20140957 Ver 2_Clarification from 09-29-2017 Meeting_20171013

Burdette, Jennifer a
From: Spencer Trichell <[e-mail]>
Sent: Friday, October 13, 2017 4:42 PM
To: Poupart, Jeff
Cc: Burdette, Jennifer a; Higgins, Karen; 'Wade Hammer'; Robert M Bisha; Richard B
Gangle
Subject: [External] ACP Clarification from 09-29-17 Meeting
Attachments: 20171013 Response to clarification to NCDEQ DR - Out.pdf
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Mr. Poupart,
In response to questions asked by your staff in a meeting on September, 29, 2017, 1 am providing the
attached clarification. Please let me know if you have questions.
Regards,
Spencer Trichell
Environmental Consultant - Atlantic Coast Pipeline
Dominion Energy Services, Inc.
5000 Dominion Blvd
Glen Allen, VA 23060
0:(804)-273-3472 M:(804)-263-5980
[e-mail]
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Dominion Energy Services, Inc.
5000 Dominion Boulevard
Glen Allen, VA 23060
OominionEnergy.com
October 13, 2017
ELECTRONIC MAIL
Jeff Poupart
Water Quality Section
North Carolina Department of Environmental Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Jeff.PoWartct,ncdenr.gov
Re: Atlantic Coast Pipeline — DWR Project #14-0957 v2
Response to Request for Additional Information — Meeting Follow-up
401 Water Quality Certification Review
Dear Mr. Poupart:
Dominion
p;Wo Energye
Atlantic Coast Pipeline, LLC (Atlantic) is providing the enclosed responses to the request for
additional information dated September 14, 2017, from the North Carolina Department of
Environmental Quality (NCDEQ) on Atlantic's Water Quality Certification application, which we
also discussed during a meeting with NCDEQ staff on September 29, 2017. The enclosed responses
are in addition to responses provided on September 22 and 29, 2017.
Each of the items requested by NCDEQ staff during the September 29, 2017 meeting are listed
below, followed by a response or updated information from Atlantic.
NCDEQ requests site-specific drawings that illustrate plan views of a horizontal directional
drill and conventional bore (to also include a cross sectional view) crossing of Beaverdam
Swamp and Raft Swamp.
Atlantic Response: Atlantic has provided drawings illustrating potential workspace layout and cross-
sectional drawings for Beaverdam Swamp and Raft Swamp, included in Attachment A. The
drawings illustrate the additional workspace that would be needed for a conventional bore and a
horizontal directional drill,
The horizontal directional drill (HDD) exhibit depicting alignment and workspace for Beaverdam
Swamp presents two potential HDD options. Both options include a horizontally straight route
between endpoints located adjacent to seasonally flooded wetlands. The waterbody known as
Beaverdam Swamp is characterized as a 45 to 50 foot wide perennial waterbody with an estimated
depth of approximately 3 to 5 feet. The attached HDD alignment traversing Beaverdam Swamp and
the adjacent wetlands deviates from the pipeline route both filed with the Federal Energy Regulatory
Commission (FERC) and used for right-of-way/easement acquisition. Therefore, this route was
developed based on the assumption that landowners would provide consent and FERC would approve
a variance for the proposed route adjustment associate with alignment.

October I3, 2017
Atlantic Coast Pipeline
NCDEQ Information Request Response
When reviewing the exhibit please note that both alignments require workspace within an agricultural
field, approximately 1100 and 1300 feet north of residential structures situated adjacent to Richneck
Road. Since the HDD construction method requires significantly more time to construct as compared
to conventional cut and cover (open cut) methods, utilizing the HDD to install the pipeline beneath a
small and shallow waterbody would subject the occupants of the residential structures to unnecessary
impacts above and beyond those generated by the faster open cut method.
If Option A was selected, the entry side would be placed in the agricultural field located between
1100 and 1300 feet from the previously discussed residential structures. HDD operations are initiated
from the entry side, meaning large diesel engine driven equipment, such as: the HDD rig, drilling
fluid pumps, fluid cleaning system and other ancillary support equipment; will be positioned less than
1300 feet from two residential structures. This option would unnecessarily position the HDD
equipment near residences, resulting in significant noise exposure for the occupants of the residences
during the 1-3 month HDD construction period. Additionally, the landowner with the agricultural
field in which the HDD equipment would be placed would lose the ability to utilize the portion of the
field encumbered by the HDD construction for agricultural purposes during HDD construction.
Furthermore, a much larger footprint would be required to accommodate the HDD methods on the
side where the HDD would exit on the north side of the waterbody. The additional workspace needed
at the exit of the HDD would require an additional approximately 10,000 fece of land clearing above
what would be necessary for conventional pipeline construction.
If Option B was selected, the exit point and carrier pipe fabrication workspace will be positioned
within two agricultural fields and across Richneck Rd. Similar to Option A, the landowner would lose
the ability to cultivate two large fields during the estimated 1-3 month HDD construction period.
Additionally, Richneck Rd would need to be closed during carrier pipe installation ("HDD Pullback")
resulting in road closure and local traffic detours for 12-24 hours.
An additional concern associated with the HDDs at Beaverdam Swamp and Raft Swamp is the
potential for inadvertent drilling fluid returns within the waterbodies and adjacent wetlands. The use
of the HDD construction method carries with it the potential for inadvertent returns of drilling fluid,
or surface releases, at these locations. Should a surface release occur, there could be significant
additional impact associated with clearing a path in to where the release occurred for clean-up
equipment to access the release, space for building containment structures to contain the release, and
additional disturbance related to equipment need to remove the drilling fluid and remediate the area.
These impacts could potentially cause greater impact than the more minor and temporary effects of
open cut construction.
Prior to specifying the HDD method at any location, Atlantic carefully weighs technical constraints,
site conditions and potential effects to ensure the HDD method is the best and least impactful
construction technique. When the relatively small width and depth of Beaverdam Swamp and Raft
Swamp is considered in conjunction with impacts and potential detrimental effects on the local
population, residential occupants, wildlife, and adjacent habitat, Atlantic has determined that the
HDD method is the least suitable method to construct the pipeline through these areas.
The bore method has technical limitations, relating to the ability to hold line and grade in soft soils
such as would be expected at these two crossings (Beaverdam and Raft Swamps). Because of these
limitations a bore at either location will need to be as short as possible. For this reason, the pits on the
attached figures (Attachment A) were placed such that the Iengths of the bores are within technically
achievable parameters for this construction method, which necessitates the bore pits be placed within
wetlands adjacent to these waterbodies. The distance across the wetlands adjacent to Raft Swamp at
2

October 13, 2017
Atlantic Coast Pipeline
NCDEQ Information Request Response
the proposed crossing location is approximately 3,445 feet, which far exceeds the limitation of the
bore method, thus requiring bore entry and exit pits to be Iocated within the wetlands and requiring
additional workspace footprint within the wetlands. In addition, the conventional bore is expected to
take 14 to 20 days while the open cut crossing is expected to take 1 day. Please note, due to
landowner restrictions, these tracts are currently not accessible, therefore these durations are based
upon assumptions developed via desktop study. Actual durations may vary and are heavily dependent
upon local conditions such as groundwater level, precipitation, temperature, soil types, vegetation and
topography. Additionally, being able to install a bore at this location is dependent upon water level.
If the area where the bore pit is to be located is inundated (e.g. standing surface water) it may be
impossible to remove enough water to successfully install the bore pit, thereby eliminating the ability
to utilize the bore method at this crossing.
The distance across the wetlands adjacent to Beaverdam Swamp at the proposed crossing location is
approximately 605 feet, which far exceeds the limitation of conventional bore, thus requiring bore
entry and exit pits to be located within the wetlands and requiring additional workspace footprint. A
recent site visit at this area indicates a very high water level (3-5 ft. above ground surface); thereby
effectively eliminating the bore option for this crossing.
Provide additional explanation focused on why waterbodies that occur within the boundaries of
wetlands are not planned as dry crossings (i.e., dam and pump or flume). Atlantic has noted
that this is required for inundated wetlands, but where datasheets or photos do not document
inundated conditions, why does Atlantic continue to plan open cut crossings of waterbodies
within the boundaries of wetlands?
Atlantic Response: The U.S. Army Corps of Engineers (USACE) Wetlands Delineation Manual
defines inundation as a condition in which water either temporarily or permanently covers a land
surface. Saturated soils are defined by the USACE Wetlands Delineation Manual as a condition in
which all easily drained voids (pore spaces) between soil particles are temporarily or permanently
filled with water to the soil surface at pressures above atmospheric. As can be ascertained by the
definitions presented above, the sites in question can go from saturated to inundated and vice a versa
over short periods of time depending upon local conditions such as precipitation, temperature, soil
types, vegetation and topography.
At the time of delineation, the areas in question were characterized as saturated wetlands, meaning
water was present at least to the soil surface over the majority of the delineated area. Whether
inundated or saturated, soils in these areas will be characterized by low shear strength and high
compressibility, due to water occupying the pore spaces. Water in the pore spaces is not only easily
displaced leaving unstable air filled voids, it also reduces friction between the individual soil grains or
particles, reducing shear strength. In order to ensure stability, any areas where equipment will be
required to maneuver will need to be covered with load dispersing wooden mats. If these steps are not
taken, heavy equipment will sink into the soil and significantly damage underlying strata requiring
excessive habitat damaging remediation.
Most of the waterbodies in question are less than 20 feet in width (with a few ranging between 25 feet
to 45 feet). From a technical or construction perspective, waterbodies of this size are not large enough
to warrant the use of dry construction techniques; given that an open cut simplifies the installation,
minimizes disturbances, and significantly reduces the duration of the crossing. Additionally, due to
the saturated nature of these areas it would be very difficult to achieve a dry ditch condition.
Furthermore, in order to configure these sites for a dry crossing significant disturbance, above and
beyond what is necessary for a conventional open cut crossing, would be required. For example in

October 13, 2017
Atlantic Coast Pipeline
NCDEQ Information Request Response
order to configure the site for a dam and pump dry crossing method, the disturbance footprint would
need to be expanded from the standard construction workspace width needed for an open cut
crossing. The additional work space is needed to provide room for heavy equipment to support dam
installation, position and maintain pumps, pipes and/or hoses, and support dewatering structures and
operations. All of this additional area will need to be matted so heavy equipment does not sink into
the soil. The extra area needed to facilitate this configuration would not be disturbed if the crossing
was made using the open cut method. Additionally, since in most of these areas would require
installation of sheet piling for trench stabilization and more time would be required to configure the
site for a dry crossing, which may also necessitate the installation of well points and/or several large
pumps to unnecessarily remove large volumes of ground water, the preparation for a dry crossing at
these sites will take several days. This additional time will exacerbate the impacts on local wildlife as
compared to the open cut method, given the open cut crossing would be completed in a fraction of the
time of a dry crossing.
Provide a typical drawing that illustrates the differences in workspace for an open cut versus a
dry crossing where waterbodies are planned for open cut within wetlands to illustrate
differences in workspace and impacts described by Atlantic.
Atlantic Response: Atlantic has provided typical drawings illustrating the differences in workspace
layout for dam and pump, flume, and open cut crossings of both dry and wet crossing locations,
included in Attachment B.
Provide additional details regarding the pump volume thresholds used to determine when a
dam and pump method will be used versus a flume method.
Atlantic Response: The decision whether to use a flume or pump around is largely dependent upon
the width and depth of the stream, flow rates, flow velocities, weather forecasts and anticipated time
required to install the crossing. As such, this decision is typically made just before the installation
begins with significant consideration given to the above factors.
With regards to pump volume, there are numerous factors that influence pump output capacities,
including size of the pump, pump power source (e.g. electric, gas or diesel driven), head being
pumped against and distance the fluid is pumped. Currently there are portable diesel driven pumps on
the market that can pump 16500 GPM; however it is unlikely that pumps this large will be utilized.
Pump choice is based upon site access, availability of workspace, waterbody width, waterbody depth,
and flow conditions. The decision as to which pump to use is typically made just before the
installation begins with significant consideration given to the above factors.
Provide more specificity on where hydrostatic test water will be discharged, and provide typical
drawings and/or additional explanation for the construction of discharge structures that will be
utilized to dissipate the energy to prevent scour and erosion during discharge.
Atlantic Response: Large volume discharges from the tested portions of the pipeline will be piped to
dewatering structures. Dewatering structures will be constructed solely for dewatering at selected test
manifold sites. Typically, dewatering structures are constructed of straw bales and take the shape of
two large circular, concentric, fully enclosed structures. The inner circle is typically a minimum of
one straw bale in height and the outer circle being a minimum of two bales in height. The straw bales
will be laid out with each layer staggered, to avoid a single joint from top to bottom, See Attachment
C.
M

October 13, 2017
Atlantic Coast Pipeline
NCDEQ Information Request Response
The structure is built by placing straw bales in a circular configuration; the bales are then secured in
place with wooden stakes which are driven through the bales. Typically dewater structures are 36 to
42 feet in diameter; however based upon site conditions, the actual size may be modified by the
Environmental Inspector.
Dewatering structures will be built in well vegetated areas. To minimize erosion and sediment
transfer, the bottom of the inner ring will be covered with thick plastic, wooden mats, steel plates or
geotextile fabric, or as otherwise directed by the Environmental Inspector. Sediment logs will be
placed and secured on the inside of the structure at the juncture between the erosion control bottom
preparation and the inner straw bale circle.
The actual configuration of the discharge pipe and energy dissipating baffle will be provided by the
contractor and reviewed and approved by the Project Team (including the Environmental Inspector).
Typically, the discharge pipe and the energy dissipating tee -baffle consist of a 20 inch diameter by 10
feet long section of pipe with overflow and underflow steel plates welded inside and an appropriate
sized inlet connection, typically 6 inches in diameter. During dewatering, the tee will be positioned
on plywood, which will be positioned on top of the erosion control bottom preparation. Plywood will
be under each end of the Tee to act as energy dissipating device and to provide an additional
prevention measure to reduce erosion and sediment transfer within the dewatering structure.
During discharge, the flow rate into the dewater structure will be controlled by a person manipulating
a 6 inch discharge valve located on the test manifold. If the Environmental Inspector determines the
water level within the dewater structure is rising too quickly, the valve will be closed down to a point
to prevent water from overflowing the structure. Additionally, the water flow from the exterior of the
structure will be monitored to ensure erosion is not occurring away from the structure. Should the
Environmental inspector determine that water filtering through the structure is causing erosion, the
discharge valve will be closed and straw bales or other erosion control devices will be placed, as
directed by the Environmental Inspector, to minimize erosion and sedimentation.
NCDEQ requested that Atlantic provide typical drawings for stream restoration, one example
of which was restoration of an incised stream. Confirm that Atlantic does not intend to provide
an incised stream restoration typical drawing and indicate why.
Atlantic Response: Atlantic does not anticipate crossing incised streams in North Carolina, and
therefore Atlantic is not providing a typical drawing for incised stream restoration.
NCDEQ requested additional information about how Atlantic intends to monitor stream
stability and potential for pipeline exposure at stream crossings in the long-term.
Atlantic Response: Beyond the monitoring activities that occur during and shortly after construction
(previously described in Atlantic's September 22, 2017, response to NCDEQ's September 14, 2017
request), Atlantic will also monitor the right-of-way for the life of the project. Long-term monitoring
activities will include annual foot patrol inspections of the right-of-way; monthly aerial inspections;
and foot patrol inspections of stream crossings following major storm events (hurricanes, tropical
storms, atypical rainfall/snowmelt, etc.). The purpose of long term monitoring is to identify areas of
erosion, subsidence, and encroachments that may occur along the right-of-way. Pipeline exposure
concerns or issues identified during inspections would be addressed immediately. These inspections
are completed as required by USDOT Pipeline and Hazardous Materials Safety Administration
regulations governing natural gas transmission facilities.
5

October 13, 2017
Atlantic Coast Pipeline
NCDEQ Information Request Response
NCDEQ requested greater clarity regarding the applicability and willingness to comply with
NCG010000 permit within four watersheds with 3034 streams impaired for benthos.
Atlantic Response: Atlantic will be obtaining the General Permit NCG010000 to Discharge
Stormwater under the National Pollutant Discharge Elimination System for Construction Activities
(NCG010000). Atlantic submitted applications for the NCG010000 permit to the NCDEQ Raleigh
and Fayetteville regions on 28 August 2017 and received comments from NCDEQ dated 15 and 26
September 2017. Atlantic is in the process of responding to these comments and will have provided
revised submissions to both the Raleigh and Fayetteville regions by 13 October 2017. Accordingly,
Atlantic commits to implementing the requirements in Section ILB of the NCG010000 permit (or
similar additional best management practices) in these 4 watersheds.
Upload revised Erosion and Sediment control sheets to NCDEQ site when final, scheduled for
October 13, 2017.
Atlantic Response: According to a coordination meeting with NCDEQ staff on October 12, 2017,
revised erosion and sediment control sheets will be uploaded to the specified location on the NCDEQ
website the week of October 16, 2017.
Explain why Neuse River HDD that has recently been added was previously considered
infeasible.
Atlantic Response: The Neuse River HDD has never been defined as infeasible. Atlantic Coast
Pipeline's position on the matter was, and is, less total environmental impacts are created with an
open cut. Atlantic Coast Pipeline is in the process of developing an HDD design for this crossing.
Atlantic respectfully requests that NCDEQ continue to process its application. Please contact
Spencer Trichell at [phone] or [e-mail], if you have questions
regarding this submittal.
Please direct written responses to:
Richard B. Gangle
Dominion Energy Services, Inc.
5000 Dominion Boulevard
Glen Allen, Virginia 23060
Sincerely,
eo—* 4�A
Robert M. Bisha
Environmental Technical Advisor, Atlantic Coast Pipeline
cc: Spencer Trichell (Dominion Energy)
Jennifer Burdette (NCDEQ)
Attachments
T

Attachment A
Beaverdam Swamp and Raft Swamp HDD and Conventional Boge Example Drawings

M
,
,
-
Z �
OPTION B - 100' AIDE TEMPORARY m
WORKSPACE FOR PULL SECTION 200'X 250'TEMP17RARY PRELIMINARY 200'X 250' TEMPORARY
STAGING TO EXTEND 1,700' A WORKSPACE FOR HDD HDD ALIGNMENT WORKSPACE FOR HDD
BEYOND HDD ENDPOINT o OPTION A - 100' WIDE TEMPORARY
b OPERATIONS PRELIMINARY PRELIMINARY OPERATIONS WORKSPACE FOR PULL SECTION
HDD ENDPOINT HDD ENDPOINT STAGING TO EXTEND 1,700'
- - - PROPOSED ACP �
i BEYOND HDD ENDPOINT
CENTERLINE i — �. i' ✓ - - -
— — x
/ % - - - - - - - - - - - - - - - - - - - - —
n
b
70
WETLAND) BEAVER DAM
n
( TYPICAL) SWAMP
BUILDING
�CTYPICAL)
0
J. D.Hair&Associates,Inc.
Consulting Engineers
2424 East 21 st Street
Suite 510
Tulsa, Oklahoma 74114
PLAN
SCALE. 1'= 4 00'
PRELIMINARY

LEGEND
AP -2 PIPELINE (PROFILE)
■ AP -2 PIPELINE (PLAN VIEW)
50' PERMANENT RIGHT-OF-WAY
TEMPORARY RIGHT-OF-WAY
m � PROPOSED ADDITIONAL EXTRA WORK AREA
•
—STREAM
BSRF BELTED SILT RETENTION FENCE (BSRF)
WBS WATERBAR (PLAN VIEW)
COMPOST FILTER SOCK
COIR LOG
WETLAN D
BORE PIT
TIMBER MATTING
■ WATER PUMP IN SECONDARY CONTAINMENT
1 DEWATER STRUCTURE
0 PERMANENT WATERBAR/SLOPE BREAKER
- TEMPORARY WATERBAR/SLOPE BREAKER
T TRENCH BREAKER/PLUG
NOTES:
1. SINCE THE BORE PITS WILL BE BUILT IN
SATURATED AND/OR FLOODED WETLANDS,
SIGNIFICANT GEOSTATIC/HYDRROSTATIC
PRESSURES WILL BE ENCOUNTERED. BORE
PITS SHALL BE DESIGNED TO WITHSTAND
THESE TYPES OF PRESSURE AND TYPICALLY
REQUIRE DRIVEN SHEET PILING AND
SIGNIFICANT BRACING AND CONCRETE
FLOORS.
2. SATURATED AND/OR SOFT SOILS THAT ARE
PRESENT IN WETLANDS MAY CAUSE
ALIGNMENT ISSUES THAT WILL MAKE THE
CROSSING DIFFICULT TO COMPLETE.
3. IN SATURATED WETLANDS, THE BORE PITS
WILL REQUIRE CONSTANT PUMPING INTO
DEWATER STRUCTURES TO DEWATER THE
AREA.
4. WELL POINTS MAY BE REQUIRED TO HELP
REMOVE WATER FROM THE BORE PIT.
5. IF THE WETLAND IN INUNDATED WITH WATER
AT THE TIME OF THE CROSSING. IT WOULD
NOT BE FEASIBLE TO COMPLETE THIS BORE.
PROFILE NOTE:
EXISTING GRADE ELEVATIONS PROVIDED IN THE
PLAN/PROFILE WILL BE RESTORED TO LIKE
ELEVATIONS AFTER CONSTRUCTION; NO CHANGE
TO ELEVATIONS ARE PLANNED.
140
120
100
IE
1168+74 C. L. 1169+13 C.L. 1169+62 1170+25 1170+74 C. L. 1171+13 C. L.
15° OVER BEND 15° SAG BEND 15° SAG BEND 15° OVER BEND
PROFILE
SCALE : 1" = 20' Horizontal & Vertical
VV
WAY
DEWATER STRUCTURE I �/ 4, •/ I DEW!TER STRICTURE
WETLAND I �� / �� • ' /� ��_�_� I ( I I
----------------- 25'x200'PROPOSEDADDITIONA,LE,XTRA WORK AREA –�--------�------� � � � � � /� / � � � � �I � I �-- \ – WETLAND �
i~– --- ----25'x200' PROPOSE DADDITI.ONALEXTRA WORK AREA =--=-----------�
20' 10' 0 20'
SCALE: 1"=20'
2'CONTOURS
PLAN
REFERENCE SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. SEAL
F
and Consulting, LLCAtlantic Coast Pipeline, LLC
LIDAR ELEVATION DATA PROVIDED BY GAI CONSULTANTS. INTEGRITY • INITIATIVE • INNOVATION
PIPELINE SURVEY INFORMATION PROVIDED BY GAI CONSULTANTS. DRAWN: RLR 10/5/17 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
IFC REV 0 ALIGNMENT AND E&S UTILIZED CHECKED:
DLM 10/7/17 TITLE: CONVENTIONAL BORE
APP. FOR BID: PROPOSED PIPELINE AP -2 CROSSING BEAVERDAM SWAMP
LAB 10/13/17 RLR ADD EQUIPMENT / MATERIAL STAGING AREAS APP. FOR CONST.: DISTRICT: COUNTY. • HALIFAX STATE: NC GROUP DWG. NO. REV.
10/9/17 RLR ADD TIMBER MATS SCALE. V. = 20' DIR/FILE. DOM/ACP/StreamBOres/Beaverdam Swamp Bore 1 of 1 B

PRELIMINARY
RAFT SWAMP
HDD ENTRY POINT
PRELIMINARY
HDD EXIT POINk
- '
VWETLAND
150'X 250' TEMPORARY
200'X 250' TEMPORARY
PRELIMINARY (TYPICAL)
WORKSPACE FOR HDD
WORKSPACE FOR HDD
HDD ALIGNMENT
PIPE SIDE OPERATIONS
RIG SIDE OPERATIONS
J. D.Hair&Associates,Inc.
Consulting Engineers
2424 East 21 st Street
Suite 510
Tulsa, Oklahoma 74114
PROPOSED ACP
CENTERLINE
1
OO o
IRUILDING
( TYPICAL)
� 0
100' VIDE TEMPORARY WORKSPACE
FOR PULL SECTION STAGING TO
EXTEND 4,350' BEYOND HDD EXIT
I
\
\
\
I
o \ I
\I
PLAN
SCALE. 1'= 600'
PRELIMINARY

LEGEND
AP -2 PIPELINE (PROFILE)
■ AP -2 PIPELINE (PLAN VIEW)
50' PERMANENT RIGHT-OF-WAY
TEMPORARY RIGHT-OF-WAY
m � PROPOSED ADDITIONAL EXTRA WORK AREA
• STREAM
BSRF BELTED SILT RETENTION FENCE (BSRF)
� WBs WATERBAR (PLAN VIEW)
COMPOST FILTER SOCK
[mass" COIR LOG
WETLAN D
BORE PIT
TIMBER MATTING
NOTES:
1. SINCE THE BORE PITS WILL BE BUILT IN
SATURATED AND/OR FLOODED WETLANDS,
SIGNIFICANT GEOSTATIC/HYDRROSTATIC
PRESSURES WILL BE ENCOUNTERED. BORE
PITS SHALL BE DESIGNED TO WITHSTAND
THESE TYPES OF PRESSURE AND TYPICALLY
REQUIRE DRIVEN SHEET PILING AND
SIGNIFICANT BRACING AND CONCRETE
FLOORS.
2. SATURATED AND/OR SOFT SOILS THAT ARE
PRESENT IN WETLANDS MAY CAUSE
ALIGNMENT ISSUES THAT WILL MAKE THE
CROSSING DIFFICULT TO COMPLETE.
3. IN SATURATED WETLANDS, THE BORE PITS
WILL REQUIRE CONSTANT PUMPING INTO
DEWATER STRUCTURES TO DEWATER THE
AREA.
4. WELL POINTS MAY BE REQUIRED TO HELP
REMOVE WATER FROM THE BORE PIT.
5. IF THE WETLAND IN INUNDATED WITH WATER
AT THE TIME OF THE CROSSING. IT WOULD
NOT BE FEASIBLE TO COMPLETE THIS BORE.
1
1
PROFILE NOTE:
EXISTING GRADE ELEVATIONS PROVIDED IN THE
PLAN/PROFILE WILL BE RESTORED TO LIKE
ELEVATIONS AFTER CONSTRUCTION; NO CHANGE
TO ELEVATIONS ARE PLANNED.
9034+65 C.L. 9035+04 C.L.
15° OVER BEND 15° SAG BEND
80
9035+45
9035+86
9036+27 C.L. 9036+66 C.L.
15° SAG BEND 15° OVER BEND
WATER PUMP IN SECONDARY CONTAINMENT
1
DEWATER STRUCTURE
0
PERMANENT WATERBAR/SLOPE BREAKER
-
TEMPORARY WATERBAR/SLOPE BREAKER
T
TRENCH BREAKER/PLUG
NOTES:
1. SINCE THE BORE PITS WILL BE BUILT IN
SATURATED AND/OR FLOODED WETLANDS,
SIGNIFICANT GEOSTATIC/HYDRROSTATIC
PRESSURES WILL BE ENCOUNTERED. BORE
PITS SHALL BE DESIGNED TO WITHSTAND
THESE TYPES OF PRESSURE AND TYPICALLY
REQUIRE DRIVEN SHEET PILING AND
SIGNIFICANT BRACING AND CONCRETE
FLOORS.
2. SATURATED AND/OR SOFT SOILS THAT ARE
PRESENT IN WETLANDS MAY CAUSE
ALIGNMENT ISSUES THAT WILL MAKE THE
CROSSING DIFFICULT TO COMPLETE.
3. IN SATURATED WETLANDS, THE BORE PITS
WILL REQUIRE CONSTANT PUMPING INTO
DEWATER STRUCTURES TO DEWATER THE
AREA.
4. WELL POINTS MAY BE REQUIRED TO HELP
REMOVE WATER FROM THE BORE PIT.
5. IF THE WETLAND IN INUNDATED WITH WATER
AT THE TIME OF THE CROSSING. IT WOULD
NOT BE FEASIBLE TO COMPLETE THIS BORE.
1
1
PROFILE NOTE:
EXISTING GRADE ELEVATIONS PROVIDED IN THE
PLAN/PROFILE WILL BE RESTORED TO LIKE
ELEVATIONS AFTER CONSTRUCTION; NO CHANGE
TO ELEVATIONS ARE PLANNED.
9034+65 C.L. 9035+04 C.L.
15° OVER BEND 15° SAG BEND
80
9035+45
9035+86
9036+27 C.L. 9036+66 C.L.
15° SAG BEND 15° OVER BEND
WETLAND
PROFILE
SCALE : 1" = 20' Horizontal & Vertical
140
120
100
ED]=
20' 10' 0 20'
SCALE: 1"=20'
2'CONTOURS
PLAN
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. SEAL
REFERENCE F
and Consulting, LLC
INITIATIVEINNOVATIONAtlantic Coast Pipeline, LLC
LIDAR ELEVATION DATA PROVIDED BY GAI CONSULTANTS. INTEGRITY • •
PIPELINE SURVEY INFORMATION PROVIDED BY GAI CONSULTANTS. DRAWN. RLR 10/5/17 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
IFC REV 0 ALIGNMENT AND E&S UTILIZED CHECKED:
DLM 7/12/17 TITLE: CONVENTIONAL BORE
APP. FOR BID: PROPOSED PIPELINE AP -2 CROSSING RAFT SWAMP
LAB 10/13/17 RLR ADD EQUIPMENT / MATERIAL STAGING AREAS APP. FOR CONST.: DISTRICT: COUNTY. • ROBESON STATE: NC GROUP DWG. NO. RREV.
10/9/17 RLR ADD TIMBER MATS SCALE: V. = 20' DIRiFILE: DOM/ACP/StreamBore/RaftSwamp 1 of 1 U
NOTE
R
BORE
F !TS
18" BELOW
BOTTOM
OF PIPE.
60
Raft
wa
EXISTING
GRADE
EXISTI N
G GRA
DE
40
36" AP
-2 PIPE
15.0'
6" AP-
PIPELI
E3MI
3' MIN.
0.00'
20
10
WETLAND
PROFILE
SCALE : 1" = 20' Horizontal & Vertical
140
120
100
ED]=
20' 10' 0 20'
SCALE: 1"=20'
2'CONTOURS
PLAN
GENERAL NOTES AND COMMENTS: SYM. DATE BY REVISION INFORMATION PROJECT/TASK APP. SEAL
REFERENCE F
and Consulting, LLC
INITIATIVEINNOVATIONAtlantic Coast Pipeline, LLC
LIDAR ELEVATION DATA PROVIDED BY GAI CONSULTANTS. INTEGRITY • •
PIPELINE SURVEY INFORMATION PROVIDED BY GAI CONSULTANTS. DRAWN. RLR 10/5/17 925 White Oaks Blvd. Bridgeport, West Virginia 26330 / 681-842-8000
IFC REV 0 ALIGNMENT AND E&S UTILIZED CHECKED:
DLM 7/12/17 TITLE: CONVENTIONAL BORE
APP. FOR BID: PROPOSED PIPELINE AP -2 CROSSING RAFT SWAMP
LAB 10/13/17 RLR ADD EQUIPMENT / MATERIAL STAGING AREAS APP. FOR CONST.: DISTRICT: COUNTY. • ROBESON STATE: NC GROUP DWG. NO. RREV.
10/9/17 RLR ADD TIMBER MATS SCALE: V. = 20' DIRiFILE: DOM/ACP/StreamBore/RaftSwamp 1 of 1 U

Attachment B
Typical Drawings Illustrating Workspace Layout for Dam and Pump, Flume, Open Cut at
Wet Crossings, and Open Cut at Dry Crossings

CONSTRUCTION R.O.W. WIDTH
TRENCH
SPOIL PILE
SEDIMENT BARRIER
WATERBODY SPOIL
SEE NOTE 6
WATERBODY SPOIL
SEDIMENT BARRIER
SPOIL PILE
ADDITIONAL TEMPORARY
WORKSPACE (TYP.)
TOPSOIL
SEDIMENT BARRIER
50' (TYP.)
SBZ
y I
cn
<<O l
O p U j
0- z DRY WATERBODY
W
O � a I
SII I
v
10' (TYP.)
SEDIMENT BARRIER
TOPSOI L
"',—PIPE WELDED, COATED AND WEIGHTED
PLAN VIEW (IF NECESSARY)
DRAWN BY: #W..O.E
SB TEMPORARY SEDIMENT BARRIER OF CHECKED BY:
SILT FENCE. SCALE: NONE
FOR PERMIT
DESCRIPTION
Atlantic
Coast
Pipeline
PROPOSED 36" PIPELINE
TYPICAL NON -FLOWING WATERBODY CROSSING
OPEN CUT TRENCHED
NUMBER:
DATE

WATERBODY BANK 10
SPOIL PILE (TYP.) �
MIN.
4Typ(TYP.)
SB I o
I
16" FLUME PIPE (FREE OF DENTS, 4
HOLES, AND RUST).*
TRFNCH PLUG
SLOPE BREAKER
SANDBAGS WITH
PLASTIC LINER TO
FORM UPSTREAM &
DOWNSTREAM DAMS
INSTALL REMOVABLE SEDIMENT
BARRIER OR DRIVABLE BERM
ACROSS ROADWAY
PLAN
N.T.S.
* ACTUAL NUMBER OF FLUMES REQUIRED
TO BE DETERMINED BY STREAM WIDTH.
DRAWN BY: #W--O-E
SB TEMPORARY SEDIMENT BARRIER OF CHECKED BY:
SILT FENCE. SCALE: NONE
SEDIMENT BARRIER (TYP.)
— TRENCH PLUG
i
PIPELINE TRENCH
SLOPE BREAKER
SLIP SLEEVE JOINT TO MAINTAIN
POSITIVE FLOW (16" DIA ENTERS 20")
20" STEEL FLUME PIPE*
TEMPORARY EQUIPMENT
MAT BRIDGE
Atlantic
Coast
Pipeline
PROPOSED 36" PIPELINE
WATERBODY CROSSING - OPEN CUT, FLUME
FOR PERMIT DRAWINC
NUMBER:
DESCRIPTION DATE
TRIEV

I I SB
FLUME PIPE
TEMPORARY EQUIPMENT
MAT BRIDGE
INSTALL REMOVABLE SEDIMENT
BARRIER OR BERM \\ ENERGY DISSIPATING DEVICE
ACROSS ROADWAY
SANDBAGS WITH
PLASTIC LINER TO WATERBODY
FORM UPSTREAM & PLAN
DOWNSTREAM DAMS N.T.S.
DRAWN BY: #W..O.E
SB TEMPORARY SEDIMENT BARRIER OF CHECKED BY:
SILT FENCE. SCALE: NONE
FOR PERMIT
DESCRIPTION
Atlantic
Coast
Pipeline
PROPOSED 36" PIPELINE
WATERBODY CROSSING
OPEN CUT, DAM & PUMP
J
DRAWING SHEET N0. RE`i
NUMBER0
FILTER/SCREEN
INTAKE HOSE
WATERBODY BANK
of
SEDIMENT BARRIER (TYP.)
SPOIL PILE
I
\\�
- SPOIL PILE
SB
SB
1
PUMP
TRENCH PLUG
o
TRENCH PLUG
PIPELINE TRENCH
o
SLOPE BREAKER
z
0
SLOPE BREAKER --_SB
D'
-)A-DISCHARGE
HOSE
I I SB
FLUME PIPE
TEMPORARY EQUIPMENT
MAT BRIDGE
INSTALL REMOVABLE SEDIMENT
BARRIER OR BERM \\ ENERGY DISSIPATING DEVICE
ACROSS ROADWAY
SANDBAGS WITH
PLASTIC LINER TO WATERBODY
FORM UPSTREAM & PLAN
DOWNSTREAM DAMS N.T.S.
DRAWN BY: #W..O.E
SB TEMPORARY SEDIMENT BARRIER OF CHECKED BY:
SILT FENCE. SCALE: NONE
FOR PERMIT
DESCRIPTION
Atlantic
Coast
Pipeline
PROPOSED 36" PIPELINE
WATERBODY CROSSING
OPEN CUT, DAM & PUMP
J
DRAWING SHEET N0. RE`i
NUMBER0

CONSTRUCTION R.O.W. WIDTH
TRENCH
SPOIL PILE
SEDIMENT BARRIER
WATERBODY SPOIL.`.
FLOW no TRENCH PLUG
WATERBODY SPOIL
SEDIMENT BARRIER
SPOIL PILE
ADDITIONAL TEMPORARY
WORKSPACE (TYP.)
TOPSOIL
SEDIMENT BARRIER
50' (TYP.)
U v
z
N
r'
o'
0
U
0Q0'—
Jaz i
0
a
� I3 I
10' (TYP.)
SEDIMENT BARRIER
TOPSOIL
PIPE WELDED, COATED AND WEIGHTED
PLAN VIEW (IF NECESSARY)
DRAWN BY: VO
SB TEMPORARY SEDIMENT BARRIER OF CHECKED BY:
SILT FENCE. SCALE: NONE
FOR PERMIT
DESCRIPTION
Atlantic
Coast
Pipeline
PROPOSED 36" PIPELINE
TYPICAL FLOWING WATERBODY CROSSING
OPEN CUT TRENCHED
NUMBER:
DATE

Attachment C
Hydrostatic Test Water Discharge Structure Typical Drawing

ABSORBENT BOOMS
(AS REQUIRED FOR DEWATERING)
USE BACKHOE BUCKET OR
DOZER BLADE TO ANCHOR
DISCHARGE PIPE
30-35 FT. INSIDE DIA.(TYP.
OR AS DIRECTED BY THE
ENVIRONMENTAL INSPECTOR
T -E
PIPE SUPPORT TO ENSURE
THAT PIPE DOES NOT REST
ON STRAW BALES
PLAN VIEW
VISQUEEN, WOODEN MATS, STEEL
PLATES OR GEOTEXTILE FABRIC AS
DIRECTED BY THE ENVIRONMENTAL
INSPECTOR
MINIM
WELL VEGETATED AREA
(IF POSSIBLE)
STRAW BALES TWO LAYERS
HIGH AND STAGGERED (TYP.)
TOP VIEW
DRAWN BY: DATE:
CHECKED BY: DATE:
SCALE: NONE W.O.
FOR PERMIT UKAwINC
NUMBER:
DESCRIPTION DATE
:NCE
/4" x 4' x 8' PLYWOOD
ENERGY DISSIPATING DEVICES
FO PREVENT SCOUR
ABSORBENT BOOMS TO BE
USED AND ANCHORED (AS
REQUIRED FOR DEWATERING
FROM EXISTING PIPELINE)
NW BALES TWO LAYERS
K AND STAGGERED (TYP.)
PIPE
Atlantic
Coast
Pipeline
PROPOSED 36" PIPELINE
DEWATERING STRUCTURE
FOR HYDROSTATIC TESTING
m

2 LAYERS OF 2' x 2'
2"
x 2" WOODEN STAKE
SECURELY TIED STRAW BALES
WIRE MESH FENCE
SECURED TO 2" x 2"
WOODEN STAKE. WIRE TO
EXTEND BENEATH BALES
NATURAL GRADE
4"
Z
g NOTE
STAKES SECURING SILT FENCE
BETWEEN BALES ARE NOT
SHOWN FOR CLARITY.
SECTION 'A-A'
(N.T.S.)
Atlantic
Coast
Pipeline
DRAWN BY:
DATE:
CHECKED BY:
DATE:
PROPOSED 36" PIPELINE
SCALE: NONE
W.O.
DEWATERING STRUCTURE FOR
HYDROSTATIC TESTING
0 ISSUED FOR PERMITDRAWING
SHEET NO. RE`,
NUMBER:
REV. DESCRIPTION
DATE O