20170229 Ver 1_More Info Requested - Email_20170318

Homewood, Sue
From: Homewood, Sue
Sent: Saturday, March 18, 2017 12:52 PM
To: 'Bailey, David E CIV USARMY CESAW (US)'; Sandra Endlich
Subject: RE: PNG Pipeline Maintenance Project Nos. 8911 and 8913, Guilford Co. - NWP 3 -
SAW-2017-00364 and SAW-2017-00365
Sandra,
Both applications indicate dewatering barriers in the construction sequence, however the plan sheets do not slow the limits of the
temporary disturbances for the dewatering activity or provide a detail to show how it will be accomplished. Would you please
add that the location of the temporary impact limits to the plan sheets for both projects. For project No. 8913, the temporary
impacts are significantly long, compared to the permanent impact. Once the impact location is shown on the site plans we may
need more information/justification of why the length of temporary impact is so significant relative to the permanent impact.
On project No. 8913 it appears that the stream continues into the work space that is designated on the site plans. The stream
should be located through that area, shown on the revised site plans, and no impacts should be proposed in this area without
justification.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
[e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third
parties.
-----Original Message -----
From: Bailey, David E CIV USARMY CESAW (US)[mailto:[e-mail]]
Sent: Friday, March 03, 2017 11:21 AM
To: Sandra Endlich <[e-mail]>; Tom Morris <[e-mail]>
Cc: Homewood, Sue <[e-mail]>
Subject: PNG Pipeline Maintenance Project Nos. 8911 and 8913, Guilford Co. - NWP 3 - SAW-2017-00364 and SAW-2017-00365
Sandra and Tom,
I have attached the Nationwide Permit 3 verifications including Special Conditions and terms and conditions for the above
referenced projects to this email. Please let me know if you have any questions or would like a hard copy mailed to you.
Sincerely,
-Dave Bailey

TRIBUTARY TO RICHLAND LAKE
DESIGN PLANS FOR
BANK PROTECTION AND STABILIZATION
GRAPHIC SCALE IN FEET
0 100 200 400
PIEDMONT NATURAL GAS
12" 200 LINE
GULFORD COUNTY, NORTH CAROLINA
GRAPHIC SCALE IN FEET
0 50 100 200
Know what's below.
Call before you dig.
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AREA OF IN
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- - R.O.W.
60 EXISTING CONTOUR
- — — — — — - EXISTING PIPELINE
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ERCOFORM - 8 ECG -FLEX" MAT SPECIFICATION
1.0 GENERAL
1.1 Erooforrn - Mats form cable -reinforced concrete block mattresses that resist
erosive forces. The fabric form consists of a double layer woven fabric; joined
together into a matrix of rectangular compartments, each separated by a narrow
Perimeter of interwoven fabric and containing interconnecting high strength
polyester tendons. The fabric forms are posltioned on the area to be protected,
and then filled with a Structural grout to form a mattress of individual pillow
shaped. rectangular, blocks In a bonded block pattern. The polyester tendons
become embedded in the cured grout to tie the blocks together and enable the
mat to resist separation in both directions, as well as provide a hinge point for
articulation. Patented separate cable duct design assures that the revetment
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cables will be positioned securely in the center of each block. Relief of
hydrostatic uplift pressure, caused by entrapped and ground water Is provided
through the narrow perimeter of Interwoven fabric after the rout has hardened.
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ArticulatingBlock Mat ABM is custom fabricated Into multiple mill width nets
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designed to fit actual site.
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1.2 Eco-Flex - mats are identical to Ercoform ^", but include open cells to provide
environmentally compatible protection against periodic high flows. After
installation, fill material and vegetation can be tented within the o en structure
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of the mat Eco-Flex ^" mats are comprised of concrete -filled elements and
unfilled areas that allow for the establishment of vegetation. Once the concrete
sets, the defined, unfilled and interwoven areas (approximately 25% of the
pumped area) are opened and filled with topsoil and seeded. Within a growing
season a vegetated cover will normally extend over the lining, resuRing in an
erosion control system with the hydraulic, ecological and aesthetic features
desired.
1.3 The System 21ni mat is designed for complete pipeline coverage within the
creek bed utilizing Emofonn TM, while promoting growth of local riparian
vegetation within the mat along the creek banks, utilizing Eco-Flex TM. This is
accomplished by a two phase mat were an ErcoformTN solid mat and an Eco-
FlexT' open cell mat are combined during Manufacturing and pumped on she.
MAT CLASS E�0 F20x
Flex
Average ThidDleas, in)
4
Nominal Block Dim., (in)
20 x 14
WeighUBlock (Ibs)
90
WelghtlUnit Area (It3/ft�
60
Concrete Coverage (flzlcy)
63
Shear Resistance (bf �35
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2.0 FABRIC
2.1 Ercoform TM material shall consist of double -layer woven fabric joined together by
spacer cords into a matrix of rectangular compartments, each separated by a
narrow perimeter of interwoven fabric. Spacer cords shall connect two layers of
fabric at the center of each compartment to control maximum thickness
uniformly. Fabric formed compartments shall be offset one, half a block length,
in the mill width direction, to provide an interlocking block pattem. Companments
shall have two grouticable duct$ at the top, two at the bottom and one on each
side of each compartment, to allow for insertion of polyester tendons between
compartments, Se well as flow of gut between compartments.
Physical:
Weight (Double -Layer)
odyd
D3776.79
13
Thickness
mils
D1777-75
25
Mill Width
In
70
Meehenical:
Grab Tensile Strength
Ibs
D4632
Warp -300
FIII - 300
Grab Tensile Elongation
%
D4632
Warp -25
FIII - 65
Mullen Burst Strength
psi
D3786-80A
525
Trapowidal Tear Strength
Ibs
D4533
Warp -250
Pill -275
Puncture Strength
Ibs
D4B:i3
%
Hydraulic:
Water Flow Rate
gpmhf
D4491
65
Coefficient of Permeability
crrtlsec
D4491
0.08
Permittivity
Usedef
D4491
0.97
3.0 POLYESTER TENDONS
3.1 Polyester tendons shall be constructed of low, elongation, continuous
filament fibers. The cable shall have a core construction comprised of Parallel
fibers contained within an outer jacket cover. The strength and weight of the
polyester tendons shall be as follows:
/cFle
20 ram
2.70
3,700
SO
27mm
4.40
7100000
30 min
5.50
.00
0
4.0 MAT FABRICATION
4.1 The mill width rolls shall be cut to the length required and the two layers of fabric
separately joined bottom edge to bottom edge, and top edge to top edge by
means of a "J" seam using a sewing machine to form multiple mill width panels.
Multiple mill width panels of fabric shall be sewn at the manufacturers fabrication
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facility. The grab tensile strength of all sewn seams shall be not less than 100
Pounds per Inch, when tested in ac o dance with the requirements of ASTM
D1692.
4.2 Grout stops may be provided as required to control the flow of grout.
4.3 The fabric layers along the top and bottom length of each panel shall be sewn
together to prevent leakage during grout injection.
4.4 Adjacent panels may be field connected by the use of field sewing, zippers or
overlapping, depending on the specific application.
4.5 Polyester tendons shall be installed between the two layers of fabric and through
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the compartment Er in a manner winch provides for longitudinal and lateral biotin
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of the finished Ercofortn TM mat
4.6 The longitudinal polyester tendons shall be placed approximately 11 inches on
center.
4.7 Transverse cables shall be installed parallel to the block width on centers
approximately equal to the finished block length.
5.0 FINE AGGREGATE CONCRETE
5.1 Fine aggregate concrete consists of a mixture of Portland cement, fine aggregate
(sand) and water, so proportioned and mixed as to provide a pumpable fine
aggregate concrete. Fine aggregate concrete has a typical mix water/cement
ratio of 0.65 to 0.75. The pumping of fine aggregate concrete into the fabric forms
a reduction in the water content by fiftering excess mixing water through
the permeable fabric. The reduction of mixing water substantially improves the
water/cement ratio of the in -place fine aggregate concrete thereby Increasing its
strength and durability. With a typical loss of approximately 15% of the total
mixing water, 27 ft' of pumpable fine aggregate concrete will reduce to
approximately 25 fP of hardened concrete. The mixing water reduction will also
result in an increase of approximately 8% in the sand and cement per cubic yard
of concrete. The range of fine aggregate concrete mix proportions provided in
table below has been developed under a variety of field conditions and is suitable
for either on land or underwater.
5.2 Air Entrainment
Mixes designed with 5%to 8%air content will improve the pumpability of the fine
aggregate concrete and the freeze -thaw, resistance of the hardened concrete.
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5.3 Admixtures
Pozzolan grade fly ash may be substituted for up to 35% of the cement as an aid
to pumpability. (The pumpability of fine aggregate concrete mixes containing
course sand is improved by the addition of fly ash.) Grout fluldther, water
redudng or set time controlling agents may be used as recommended by their
anufacturem to Improve the pumpability and set time of the fine aggregate
concrete.
5.4 Ready -Mix
Fine aggregate concrete should be pre -mixed at a concrete batch plant and
delivered by ready mix trucks to the job site. If a continuous supply of concrete
cannot be assured a reserve of concrete should be maintained In a holding
hopper equipped with an agitator. The consistency of the Me aggregate concrete
delivered to the job she should be maintained in the 9-11 second range when
passed through the 0.75 inch orifice of the standard flow cone that is described
In ASTM D 6449 (Fig. 1). Tests utilizing a concrete slump cone are not
appropriate.
5.5 Components
Portland cement should conform to ASTM C 150, Type I or II.
Fine aggregate should conform to ASTM C 33, except as to grading. Aggregate
grading should be reasonably consistent and should not exceed the maximum
size which can be conveniently handled with available pumping equipment.
Water for mixing should be dean and free from injurious amounts of oil, alkali,
organic matter or other deleterious substances.
Pouolan, Y used should conform to ASTM C 618, Class C. F or N.
Plasticizing and air entraining admixtures, if used should conform to ASTM C
494 and ASTM C 260, respectively.
6.0 ENVIRONMENTAL COMPATIBILITY
When fine a re ate concrete Is um into the fabric forms an average of 0.25% of
the cement cf0 content (with a maxim of0.5%) is lost through the fabric farms, or the
equivalent of approximately 2000 g of cement to a cubic yard of concrete pumped. The
addition of 40 g of cement to a cubic yard of water will raise the pH value of water
approximately 1.0. This should fall well within the nominal pH range (7.0 to 9.5) of
potable water. The following procedures, should assure that the has in pH during fine
aggregate concrete pumping of fabric formed linings, mats or armor units will not exceed
1.0:
• In stagnant water, the total volume of water must be at least 50 times the
volume of fine aggregate concrete pumped.
• In flowing water, the rate of water flow in cubic yards per minute must exceed
the rote of tine aggregate concrete pumped in cubic yards per hour.
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7.0 INSTALLATION
7.1 Site Preparation
Slope grading equipment Is used to excavate to required depths, contour the
Slopes to the Specified sloe ratio and form the anchor, toe and terminal trenches
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round the periphery of the installation. The area to be protected must be tree of
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rock, brush, Dols r large soil clods. Ercoform T"' should be placed on a
compacted sub -grade and stable slope. The fabric forms am usually anchored
into a trench 3 to 5 feet deep, by 3 feet wide, at the top of the slope.
7.2 Panel Placement and Field Assembly
Once the slope and other related excavation conforms to finished grade and
elevation specifications, Installation of the filler fabric and the Ercoforrn - fabric
forms may begin Alter a site specific fitter fabric has been Installed, the custom
sized Ercoform TN panels are rolled down the slope and positioned for unfolding.
The panels are Positioned according to prepared drawings where each panel is
identified for placement. The anal is then unfolded b a work crew and pulled
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into position. The Ercotorm panels should be positioned loosely along the
slope. Once positioned, the upper edge of the panel is folded into the anchor
P Pos extra
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wench atopthe slope. The extra fabric provided for contraction Burin pumping
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should be accumulated and held at the top of the slope and gradually released
as the panel is filled. If field modifications are required, adjacent panels are
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joined by field sewing or zippering the double layer fabric forms, bottom layer to
bottom layer, and top layer to top layer. During field modifications/additions,
transverse revetment cables should be spliced together prior to joining of the top
layers of fabric.
7.3 Inspection Before Filling
When Inspecting the panels prior to pumping, wrinkles and loose fabric should be
expected as they are necessary to compensate for form contraction. As much as
10% contraction in each direction may be expected during the filling process. All
field sewn seams. zipper connections and lap joints must be carefully inspected
to assure that no holes in the forms are present. Colored thread Is advised for all
field sewn seams to facilitate inspection.
7.4 Structural Grout Pumping
The upper edge of the Emoform T" panel that has been placed into the anchor
trench should be weighted down with sandbags to prevent the panel from sitting
down the slope as it is pumped with grout. Grout should then be injected into the
lower mat area first, proceeding gradually up the slope and into the upper anchor
trench until the entire panel has been filled. Structural grout is injected into the
Ercofonn TN panels by inserting a 3• diameter grout hose through a small slit cut
in the upper layer of fabric near the top of the slope. A grout tight seal is formed
by wrapping the injection hose with burlap, or similar material, while the grout is
being injected. When the hose is withdrawn, the burlap is stuffed into the hole
where it remains until the grout is no longer fluid. The burap is then removed and
the concrete surface at the hole is smoothed by hand.
LENGTH
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