inches for the Mattress made of 6 x 8 mesh type.
I ArTNI' IAITRF
Sufficient lacing and connecting WI TI: s a
for all wiring operations carried out in the construction of the mattress
:pork. The quantity of such wire is estimated to be 5 per cent approximately
of the mattress weight supplied. The nominal diameter of lacing :,.,ire shall
be 0.0866 inches.
DIAPHRAGMS
1,
According to engineering requirements the Reno Mattresses incorporate
diaphragms to form cells having a nominal length of three feet.
Tn1 FRANIrPc
Wire
Tolerances on the diameter of all wire in the above clauses shall be per-
mitted in accordance with ASTM A641-71A Table consequently the weight of
the mattress is subject to a tolerance of +/- 5% (which corresponds to a
tolerance smaller that, that stated for the wire.diameter)
Reno Mattress
A tolerance of 1/- 5% on the width and on the length of the Reno Mattress
and a tolerance of +/- 10% on the height shall be permitted.
5-2

ASSEMBLING
The Reno-Mattress bases are supplied folded flat, packed in bundles.
Lids are normally delivered in separate bundles. Single mattress bases
shall be removed from the bundle, unfolded flat on the ground, and all
kinks and kends flattened.
The mattress shall then be assembled individually, by erecting the sides
ends and diaphragm(s), ensuring that all creases are in the correct
position, and the tops of all sides level, all in accordance with manufac-
turer's instructions.
The four corners of the mattress shall be laced first, after overlapping
the mesh, follo.%,ed by lacing the edges of the internal diaphragm(s) to the
sides.
The recommended lacing procedure consists of cutting a length of lacing
wire (approximately P times the distance to be laced-not to exceed 5
feet). Secure the wire terminal at the corner by looping and twisting,
then proceed to lace with alternating single and double loops at approx-
imately four (4) to five (5) inch intervals.
INSTALLATION
The assembled mattresses are carried to the job site and placed in their
proper location. For structural integrity, all adjoining empty mattresses
must be laced along the perimeter of their contact surfaces in order to
t in a monolithic structure.
FILLING
Reno Mattress units shall be filled with hard, durable, clean store from
three (3) to six (6) inches in size, or as approved by the Engineer.
Mattresses may be filled by almost any type of earth-handling equipment 71 such as backhoe, gradall, crane, etc. `
Along all exposed mattress edges the outer layer of stone shall be care-
fully placed and packed by hand, in order to ensure proper alignment and
a neat, compact, square appearance.
The last layer of stone shall be level or slightly higher than the top of
the mattress to allow proper closing of the lid.
Well packed filling without undue bulging, and secure lacing, is essential
in all structures.
LID CLOSING
The lids shall be stretched tight over the fill, using crowbars or lid
closing tools, until the lid meets the perimeter edges of the front and
end panels.
5-3

The lid shall then be tightly laced along all edges, ends and diaphragm(s)
in the same manner as described above for assembling. Adjacent lids may
be wired down simultaneously.
Well packed filling without undue bulging, and secure lacing is essential
in all structures.
CUTTING AND FOLDING MESH
Where shown on the drawings or otherwise directed by the Engineer, the
mattress mesh shall be cut, folded and wired together to suit existing
site conditions. The mesh must be cleanly cut and the surplus mesh cut
out completely, or folded back and neatly wired to an adjacent mattress.
The cut edges of the mesh shall be securely laced together with lacing
wire in the manner described above for assembling. In suitable cases
the bases of mattresses may be overlapped.
The assembling, installation, filling and lid closing of the reshaped
mattresses shall be carried out as specified above.
COST
Total cost shall include fine grading, supply of required mattresses and
lacing wire, fill material, all labor and equipment necessary to complete
the .fork as specified herein.
SUGGESTED CONSTRUCTION SEOUENCE:
I . C1 ear an ru ,ons r? a
2. Perform erosion control measures as required.
3. Prepare embankment to the grades and shapes as shown on the
Construction Drawings.
4. Place Drainage Fabric.
5. Assemble and place Reno Mattresses in conformance with construction
drawings, specifications and manufacturers reccmmendations.
5-4
4
Drainage Fabric
The work covered by this specification consists of furnishing all
labor, equipment and materials for the complete installation of drainage
fabric as called for in the construction drawings and as specified as
follows.
The drainage fabric shall be of a non-woven type with the following
properties:
Grab Tensile Strength ASTM D-16821 220 lbs.
Burst Strength ASTM D-3786 350 psi
Water Permeability, "K" CFMC GET-22 0.3 cm/sec
4
1 Using constant rate of extension (CRE) machine at 12±z inch/min., as
per Section 5.2.
2 Measured normal to fabric with 6 inch head.
Installation shall be in conformance with the plans, these specific-
ations, and the manufacturers recommendations. The manufacturers rep-
resentative shall be consulted before installation in the field, and be
present on site during the beginning of the installation to assure
correct placement of the product.
Payment shall be made at the contract price bid for drainage fabric,
which shall include all materials, labor, equipment, tools, and incidentals
necessary to complete the entire drainage fabric installation, as de-
tailed in the plans and specified herein.
7-1

The following two products are being considered for
application on this project for the Permanent Soil Protection
Patting. Formal specifications are currently in the develop-
ment process.
NATURE'S
EROSION CONTROL
SYSTEM
Nature's own erosion control system
is vegetation. Soil will remain stable
under extremely adverse conditions
if it is covered with a heavy
growth of plant life having an
extensive root system that serves
as a reinforcing binder. However,
it is difficult to establish and
maintain vegetation on the steep
slopes of embankments, streams,
drainage ditches and sand dunes,
particularly when these areas are
subjected to severe water or wind
erosion. Consequently, many of
these problem areas have
traditionally been surfaced with
concrete or asphalt; such solutions
are both costly and environ-
mentally unappealing. Enkamat is
the unique alternative.
WHAT IS ENKAMAT?
Enkamat is a tough, flexible soil reinforcement matting made from nylon monof ilaments
fused at their intersections. Its three-dimensional structure is a bulky mat of very open
construction, leaving 90% of its volume to be filled with soil, gravel or other appropriate
materials.
Enkamat is easy to install in even the most critical situations. Once in place, it is his l?iv
resistant to environmental and chemical degradation. Dikamat's carbon black additive
protects against the deterioration due to exposure to ultra-violet radiation.
4
HOW IS ENKAMAT
USED?
Enkamat functions asa permanent turf
reinforcement, providing a stable
environment which encourages the
growth of grass. It is ideal for virtually
any public or private project which
requires permanent surface erosion
control at an economical price. This
includes ditches, slopes, waterways
and shorelines, among others.
Enkamat is equally effective on
steep or level surfaces, individual
plots or acreage. Since grass grows
through the material, and eventually
covers it completly, Enkamat has
particular application in those areas
where an appealing, unspoiled
landscape is desired.
C w s
? t

Roadside ditch
Enkamat is shipped in rolls and
installed in strips approximately one
. i 0-1-le
meter wide. A full roll, weighing
between 85 and 90 lbs., can be
handled easily by one man. Prior to
installation, the rolls can be stored
near the job site. Delivery can be made several
days before scheduled installation, thus
eliminating costly construction delays.
Enkamat has been used successfully by highway
departments in several states to stabilize both
natural and artificial embankments, steep
excavated slopes, bridge and viaduct aprons,
and drainage ditches. In these cases, Enkamat
has been specified as an economical and
environmentally sound alternative to concrete,
asphalt, and rip rap.

Below: Downslope ditch
f
' Y

0
4
3
2
1
Enkamat Installed On Slope. 1) Subsoil, 2) Enkamat,
3) Sedimentation, 4) Grass area.
WHAT DOES
ENKAMAT DO?
Enkamat provides a stable environment in
which the growth of new vegetation is
encouraged. Immediately after installation
it functions as a mulch, by holding grass
seed in place, slowing down the velocity of
runoff water, and providing pockets for
grass to establish itself securely. Because of
its black color, the mat collects heat and
works as an incubator to promote
faster seed germination and to
extend the growing season. This
results in more rapid plant growth
and deeper roots.
During the first few days after
installation, when the root system
is in its initial stage, Enkamat fills
up with soil and sedimentation
caused by wind and water erosion.
Soil particles are trapped and held
among its tangled filaments, thus
securing Enkamat to the ground.
The roots become entwined with
the filaments making the vegetative cover
extremely stable and difficult to dislodge or
uproot.
Throughout its life, Enkamat keeps the top layer
of soil porous and, therefore, permeable to
water. The presence of vegetation reduces water
velocity and consequently its erosive effect on
downstream areas. Thus Enkamat provides
an erosion-proof surface at considerably lower
cost than conventional permanent materials
such as concrete, asphalt and rip rap.

Zpne '.
,01GRICAN F,NKA COMPANY • ENKA, NORTH CAROLINA 28728 • 704/667-7713

Enkamat
buried at edge

Seeded grass'
?. .
Enkamat

Ditch Lined With Enkamat.

ENKAMAT REALLY
WORKS!
Enkamat has been thoroughly tested and
developed. It has proven itself effective on
slopes up to 1:1 over a wide range of soil
classifications. It has successfully
withstood rainfall of 14" in the first month
after installation. Along highways, it has
been used to stabilize natural soils as well
as soils artificially compacted at 90%
standard proctor. It is thoroughly
compatible with all grass varieties and
other types of vegetation.
Enkamat can be used successfully
wherever a permanent channel lining
or slope cover is needed. It is much
more than just a mulching material: it
is a product designed to provide years
of effective turf reinforcement in
critical areas. It is in harmony with its
natural surroundings because it is so
rapidly obscured by lush vegetation, as
shown in the photographs at left.
Enkamat has definite cost advantages. It costs
less to install and maintain than other proven
permanent soil erosion control systems, and
the potential savings in maintenance costs,
both labor and material, can be even more
significant. Enkamat will do the job right the
first tithe.
Erikarnat is a trademark for a product of
American Enka Company, Enka, North
Carolina, a part of Akzona Incorporated, and
is the subject of a number of United States
patents.
AMERICAN ENKA COMPANY
E N K4, IWJ
INSTALLATION
COST:
Enkamat can be installed simply and
quickly by two or three operators.
In most cases, the installation cost of
Enkamat is in the range of $1.50-
$3.00/square yard.
This figure, which does not include the
cost of Enkamat, will depend primarily
on the labor scale in a particular area.
PREPARATION:
GENERAL
Shape and dress surface in accordance
with specifications. All vegetation must
be removed. Enkamat works best
when laid after proper compaction
techniques.
2. The surface must be smooth and free
of ruts and rocks.
DITCHES
3. Cut 6"-12" deep transverse check
slots at 25 ' intervals.
4. Cut 12 " deep transverse entry and
terminal trenches.
L?OOOOf70GOC
Enkamat
000
r :4° c
Sand or pebbles
Rock Rip Rap
o,
.a .
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Bridge Apron
Slope Protection
REVISED 411184 SUPERSEDES ALL PREVIOUS INSTALLATION INSTRUCTIONS

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-rr i ?:P ::: ; :°•' TRANSVERSE TERMINAL TRENCH
' Bury Enkamat to 12 depth to prevent
o?a? "underflow" (upper end) and
"waterfall" (lower end) effect.

SIDE SLOPE LEDGE
Enkamat staked at 3 '-5 intevals on
4" ledge and back filled over
Enkamat edge to prevent under washing.
Water runoff enters onto Enkamat lining
- not under it.
1
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OVERLAP
4" overlap staked at 3 '-S ' intervals. I
(depending on soil type)
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GROUND FASTENERS
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in Lengths
- Minimum 10

• Wood diagonal survey stakes
• • •
• .,...: (lengths determined by soil type)
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SUL_ EN 10'?A PART 0 \" ZfX1A'INC.
AMERICAN ENKA COMPANY • ENKA, NORTH CAROLINA 28728 • 704/667-7713
AMERICAN ENKA COMPANY
Enkamat is a trademark for a product of
American Enka Company, Enka, North
Carolina, a part of Akzona Incorporated,
and is the subject of a number of United
States patents.
SLOPE INSTALLATION
1. Adjacent strips are installed snugly
with 4" overlap and staked at
3 '-5 ' intervals. Install Enkamat
peaked side down.
2. Stake Enkamat into 12" deep trenches
around the entire perimeter and
cover with soil.
3. Distribute seed.
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UNSLOPE TRENCH
12" ditch back-filled to bury upper edge
of Enkamat.
OVERLAP
4 " overlap staked at 3 '-5 ' intervals.
REVISED 411184 SUPERSEDES ALL PREVIOUS INSTALLATION INSTRUCTIONS
1 Z7
MIRAMAT:
A product of
Mirafi innovation
In response to the clear need for a cost-effective alternative to rip rap and
concrete linings for permanent erosion control. Mirafi engineers in coop-
eration with 3M have developed Miramat.
A three-dimensional web of bonded vinyl monofilaments, Miramat pro-
vides a flexible ground armor that resists erosion while allowing natural
vegetation to establish. This erosion control and revegetation mat (ECRM)
is designed with the optimum balance of these key performance properties:
• Dense web structure
• High porosity
• Maximum flexibility
Heavyweight
I In addition, Miramat is highly resistant
to environmental and chemical
degradation.
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Miramat: Performance that generates results
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In order to establish and maintain vegetation growth in
areas subject to severe erosion, Miramat has been care-
fully engineered for superior performance in its primary
functions: temporary erosion control, mulching, and
permanent erosion control. A secondary benefit to
Miramat's use is reduced runoff velocity.
In addition to its "ECRM" functions, Miramat's green
color provides an aesthetically pleasing natural grass
appearance while vegetation is establishing.
Temporary Erosion Control
Miramat's flexibility, weight, web structure, and porosity
make it extraordinarily effective in temporary erosion
control.
• Conforms easily to the ground surface.
• Remains firmly in place as a stable ground armor.
• Shields soil surface from the erosive force of wind and
rain.
• Prevents soil, seed, and fertilizer from washing away.
• Provides a rough surface to retain sediment deposits
during runoff.
Mulching
Miramat's 3-dimensional, high porosity web structure
acts as a non-deteriorating mulch.
• Holds soil, seed, and fertilizer in place.
• Retains sediment runoff as a medium for root growth.
• Retains moisture and heat necessary for germination.
• Allows uninhibited growth of grass and other vegetation.
Permanent Erosion Control
Once vegetation growth is established, Miramat con-
tinues to provide permanent erosion control as it becomes
embedded in the new stem and root system.
• Protects new vegetation from washout.
• Reinforces and anchors the vegetation in place as a
cohesive unit.
Reduced Runoff Velocities
Revegetated slopes and ditches reinforced with Miramat
reduce runoff flow velocities. This is an important advan-
tage that cannot be achieved with concrete lining.
• Reduces runoff flow volume and concentrations.
• Reduces the need for energy dissipation at the ditch out-
let or slope base.
• Promotes water percolation and ground water recharge.
F,
Miramat: A Cost-Effective ECRM with many applications
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ROADWAY DITCHES
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PIPE OUTLETS
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POND BANKS
Miramat is designed for erosion control and revegetation
in those areas where simple mulching techniques do not
work because of severe erosive forces. For example, steep
slopes, ditches, and banks.
Such applications have typically required the armor pro-
tection of expensive rip rap or concrete linings. However.
these methods, while usually effective, are costly, difficult
to install, and frequently impractical at remote sites where
access by heavy haul trucks is difficult.
Miramat provides a cost-effective, easily installed alter-
native to heavy armor protection for many applications.
• Ditches for roadway and parking lot runoff.
• Storm and irrigation channels.
• Outlets for pipes and culverts.
• Slopes for roadway, berms, bridge abutments. and build-
ing sites.
• Banks of ponds and lakes.
The source and magnitude of the erosive forces, as well
as the slope and geometry of the area to be protected, will
dictate the effectiveness of Miramat. Contact your Mirafi
representative for recommendations.
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STORM CHANNELS
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BRI DGE ABUTMENTS
Miramat: General Installation Guidelines
Site Preparation
• Grade surface of finished areas so that ground is smooth
and compact.
• Remove all rock: dirt clods, grass clumps, trash and
other obstructions which will prevent mat from lying in
direct contact with the soil surface.
Mat Anchor Trenches
• Excavate terminal trenches to a minimum 12" deep and
6" wide before placing rnat.
• Dig check slots 6" deep by 6" wide transverse to mat at
approximately 25' intervals.
Seeding
Seed and fertilizer may be spread before or after mat
installation. Rate of applicalion should be specified by
owner or contractor.
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Miramat: General Installation Guidelines
lN(, pli
Mat Placement
• Unroll mat onto ground in direction of water flow.
• Mat should lay flat. Do not stretch mat over ground.
Stretching may cause mat to bridge depressions in the
surface and allow erosion underneath.
• Bury transverse terminal ends of Miramat to secure
and prevent erosive flow underneath. Place mat as
shown. (Fig. 1 A and 1 B.)
• Secure mat snugly into all transverse check slots. (Fig.
2A and 2B.)
• Backfill and compact trenches and check slots after
staking the mat in bottom of trench... see "Ground
Fastening"
• Overlap roll ends by 3' (min.) with upslope mat on top
to prevent uplift of mat end by water flow. (Fig. 3.) Note:
If installing in the direction of a concentrated water flow,
start new rolls in a transverse ditch.
• Overlap adjacent edges of mat by 3" (min.) and stake...
see "Ground Fastening" (Fig. 4.)
WOOD
STAKE
(PREFERRED)
LONG
WIRE
STAPLES
(ALTERNATE)
Ground Fastening
Wood stakes are recommended for pinning Miramat to
the ground surface. Stakes should be 1 " x 3" nominal
stock cut in a triangular shape. Stakes should be 12" to 18"
long depending on soil density.
• Drive wood stakes to within 3" of ground surface. Do not
drive flush to surface.
• In all transverse terminal trenches and check slots stake
each mat at its center and at overlapped edges before
backfilling and compacting.
• Stake overlaps longitudinally at 3' to 5' intervals.

Installation Guidelines for Ditches/Channels
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Fig.4
When installing Miramat in ditches or channels, special
steps in addition to the preceeding guidelines must be
followed.
• Cut check slots across bottom and up the sides of the
ditch... see "Mat Anchor Trenches" (Fig. 2A and 213.)
• Cut 4" (min.) ledge or trench at top of side slope. (Fig.
5A and 5B.)
• Center mat in ditch bottom and unroll starting at upper
end of ditch.
• Roll adjacent widths of mat, overlapping side edges of
mat by 3". (Fig. 4.)
• Lay outside edge of mat on ledge or into trench at top of
side slope. (Fig. 5A and 513.) Stake at T-5' intervals
along ledge or in trench.
• Backfill ledge or trench and compact.
• In check slots stake each mat at its center at overlapped
edges, and outside edges. (Fig. 2A and 213.)
• Overlap each roll end of mat by T with upslope mat on
top. (Fig. 3.)
• Backfill all check slots and anchor trenches with soil or
stone and compact.
OVERLAP ADJACENT EDGES
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Fig. 3
OVERLAP ROLL ENDS
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BURIAL OF TRANSVERSE TERMINAL END
EDGE ANCHOR IN TRENCH

5B (Alternate)

EDGE ANCHOR ON LEDGE
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` Fig. 2B (Alternate)
SECURE MAT IN CHECK SLOTS
PARTMENT OF THE ARMY
?WIL TON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
VIILMINGTON, NORTH CAROLINA 28402.1890
,; ...J..`.?y September 16, 1985
IN REPLY REFER TO
Regulatory Branc
SUBJECT: File No. SAWC085-N-060-0377
Mr. William Mills Sao 1 a ???
?
Water Quality Section n;;:,' +TY ?ECT?OPI
Division of Environmental Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Dear Mr. Mills:
Enclosed is the application of Mecklenburg County for a
Department of the Army permit and a State Water Quality
Certification to place fill material in waters and wetlands of
Little Sugar Creek, Charlotte, Mecklenburg County, North Carolina.
Your receipt of this letter verifies your acceptance of a valid
request for certification in accordance with Section 325.2(b)(ii)
of our administrative regulations.
We are considering authorization of the proposed activity
pursuant to Section 404 of the Clean Water Act, and we have
determined that a water quality certification may be required
under the provisions of Section 401 of the same law. A Department
of the Army permit will not be granted until the certification has
been obtained or waived.
In accordance with our administrative regulations, 60 days
after receipt of a request for certification is considered a
reasonable time for State action. Therefore, if your office has
not acted on the request by November 15, 1985, the District
Engineer will deem that waiver has occurred.
Questions or comments may be addressed to Mr. Mike Smith,
telephone [phone].
Sincerely,
%Chl W. H lis
Regulatory Branch
Enclosure
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Copy Furnished:
Mr. John Parker
Division of Coastal Management
North Carolina Department of
Natural Resources and
Community Development
Post Office Box 27687
Raleigh, North Carolina 27611-7687

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?Ar??o g5? x-066 -D 3 77
1/0
Improvements to Little Sugar Creek
City of Charlotte, Mecklenburg County, North Carolina
1. Purpose of the Project:
The Improvements to Little Sugar Creek are funded under a
$3,000,000 Bond Issue aimed at constructing improvements to urban
creeks within Mecklenburg County. This creek is t e second
identified for the work and the largest, containin 3.1 miles of
stream reach.
The purpose of this work is to contain the 10-year storm flow
within the banks of the channel. Additionally, measures are to be
taken to correct several erosion problems along the stream course.
The stream presently contains an extensive amount of debris,
overgrowth of vegetation, soil ledges from deposited materials and
erosion problems attributed to rock outcroppings and obstructions
in the stream. Measures to be taken include the installation of
retaining walls, reshaping of bank slopes, rock protection of
channel side slopes and permanent soil reinforcement matting.
The project's goal is to create uniform and gradually
transitioning channel cross-sections, stable banks and
maintainable vegetative growth on the channel banks. No
assessments to property owners will be made under this program.
2. Riprap Quantities Underneath Bridges along Little Sugar Creek:
a) Park Road Bridge 140 L.F.
b) Brandywine Bridge 80 L.F.
c) Hillside Bridge 110 L.F.
d) Brunswick Bridge 100 L.F.
TOTAL 430 L.F.
8731 RED OAK BOULEVARD • CHARLOTTE, NORTH CAROLINA 28210 • 704/525-6284
it
3. Breakdown of Materials into Reaches along Little Sugar Creek:
INDEX
F.M. Fiber Matting
G.W. Gabion Wall
R.M. Reno Mattress
C.U. Clean Up
LEFT EMBANKMENT RIGHT EMBANKMENT
STATION TYPE OF LINEAL STATION TYPE OF LINEAL
FR T MATERIAL FEET FROM TO MATERIAL FEET
0+00 14+10 F.M. 1,410 0+00 8+90 F.M. 890
14+10 16+25 G.W. 215 8+90 16+25 R.M. 735
16+25 19+25 R.M. 300 16+25 18+50 F.M. 225
19+25 26+95 F.M. 770 18+50 29+08 G.W. 1058
26+95 29+08 R.M. 213 29+08 31+00 C.U. 192
29+08 33+80 F.M. 472 31+00 33+80 F.M. 280
33+80 35+35 R.M. 155 33+80 35+50 R.M. 170
35+35 37+85 F.M. 250 35+50 42+85 R.M. 735
37+85 38+80 R.M. 95 42+85 46+45 G.W. 360
38+80 47+55 F.M. 875 46+45 47+80 F.M. 135
47+55 49+25 R.M. 170 47+80 49+55 R.M. 175
49+25 67+00 F.M. 1,775 49+55 53+50 F.M. 395
67+00 70+60 C.U. 360 53+50 61+95 R.M. 845
70+60 77+30 F.M. 670 61+95 65+60 F.M. 365
77+80 100+00 F.M. 2,220 66+12 67+00 G.W. 88
100+55 124+00 F.M. 2,345 67+00 77+30 C.U. 1,030
124+00 128+30 G.W. 430 77+30 79+00 R.M. 170
170+20 170+70 F.M. 50 79+00 106+80 F.M. 2,780
170+70 172+20 G,W, 150 106+80 112+00 C.U. 520
172+20 204+10 F.M. 3,190 112+00 128+30 F.M. 1,630
170+20 204+10 F.M. 3,390
TOTALS
Fiber Matting 24,852 L.F.
Gabion Wall 2,301 L.F.
Reno Mattress 3,028 L.F.
Clean Up 2,102 L.F.
w
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4. Earthwork Quantities Broken Down into Reaches Between Bridges:
CU FI?L
FROM TO (yd) (yd )
STA. 0+00 STA. 16+65 9,040 6,123
(PARK ROAD BRIDGE)
STA. 16+65 STA. 68+00 17,312 16,398
(WOODLAWN BRIDGE)
STA. 68+00 STA. 77+35 1,848 725
(BRANDYWINE BRIDGE)
STA. 77+35 STA. 100+30 1,792 2,802
(HILLSIDE AVE. BRIDGE)
STA. 100+30 STA. 128+30 3,709 14,846
(PRINCETON AVE. BRIDGE)
STA. 170+40 STA. 194+65 7,219 6,901
(EAST BLVD. BRIDGE) (BRUNSWICK AVE. BRIDGE)
STA. 194+65 STA. 204+35
(E. MOREHEAD ST. BRIDGE) 11815 407
TOTAL: 42,735 48,202
5. Typical Crossections of Little Sugar Creek - Attached
STATION 6+00.00
STATION 7+00.00
STATION 28+00.00
STATION 29+00.00
STATION 31+00.00
STATION 56+00.00
STATION 57+00.00
STATION 103+00.00
STATION 121+00.00
STATION 128+00.00
STATION 203+00.00
6. Adjacent Property Owner Mailing List - Attached

VWOOLPE"
Mr. Mike Smith
US ARMY CORPS OF ENGINEERS
P.O. Box 1890
Wilmington, NC 28402
Re: Improvements to Little Sugar Creek
Mecklenburg County, North Carolina
Dear Mr. Smith,
We are applying on behalf of Mecklenburg County, Owner, to obtain
a 404 Permit for the above-referenced project. In our phone conversation
with Mr. Charles Hollis on August 7, 1985, he requested the information
as listed below and attached herein:
August 9, 1985
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1. Location Map 82"x11"
2. Typical details of materials to be placed into Little
Sugar Creek 82"x11"
3. Technical specifications of materials to be placed into
Little Sugar Creek
4. Complete set of construction plans- marked Preliminary
If further information is required by your office to complete
your review, please advise.
Very truly yours,
WOOLPERT CONSULTANTS
John M. McDowell, P. E.
Project Manager
JMM/ns
#13759-02
Enclosures
8731 RED OAK BOULEVARD • CHARLOTTE, NORTH CAROLINA 28210 • 704/525-6284

i
VV
September 9, 1985
Mr. Michael D. Smith
Regulatory Branch
US ARMY CORPS OF ENGINEERS
Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Re: Improvements to Little Sugar Creek
City of Charlotte, Mecklenburg County, NC
Dear Mr. Smith:
ECE- I
'!v o df>n
M?
Enclosed please find the items of information that you requested in our
meeting last week concerning the subject project. We hope that this is
sufficient for your needs.
Should you need further information, please call.
Very truly yours,
WOOLPERT CONSULTANTS
Khn . Mc Dowell, P.E.
Project Manager
JMM: to
#75-13759-02
Enclosures
8731 RED OAK BOULEVARD - CHARLOTTE, NORTH CAROLINA 28210 • 704/525-6284

APPLICATION ter, ? ? .;
FOR
PERMIT TO EXCAVATE AND/OR FILL WATER QUALITY CERTIFICATION
EASEMENT IN LANDS COVERED BY !HATER CAMA PERMIT FOR MAJOR DEVELOPMENT
Departwient of Adminturatlon State of North Cairollna Department of the Anny
(GS 146-121 Depanment of Natural Resources and Community Development corps*( ErWMwrs, WltOW4004 Dktkt
(GS 113.229, 14}215.3(al(1), 143-215.3(c), 113A•113 (33 CFA 209.320.320)
Metre type or print and fill in all blanks. If information is not applicable, so indicate by plaiiciel N/A in blank,
1. Appllcant Information
A. Name Mecklenburg County
Last First Middle
8. Address 700, North Tryon Street _
Street, P. O. Box of Route
Charlotte, North Carolina 28202 7n4-336-2713
Citv or Town State Zip Code Phone
11. Location of Pro sed Project:
A. County Mecklenburg
B. 1. City, town, community or landmark City of Charlotte
2. Is proposed work within city limits? Yes No X
C. Creek, river, sound or bay upon which project is located or nearest named body of water to project
Little Sugar Creek
III. Description of Project X
A. 1. Maintenance of existing project 2. New work
S. Purpose of excavation or fill
1. Access channel length width depth
2. Boat basin length width depth
3. Fill area length width depth
4. Other improve conyeyence'length 3.4 mi.width.25 ft. depth 12-15 ft.
C. 1. Bulkhead length Average distance waterward of MHW (shereitne)
2. Type of bulkhead construction (material)
D. Excavated material (total for project)
1. Cubic yards 42}735 2. Type of material
E. Fill material to be placed below MHW (see also VI A)
1. Cubic yards 48,202 2. Type of material
IV. Lard Type, Disposal Area, and Construction Equipment'
A. Does the area to be excavated include any marshland, swamps or other wetland, Yeti No X_
B. Does the drsprisal area include any marshland, swamps or other wetland, Yes No X
C. Disposal Area
1. Location Contractor Responsibility
2. Do you claim title to disposal area? -Nn
D. Fill matcnal VIwce if lill is u, be trucked in -Contractor Responsi bi.l i ty
E. How will excavated matcrul be entrapped and erosion controlled,- By placement of fiber matting,
riprap, gabion walls & mattresses _
F. Type of equipment io he used aC oe, front-end loader
G. Will marshland he crossed in transporting equipment to protect site? II yes, explain
D& F-41
Rev. 10178

V. k"WiI.iii ure of nroi.u Ana (tee)
A. h*,t, Single family I
2. C*WfAmixi ouzo
3, fiousln? O.wioornent w Indutr<ritl 20%
4. Other
8. 1. Lot size(s) 10,000 SF ava
2. Elevation of lot(s) above mean high water 15 - 20 feet
3. Soll type and t-xture S i 1 tS & el ays
4. Type of building facilities or structures -
S. Sewage disposal andlor waste water treatment A. Existin!t Planned
B. Describe -
6. Land Classification (circle r,ne) DEVELOPED TRANS, I'iun•i,:_ COMMUNITY RURAL
CONSERVATION OTHER (See CAMA Local Land Uw Plan Synopsis)
VI. Pertaining to Fill and Water Quality.
A. Does the proposed orOje(t :r.votve tht: placement of fill materia?s below !neitt :113h water? 1'rs_X No
L 1. Will any runoff or discharge enter adjacent waters as result of protect activity or planned ust of the
area following protect completion) Yes-No
2. Type of dixharIC
3. Location of dis&,arge
VII. Pnawnt rate of shoreline erosion Iif known): Unknown
VIII. Lint permit numbers and issue dates of prey o{r Department of Army Corps of Ertpneers or State permits for
went in project area, if applicable: 117A
UL Ler4th of time required to complete p.oiect: 6 months
X In addition to the comoleted application form, the followin4 iterm nwst be provided:
A. Attach a copy of the deed (with State application only) or other instrument under which applicant
claims title to the affected property. OR If applicant Is not claiming to be the owner of sa)d property,
then forward a copy of the deed a other instrument under which the owner claims title plus written
permission from the owner to carry out the protect on his lard.
0. Attach an accurate work plat drawn to scale on 8A X 11" white pager (see instruction booklet for
details). Note: Original drawings preferred • only h,gh quality cOptcv accepted.
C. A copytof the aopatr.auon and plat must be served upon adjacent riparian landowners by registered sx
certified mail or by puthcation (G.S. 113-229 (d)) Enter date served
D. List names and cnmolete addresses of the rtoanan landowners with property adioining applicant's.
Such owners have 30 days to which to submit comments to atenctes listed below.
Mailing list attached
X1. Certification requirement: I certify that to the best of my knowledge, the prooosed activity complies
with the State of North Carolinah aoproved coastal manatement orotrarn and will be conducted in a
manner consistent with such program.
X11. Any permit issued pursuant to this aocltcation will allow only th*. development described to this appli
cation and plat. Aoolicants should therefore describe in the application and plat all anticipated devel-
opment activities, including construction. excavation, filling, and land clearing.
WOOLPERT CONSULTANTS
DATE D Y
Aoolicani's Signature
Agent for Mecklenburg County, NC
DAF42 SEE REVERSE SIDE FOR MAIL104G INSTRUCTIONS
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Breakdown of Materials into Reaches along Little Sugar Creeks
INDEX
F.M. Fiber Matting
G.W. Gabion Wall
R.M. Reno Mattress
C.U. Clean Up
LEFT EMBANKMENT RIGHT EMBANKMENT
STATION TYPE OF LINEAL STATION TYPE OF LINEAL
FROM TO MATERIAL FEET FROM TO MATERIAL FEET
0+00 14+10 F.M. 1,410 0+00 8+90 F.M. 890
14+10 16+25 G.W. 215 8+90 16+25 R.M. 735
16+25 19+25 R.M. 300 16+25 18+50 F.M. 225
19+25 26+95 F.M. 770 18+50 29+08 G:W. 1058
26+95 29+08 R.M. 213 29+08 31+00 C.U. 192
29+08 33+80 F.M. 472 31+00 33+80 F.M. 280
33+80 35+35 R.M. 155 33+80 35+50 R.M. 170
35+35 37+85 F.M. 250 35+50 42+85 R.M. 735
37+85 38+80 R.M. 95 42+85 46+45 G.W. 360
38+80 47+55 F.M. 875 46+45 47+80 F.M. 135
47+55 49+25 R.M. 170 47+80 49+55 R.M. 175
49+25 67+00 F.M. 1,775 49+55. 53+50 F.M. 395
67+00 70+60 C.U. 360 53+50 61+95 R.M. 845
70+60 77+30 F.M. 670 61+95 65+60 F.M. 365
77+80 100+00 F.M. 2,220 66+12 67+00 G.W. 88
100+55 124+00 F.M. 2,345 67+00 77+30 C.U. 1,030
124+00 128+30 G.W. 430 77+30 79+00 R.M. 170
170+20 170+70 F.M. 50 79+00 106+80 F.M. 2,780
170+70 172+20 G,W, 150 106+80 112+00 C.U. 520
172+20 204+10 F.M. 3,190 112+00 128+30 F.M. 1,630
170+20 204+10 F.M. 3,390
TOTALS
Fiber Matting 24,852 L.F.
Gabion Wall 2,301 L.F.
Reno Mattress 3,028 L.F.
Clean Up 2,102 L.F.
SST 2 of 9

4
.
Earthwork Quantities Broken Down into Reaches Between Bridges:
CUT FIJL
FROM TO (yd ) Lyd
STA. 0+00 STA. 16+65 9,040 6,123
(PARK ROAD BRIDGE)
STA. 16+65 STA. 68+00 17,312 16,398
(WOODLAWN BRIDGE)
STA. 68+00 STA. 77+35 1,848 725
(BRANDYWINE BRIDGE)
STA. 77+35 STA. 100+30 1,792 2,802
(HILLSIDE AVE. BRIDGE)
STA. 100+30 STA. 128+30 3,709 14,846
(PRINCETON AVE. BRIDGE)
STA. 170+40 STA. 194+65 7,219 6,901
(EAST BLVD. BRIDGE) (BRUNSWICK AVE. BRIDGE)
STA. 194+65 STA. 204+35
(E. MOREHEAD ST. BRIDGE) 1_1815 407
TOTAL: 42,735 48,202
Typical Crossections of Little Sugar Creek - Attached
STATION 6+00.00
STATION 7+00.00
STATION 28+00.00
STATION 29+00.00
STATION 31+00.00
STATION 56+00.00
STATION 57+00.00
STATION 103+00.00
STATION 121+00.00
STATION 128+00.00
STATION 203+00.00
S??r3 of 9 '

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