20140957 Ver 2_26_Appendix P_hdd-design-report_20170509

HDD Design Report, Revision 1
Atlantic Coast Pipeline Project
October 11, 2016
Prepared for
'le Dominion
DOMINION TRANSMISSION, INC.
707 East Main Street
Richmond, VA 23219
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JEFFREY SCOTT y
PUCKETT
Lic. No. 04020.55955
Prepared by
J. D.Hair&Associates,Inc.
2424 E 21sT St, Suite 510
Tulsa, Oklahoma 74114-1723
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Table of Contents
1. INTRODUCTION.......................................................................................................1
1.1 Scope of Report ............................................................................................................. 1
1.2 Information Provided by Others................................................................................... 2
2. HORIZONTAL DIRECTIONAL DRILLING................................................................ 2
2.1 Process Description....................................................................................................... 2
2.2 HDD Feasibility Considerations................................................................................... 4
2.3 Workspace Requirements............................................................................................. 5
2.4 Drilling Fluid................................................................................................................ 7
2.5 Design Criteria............................................................................................................ 10
3 ANALYSIS OF INSTALLATION AND OPERATING LOADS AND STRESSES ....12
3.1 Installation Loads and Stresses................................................................................... 12
3.2 HDD Pulling Load Estimates...................................................................................... 13
3.3 Operating Loads and Stresses..................................................................................... 14
3.4 Project -Specific Operating Stress Calculations.......................................................... 15
4 CROSSING -SPECIFIC SUMMARIES.....................................................................16
4.1
42 -inch Blue Ridge Parkway Crossing.......................................................................
16
4.2
42 -inch James River Crossing....................................................................................
16
4.3
36 -inch Roanoke River Crossing................................................................................
17
4.4
36 -inch Fishing Creek Crossing..................................................................................
17
4.5
36 -inch Swift Creek Crossing.....................................................................................
18
4.6
36 -inch Tar River Crossing.........................................................................................
18
4.7
36 -inch Contentnea Creek Crossing...........................................................................
18
4.8
36 -inch Little River Crossing......................................................................................
19
4.9
36 -inch Cape Fear River Crossing..............................................................................
20
4.10
20 -inch Nottaway River Crossing...............................................................................
20
4.11
20 -inch Blackwater River Crossing............................................................................
21
4.12
20 -inch Lake Prince Crossing.....................................................................................
21
4.13
20 -inch Western Branch Reservoir Crossing..............................................................
21
4.14
20 -inch Nansemond River Tributary Crossing...........................................................
22
4.15
20 -inch Nansemond River Crossing...........................................................................
22
4.16
20 -inch Interstate 64 Crossing....................................................................................
23
4.17
20 -inch Route 17 Crossing..........................................................................................
23
4.18
20 -inch Elizabeth River Crossing...............................................................................
24
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Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
Atlantic Coast Pipeline Project
HDD Design Report, Revision 0
Introduction
1.1 Scope of Report
HDD Design Report, Revision I
October 11, 2016
This report provides background information associated with design drawings produced by J. D.
Hair & Associates, Inc. (JDH&A) for eighteen obstacle crossings on Dominion's Atlantic Coast
Pipeline (ACP) Project that are proposed for installation by horizontal directional drilling
(HDD). The table below provides a list of the crossings that are addressed in this report along
with their diameters and horizontal lengths.
Crossing
Pipe Diameter
Horizontal Length
Blue Ridge Parkway
42 inches
4,639 feet
James River
42 inches
2,965 feet
Roanoke River
36 inches
1,559 feet
Fishing Creek
36 inches
1,822 feet
Swift Creek
36 inches
1,629 feet
Tar River
36 inches
1,516 feet
Contentnea Creek
36 inches
1,327 feet
Little River
36 inches
1,446 feet
Cape Fear River
36 inches
1,654 feet
Nottaway River
20 inches
1,678 feet
Blackwater River
20 inches
2,234 feet
Lake Prince
20 inches
1,952 feet
Western Branch Reservoir
20 inches
1,464 feet
Nansemond River Tributary
20 inches
3,435 feet
Nansemond River
20 inches
4,127 feet
Interstate 64
20 inches
2,039 feet
Route 17
20 inches
2,951 feet
Elizabeth River
20 inches
1,730 feet
Table 1. Proposed HDD Crossings on the ACP Project
While the primary function of this report is to present design drawings, calculations, and
opinions of feasibility for each of the proposed HDD crossings on the ACP Project, general

Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
information about the HDD construction method has also been included to provide a more
thorough understanding of both project -specific considerations and standard industry practices.
1.2 Information Provided by Others
In producing the design drawings described in the previous section, JDH&A has relied upon the
following information provided by others.
1.2.1 Base Survey Data
AutoCAD base files for each of the proposed crossing locations were provided by GAI
Consultants, Canonsburg, Pennsylvania. These files present the results of the topographic and
bathymetric surveys completed at the sites, providing grade elevations along the proposed HDD
alignments and information about existing features in the vicinity of the proposed crossings.
1.2.2 Subsurface Information
Subsurface information at each of the crossing locations was provided by Geosyntec
Consultants, Richmond, Virginia in crossing -specific Geotechnical Site Investigation Reports. In
addition to the report text, boring logs, and laboratory testing data that were provided,
Geosyntec's reports included geotechnical parameters for the soils encountered in each boring.
This information was used by JDH&A to analyze the potential for drilling fluid circulation loss
due to hydrofracture at each HDD crossing location.
1.2.3 Pipe Specifications and Operating Information
Line pipe specifications and maximum operating pressures applicable to the proposed crossings
were provided by Ron Baker of Dominion in an email dated December 10, 2015. Installation and
operating temperatures were assumed by JDH&A for the sake of analysis.
2. Horizontal Directional Drilling
2.1 Process Description
Installation of a pipeline by HDD is generally accomplished in three phases as indicated in
Figure 1. First, a small diameter pilot hole is drilled along a designed directional path. Next, the
pilot hole is enlarged to a diameter that will accommodate the pipeline to be installed. Finally,
the pipeline is pulled into the enlarged hole.
2.1.1 Pilot Hole
Pilot hole directional control is achieved by using a non -rotating drill string with an
asymmetrical leading edge. The asymmetry of the leading edge creates a steering bias while the
non -rotating aspect of the drill string allows the steering bias to be held in a specific position
while drilling. If a change in direction is required, the drill string is rolled so that the direction of

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
bias is the same as the desired change in direction. Leading edge asymmetry is typically
accomplished with either a bent sub or a bent motor housing located behind the bit.
PILOT HOLE
HORIZONTAL DRILLING RIG
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DESIGNED DRILLED PATH
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4 DIRECTION OF PROGRESS
Figure 1. The HDD Process
In soft soils, drilling progress is achieved by hydraulic cutting with a jet nozzle. If hard zones are
encountered, the drill string may be rotated to drill without directional control until the hard zone
has been penetrated. Mechanical cutting action required for harder soils and rock is provided by
3

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
a mud motor which converts hydraulic energy from drilling fluid to mechanical energy at the
drill bit. This allows for bit rotation without drill string rotation.
The path of the pilot hole is monitored during drilling using a steering tool positioned near the
bit. The steering tool provides continuous readings of the inclination and azimuth at the leading
edge of the drill string. These readings, in conjunction with measurements of the distance drilled,
are used to calculate the horizontal and vertical coordinates of the steering tool relative to the
initial entry point on the surface. The path of the pilot hole can also be determined with a surface
monitoring system that induces an artificial magnetic field using a wire placed on the surface.
Measurements of this magnetic field's properties by instruments in the steering tool allow the
position of the steering tool to be determined using triangulation. This provides data that can be
used to correct downhole survey inaccuracy that results from inconsistencies in the earth's
magnetic field.
2.1.2 Prereaming
Enlarging the pilot hole is accomplished using prereaming passes prior to pipe installation.
Reaming tools generally consist of a circular array of cutters and drilling fluid jets and are often
custom made by contractors for a particular hole size or type of soil. These tools are attached to
the drill string and rotated and drawn along the pilot hole. Drill pipe is added behind the tools as
they progress along the drilled path to ensure that a string of pipe is always maintained in the
drilled hole.
2.1.3 Pullback
Pipe installation is accomplished by attaching a pipeline pull section behind a reaming assembly
at the exit point, then pulling the reaming assembly and pull section back to the drilling rig. This
is undertaken after completion of prereaming or, for smaller diameter lines in soft soils, directly
after completion of the pilot hole. A swivel is utilized to connect the pull section to the reaming
assembly to minimize torsion transmitted to the pipe. The pull section is supported using some
combination of roller stands and pipe handling equipment to minimize tension and prevent
damage to the pipe.
2.2 HDD Feasibility Considerations
The technical feasibility of an HDD installation can be determined by comparing it to past
installations in three basic parameters: drilled length, pipe diameter, and subsurface conditions.
These three parameters work in combination to limit what can be achieved at a given location.
With pipe diameters ranging from 20 to 42 inches and horizontal drilled lengths ranging from
1,327 to 4,639 feet, all of the potential HDD installations on the ACP Project are within current
HDD industry capabilities in terms of both length and diameter. However, while length and
diameter are key components in an HDD installation's feasibility, technical feasibility is
primarily limited by subsurface conditions. The material characteristic that most frequently
prevents successful HDD installations is large grain content in the form of cobbles and boulders.
Other conditions that can negatively impact HDD feasibility include poor rock quality, excessive
rock strength and hardness, solution cavities in bedrock, and artesian groundwater pressure.
4

Dominion Transmission, Inc. HDD Design Report, Revision I
Atlantic Coast Pipeline Project October 11, 2016
Soils consisting principally of coarse-grained material present a serious restriction on the
feasibility of HDD. Coarse material cannot be readily fluidized by the drilling fluid and is too
unstable to be cut and removed in a drilling fluid stream as is the case with a crossing in
competent rock. A boulder or cluster of cobbles will remain in the drilled path and present an
obstruction to a bit, reamer, or pipeline. Such obstructions must be mechanically displaced
during hole enlargement. Displacement may be radially outward into voids formed by the
entrainment of finer grained material. However, naturally dense, high gravel percentage soils
contain little entrainable material, therefore voids sufficient to permit passage by larger diameter
reamers or pipe may not develop. Coarse material may also migrate to low spots along the drilled
path forming impenetrable blocks. An HDD installation through poor quality (extensively
fractured or jointed) rock can present the same problems as coarse granular deposits. Cutting a
hole through such materials may cause the overlying rock to fall in creating obstructions during
subsequent passes.
Exceptionally strong and hard rock will hamper all phases of an HDD project. Experience has
shown that competent rock with unconfined compressive strengths as high as 50,000 psi can be
negotiated with today's technology. However, entry of such materials at depth can be
problematic as the drill string may tend to deflect rather than penetrate. Extremely slow
penetration rates in hard rock and frequent stoppages to replace worn bits and reamers can result
in extended construction durations and corresponding increases in construction cost. Excessive
rock hardness can also lead to tool failures downhole resulting from premature wear and drill
pipe failures due to excessive torque.
Penetration of solution cavities found in karstic limestone formations can allow the drill string to
deflect substantially, especially during pilot hole drilling when the drill string is in compression.
Continued rotation of a drill string subjected to excessive deflection can result in failure of the
drill pipe due to low -cycle fatigue. Penetration of an artesian aquifer on an HDD installation can
result in a sustained inflow of groundwater and fine soils into the drilled hole. This can cause
several serious problems including drilling fluid storage and disposal issues, degradation of the
drilling fluid, deterioration of the hole, and stuck pipe or downhole tools.
2.3 Workspace Requirements
2.3.1 Rig Side
A typical large horizontal drilling spread can be moved onto a site in seven to ten tractor -trailer
loads. A workspace of 250 feet by 200 feet is adequate for most operations. The locations of the
principal components of the spread (rig ramp, drill pipe, and control trailer) are fixed by the entry
point. The rig ramp must be positioned in line with the drilled segment and typically less than 25
feet back from the entry point. The control cab and drill pipe must be positioned adjacent to the
rig.
The horizontal drilling rig workspace must be cleared and graded level. Equipment is typically
supported on the ground surface, although timber mats may be used where soft ground is
encountered. A typical horizontal drilling rig site plan is shown in Figure 2. Where possible, we

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
recommend obtaining workspaces of similar dimensions to accommodate HDD rig side
operations on the ACP Project.
250'
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Figure 2. Typical Horizontal Drilling Rig Site Plan
2.3.2 Pipe Side
Pull section fabrication is accomplished using the same construction methods used to lay a
pipeline; therefore, similar workspace is required. The drilled segment exit point controls the
location of pull section fabrication workspace. Space must be available to allow the pipe to be
fed into the drilled hole. It is preferable to have workspace aligned with the drilled segment
extending back from the exit point the length of the pull section plus approximately 200 feet.
This will allow the pull section to be prefabricated in one continuous length prior to installation.
If space is not available, the pull section may be fabricated in two or more sections which are
welded together during installation. It should be noted that delays associated with joining
multiple pipe strings during pullback can increase the risk of the pipe becoming stuck in the hole.
Workspace for pull section fabrication should generally be around 100 feet wide; similar to what
is required for conventional pipeline construction. Additional temporary workspace should be
provided in the immediate vicinity of the exit point to facilitate personnel and equipment
supporting drilling operations. Pull section workspace must be cleared but need not be graded
level. Equipment is typically supported on the ground surface. Timber mats may be used where
soft ground is encountered. A typical pull section fabrication site plan is shown in Figure 3.
Where possible, we recommend obtaining workspaces of similar dimensions to accommodate
HDD pipe side operations on the ACP Project.
6

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
250'
HDD Design Report, Revision I
October 11, 2016
r -------------------------------------------i
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Figure 3. Typical Pull Section Fabrication Site Plan
2.4 Drilling Fluid
2.4.1 Introduction
Drilling fluid is used in all phases of the HDD process and typically consists of fresh water
obtained at the crossing location, high -yield bentonite, and excavated soil or rock cuttings that
accumulate as HDD operations progress. Typical HDD drilling fluids are composed of less than
2% high yield bentonite by volume. Drilling fluid serves several critical functions in HDD
pipeline installation including hydraulic excavation of the soil along the drilled path,
transmission of hydraulic power to a downhole motor that turns the bit, removal of soil or rock
cuttings from the hole, stabilization of the hole, and reduction of friction between the pipe and
the wall of the hole.
2.4.2 Inadvertent Returns
HDD involves the subsurface discharge of drilling fluid. Once discharged downhole, drilling
fluid is uncontrolled and will flow in the path of least resistance. This can result in dispersal into
the surrounding soils or discharge to the surface at some random location, which may not be a
critical problem in an undeveloped location. However, in an urban environment or a high profile
recreational area, inadvertent returns can be a major problem. In addition to the obvious public
nuisance, drilling fluid flow can buckle streets or wash out embankments.
Drilling parameters may be adjusted to maximize drilling fluid circulation and minimize the risk
of inadvertent returns. However, the possibility of lost circulation and inadvertent returns cannot
be eliminated. Contingency plans addressing possible remedial action should be made in advance
of construction and regulatory bodies should be informed.
Inadvertent returns are more likely to occur in less permeable soils with existing flow paths.
Examples are slickensided clay or fractured rock structures. Coarse grained, permeable soils

Dominion Transmission, Inc. HDD Design Report, Revision I
Atlantic Coast Pipeline Project October 11, 2016
exhibit a tendency to absorb circulation losses. Manmade features, such as exploratory boreholes
or piles, may also serve as conduits to the surface for drilling fluid. An example of an inadvertent
drilling fluid return is shown in Figure 4.
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Figure 4. Inadvertent Drilling Fluid Return
Research projects have been conducted in an attempt to identify the mechanisms that cause
inadvertent returns and develop analytical methods for use in predicting their occurrence. Efforts
have centered on predicting the point at which hydraulic fracture of the native soils will occur.
These programs have met with limited success in providing a reliable prediction method.
Engineering judgment and experience must be applied in utilizing the hydrofracture model to
predict the occurrence, or nonoccurrence, of inadvertent returns.
2.4.3 Assessment of the Potential for Hydraulic Fracture
Hydraulic fracture, also known as hydrofracture, is a phenomenon that occurs when drilling fluid
pressure in the annular space of the drilled hole exceeds the strength of the surrounding soil
mass, resulting in deformation, cracking, and fracturing. The fractures may then serve as flow
conduits for drilling fluid allowing the fluid to escape into the formation and possibly up to the

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
ground surface. Drilling fluid that makes its way to the ground surface is known as an
inadvertent drilling fluid return or, more commonly, a "frac-out."
Although hydrofracture may be one mechanism by which inadvertent drilling fluid returns occur,
it is not the only one. In fact, it is thought that inadvertent returns due to true hydrofracture occur
in only a small percentage of cases.' Drilling fluid flows in the path of least resistance. Ideally,
the path of least resistance is through the annulus of the drilled hole and back to the fluid
containment pits at the HDD endpoints. However, the path of least resistance may also be
through naturally occurring subsurface features such as fissures in the soil, shrinkage cracks, or
porous deposits of gravel. Drilling fluid may also flow to the surface along existing piers, piles,
utility poles, or other structures.
The risk of hydrofracture can be determined by comparing the confining capacity of the
subsurface (formation limit pressure) to the annular pressure necessary to conduct HDD
operations. If the anticipated drilling fluid pressure in the annulus exceeds the estimated
formation limit pressure, there is a potential that inadvertent drilling fluid returns will occur as a
result of hydrofracture.
The formation limit pressures for the proposed HDD crossings on the ACP Project were
calculated using the "Delft Method" as described in an Army Corps of Engineers publication
titled Recommended Guidelines for Installation of Pipelines beneath Levees using Horizontal
Directional Drilling.2 The Delft Method assumes uniform soil conditions in the soil column
above the point on the drilled path that is being analyzed and requires engineering judgement
with respect to the selection of the geotechnical parameters that are used in the associated
equations. As noted previously, the geotechnical parameters used in our analysis were provided
by Geosyntec Consultants. The estimated minimum annular pressure necessary for HDD pilot
hole operations was calculated using the Bingham Plastic Model, which is described in Chapter 4
of the Society of Petroleum Engineers' Applied Drilling Engineering.3
The formation limit pressures were calculated over the length of each proposed HDD crossing on
the ACP Project and compared to the estimated annular pressures necessary for HDD operations.
A graphical summary of the results for each crossing is provided in the Appendix. In reviewing
this information, it should be noted that a factor of safety has not been applied to the formation
limit pressure. As a result, the point at which the estimated annular pressure exceeds the
formation limit pressure is the theoretical point at which plastic yielding and cracking reaches the
ground surface resulting in an inadvertent drilling fluid return.
Table 2 presents a summary of the hydrofracture risk at each crossing location based on the
calculation method described above.
1 Bennett, R.D. and K. Wallin. "Step by Step Evaluation of Hydrofracture Risks for HDD Projects." Presentation,
North American Society for Trenchless Technology, NoDig Conference, Grapevine, TX, 2008.
2 Kimberlie Staheli et al, Recommended Guidelines for Installation of Pipelines beneath Levees using Horizontal
Directional Drilling (prepared for U.S. Army Corps of Engineers, April 1998).
3 Applied Drilling Engineering, Society of Petroleum Engineers, Richardson, Texas, A. T. Bourgoyne, Jr. [eta]],
1991

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
Crossing
Risk of
Hydrofracture
Notes
Blue Ridge Parkway
Low
James River
Low
Roanoke River
Low
Fishing Creek
Low
Swift Creek
Low
Tar River
Low
Contentnea Creek
Unknown
No geotechnical information available
Little River
Low
Cape Fear River
Low
Nottaway River
Low
Blackwater River
Moderate
Predicted annular pressure approaches
formation limit pressure beneath river
Lake Prince
Low
Western Branch Reservoir
Low -Moderate
Safety factor less than 2 below lake
Nansemond River Tributary
High
Predicted annular pressure exceeds formation
limit pressure beneath river
Nansemond River
Moderate -High
Predicted annular pressure exceeds formation
limit pressure at eastern water's edge
Interstate 64
Low
Route 17
Elizabeth River
Moderate -High
Predicted annular pressure exceeds formation
limit pressure beneath pond
Low
Table 2. Summary of Hydrofracture Risk by Crossing
2.5 Design Criteria
2.5.1 Drilled Path Centerline
Drilled path designs for segments to be installed by HDD are defined by the following six
parameters: 1) entry point, 2) exit point, 3) entry angle, 4) exit angle, 5) P.I. elevation, and 6)
radius of curvature. The relationship of these parameters to each other is illustrated in Figure 5.
10

Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
EXISTING GRADE
ENTRY POINT PC PT PC PT EXIT POINT
RADIUS OF
ENTRY ANGLE RADIUS OF CURVATURE
CURVATURE 1 EXIT ANGLE
II
I
DESIGNED DRILLED PROFILE
DIRECTION OF _
POINT OF CURVATURE HORIZONTAL COORDINATES
POINT OF TANGENCY
ANGLE
TANGENT DISTANCE
TANGENT DISTANCE
POINT OF INTERSECTION (P.I.)
Figure 5. HDD Design Terminology
2.5.2 Entry and Exit Points
The entry and exit points are the endpoints of the designed drilled segment on the ground
surface. The drilling rig is positioned at the entry point and the pipeline is pulled into the drilled
hole from the exit point. The relative locations of the entry and exit points, and consequently the
direction of pilot hole drilling and pullback, should be established by the site's geotechnical and
topographical conditions. The following criteria were considered when selecting entry and exit
point locations on the ACP Project: 1) steering precision and drilling effectiveness are greater
near the drilling rig; 2) drilling fluid returns to the rig are enhanced if the entry point is lower
than the exit point; 3) pullback operations are enhanced if there is sufficient workspace in line
with the drilled path to allow the pull section to be fabricated in one continuous string. It is also
important to recognize that the position of the drilling rig may be changed during construction to
facilitate HDD operations and that a dual rig scenario may be employed during both the pilot
hole and prereaming if deemed beneficial. In a dual rig scenario, drilling rigs are positioned at
both ends of the drilled segment and work in tandem.
11

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
2.5.3 Entry and Exit Angles
HDD Design Report, Revision 1
October 11, 2016
Entry angles for drilled segments on the ACP Project were set at 10 degrees with the horizontal
while exit angles were held between 8 and 10 degrees to facilitate breakover support during
pullback. These angles are consistent with HDD industry standards.4
2.5.4 P.I. Elevation
The P.I. elevation defines the depth of cover that the HDD installation will provide. Typically,
HDD crossings are designed to provide no less than 25 feet of cover beneath critical obstacles.5
This aids in reducing inadvertent drilling fluid returns and provides a margin for error with
regard to downhole survey calculations. Due to the sensitive nature of the HDD segments on the
ACP Project, the drilled profiles were designed to provide a minimum vertical clearance of 40
feet where possible in order to further reduce the risk of inadvertent drilling fluid returns. At
some of the crossing locations, this clearance was either reduced or increased slightly due to site-
specific concerns.
2.5.5 Radius of Curvature
The design radius of curvature for the HDD segments on the ACP Project was set at 2,000 feet
for the 20 -inch crossings, 3,600 feet for the 36 -inch crossings, and 4,200 feet for the 42 -inch
crossings. These values are consistent with the HDD industry standard design radius of 1,200
times the nominal outside diameter of the pipe to be installed.6 This relationship has been
developed over a period of years in the HDD industry and is based on experience with
constructability as opposed to any theoretical analysis.
3 Analysis of Installation and Operating Loads and Stresses
3.1 Installation Loads and Stresses
During HDD installation, a pipeline segment is subjected to tension, bending, and external
pressure as it is pulled through a prereamed hole. The stresses in the pipe and its potential for
failure are a result of the interaction of these loads.7,8 In order to determine if a given pipe
specification is adequate, HDD installation loads must first be estimated so that the stresses
resulting from these loads can be calculated. A thorough design process requires examination of
the stresses that result from each individual installation loading condition as well as an
examination of the combined stresses that result from the interaction of these loads.
4 Manual of Practice No. 108, Pipeline Design for Installation by Horizontal Directional Drilling, Second Edition
(Reston, VA: American Society of Civil Engineers, 2014), 14.
5 Manual of Practice No. 108, 16.
6 Manual of Practice No. 108, 16.
7 Fowler, J.R. and C.G. Langner. "Performance Limits for Deepwater Pipelines." Presentation, OTC 6757, 23rd
Annual Offshore Technology Conference, Houston, TX, May 6-9, 1991.
8 Loh, J.T. "A Unified Design Procedure for Tubular Members." Presentation, OTC 6310, 22nd Annual Offshore
Technology Conference, Houston, TX, May 7-10, 1990.
12

Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
3.2 HDD Pulling Load Estimates
Calculation of the approximate tensile load required to install a pipeline by HDD is relatively
complicated due to the fact that the geometry of the drilled path must be considered along with
the properties of the pipe being installed and the subsurface conditions. Assumptions and
simplifications are required. A method to accomplish this is presented in Installation of Pipelines
by Horizontal Directional Drilling, An Engineering Design Guide, published by the Pipeline
Research Council International (PRCI).9
The PRCI Method involves modeling the drilled path as a series of segments to define its shape
and properties during installation. The individual loads acting on each segment are then resolved
to determine a resultant tensile load for each segment. The estimated force required to install the
entire pull section in the reamed hole is equal to the sum of the tensile loads acting on all of the
defined segments. When utilizing the PRCI Method, pulling loads are affected by numerous
variables, many of which are dependent upon site-specific conditions and individual contractor
practices. These include prereaming diameter, hole stability, removal of cuttings, soil and rock
properties, drilling fluid properties, and the effectiveness of buoyancy control measures. 10 It is
also important to keep in mind that the PRCI Method considers pulling tension, pipe bending,
and external pressure. It does not consider point loads that may result from subsurface conditions
such as a rock ledge or boulder. Indeed, we know of no way to analyze potential point loads that
may develop due to subsurface conditions. Although this type of damage is relatively rare,
several cases have been observed in the last few years where pipelines suffered damage in the
form of dents or pipe deformation due to point loads encountered during HDD installation.
Pulling load calculations for each of the proposed HDD crossings on the ACP Project were based
on an assumed worst-case installation model in which the pilot hole is drilled up to 40 feet longer
and 30 feet deeper than the designed path with a radius of curvature equal to two-thirds of the
design radius. A conservative drilling fluid density of 12 pounds per gallon was assumed for the
sake of analysis. For the 36 inch and 42 -inch crossings, pulling load calculations were performed
based on two scenarios: 1.) the pull sections being full of water for buoyancy control purposes,
which is typical on large diameter crossings to reduce pulling loads, and 2.) the pull sections
being installed empty to provide conservative results with regard to installation stresses. For the
20 -inch crossings, only an empty pipe scenario was considered since buoyancy control measures
are not typically employed for steel pipe less than 30 inches in diameter.
Our installation stress calculations indicated no violations of applicable stress criteria. As a
result, it is our opinion that the proposed line pipe specifications are suitable for installation by
HDD. This conclusion is based on three assumptions: 1) that the actual drilled paths will not
exceed the lengths or depths of the worst-case models analyzed; 2) that the HDD contractor will
not employ any improper construction procedures; and 3) that problematic subsurface conditions
will not be encountered.
9 Installation of Pipelines by Horizontal Directional Drilling, An Engineering Design Guide (Arlington, VA:
Pipeline Research Council International, Inc., 2008), 26-36.
10 Manual of Practice No. 108, 22.
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Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
Table 3 provides a summary of the estimated pulling loads for each crossing based on the
scenarios described above. Copies of our complete installation stress calculation spreadsheets are
provided in the Appendix.
Crossing
Estimated Pulling
Load with
Buoyancy Control
Estimated Pulling
Load without
Buoyancy Control
Blue Ridge Parkway
286,742 lbs.
979,838 lbs.
James River
187,844 lbs.
459,458 lbs.
Roanoke River
78,434 lbs.
287,363 lbs.
Fishing Creek
92,546 lbs.
323,050 lbs.
Swift Creek
82,857 lbs.
289,047 lbs..
Tar River
76,371 lbs.
277,573 lbs.
Contentnea Creek
66,579 lbs.
249,090 lbs.
Little River
67,335 lbs.
265,977 lbs.
Cape Fear River
83,086 lbs.
305,472 lbs.
Nottaway River
N/A
107,890 lbs.
Blackwater River
N/A
138,721 lbs.
Lake Prince
N/A
122,924 lbs.
Western Branch Reservoir
N/A
93,043 lbs.
Nansemond River Tributary
N/A
207,053 lbs.
Nansemond River
N/A
240,879 lbs.
Interstate 64
N/A
126,012 lbs.
Route 17
N/A
175,267 lbs.
Elizabeth River
N/A
109,466 lbs.
Table 3. Estimated HDD Pulling Loads
3.3 Operating Loads and Stresses
As with a pipeline installed by conventional methods, a pipeline installed by HDD will be
subjected to internal pressure, thermal expansion, and external pressure during normal operation.
A welded pipeline installed by HDD will also be subjected to elastic bending. The operating
loads imposed on a pipeline installed by either of these methods are addressed in Chapter 5 of
Installation of Pipelines by Horizontal Directional Drilling, An Engineering Design Guide.l i
11 Installation of Pipelines by Horizontal Directional Drilling, An Engineering Design Guide, 24-26.
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Dominion Transmission, Inc. HDD Design Report, Revision 1
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With one exception, the operating stresses in a pipeline installed by HDD are not materially
different from those experienced by pipelines installed by cut and cover techniques. As a result,
past procedures for calculating and limiting stresses can be applied. However, unlike a cut and
cover installation in which the pipe is bent to conform to the ditch, a pipeline installed by HDD
will contain elastic bends. Bending stresses imposed by the HDD installation process should be
checked in combination with other operating stresses to evaluate if acceptable limits are
exceeded. Other longitudinal and hoop stresses that should be considered will result from
internal pressure and thermal expansion or contraction.
3.4 Project -Specific Operating Stress Calculations
The results of the operating stress calculations for each proposed pipe diameter are provided in
the Appendix. Calculations were performed based on both the design radius and the specified
minimum radius and, like the installation stress calculations, did not indicate any violations of
applicable stress criteria. Specific information used in the calculations is provided below.
20 -inch Crossings
Outside Diameter 20.00 inches
Wall Thickness 0.411 inches
Grade API 5L X-70
Maximum Operating Pressure 1,440 psig
Minimum Installation Temperature 55 OF
Maximum Operating Temperature 125 OF
36 -inch Crossings
Outside Diameter 36.00 inches
Wall Thickness 0.741 inches
Grade API 5L X-70
Maximum Operating Pressure 1,440 psig
Minimum Installation Temperature 55 OF
Maximum Operating Temperature 125 OF
42 -inch Crossings
Outside Diameter 42.00 inches
Wall Thickness 0.864 inches
Grade API 5L X-70
Maximum Operating Pressure 1,440 psig
Minimum Installation Temperature 55 OF
Maximum Operating Temperature 125 OF
15

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
4 Crossing -Specific Summaries
4.1 42 -inch Blue Ridge Parkway Crossing
HDD Design Report, Revision I
October 11, 2016
The proposed HDD crossing of the Blue Ridge Parkway has a horizontal drilled length of 4,639
feet and an outside diameter of 42 inches. This combination of length and diameter falls within
the limits of current HDD industry capabilities. Pipe diameters up to 42 inches have been
installed over lengths exceeding 7,000 feet and HDD crossings involving 42 -inch diameter pipe
over lengths on the order of 5,000 feet are fairly common.
The geotechnical site investigation report produced by Geosyntec presents the results of a
geologic desktop study, two exploratory borings, and a geophysical survey conducted at the Blue
Ridge Parkway crossing site. In general, the geotechnical investigation found that the proposed
HDD crossing is anticipated to encounter surficial alluvium containing gravel, cobbles and
boulders in a sandy silt to clay matrix underlain by granodiorite bedrock of the Pedlar Formation
and metamorphosed Basalt of the Catoctin Formation. Upon completion of the boring on the
southeast end of the crossing in which bedrock was not encountered, there was a concern that the
adverse alluvium may be so extensive that the feasibility of the proposed HDD installation would
be questionable. However, the results of the boring on the northwest end of the crossing and the
subsequent geophysical survey indicate that the adverse alluvial soils are not as extensive as
initially feared. Based on that information, it is believed that bedrock can be reached within 90 to
130 feet of both HDD endpoints which will allow for large diameter surface casings to be set
from the endpoints to competent rock. The ability to set surface casings through the adverse soils
significantly reduces the risk of the proposed HDD installation.
The proposed HDD crossing will be complicated by the challenging topography at the site,
which is likely to require some amount of excavation at both ends of the crossing to create level
work areas for the HDD equipment. Also, since the product pipe will be laid downhill from the
proposed exit point, it is anticipated that several cranes will be needed to handle the pipe and
support it as it is lifted during pullback to be aligned with the reamed hole. However, the need
for excavations and cranes does not cause any concern with regard to technical feasibility. Based
on these considerations, it is our opinion that knowledgeable HDD contractors will submit fixed
price, lump sum bids to install Dominion's proposed HDD crossing of the Blue Ridge Parkway
and that the crossing can be completed successfully.
4.2 42 -inch James River Crossing
The proposed HDD crossing of the James River has a horizontal drilled length of 2,965 feet and
an outside diameter of 42 inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of one
exploratory boring conducted at the James River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter less than 20 feet
of overburden soils (lean clay overlying silty gravel), underlain by weak shale and moderate to
strong, excellent quality sandstone . Aside from the relatively thin layer of gravel overlying
16

Dominion Transmission, Inc.
Atlantic Coast Pipeline Project
HDD Design Report, Revision 1
October 11, 2016
bedrock, these conditions are generally favorable for HDD installation. However, it should be
noted that it would be advisable to obtain at least one additional boring on either end of the
crossing to allow for a more comprehensive assessment of the subsurface conditions.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of the James River and
that the crossing can be completed successfully.
4.3 36 -inch Roanoke River Crossing
The proposed HDD crossing of the Roanoke River has a horizontal drilled length of 1,559 feet
and an outside diameter of 36 inches. This combination of length and diameter falls well within
the limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Roanoke River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter primarily clay,
sand, and silt, with a slight potential for partially weathered rock or competent bedrock at the low
point of the crossing. Aside from possibly encountering bedrock at depth, which could be
problematic, these are favorable conditions for HDD installation. If rock is encountered during
the pilot hole, Dominion may wish to consider increasing the "up" tolerance (which currently
allows being up to 5 feet above the designed profile) so that bedrock can be avoided.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of the Roanoke River
and that the crossing can be completed successfully.
4.4 36 -inch Fishing Creek Crossing
The proposed HDD crossing of Fishing Creek has a horizontal drilled length of 1,822 feet and an
outside diameter of 36 -inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Fishing Creek crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter alluvial
overburden consisting of silty/clayey sand and fat clay with gravel, underlain by 20 to 35 feet of
decomposed bedrock generally described as very dense silty and clayey sand, underlain by
granite bedrock. On the south end of the crossing, the granite is generally competent and strong,
with unconfined compressive strengths ranging from around 15,000 to 30,000 psi. On the north
end of the crossing, the granite is described as completely to moderately weathered, with low
recovery, low RQDs, and compressive strengths ranging from around 4,000 to 10,000 psi.
The HDD crossing of Fishing Creek has been designed with entry and exit tangents extending to
bedrock, and we do not expect the alluvium or the decomposed bedrock (very dense sand) to be
problematic. The fact that the granite on the south end of the crossing is competent and strong
while the granite on the north end is highly weathered could present challenges during HDD
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Dominion Transmission, Inc. HDD Design Report, Revision 1
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operations, but we believe those challenges will not present insurmountable problems for skilled
contractors. It should be noted that the relatively high strength of the competent bedrock will
result in low production rates for pilot hole drilling and prereaming, which will increase both the
duration and cost of HDD operations in comparison to crossings placed through alluvial soils or
soft rock. Nonetheless, HDD installations of similar diameters have been completed through
comparable subsurface conditions. Based on these considerations, it is our opinion that
knowledgeable HDD contractors will submit fixed price, lump sum bids to install Dominion's
proposed HDD crossing of Fishing Creek and that the crossing can be completed successfully.
4.5 36 -inch Swift Creek Crossing
The proposed HDD crossing of Swift Creek has a horizontal drilled length of 1,629 feet and an
outside diameter of 36 -inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Swift Creek crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter around 50 feet of
overburden on the west end of the crossing and 15 feet of overburden on the east end consisting
primarily of silty/clayey sand with some gravel. The overburden soils on the west end of the
crossing are underlain by amphibolite and granite bedrock while the overburden on the east end
is underlain almost exclusively by granite. In general, the granite is competent, strong, and hard
with compressive strengths approaching 40,000 psi and Mohs hardness values ranging from 4.5
to 9 while the amphibolite is of lower strength and quality.
As currently designed, the entry tangent on the west end of the crossing does not extend to
bedrock, which is generally preferable for entry of the bit into rock and also in the event that
installation of surface casing is necessary. As result, the HDD contractor may choose to drill the
pilot hole from east to west, eventually moving the rig to the west end of the crossing for
pullback. It may also be worth considering extending the entry tangent to bedrock, but we
haven't done that as it would require increasing the length of the crossing. The high strength and
hardness of the granite at this location will result in low production rates and relatively high
construction cost in comparison to crossings placed through alluvial soils or soft rock. However,
HDD installations of similar diameters have been completed through comparable subsurface
conditions. Based on these considerations, it is our opinion that knowledgeable HDD contractors
will submit fixed price, lump sum bids to install Dominion's proposed HDD crossing of Swift
Creek and that the crossing can be completed successfully.
4.6 36 -inch Tar River Crossing
The proposed HDD crossing of the Tar River has a horizontal drilled length of 1,516 feet and an
outside diameter of 36 -inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Tar River crossing site. In general, the geotechnical
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Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
investigation found that the proposed HDD crossing is anticipated to encounter 25 to 35 feet of
overburden consisting primarily of clayey and silty sand with gravel underlain by phyllite
bedrock on the south end of the crossing and rhyolite, breccia, and phyllite bedrock on the north
end. On the south end of the crossing, the upper 60 feet or so of the phyllite bedrock is
moderately to completely weathered and soft with extremely low compressive strengths, while at
greater depths (corresponding roughly to the lowest point of the designed crossing) the hardness
and compressive strength of the bedrock increases significantly. On the north end of the crossing,
the bedrock properties are more uniform, having mostly fair to excellent RQD's and compressive
strengths generally ranging from 3,000 to 7,000 psi.
Like the Swift Creek crossing, the entry tangent on the north end of the Tar River crossing does
not extend to bedrock. Considering that the rhyolite bedrock at the rock/soil interface beneath the
north bank is substantially softer and weaker than the granite encountered at Swift Creek, we
anticipate that skilled contractors will not have much difficulty entering bedrock. However, if
problems are encountered either in the overburden soils or at the rock/soil interface, the entry
angle could be reduced to 8 degrees so that a surface casing could be set to bedrock. While
placement through bedrock at this location will certainly result in slower production rates and
higher costs than crossings placed through alluvial soils, production rates on the Tar River
crossing should be significantly higher than in the granite expected at the Fishing Creek and
Swift Creek crossings. Based on these considerations, it is our opinion that knowledgeable HDD
contractors will submit fixed price, lump sum bids to install Dominion's proposed HDD crossing
of the Tar River and that the crossing can be completed successfully.
4.7 36 -inch Contentnea Creek Crossing
The proposed HDD crossing of Contentnea Creek has a horizontal drilled length of 1,327 feet
and an outside diameter of 36 -inches. This combination of length and diameter falls well within
the limits of current HDD industry capabilities.
To date, we have not been provided with a geotechnical report for this crossing. Based on the
subsurface conditions at the Tar River crossing to the north and the Little River crossing to the
south, we anticipate that the Contentnea Creek crossing will be placed in bedrock. However,
since the bedrock at those crossing locations differs substantially, we're not sure what to expect.
Nonetheless, we have no reason to believe that the rock at the Contentnea Creek location would
be any more adverse than any of the other proposed HDD crossing locations. Therefore, it is our
opinion that knowledgeable HDD contractors will submit fixed price, lump sum bids to install
Dominion's proposed HDD crossing of Contentnea Creek and that the crossing can be completed
successfully.
4.8 36 -inch Little River Crossing
The proposed HDD crossing of the Little River has a horizontal drilled length of 1,446 feet and
an outside diameter of 36 -inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
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Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Little River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter 15 to 25 feet of
silty sand and sandy clay with gravel overlying siltstone bedrock. The quality of the siltstone
varies significantly and the unconfined compressive strengths generally range from 3,000 to
15,000 psi with an 18,672 psi value at the bottom of boring LR B-2. In general, the rock is soft
with typical Mohs hardness values of 2.5 to 3.5.
Despite the fact that some of the compressive strengths obtained in Boring LR B-2 are relatively
high, sedimentary rock such as siltstone is generally a favorable medium for installation of an
HDD crossing. Placement through siltstone will result in slower production rates and higher
costs than crossings placed through alluvial soils, but production rates on the Little River
crossing should be significantly higher than in the granite expected at Fishing Creek and Swift
Creek. Based on these considerations, it is our opinion that knowledgeable HDD contractors will
submit fixed price, lump sum bids to install Dominion's proposed HDD crossing of the Little
River and that the crossing can be completed successfully.
4.9 36 -inch Cape Fear River Crossing
The proposed HDD crossing of the Cape Fear River has a horizontal drilled length of 1,654 feet
and an outside diameter of 36 -inches. This combination of length and diameter falls well within
the limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Cape Fear River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter primarily lean
clay and clayey sand, which are favorable conditions for HDD installation.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of the Cape Fear River
and that the crossing can be completed successfully.
4.10 20 -inch Nottaway River Crossing
The proposed HDD crossing of the Nottaway River has a horizontal drilled length of 1,678 feet
and an outside diameter of 20 inches. This combination of length and diameter falls well within
the limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Nottaway River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter mostly sand and
clayey sand over its entire length, which are favorable conditions for HDD installation. The only
notable coarse material in the borings was a possible boulder at a depth of 48 feet on the west
side of the crossing and a sample containing 15.3 percent gravel at a depth of 23 to 25 feet on the
east side of the crossing. Otherwise only trace amounts of gravel were encountered.
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Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
While subsurface conditions that include boulders can be problematic for an HDD installation, it
is reassuring that there was only one possible boulder encountered by the borings and that the
geotechnical report provided no other indication that boulders are expected. As a result, we do
not believe that boulders are a significant concern at this location. Based on these considerations,
it is our opinion that knowledgeable HDD contractors will submit fixed price, lump sum bids to
install Dominion's proposed HDD crossing of the Nottaway River and that the crossing can be
completed successfully.
4.11 20 -inch Blackwater River Crossing
The proposed HDD crossing of the Blackwater River has a horizontal drilled length of 2,234 feet
and an outside diameter of 20 inches. This combination of length and diameter falls well within
the limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Blackwater River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter surficial sand and
silt underlain by fat clay, which are favorable conditions for HDD installation. While it should be
noted that the calculations we have completed for this crossing indicate a moderate risk of
inadvertent drilling fluid returns as a result of hydrofracture, that risk does not necessarily impact
the technical feasibility of the proposed crossing.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of the Blackwater
River and that the crossing can be completed successfully.
4.12 20 -inch Lake Prince Crossing
The proposed HDD crossing of Lake Prince has a horizontal drilled length of 1,952 feet and an
outside diameter of 20 inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Lake Prince crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter sand and clayey
sand, which are favorable conditions for HDD installation.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of Lake Prince and that
the crossing can be completed successfully.
4.13 20 -inch Western Branch Reservoir Crossing
The proposed HDD crossing of the Western Branch Reservoir has a horizontal drilled length of
1,464 feet and an outside diameter of 20 inches. This combination of length and diameter falls
well within the limits of current HDD industry capabilities.
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Dominion Transmission, Inc. HDD Design Report, Revision 1
Atlantic Coast Pipeline Project October 11, 2016
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Western Branch Reservoir crossing site. In general, the
boring logs indicate that the proposed HDD crossing is anticipated to encounter mainly sand and
silt with some clay beneath both banks, underlain by clay directly beneath the river. These
conditions are favorable for HDD installation.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of Western Branch
Reservoir and that the crossing can be completed successfully.
4.14 20 -inch Nansemond River Tributary Crossing
The proposed HDD crossing of the Nansemond River Tributary has a horizontal drilled length of
3,435 feet and an outside diameter of 20 inches. This combination of length and diameter falls
well within the limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Nansemond River Tributary crossing site. In general, the
geotechnical investigation found that the proposed HDD crossing is anticipated to encounter
loose/soft sand, silt, and clay, which are favorable conditions for HDD installation. While it
should be noted that the calculations we have completed for this crossing indicate a high risk of
inadvertent drilling fluids in the mud flats and waterway as a result of hydrofracture, that risk
does not necessarily impact the technical feasibility of the proposed crossing. In an attempt to
reduce the potential for inadvertent returns at this location, we lowered the design elevation as
much as possible without placing it below the termination depths of the borings. However, there
is a still a significant risk of inadvertent returns at this location. It may be possible to mitigate the
risk of inadvertent returns at this location by drilling a portion of the pilot hole from the western
end of the crossing.
The proposed HDD crossing will be complicated by the fact that there is not sufficient space
available for the pipeline pull section to be fabricated and staged in one complete length. As a
result, it is envisioned that two tie-in welds will be required during pullback. Stoppages to make
tie-in welds will increase the risk of getting stuck during pullback, especially considering the
loose/soft nature of the anticipated soils. However, we don't believe this will ultimately prevent a
competent HDD contractor from installing the crossing. Based on these considerations, it is our
opinion that knowledgeable HDD contractors will submit fixed price, lump sum bids to install
Dominion's proposed HDD crossing of the Nansemond River Tributary and that the crossing can
be completed successfully.
4.15 20 -inch Nansemond River Crossing
The proposed HDD crossing of the Nansemond River has a horizontal drilled length of 4,127
feet and an outside diameter of 20 inches. This combination of length and diameter falls well
within the limits of current HDD industry capabilities.
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Dominion Transmission, Inc. HDD Design Report, Revision 1
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The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Nansemond River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter loose/soft sand,
silt, and clay, which are favorable conditions for HDD installation. While it should be noted that
the calculations we have completed for this crossing indicate a moderate to high risk of
inadvertent drilling fluids on the eastern edge of the mud flats as a result of hydrofracture, that
risk does not necessarily impact the technical feasibility of the proposed crossing. We
investigated lowering the design elevation by 26 feet in order to reduce the potential for
inadvertent returns, but based on our calculations that change didn't help. It may be possible to
mitigate the risk of inadvertent returns at this location by drilling a portion of the pilot hole from
the eastern end of the crossing.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of the Nansemond
River and that the crossing can be completed successfully.
4.16 20 -inch Interstate 64 Crossing
The proposed HDD crossing of Interstate 64 has a horizontal drilled length of 2,039 feet and an
outside diameter of 20 inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of two
exploratory borings conducted at the Interstate 64 crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter surfcial clay
overlying sand with silt and silty sand, which are favorable conditions for HDD installation.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of Interstate 64 and
that the crossing can be completed successfully.
4.17 20 -inch Route 17 Crossing
The proposed HDD crossing of Route 17 has a horizontal drilled length of 2,951 feet and an
outside diameter of 20 inches. This combination of length and diameter falls well within the
limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of three
exploratory borings conducted at the Route 17 crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter alternating layers
of clay and sand overlying a layer of medium dense sand though which the majority of the
crossing will be placed. These conditions are favorable for HDD installation. While it should be
noted that the calculations we have completed for this crossing indicate a moderate to high risk
of inadvertent drilling fluid returns as a result of hydrofracture in the pond to the west of the exit
point, that risk does not necessarily impact the technical feasibility of the proposed crossing. It
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Dominion Transmission, Inc. HDD Design Report, Revision I
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may be possible to mitigate the risk of inadvertent returns in the pond by drilling a portion of the
pilot hole from the eastern end of the crossing.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of Route 17 and that
the crossing can be completed successfully.
4.18 20 -inch Elizabeth River Crossing
The proposed HDD crossing of the Elizabeth River has a horizontal drilled length of 1,730 feet
and an outside diameter of 20 inches. This combination of length and diameter falls well within
the limits of current HDD industry capabilities.
The geotechnical site investigation report produced by Geosyntec presents the results of three
exploratory borings conducted at the Elizabeth River crossing site. In general, the geotechnical
investigation found that the proposed HDD crossing is anticipated to encounter primarily silty
sand and clayey sand, which are favorable conditions for HDD installation. The borings also
encountered occasional wood fragments, gravel, and weathered rock fragments.
It should be noted that the depths of the sheet piling along the eastern water's edge and the wood
pilings in the river are not known. While the crossing has been designed at a depth that we
anticipate will clear the existing pilings, there is a risk that the pilings could be encountered by
the contractor's downhole tools during HDD operations. If so, the crossing may need to be
redesigned and installed at a greater depth.
Based on these considerations, it is our opinion that knowledgeable HDD contractors will submit
fixed price, lump sum bids to install Dominion's proposed HDD crossing of the Elizabeth River
and that the crossing can be completed successfully.
24

APPENDIX

Operating Stress
Supporting Information
• Operating stress analysis, 20 -inch crossings (1 page)
• Operating stress analysis, 36 -inch crossings (1 page)
0 Operating stress analysis, 42 -inch crossings (1 page)

Operating Stress Analysis
PROJECT: Dominion Atlantic Coast Pipeline
20" Crossings
Installation and operating temperatures assumed
Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
Operating Parameters
Design Radius
(2,000')
Specified Min.
Radius (1,350')
20.000 in
20.000 in
0.411 in
0.411 in
70,000 psi
70,000 psi
2.9E+07 psi
2.9E+07 psi
1213.22 in
1213.22 in
25.29 int
25.29 int
49
49
0.3
0.3
6.5E-06 in/in/°F
6.5E-06 in/in/°F
85.99 lb/ft
85.99 lb/ft
2.01 ft3/ft
2.01 ft3/ft
2.18 ft3/ft
2.18 ft'/ft
Maximum Allowable Operating Pressure =
Radius of Curvature =
Installation Temperature =
Operating Temperature =
Groundwater Table Head =
1,440 psig
2,000 ft
55 °F
125 °F
0 ft
1,440 psig
1,350 ft
55 °F
125 °F
0 ft
Operating Stress Check
Scenario 1
Scenario 2
Hoop Stress =
% SMYS =
Longitudinal Stress from Internal Pressure =
% SMYS =
35,036 psi
50%
10,511 psi
15%
35,036 psi
50%
10,511 psi
15%
Longitudinal Stress from Temperature Change =
-13,195 psi
-13,195 psi
% SMYS =
19%
19%
Longitudinal Stress from Bending =
12,083 psi
17,901 psi
% SMYS =
17%
26%
Net Longitudinal Stress (taking bending in tension) =
9,399 psi
15,217 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
13% ok
22% ok
Net Longitudinal Stress (taking bending in compression) =
-14,767 psi
-20,585 psi
Limited to 90% of SMYS by ASME B31.8 (2010) 831.4 (2012) =
21 % ok
29% ok
Combined Stress (NLS w/bending in tension) - Max. Shear Stress Theory =
25,637 psi
19,819 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
37% ok
28% ok
Combined Stress (NLS w/bending in compression) - Max. Shear Stress Theory =
49,804 psi
55,622 psi
Limited to 90% of SMYS by ASME B31.8 (2010) B31.4 (2012) =
71 % ok
79% ok
Combined Stress (NLS w/bending in tension) - Max. Distortion Energy Theory =
31,410 psi
30,430 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
45% ok
43% ok
Combined Stress (NLS w/bending in compression) - Max. Distortion Energy Theory =
44,306 psi
48,709 psi
Limited to 90% of SMYS by ASME B31.8 (2010) 831.4 (2012) =
63% ok
70% ok
7/27/2016

Operating Stress Analysis
PROJECT: Dominion Atlantic Coast Pipeline
36" Crossings
Installation and operating temperatures assumed
Pipe Properties
Design Radius
(3,600')
Specified Min.
Radius (2,400')
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
49
0.3
6.5E-06 in/in/°F
279.04 Ib/ft
6.50 ft3/ft
7.07 ft3/ft
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
49
0.3
6.5E-06 in/in/°F
279.04 Ib/ft
6.50 ft3/ft
7.07 ft3/ft
Operating Parameters
Maximum Allowable Operating Pressure =
Radius of Curvature =
Installation Temperature =
Operating Temperature =
Groundwater Table Head =
1,440 psig
3,600 ft
55 °F
125 °F
0 ft
1,440 psig
2,400 ft
55 °F
125 °F
0 ft
Operating Stress Check
Scenario 1
Scenario 2
Hoop Stress =
% SMYS =
Longitudinal Stress from Internal Pressure =
% SMYS =
34,980 psi
50%
10,494 psi
15%
34,980 psi
50%
10,494 psi
15%
Longitudinal Stress from Temperature Change =
-13,195 psi
-13,195 psi
% SMYS =
19%
19%
Longitudinal Stress from Bending =
12,083 psi
18,125 psi
% SMYS =
17%
26%
Net Longitudinal Stress (taking bending in tension) =
9,382 psi
15,424 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
13% ok
22% ok
Net Longitudinal Stress (taking bending in compression) =
-14,784 psi
-20,826 psi
Limited to 90% of SMYS by ASME B31.8 (2010) 831.4 (2012) =
21 % ok
30% ok
Combined Stress (NLS w/bending in tension) - Max. Shear Stress Theory =
25,597 psi
19,556 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
37% ok
28% ok
Combined Stress (NLS w/bending in compression) - Max. Shear Stress Theory =
49,764 psi
55,806 psi
Limited to 90% of SMYS by ASME B31.8 (2010) B31.4 (2012) =
71 % ok
80% ok
Combined Stress (NLS w/bending in tension) - Max. Distortion Energy Theory =
31,360 psi
30,364 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
45% ok
43% ok
Combined Stress (NLS w/bending in compression) - Max. Distortion Energy Theory =
44,264 psi
48,845 psi
Limited to 90% of SMYS by ASME B31.8 (2010) 831.4 (2012) =
63% ok
70% ok
7/27/2016

Operating Stress Analysis
PROJECT: Dominion Atlantic Coast Pipeline
42" Crossings
Installation and operating temperatures assumed
Pipe Properties
Design Radius
(4,200')
Specified Min.
Radius (2,800')
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
42.000 in
0.864 in
70,000 psi
2.9E+07 psi
23617.82 in
111.66 int
49
0.3
6.5E-06 in/in/°F
379.58 Ib/ft
8.85 ft3/ft
9.62 ft3/ft
42.000 in
0.864 in
70,000 psi
2.9E+07 psi
23617.82 in
111.66 int
49
0.3
6.5E-06 in/in/°F
379.58 Ib/ft
8.85 ft3/ft
9.62 ft3/ft
Operating Parameters
Maximum Allowable Operating Pressure =
Radius of Curvature =
Installation Temperature =
Operating Temperature =
Groundwater Table Head =
1,440 psig
4,200 ft
55 °F
125 °F
0 ft
1,440 psig
2,800 ft
55 °F
125 °F
0 ft
Operating Stress Check
Scenario 1
Scenario 2
Hoop Stress =
% SMYS =
1
Longitudinal Stress from Internal Pressure =
% SMYS =
35,000 psi
50%
10,500 psi
15%
35,000 psi
50%
10,500 psi
15%
Longitudinal Stress from Temperature Change =
-13,195 psi
-13,195 psi
% SMYS =
19%
19%
Longitudinal Stress from Bending =
12,083 psi
18,125 psi
% SMYS =
17%
26%
Net Longitudinal Stress (taking bending in tension) =
9,388 psi
15,430 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
13% ok
22% ok
Net Longitudinal Stress (taking bending in compression) =
-14,778 psi
-20,820 psi
Limited to 90% of SMYS by ASME B31.8 (2010) B31.4 (2012) =
21% ok
30% ok
Combined Stress (NLS w/bending in tension) - Max. Shear Stress Theory =
25,612 psi
19,570 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
37% ok
28% ok
dh
Combined Stress (NLS w/bending in compression) - Max. Shear Stress Theory =
49,778 psi
55,820 psi
Limited to 90% of SMYS by ASME B31.8 (2010) B31.4 (2012) =
71% ok
80% ok
Combined Stress (NLS w/bending in tension) - Max. Distortion Energy Theory =
31,378 psi
30,381 psi
Limited to 90% of SMYS by ASME 831.8 (2010) 831.4 (2012) =
45% ok
43% ok
Combined Stress (NLS w/bending in compression) - Max. Distortion Energy Theory =
44,279 psi
48,859 psi
Limited to 90% of SMYS by ASME B31.8 (2010) B31.4 (2012) =
63% ok
70% ok
7/27/2016

Blue Ridge Parkway
Supporting Information
• Plan & profile drawing presenting HDD crossing design (2 pages, 11x17)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

2500
2400
2300
2200
2100
2000
1900
1800
HORIZONTAL DRILLED LENGTH = 4,639'
TRUE LENGTH = 4,652'
r1�\ TjD
{� PROPOSED TEMPORARY WORKSPACE FOR �r?R,
PROPOSED TEMPORARY '','-r---
%� HDD PIPE SIDE OPERATIONS AND PULL \a m n O WORKSPACE FOR HDD
SECTION STAGING TO EXTEND APPROX. ZRIG SIDE OPERATIONS
- - y ' BEYOND HDD EXIT. T NOTE THAT Z -y r
ONE TIE-IN WELD IS ANTICIPATED.
3, 000PROPOSED -'
- _ PROPOSED ACP �` I �� BORING
'-- -� CENTERLINE �— 250' DESIGNED
1 PROPERTY LINE i' - \ DRILLED
L - - - - - - _ f - - - i (TYPICAL) i\ ALIGNMENT
�__ 1200' Ir 1200'
- _ _
� --- -�
BORINj /� -0d.-i oo�u I v.aca �.�.;" \ r.aLa io°°'�ear`a
BR B-3 a�� _
_i -_BR B-1
rr
rN
N v
l'
PLAN
SCALE, 1'=300'
EXIT POINT P 8• P. T. 8' SAG BEND P. C. 8' SAG BEND P. T. 10' SAG BEND P, C. 10° SAG BEND ENTRY POINT P 10•
46+39. 05, 2018 00 42+75, 27, 1960, 87 36+90, 74, 1920, 00 9+47. 61, 1920, 00 2+18, 28, 1983. 81 0+00, 00, 2022 30
N 13773798, 63, E 2223025. 61 RADIUS = 4, 200' RADIUS = 4,200' N 13769979. 22, E 2225658. 65
60+00
45+00 I 30+00 15+00 1 0+00
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
-100
Pr
SCALE, 1'=300' HORIZONTAL
-
50
VERTICAL
v
(n W
m o
-0
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
600 300 150 0
PROTECTION OF EXISTING FACILITIES
nom
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
`\\
SHALL BE EXPOSED.
3, MODIFY DRILLING PRACTICES AND DOWNHOLE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
i�
i/
\�\
EXISTING GRADE BASED
ON CONTOURS GENERATED
FROM LIDAR DATA (TYPICAL)
2
EXISTING GRADE BASED�`
ti
ON CONTOURS GENERATED
_ -_\ W
EXCAVATION, IF NEEDED,
FROM SURVEY DATA (TYPICAL)
TO BE DESIGNED BY
CONTRACTOR
� I
�
a
C
I
ILT 1.1
J
ANTIC--
'
---r, ,xpsu,�
- «�I,L
.11
- - ANTICIPATED 1 "'E'"n"s"�'
7
DESIGNED DRILLED PROFILE
n
ALLUVIUM /
42' O. D. , 0. 864' W, T.
" ELEV. 1870'
--
s
API 5L X-70 STEEL LINE PIPE
I�"
(BORING DEPTH
APPROX 197')
\
n
2
� ' _
r
'�P
c
ANTICIPATED
-------
ANTICIPATED
CATUCTIN FORMATION
ANTICIPATED
L`rT TOCTIN FORMATION
J'r
(METAMORPHOSED BASALT)
E
\9 (METAMORPHOSED BASALT)
FORMALTION
(GRANODIORITE)
60+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
® BORING LOCATION
45+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2, STRATIFICATION LINES AND SUBSURFACE MATERIAL
DESCRIPTIONS SHOWN ON THIS DRAWING HAVE BEEN
SIMPLIFIED FOR PRESENTATION PURPOSES.
3. THE ANTICIPATED SUBSURFACE CONDITIONS SHOWN IN
RED ARE BASED ON A GENERAL GEOLOGIC PROFILE
INCLUDED IN THE GEOTECHNICAL SITE INVESTIGATION
REPORT AS FIGURE 4.
30+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY CAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83.
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES,
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT/ UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 15 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2, 800 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
2500
2400
2300
2200
2100
2000
1900
1800
0+00 PROFILE
-100
Pr
SCALE, 1'=300' HORIZONTAL
-
50
VERTICAL
v
(n W
m o
-0
N
600 300 150 0
PROTECTION OF EXISTING FACILITIES
nom
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3, MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
Pr
N
U
v
v
(n W
m o
�
N
�C)
nom
PROJECT NO.
Dominion\1508
MILE POST
API -158

2080
2040
2000
1960
1920
1880
2080
2040
2000
1960
2+00
0+00
-2+00
-4+00
-6+00
C, 10' SAG BEND ENTRY POINT @ 10'
50+00 48+00
46+00
-40
2+18 28, 1983 81 W 0+00, 00, 2022, 30
GEOTECHNICAL NOTES (CONTINUED)
TOPOGRAPHIC SURVEY NOTES
EXIT PROFILE
N 13769979, 22, E 2225658, 65
3
EXIT POINT @ 8'
_
SCALE, 1'=40' HORIZONTAL
-20
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
4. STRATIFICATION LINES AND SUBSURFACE MATERIAL
46+39, 05, 2012. 00
=
Q w EXISTING GRADE BASED
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
DESCRIPTIONS SHOWN ON THIS DRAWING HAVE BEEN
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
N 13773798. 63, E ?223025.61
\
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
ON CONTOURS GENERATED
Q
0
DETAILED SUBSURFACE INFORMATION.
Fez
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
FROM SURVEY DATA
EXCAVATION, IF NEEDED TO
EXISTING GRADE BASED
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3W
N
/
RED ARE BASED ON A GENERAL GEOLOGIC PROFILE
ACCOMMODATE HDD OPERATIONS,
ON CONTOURS GENERATED
INCLUDED IN THE GEOTECHNICAL SITE INVESTIGATION
3 ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
\
�
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
I
TO BE DESIGNED BY CONTRACTOR
FROM SURVEY DATA
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
FaC
1
PRIOR TO COMMENCING DRILLING OPERATIONS.
PERFORMED.
U
W U N
1 /
DRILLED PATH NOTES
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
tic1l)'
EXISTING GRADE BASED
2
1
130'+�
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
\
"---_-,
ON CONTOURS GENERATED
\
X ti
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
100'
---_
FROM L IDAR MAPPING
R
EXISTING GRADE BASED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
2, DRILLED PATH COORDINATES REFER TO CENTERLINE OF
SHALL BE EXPOSED.
ON CONTOURS GENERATED
FROM LIDAR MAPPING
__ _ _
^�•
1
w
DESIGNED DRILLED PROFILE
42' O. D. , O. 864' W. T.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
API 5L X-70 STEEL LINE PIPE
------------= -
_ ---_—'—
a„�";",
\
------------------
-------------
'----
DESIGNED DRILLED PROFILE
ANTICIPATED
\
ANTICIPATED ALLUVIUM
____
--'-
42' O. D. , O. 864' W. T\
PEDLAR FORMATION
,
,
(GRAVEL, COBBLES, AND BOULDERS
API SL X-70 STEEL LINE PIPE
(GRANODIORITE)
\ ,
IN A SANDY SILT TO CLAY MATRIX)
-55
I
I
1
1
\ ,
' \
— 1
ELEV. 1870'
\
(BORING DEPTH
APPROX 197')
w.
2080
2040
2000
1960
1920
1880
2+00 0+00 -2+00 -4+00 -6+00 -40
ENTRY PROFILE
SCALE, 1'=40' HORIZONTAL -20
1'=40' VERTICAL
I I I I -O
54+00 52+00 50+00 48+00 46+00 80 40 20 0
54+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
ucs 6,25o —UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 —MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
2080
2040
2000
1960
1920
1880
52+00
50+00 48+00
46+00
-40
GEOTECHNICAL NOTES
GEOTECHNICAL NOTES (CONTINUED)
TOPOGRAPHIC SURVEY NOTES
EXIT PROFILE
U) W
3
EXIT POINT @ 8'
_
SCALE, 1'=40' HORIZONTAL
-20
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
4. STRATIFICATION LINES AND SUBSURFACE MATERIAL
46+39, 05, 2012. 00
=
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
DESCRIPTIONS SHOWN ON THIS DRAWING HAVE BEEN
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
N 13773798. 63, E ?223025.61
_
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
SIMPLIFIED FOR PRESENTATION PURPOSES.
Q
0
DETAILED SUBSURFACE INFORMATION.
Fez
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
I I I I-
80 40 20 0
W
EXISTING GRADE BASED
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3W
N
/
RED ARE BASED ON A GENERAL GEOLOGIC PROFILE
PROTECTION OF EXISTING FACILITIES
ON CONTOURS GENERATED
INCLUDED IN THE GEOTECHNICAL SITE INVESTIGATION
3 ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
1
/
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
REPORT AS FIGURE 4,
FROM SURVEY DATA
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
FaC
1
PRIOR TO COMMENCING DRILLING OPERATIONS.
PERFORMED.
U
W U N
1 /
DRILLED PATH NOTES
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
tic1l)'
O
1
130'+�
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
1, DRILLED PATH STATIONING IS IN FEET BY
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
EXISTING GRADE BASED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
2, DRILLED PATH COORDINATES REFER TO CENTERLINE OF
SHALL BE EXPOSED.
ON CONTOURS GENERATED
FROM LIDAR MAPPING
__ _ _
^�•
1
DESIGNED DRILLED PROFILE
42' O. D. , O. 864' W. T.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
API 5L X-70 STEEL LINE PIPE
EXISTING FACILITIES.
_ ---_—'—
a„�";",
------------------
ANTICIPATED ALLUVIUM
1 1
ANTICIPATED
(GRAVEL, COBBLES, AND BOULDERS
CATOCTIN FORMATION
IN A SANDY SILT TO CLAY MATRIX)
1
"�'°"'
(METAMORPHOSED BASALT)
1
1
— 1
t
—
� 1
1
1
�
� 1
54+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
ucs 6,25o —UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 —MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
2080
2040
2000
1960
1920
1880
52+00
50+00 48+00
46+00
-40
GEOTECHNICAL NOTES
GEOTECHNICAL NOTES (CONTINUED)
TOPOGRAPHIC SURVEY NOTES
EXIT PROFILE
U) W
3
�
N
SCALE, 1'=40' HORIZONTAL
-20
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
4. STRATIFICATION LINES AND SUBSURFACE MATERIAL
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
1'=40' VERTICAL
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
DESCRIPTIONS SHOWN ON THIS DRAWING HAVE BEEN
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
SIMPLIFIED FOR PRESENTATION PURPOSES.
Q
0
DETAILED SUBSURFACE INFORMATION.
Fez
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
I I I I-
80 40 20 0
W
5. THE ANTICIPATED SUBSURFACE CONDITIONS SHOWN IN
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3W
N
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
RED ARE BASED ON A GENERAL GEOLOGIC PROFILE
PROTECTION OF EXISTING FACILITIES
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
INCLUDED IN THE GEOTECHNICAL SITE INVESTIGATION
3 ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
0
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
REPORT AS FIGURE 4,
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
FaC
Z
PRIOR TO COMMENCING DRILLING OPERATIONS.
PERFORMED.
U
W U N
DRILLED PATH NOTES
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
O
SERVICE FOR THE CONSTRUCTION AREA.
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
1, DRILLED PATH STATIONING IS IN FEET BY
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
2, DRILLED PATH COORDINATES REFER TO CENTERLINE OF
SHALL BE EXPOSED.
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
INTERPRETING THIS DATA.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
0
_, o
C,
x
U) W
3
�
N
w
as ti
N
W
Q
W
Fez
Z
W
Twp
zE*E
�
3W
N
py
F F
x v
o
0
oza
FaC
Z
a
U
W U N
O
U
m
Ua
Q�
z
►;
z
O
Y
U
O
�
�
W
U) W
N o
�
N
w
as ti
PROJECT NO.
Dominion\1508
MII,E POST
API -1.58

Blue Ridge Parkway RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
42" Blue Ridge Parkway Crossing
Date :
2/9/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 2,800' radius) with 12 ppg mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
42.000 in
0.864 in
70,000 psi
2.9E+07 psi
23617.82 in
Pipe Face Surface Area =
111.66 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
0.3
6.5E-06 in/in/°F
379.58 Ib/ft
8.85 ft3/ft
9.62 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
551.97 Ib/ft
863.59 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,508 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,636 psi
Yes
Allowable Bending Stress, Fb =
45,636 psi
Elastic Hoop Buckling Stress, Fhe =
10,800 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,800 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,444 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,016 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,800 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,200 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit Sag PI
Bend r PT
Exit Point
illing Mud
Ballast
Blue Ridge Parkway RO Installation Stress Analysis (worst-case) - with buoyancy.xism
J:\Dominion\1508 -Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
2022.30
10.00
4
286,742
5
516.92
7
499.06
1932.54
9
249,800
740.31
1890.00
10.00
2800
488.69
231,351
Control Point
985.28
1890.00
0
212,902
0.00
2607.73
3593.01
1890.00
56,508
3788.81
1890.00
8.00
2800
390.95
45,691
3982.70
1917.25
0
34,874
693.10
4669.05
2013.71
8.00
Above
Ground Load
0
2013.71 (Graph..........
2013.71 (Graph -----)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
P. C.
P.T.
P.T. P. C.
Step 2, Drilled Path Input 9:28AM7/27/2016

Blue Ridge Parkway RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 42.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 379.6 Ib/ft
Ballast Weight / ft Pipe, Wb = 552.0 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 863.6 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 693.1 ft
Effective Weight, We = W + Wb - Wm = 68.0 Ib/ft
Exit Angle, 9 = 8.0 J -
Frictional Drag = We L µ cos6 = 13,994 Ib
Fluidic Drag = 12 n D L Cd = 27,436 Ib
Axial Segment Weight = We L sin6 = 6,556 Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Tangent = 34,874 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 391.0 ft
Average Tension, T = 45,691 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 2,800 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = 68.0 Ib/ft
In = R [1 - cos(a/2)] = F 6.82 ft
j = [(E 1) / T]'/2 = 3,872
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 3.7E+05
X = (3 L) - [ (j / 2) tanh(U/2)
U = (12 L) / j = 1.21
N = [(T h) - We cos6 (Y/144)] / (X / 12) F 13,353 Ib
Bending Frictional Drag = 2 p N = 8,012 Ib
Fluidic Drag = 12 Tr D L Cd = 15,476 Ib
Axial Segment Weight = We L sin6 = -1,853 Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Sag Bend = 21,634 Ib
Total Pulling Load = 56,508 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 2607.7 ft
Effective Weight, We = W + Wb - Wm — 68.0 Ib/ft
Frictional Drag = We L µ = 53,170 Ib
Fluidic Drag = 12 Tr D L Cd = 103,225 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 156,395 Ib
Total Pulling Load = 212,902 Ib
Pulling Load Summary 9:28 AM 7/27/2016

Blue Ridge Parkway RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sao Bend - Summary of Pullina Load Calculations
Segment Length, L = 488.7 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = F 10.65 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)"'] = 2.4E+06
U=(12L)/j= 3.41
Bending Frictional Drag = 2 µ N = 14,659 Ib
Fluidic Drag = 12 Tr D L Cd = 19,344 Ib
Axial Segment Weight = We L sin6 = 2,895 Ib
Pulling Load on Entry Sag Bend = 36,898 Ib
Total Pulling Load = 249,800 Ib
Average Tension, T = 231,351 Ib
Radius of Curvature, R= 2,800 ft
Effective Weight, We = W + Wb - Wm — 68.0 Ib/ft
j=[(EI)/T]1/2= 1,721
X=(3 L) - [ (j / 2) tanh(U/2)] = 660.90
N = [(T h) - We cosh (Y/144)] / (X / 12) = 24,431 Ib
I Entry Tangent - Summary of Pulling Load Calculations I
5We=W+Wb-Wm=Segment Length, L = 68.0 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L µ cos6 = 10,379 Ib
Fluidic Drag = 12 Tr D L Cd = 20,462 Ib
Axial Segment Weight = We L sin6 = 6,101 Ib
Pulling Load on Entry Tangent = 36,942 Ib
Total Pulling Load = 286,742 Ib
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
2,568
ok
0
ok
0
ok
0.04
ok
0.00
ok
2,237
ok
0
ok
375
ok
0.04
ok
0.01
ok
2,237
ok
18,125
ok
375
ok
0.43
ok
0.14
ok
1,907
ok
18,125
ok
571
ok
0.43
ok
0.15
ok
ok
0
ok
571
ok
0.03
ok
0.01
ok
Pz1,907
506
ok
0
ok
571
ok
0.01
ok
0.01
ok
ok
18,125
ok
571
ok
0.41
ok
0.13
ok
LE506
312
ok
18,125
ok
445
ok
0.40
ok
0.12
ok
312
ok
0
ok
445
ok
0.00
ok
0.00
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 9:28 AM 7/27/2016

Blue Ridge Parkway RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
42" Blue Ridge Parkway Crossing
Date :
2/9/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 2,800' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
42.000 in
0.864 in
70,000 psi
2.9E+07 psi
23617.82 in
Pipe Face Surface Area =
111.66 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
379.58 Ib/ft
8.85 ft3/ft
9.62 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
551.97 Ib/ft
863.59 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,508 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,636 psi
Yes
Allowable Bending Stress, Fb =
45,636 psi
Elastic Hoop Buckling Stress, Fhe =
10,800 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,800 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,444 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,016 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,800 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,200 psi
Step 1, Property Input 7/27/2016

Entry Sag PI
Bend PT
Exit Sag PI
Bend PT
Exit Point
illing Mud
Ballast
Blue Ridge Parkway RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 -Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
2022.30
10.00
4
979,838
5
516.92
7
499.06
1932.54
9
928,905
740.31
985.28
1890.00
1890.00
10.00
2800
488.69
855,318
0
ZZZM
781,730
3593.01
1890.00
0.00
2607.73
299,856
3788.81
1890.00
8.00
2800
390.95
2361820
3982.70
1917.25
0
173,784
693.10
4669.05
2013.71
8.00
Above
Ground Load
0
2013.71 (Graph..........
(Graph =-_____-)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
.........................................................................................................................................................................................................
P.C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 11:06AM7/27/2016

Blue Ridge Parkway RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 42.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 379.6 Ib/ft
Ballast Weight / ft Pipe, Wb = 552.0 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 863.6 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 693.1 ft
Effective Weight, We = W + Wb - Wm = 484.0 Ib/ft
Exit Angle, 6 = 8.0 J -
Frictional Drag = We L µ cos9 = 99,660 Ib
Fluidic Drag = 12 n D L Cd = 27,436 Ib
Axial Segment Weight = We L sin6 = 46,688 Ib
Pulling Load on Exit Tangent = 173,784 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 391.0 ft
Average Tension, T = 236,820 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 2,800 ft
Deflection Angle, a = -4.0
Effective Weight, We = W + Wb - Wm = -484.0 Ib/ft
h = R [1 - cos(a/2)] = 6.82 ft
j = [(E 1) / T]'/2
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 1.2E+06
X = (3 L) - [ (j / 2) tanh(U/2) ] = 423.90
U = (12 L) / j = 2.76
N = [(T h) - We cosh (Y/144)] / (X / 12) 162,328 Ib
Bending Frictional Drag = 2 µ N = 97,397 Ib
Fluidic Drag = 12 Tr D L Cd = 15,476 Ib
Axial Segment Weight = We L sin6 =71 3,200 Ib
Pulling Load on Exit Sag Bend = 126,072 Ib
Total Pulling Load = 299,856 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 2607.7 ft
Effective Weight, We = W + Wb - Wm = 484.0 Ib/ft
Frictional Drag = We L µ = 378,650 Ib
Fluidic Drag = 12 Tr D L Cd = 103,225 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 481,875 Ib
Total Pulling Load = 781,730 Ib
Pulling Load Summary 11:06 AM 7/27/2016

Blue Ridge Parkway RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 488.7 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] =
10.65
ft
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
3.6E+06
8,775
U=(12L)/j=
6.55
ok
Bending Frictional Drag = 2 p N =
148,445
I Ib
Fluidic Drag = 12 n D L Cd =
19,344
I Ib
Axial Segment Weight = We L sine =
-20,615
I Ib
Pulling Load on Entry Sag Bend =
147,174
Ib
Total Pulling Load =
928,905
Ib
Average Tension, T = 855,318 Ib
Radius of Curvature, R = 2,800 ft
Effective Weight, We = W + Wb - Wm = 484.0 Ib/ft
j = [(E 1) / T] 1/2 =I 895
X=(3L)-[0/2)tanh(U/2)]=I 1019.92
N = [(T h) - We cos0 (Y/144)] / (X / 12) =I 247,408 I Ib
Negative value indicates axial weight applied in direction of installation
[ Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 516.9 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 73,917 l lb
Fluidic Drag = 12 n D L Cd = 20,462 I Ib
Axial Segment Weight= We L sine = -43,445 I Ib
Pulling Load on Entry Tangent = 50,934 Ib
Total Pulling Load = 979,838 Ib
Effective Weight, We = W + Wb - Wm =I -484.0 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
8,775
ok
0
ok
0
ok
0.14
ok
0.02
ok
8,319
ok
0
ok
1230
ok
0.13
ok
0.06
ok
8,319
ok
18,125
ok
1230
ok
0.53
ok
0.29
ok
7,001
ok
18,125
ok
1874
ok
0.51
ok
0.32
ok
7,001
ok
0
ok
1874
ok
0.11
ok
0.10
ok
2,686
ok
0�
ok
1874
ok
0.04
ok
0.07
ok
2,686
ok
18,125
ok
—1674
ok
0.44
ok
0.25
ok
1,556
ok
18,125
ok
1461
ok
0.42
ok
0.20
ok
1,556
ok
0
ok
14611
ok
0.02
ok
0.041
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:06 AM 7/27/2016

Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
7000
EAST WEST
6000
5000
Q 4000
3000
Q) 2000
L
a
1000
0
-1000
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Station (ft)
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
2900
2700
�®
tt2500
C
---
2300
4-1
ro
v 2100
LU
1900
1700
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
Existing Grade Station (ft)
HDD Profile Design
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
42-INCH BLUE RIDGE PARKWAY CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 7/26/2016 Revision: 0

James River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

520
480
440
400
360
320
280
240
HORIZONTAL DRILLED LENGTH = 2,965'
TRUE LENGTH = 2,980'
PARCEL BOUNDARY I O O
ITYPICAU—,,_,, i LL-08'214-Bo04 I V/ V
/COMM OF VA_
PROPOSED TEMPORARY WORKSPACE Bo of GAME $INLAND PROPOSED TEMPORARY
` LL -08-214-8007 PARCEL I.D. # et A 42A2A 3 v
N/F I / _ ti WORKSPACE FOR HDD
FOR HDD PIPE SIDE OPERATIONS DANIEL M & DENISE R V RIG SIDE OPERATIONS
DEMPSEY DESIGNED /
AND PULL SECTION STAGING TO i J
PARCEL I.O. 90 1 62
EXTEND 3,180' BEYOND HDD EXIT \ / # I I DRILLED --- -�
PROPOSED ACP
CENTERLINE I 1 - ALIGNMENT l /
BORING JR B-E(B) �
----------------------------------------------- - ----- -- --- JAMES/ RIVER / 200'
— - 150' PROPOSED ®
1001Jr ` BORING
------------�—
1 \ rl ii PROPOSED
I--250' LL-08-214-Boo4 1�\ D1 I ' / BORING LL -09-001-A001
N/F -� �ZJ tf / I N/F
COMM OF VA \ \ / STEVEN J PEARCE & IRENE M
BD OF GAME & INLAND FISH I j ESTEVES
PARCEL I.D. # 81 A 42A DI \ ' I I -PARCEL I.D. # 45---4
_ • • • • - _ WETLAND
TYPICAL)
EXIT POINT 2 8'
29+65. 04, 426.87
N 13684214, 51, E 2298350. 29
40+00 30+00
P. T, 8' SAG BEND P. C. 8' SAG BEND
21+04, 11, 305, 87 15+19. 58, 265. 00
RADIUS = 4,200
20+00
P. T. 10' SAG BEND P. C, 10' SAG BEND ENTRY POINT @ 10'
7+86.75, 265.00 0+57.43, 328.81 0+00.00, 338, 93
RADIUS = 4, 200 N 13683853. 54, E 2301293. 27
10+00 1 I 0+00
PLAN
SCALE, 1'=200'
--------------------------------
-40
PILOT HOLE TOLERANCES
ILE
SCALE, 1'ONTAL
L4D'VERTICAL
-20
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
1'
� LU
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT -OF -NAY
M
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
NDH
0
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
I I I I-
400 200 100 0
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
PROTECTION OF EXISTING FACILITIES
THE DESIGNED ENTRY POINTJ UP TO 5 FEET RIGHT OR
ti
LEFT OF THE DESIGNED ALIGNMENT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
2. EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTI UP TO 5
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
O
q
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
THE DESIGNED PROFILE
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
SHALL BE EXPOSED.
DESIGNED ALIGNMENT
EXISTING GRADE BASED q
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
5 CURVE RADIUS, NO LESS THAN 2,800 FEET BASED ON
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
EXISTING FACILITIES.
ON SURVEY POINTS ti
a
I
�
2
DESIGNED DRILLED PROFILE
q
D,BASEDING
GRADE
ONICONTOURS
42' O. D. , O. 864'
W. T.
!TYPICAL)
API 5L X-70 STEEL LINE
PIPE 40'
y
O
WATER
SURFACE
-'
NOTE, CONTRACTOR SHALL ACTIVELY MONITOR THE
--------------- ________-
DRILLED ALIGNMENT FOR IMPACTS THAT COULD
OCCUR AS A RESULT OF HDD OPERATIONS
SETTLEMENT, HEAVE, AND DRILLING FLUID FLOW).
CONTRACTOR'S MONITORING PROCEDURES AND
s
f,
ASSOCIATED EMERGENCY RESPONSE PLANS SHALL BE
40
APPROPRIATE TO ENSURE THAT PUBLIC SAFETY IS
NOT COMPROMISED,
,". s•
NOTE, STRATIFICATION LINES AND SUBSURFACE
X510''
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING,a.�5
I
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
sans„wr
5tz
MORE DETAILED SUBSURFACE INFORMATION.
ELEV. 240' BORING DEPTHS
$4 ELEV. 240' BORING DEPTH
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
APPROX.
176'
APPROX. 100'
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
40+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 X23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
!UCS 6,250 UNCONFINED COMPRESSIVE STRENGTH (PSI)
536 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
30+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT DATED
JUNE 2016 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
520
480
440
400
360
320
280
240
10+00 0+00
-40
PILOT HOLE TOLERANCES
ILE
SCALE, 1'ONTAL
L4D'VERTICAL
-20
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
1'
� LU
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT -OF -NAY
M
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
NDH
0
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
I I I I-
400 200 100 0
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
PROTECTION OF EXISTING FACILITIES
THE DESIGNED ENTRY POINTJ UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
2. EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTI UP TO 5
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
SERVICE FOR THE CONSTRUCTION AREA.
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
THE DESIGNED PROFILE
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
SHALL BE EXPOSED.
DESIGNED ALIGNMENT
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
5 CURVE RADIUS, NO LESS THAN 2,800 FEET BASED ON
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
EXISTING FACILITIES.
W
U v
� LU
rn o
M
�
�U
NDH
PROJECT NO.
Dominion\1508
MME POST
API -184

James River P5 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
42" James River Crossing
Date :
2/9/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 2,800' radius) with 12 ppg mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
42.000 in
0.864 in
70,000 psi
2.9E+07 psi
23617.82 in
Pipe Face Surface Area =
111.66 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
379.58 Ib/ft
8.85 ft3/ft
9.62 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
551.97 Ib/ft
863.59 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,508 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,636 psi
Yes
Allowable Bending Stress, Fb =
45,636 psi
Elastic Hoop Buckling Stress, Fhe =
10,800 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,800 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,444 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,016 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,800 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,200 psi
Step 1, Property Input 7/27/2016

Entry Sag:
P'
Exit Sag
Bend r P
Exit Point
illing Mud
Ballast
James River P5 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 -Atlantic Coast\Working\Stress Analysis\
Station
Elevation Angle
Radius Length
Average
Tension
Total Pull
-10.00
338.89 10.00
3
187,844
4
353.31
5
5Elevation
337.94
277.54
162,594
579.19
235.00 10.00
2800 488.69
146,785
824.16
235.00
0
130,975
0.00
609.86
Control Point
1434.02
235.00
94,399
1629.81
235.00 8.00
2800 390.95
82,649
1823.70
262.25
0
70,899
qMMW
1182.85
2995.04
426.87 8.00
Above Ground Load
1 0
(Graph s.........)
(Graph z------)
No. Station Elevation
1
Grade
Points
2
3
4
5
5Elevation
7
8
9
10
1
Control Point
Exit Point
Entry Point
P. C.
P.T. P. C.
.T.
Step 2, Drilled Path Input 9:46AM7/27/2016

James River P5 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pulling Load Summary 9:46 AM 7/27/2016
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D =
42.000 in
Fluid Drag Coefficient, Cd =
0.025 psi
Pipe Weight, W =
379.6 Ib/ft
Ballast Weight / ft Pipe, Wb =
552.0 Ib (If Ballasted)
Coefficient of Soil Friction, It =
0.30
Drilling Mud Displaced / ft Pipe, Wm =
863.6 Ib (If Submerged)
Above Ground Load =
0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L =
1182.8 ft
Effective Weight, We = W + Wb - Wm =
379.6 Ib/ft
Exit Angle, 6 =
8.0 °
Frictional Drag = We L p cos0 =
133,386 Ib
Fluidic drag is calculated as zero unless entire segment is submerged in drilling fluid.
Fluidic Drag = 12 Tf D L Cd =
Ib
Please reference Step 2, Drilled Path Input
Axial Segment Weight = We L sin6 =
-62,487 Ib
Negative value indicates axial weight applied in
direction of installation
Pulling Load on Exit Tangent = 70,899 jib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L =
391.0
ft
Average Tension, T =
82,649
Ib
Segment Angle with Horizontal, 0 =
-8.0
°
Radius of Curvature, R =
2,800
ft
Deflection Angle, a =
-4.0
°
Effective Weight, We = W + Wb - Wm =
68.0
Ib/ft
h = R [1 - cos(a/2)] =
6.82 ft
j = [(E 1) / T]112 =�
2,879
Y = [18 (L)2] - [0)2 (1 - cosh (U/2) -l] =
6.0E+05
X = (3 L) - [ 0 / 2) tanh(U/2) ] =
205,24_1
U = (12 L) / j =
1.63
N = [(T h) - We cosh (Y/144)] / (X / 12)
16,464 I Ib
Bending Frictional Drag = 2 p N =
9,879 Ib
Fluidic Drag = 12 n D L Cd =
15,476 Iib
Axial Segment Weight = We L sin6 =
-1,853 Ib
Negative value indicates axial weight applied in
direction of installation
Pulling Load on Exit Sag Bend =
23,501 Ib
Total Pulling Load =
94,399 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L =
609.9 ft
Effective Weight, We = W + Wb - Wm =
68.0 I Ib/ft
Frictional Drag = We L p =
12,435 I Ib
Fluidic Drag = 12 n D L Cd =
24,141 I Ib
Axial Segment Weight = We L sin6 =
0 I Ib
Pulling Load on Bottom Tangent =
36,575 Ib
Total Pulling Load =
130,975 �lb
Pulling Load Summary 9:46 AM 7/27/2016

James River P5 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 488.7 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = F 10.65 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 1.9E+06
U=(12L)/j= 2.71
Bending Frictional Drag = 2 µ N = 9,381 Ib
Fluidic Drag = 12 n D L Cd = 19,344 Ib
Axial Segment Weight = We L sin6 = 2,895 Ib
Pulling Load on Entry Sag Bend = 31,620 Ib
Total Pulling Load = 162,594 Ib
Average Tension, T = 146,785 Ib
Radius of Curvature, R= 2,800 ft
Effective Weight, We = W + Wb - Wm — 68.0 Ib/ft
j = [(E 1) / T]1/2 = 2,160
X=(3 L)-[(j/2)tanh(U/2)]= 520.17
N = [(T h) - We cosh (Y/144)] / (X / 12) = 15,634 Ib
I Entry Tangent - Summary of Pulling Load Calculations I
35We=W+Wb-Wm=Segment Length, L = 3ff68.0 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L µ cos6 = 7,094 Ib
Fluidic Drag = 12 n D L Cd = 13,985 Ib
Axial Segment Weight = We L sin6 = 4,170 Ib
Pulling Load on Entry Tangent = 25,250 Ib
Total Pulling Load = 187,844 Ib
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
1,682
ok
0
ok
0
ok
0.03
ok
0.00
ok
1,456
ok
0
ok
283
ok
0.02
ok
0.00
ok
1,456
ok
18,125
ok
283
ok
0.42
ok
0.13
ok
1,173
ok
18,125
ok
480
ok
0.42
ok
0.13
ok
1,173
ok
0
ok
480
ok
0.02
ok
0.01
ok
845
ok
0
ok
480
ok
0.01
ok
0.00
ok
ok
18,125
ok
480
ok
0.41
ok
0.13
ok
LE845
635
ok
18,125
ok
354
ok
0.41
ok
0.12
ok
635
ok
0
ok
354
ok
0.01
ok
0.00
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 9:46 AM 7/27/2016

James River P5 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline User :
KMN
Crossing :
42" James River Crossing Date :
2/9/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 2,800' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
42.000 in
0.864 in
70,000 psi
2.9E+07 psi
23617.82 in
Pipe Face Surface Area =
111.66 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
379.58 Ib/ft
8.85 ft3/ft
9.62 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
551.97 Ib/ft
863.59 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,508 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,636 psi
Yes
Allowable Bending Stress, Fb =
45,636 psi
Elastic Hoop Buckling Stress, Fhe =
10,800 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,800 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,444 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,016 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,800 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,200 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit SagPI
Bend PT
Exit Point
illing Mud
Ballast
James River P5 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
338.89
10.00
4
459,458
5
353.31
7
_
337.94
277.54
9
424,645
579.19
824.16
235.00
235.00
10.00
2800
488.69
364,718
0
304,791
0.00
609.86
1434.02
235.00
192,096
1629.81
235.00
8.00
2800
390.95
131,497
1823.70
262.25
0
70,899
INOW
1182.85
2995.04
426.87
8.00
Above Ground Load
0
(Graph ..........�
(Graph =-_____-�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
.....................................................................................................................................................................................
P. C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 11: 10AM7/27/2016

James River P5 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 42.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 379.6 Ib/ft
Ballast Weight / ft Pipe, Wb = 552.0 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 863.6 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 1182.8 ft
Effective Weight, We = W + Wb - Wm = 379.6 Ib/ft
Exit Angle, 9 = 8.0 j -
Frictional Drag = We L It cos6 = 133,386 Ib
Fluidic Drag = 12 Tr D L Cd = Ib
Fluidic drag is calculated as zero unless entire segment is submerged in drilling fluid.
Please reference Step 2, Drilled Path Input
Axial Segment Weight = We L sin6 = 62,487 Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Tangent = 70,899 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 391.0 ft
Average Tension, T = 131,497 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 2,800 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -484.0 Ib/ft
In = R [1 - cos(a/2)] = F 6.82 ft
j = [(E 1) / T]'/2
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 8.5E+05
X = (3 L) - [ (j / 2) tanh(U/2)
U = (12 L) / j = 2.06
N = [(T h) - We cos6 (Y/144)] / (X / 12) F 154,204 Ib
Bending Frictional Drag = 2 p N = 92,522 Ib
Fluidic Drag = 12 rr D L Cd = 15,476 Ib
Axial Segment Weight = We L sin6 =71 3,200 Ib
Pulling Load on Exit Sag Bend = 121,198 Ib
Total Pulling Load= 192,096 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 609.9 ft
Effective Weight, We = W + Wb - Wm =F--484.0 Ib/ft
Frictional Drag = We L µ = 88,554 Ib
Fluidic Drag = 12 Tr D L Cd = 24,141 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 112,694 Ib
Total Pulling Load = 304,791 Ib
Pulling Load Summary 11:10 AM 7/27/2016

James River P5 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 488.7 ft
Segment Angle with Horizontal, e = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] =
10.65
ft
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
2.9E+06
4,115
U=(12L)/j=
4.28
ok
Bending Frictional Drag = 2 p N =
121,125
Ilb
Fluidic Drag = 12 n D L Cd =
19,344
I Ib
Axial Segment Weight = We L sine =
-20,615
I Ib
Pulling Load on Entry Sag Bend =
119,854
Ib
Total Pulling Load =
424,645
Ib
Average Tension, T = 364,718 Ib
Radius of Curvature, R = 2,800 ft
Effective Weight, We = W + Wb - Wm = 484.0 Ib/ft
j = [(E 1) / T] 1/2 = I 1,370
X = (3 L) - [ 0 / 2) tanh(U/2) ] =I 799.61
N = [(T h) - We cose (Y/144)] / (X / 12) =I 201,875 Ib
Negative value indicates axial weight applied in direction of installation
[ Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 353.3 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L µ cose = 50,522 l lb
Fluidic Drag = 12 n D L Cd = 13,985 I Ib
Axial Segment Weight= We L sine = -29,695 I Ib
Pulling Load on Entry Tangent = 34,813 Ib
Total Pulling Load = 459,458 Ib
Effective Weight, We = W + Wb - Wm =I -484.0 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
4,115
ok
0
ok
0
ok
0.07
ok
0.01
ok
3,803
ok
0
ok
930
ok
0.06
ok
0.02
ok
3,803
ok
18,125
ok
930
ok
0.46
ok
0.19
ok
2,730
ok
18,125
ok
1574
ok
0.44
ok
0.22
ok
2,730
ok
0
ok
1574
ok
0.04
ok
0.05
ok
1,720
ok
0�
ok
1574
ok
0.03
ok
0.05
ok
1,720
635
ok
18,125
ok
1161
ok
0.41
ok
0.16
ok
635
ok
0
ok
11611
ok
0.01
ok
0.031
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:10 AM 7/27/2016

Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
300
EAST WEST
250
200
.N
150
v
100
v
50
-
0
-50
-400 100 600 1100 1600 2100 2600 3100
Station (ft)
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
450
400
c 350
.40
300
v
LU 250
200
-400 100 600 1100 1600 2100 2600 3100
Existing Grade Station (ft)
HDD Profile Design
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
42 -INCH JAMES RIVER CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 7/26/2016 Revision: 0

Roanoke River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

80
60
40
20
0
-20
-40
-60
I`
I
\ I 250' --{
100' r--- --__�
-L-=- '-- --J
7 - - — - — - — - — -
WETLAND
---------------------------------- ----�
\ y I
\
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS
I I AND PULL SECTION STAGING TO LL -17-001
j EXTEND 1, 765' BEYOND HDD EXIT N/F
COASTAL LUMBER CO.
PARCEL I.D. # 1200303
EXIT POINT @ 8'
15+58.78, 49. 14
N 13240693 03, E 2651754. 90
20+00 I 15+00
HORIZONTAL DRILLED LENGTH = 1,559'_
TRUE LENGTH = 1,568'
11 1
ll \ \
DESIGNED DRILLED \`` \ ROANOKE\RI VER
ALIGNMENT 1 -\
I
®BORING
RR B-2
P, T. 18' SAG BEND
12+33. 96, 3. 48
10+00
� r �
� n1�
1 \ z z
11 \ PARCEL
BOUNDARY '{
TYPICAL,
11 1 \
PROPOSED TEMPORARY F
J WORKSPACE FOR HDD
` RIG SIDE OPERATIONS
\1I ,III
I
'50' �--
I
V
I I
I I
\
I I
I J
PROPOSED ACP
CENTERLINE
ll�TRAIL
(TYPICAL)
I LL -16-047
N/F
J.E. KERRTIMBER COMPANY
/ PARCEL I.D. # 4927-35-0891
P. C, 18' SAG BEND ENTRY POINT @ 10'
1+07 81, 23, 14 0+00, 00, 42, 15
RADIUS = 3,600' N 13242046. 51, E 2652528. 14
5+00 I 0+00
PLAN
SCALE, 1'=100'
I\
L ----
BORING
RR B-1 \
v
1
1\ I
E
� 1 1
m
I1
i
I
'50' �--
I
V
I I
I I
\
I I
I J
PROPOSED ACP
CENTERLINE
ll�TRAIL
(TYPICAL)
I LL -16-047
N/F
J.E. KERRTIMBER COMPANY
/ PARCEL I.D. # 4927-35-0891
P. C, 18' SAG BEND ENTRY POINT @ 10'
1+07 81, 23, 14 0+00, 00, 42, 15
RADIUS = 3,600' N 13242046. 51, E 2652528. 14
5+00 I 0+00
PLAN
SCALE, 1'=100'
20+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53PENETRA TION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
UCS 6,250 UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
15+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA, REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA,
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
0
-20
-40
-60
0
+00 PROFILE -20
SCALE, 1'=100' HORIZONTAL -10
1'= 20' VERTICAL
I I I 1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
I4
Rl
v
i/
'
E
� Y
L
m
w
�,U
i
EXISTING GRADE BASED
ON SURVEY POINTS
0
ti
EXISTING GRADE
BASED
'n
,
ON CONTOURS
GENERATED
S1SILTYSAND (Sro "2
" 6
Srli<,x)—
FROM LIDAR DATA
(TYPICAL)-
T(
0. I 1
LEAN CLAY (CL) N II
V
N 1
LEAN [LAY WITH
N I6
SI N 12
SAND (CU N�6
LEAN CLAY lCl)
NIL,
N 9
POORLY GRADED
SAND (SPJ
N -B-10
WATER SURFACE
0 7
107 Nom]
LEAN
a '-z-,SANDY
FAT CLAY (CM
CLAY (CL)
N -E--
NIL
N-0-6
NIL"
FAT CLAY (
SILTY SAND (SN)
N-kL2
0. 3
—Y GRADED SAND
POORLY GRADED SAND (SP)
SP), TRACE GRAVEL
NTJL6
FRT CLRY WITH SAND (CH)
FAT CLAY WIT AND (CM
a_a_2R
N057
35'
IT 30/3'
NT -100/5'
SANDY SILT <NU, POSSIBLE
PARTIALLY VEATH£R£D ,ROCK
60
SANDY SILT 1.1,
TRACE GRAVEL
NT�I00/3'
N 70
SILTY GRAVEL (GN)
NT_60/I'
FAi CLAY VITH SAND (CH)
b 530/4'
75 4
SANDY SILT(NL), PoSSIBLE
PARTIALLY VEATM£R£D ROCK
N_O_B]/ll'
100 UCS IS BIl
NOTE STRATIFICATION LINES AND SUBSURFACE
Ni 50/3'
DESIGNED DRILLED PROFILE
Iap 43_5
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
N�sD/2•
36' O. D, 0, 741' W. T,
ANPHIBDLITE
5 UCS z3 zs➢
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES,
PARTIALLY v2ATNERED RDCK
N—so/I•
,
API 5L X-70 STEEL LINE PIPE
UCS 32,474
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
97 45 —17, 1
MORE DETAILED SUBSURFACE INFORMATION,
N 50/1 SCS 32,
7
I00 UCS 3d 31e
3' u s 6
100 3-5. S
NOTE PLACEMENT OF HORIZONTAL DRILLING RIG IS
mmHraxrrc 3s 4 ucs3s
�3�
laD
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS, DRILLING RIG PLACEMENT AND/OR THE USE
63
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION,
20+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53PENETRA TION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
UCS 6,250 UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
15+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA, REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA,
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
0
-20
-40
-60
0
+00 PROFILE -20
SCALE, 1'=100' HORIZONTAL -10
1'= 20' VERTICAL
I I I 1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
I4
U
v
L1
E
� Y
L
m
w
�,U
W.
a^Jw
—
Ntn F
PROJECT NO.
Dominion\1508
SSF EE/T/NO1
Al L.(- 1 0

Roanoke River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
36" Roanoke River Crossing
Date :
7/22/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 18' deeper than design with a 2,400' radius) with 12 ppg mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
Pipe Face Surface Area =
82.08 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,208 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit SagPI
Bend PT
Exit Point
illing Mud
Ballast
Roanoke River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
42.00
10.00
4
78,434
5
318.74
7
303.90
-13.35
9
60,133
510.68
720.65
-49.81
-49.81
10.00
2400
418.88
49,854
0
39,574
0.00
4.70
725.36
-49.81
39,344
893.18
-49.81
8.00
2400
335.10
30,855
1059.37
-26.45
0
22,366
534.61
1588.78
47.95
8.00
Above Ground Load
0
(Graph s.........)
(Graph z------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
P. C.
P.T.
Step 2, Drilled Path Input 10:01 AM7/27/2016

Roanoke River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 279.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 534.6 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, 9 = 8.0 J -
Frictional Drag = We L It cos6 = 7,952 Ib
Fluidic Drag = 12 n D L Cd = 18,139 Ib
Axial Segment Weight = We L sin6 = 3,725 Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Tangent = 22,366 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 335.1 ft
Average Tension, T =30,855 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 2,400 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
In = R [1 - cos(a/2)] = F 5.85 ft
j = [(E 1) / T]'/2 = 3,462
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 2.5E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 99.59
U = (12 L) / j = 1.16
N = [(T h) - We cos6 (Y/144)] / (X / 12) 11,298 Ib
Bending Frictional Drag = 2 p N = 6,779 Ib
Fluidic Drag = 12 Tr D L Cd = 11,370 Ib
Axial Segment Weight = We L sin6 = -1,170 Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Sag Bend = 16,978 Ib
Total Pulling Load = 39,344 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 4.7 ft
Effective Weight, We = W + Wb - Wm =F 50.1 Ib/ft
Frictional Drag = We L µ = 71 Ib
Fluidic Drag = 12 Tr D L Cd = 160 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 230 Ib
Total Pulling Load = 39,574 Ib
Pulling Load Summary 10:01 AM 7/27/2016

Roanoke River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sao Bend - Summary of Pulling Load Calculations
Segment Length, L = 418.9 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = 9.13 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)"']
U=(12L)/j= 1.85
Bending Frictional Drag = 2 µ N = 4,519 Ib
Fluidic Drag = 12 Tr D L Cd = 14,212 Ib
Axial Segment Weight = We L sin6 = 1,828 Ib
Pulling Load on Entry Sag Bend = 20,559 Ib
Total Pulling Load = 60,133 Ib
Average Tension, T = 49,854 Ib
Radius of Curvature, R= 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T]112 = 2,724
X=(3 L)-[(j/2)tanh(U/2)]= 266.28
N = [(T h) - We cosh (Y/144)] / (X / 12) = 7,531 Ib
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 318.7 ft Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L µ cos6 = 4,715 Ib
Fluidic Drag = 12 Tr D L Cd = 10,815 Ib
Axial Segment Weight = We L sin6 = 2,771 Ib
Pulling Load on Entry Tangent = 1 18 301 Ib
Total Pulling Load = 78,434 Ib
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
0
ok
0
ok
0.02
ok
0.00 ok
Z956ok
ok
0
ok
255
ok
0.01
ok
0.00 ok
733
ok
18,125
ok
255
ok
0.41
ok
0.12 ok
482
ok
18,1251
ok
424
ok
0.40
ok
0.12 ok
482
ok
0
ok
424
ok
0.01
ok
0.00 ok
479
ok
0
ok
424
ok
0.01
ok
0.00 ok
ok
18,125
ok
424
ok
0.40
ok
0.12 ok
LE479
272
ok
18,125
ok
316
ok
0.40
ok
0.12 ok
272
ok
0
ok
316
ok
0.00
ok
0.00 ok
0
ok
0
ok
-27
ok
0.00
ok
0.00 ok
Pulling Load Summary 10:01 AM 7/27/2016

Roanoke River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline User :
KMN
Crossing :
36" Roanoke River Crossing Date :
2/12/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (58' longer
and 20' deeper than design with a 2,400' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
Pipe Face Surface Area =
82.08 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,208 psi
Step 1, Property Input 7/27/2016

Entry Sag
Bend
Exit Sag P,
Bend Pi
Exit Point
Roanoke River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
42.00
10.00
4
287,363
6
318.74
7
303.90
-13.35
9
262,750
510.68
-49.81
10.00
2400
418.88
223,422
_
720.65
-49.81
0
184,094
0.00
4.70
725.36
-49.81
183,432
893.18
-49.81
8.00
2400
335.10
142,235
1059.37
-26.45
0
101,037
534.61
1588.78
47.95
8.00
Above Ground Load
0
illing Mud 42.00 (Graph..........
Ballast (Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
......................................................................................................................................................................................... .......
P.C.
P.T.
FL.
Step 2, Drilled Path Input 11:13AM7/27/2016

Roanoke River RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 279.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 534.6 ft
Effective Weight, We = W + Wb - Wm = 355.4 Ib/ft
Exit Angle, 0 = 8.0 J -
Frictional Drag = We L µ cos0 = 56,452 Ib
Fluidic Drag = 12 Tr D L Cd = 18,139 Ib
Axial Segment Weight = We L sin0 = F 26,446 Ib
Pulling Load on Exit Tangent = 101,037 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 335.1 ft
Average Tension, T = 142,235 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 2,400 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
h = R [1 - cos(a/2)] = F 5.85 ft
j = [(E 1) / T]'/2
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 8.0E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 322.05
U = (12 L) / j = 2.49
N = [(T h) - We cos0 (Y/144)] / (X / 12) 104,529 Ib
Bending Frictional Drag = 2 µ N = 62,717 Ib
Fluidic Drag = 12 Tr D L Cd = 11,370 Ib
Axial Segment Weight = We L sin0 = 8,309 Ib
Pulling Load on Exit Sag Bend = 82,396 Ib
Total Pulling Load = 183,432 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 4.7 ft
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Frictional Drag = We L µ = 502 Ib
Fluidic Drag = 12 Tr D L Cd = 160 Ib
Axial Segment Weight = We L sin0 =Olb
Pulling Load on Bottom Tangent = 661 Ib
Total Pulling Load = 184,094 Ib
Pulling Load Summary 11:13 AM 7/27/2016

Roanoke River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sao Bend - Summary of Pulling Load Calculations
Segment Length, L = 418.9 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = 9.13 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)"'] = 2.0E+06
U=(12L)/j= 3.91
Bending Frictional Drag = 2 p N = 77,420 Ib
Fluidic Drag = 12 n D L Cd = 14,212 Ib
Axial Segment Weight = We L sin6 = -12,976 Ib
Pulling Load on Entry Sag Bend = 78,656 Ib
Total Pulling Load = 262,750 Ib
Average Tension, T = 223,422 Ib
Radius of Curvature, R= 2,400 ft
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
j = [(E I) / T]1/2 = 1,287
X=(3 L) - [ (j / 2) tanh(U/2)] = 638.65
N = [(T h) - We cosh (Y/144)] / (X / 12) = 129,034 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 318.7 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L p cosh = 33,472 Ib
Fluidic Drag = 12 n D L Cd = F 10,815 Ib
Axial Segment Weight = We L sin6 = 19,673 Ib
Pulling Load on Entry Tangent = 24,613 Ib
Total Pulling Load = 287,363 Ib
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,501
ok
0
ok
0
ok
0.06
ok
0.00
ok
3,201
ok
0
ok
838
ok
0.05
ok
0.02
ok
3,201
ok
18,125
ok
838
ok
0.45
ok
0.18
ok
2,243
ok
18,125
ok
1390
ok
0.43
ok
0.20
ok
2,243
ok
0
ok
1390
ok
0.04
ok
0.04
ok
2,235
ok
0
ok
1390
ok
0.04
ok
0.04
ok
ok
18,125
ok
1390
ok
0.43
ok
0.20
ok
Pz2,235
1,231
ok
18,125
ok
1037
ok
0.42
ok
0.16
ok
1,231
ok
0
ok
1037
ok
0.02
ok
0.02
ok
0
ok
0
ok
-90
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:13 AM 7/27/2016

LOU
240
220
200
180
a 160
v 140
L
N 120
100
80
60
40
20
0
-100 0 100
Formation Limit Pressure (Pmax)
Annular Pressure (Penin)
40
c 20
0
0
_v
LU -20
-40 '
-100 0 100
Existing Grade
HDD Profile Design
Note: The Formation Limit Pressure (Pmm) does not incorporate a factor of safety
SOUTH
200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Station (ft)
200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Station (ft)
J.D.Hair&Associates, Inc.

Fishing Creek
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

140
120
100
80
60
40
20
0
PROPOSED TEMPORARY
WORKSPACE FOR HDD
RIG SIDE OPERATIONS
BORING
FC B-1
ENTRY POINT @ 10'
0+00.00, 120.66
N 13138765. 81, E 2586255 72
1
0+00
'TAL DRILLED LENGTH = 1,822'
TRUE LENGTH = 1,835'
PARCEL BOUNDARY —
_,I� ( TYPICAL) —
BORING
FC B-2
i
i_---------
P. C. 10' SAG BEND P. T 10' SAG BEND P. C. 8' SAG BEND
2+32, 35, 79.69 8+57. 48, 25 00 9+09. 17, 25. 00
RADIUS = 3,600' RADIUS = 3,600'
5+00 10+00
P. T. 8' SAG BEND
14+10. 19, 60.03
I5+00
r
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS
AND PULL SECTION STAGING TO
EXTEND 2,035' BEYOND HDD EXIT
EXIT POINT @ 8'
18+22, 26, 117, 95
N 13140386, 25, E 2587089, 26
20+00
-------------------
PROPOSED ACP
j CENTERLINE
PLAN
SCALE, 1'=100'
i
�
\
PILOT HOLE TOLERANCES
O
o
SCALE, 1'-10
L20'VERTICJAL
w
N
1'
V A
Y
WW
U
DESIGNED \
DRILLED \
ALIGNMENT
\
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
PROTECTION OF EXISTING FACILITIES
i
I
I
I
I
I
I
N,
H
Z\
LEFT OF THE DESIGNED ALIGNMENT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
I
\T�
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
U
'TAL DRILLED LENGTH = 1,822'
TRUE LENGTH = 1,835'
PARCEL BOUNDARY —
_,I� ( TYPICAL) —
BORING
FC B-2
i
i_---------
P. C. 10' SAG BEND P. T 10' SAG BEND P. C. 8' SAG BEND
2+32, 35, 79.69 8+57. 48, 25 00 9+09. 17, 25. 00
RADIUS = 3,600' RADIUS = 3,600'
5+00 10+00
P. T. 8' SAG BEND
14+10. 19, 60.03
I5+00
r
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS
AND PULL SECTION STAGING TO
EXTEND 2,035' BEYOND HDD EXIT
EXIT POINT @ 8'
18+22, 26, 117, 95
N 13140386, 25, E 2587089, 26
20+00
-------------------
PROPOSED ACP
j CENTERLINE
PLAN
SCALE, 1'=100'
i
�
20+00 –20
PILOT HOLE TOLERANCES
O
o
SCALE, 1'-10
L20'VERTICJAL
w
N
1'
LISTED BELOW. HOWEVER, INALL CASES, RIGHT-OF-WAY
Y
WW
U
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
0
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
I—
200 100 50 O
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
PROTECTION OF EXISTING FACILITIES
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
C7
PRIOR TO COMMENCING DRILLING OPERATIONS.
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
U
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
EXISTING GRADE BASED
o
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
THE DESIGNED PROFILE
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
�wZ
w00
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
SHALL BE EXPOSED.
DESIGNED ALIGNMENT
ON SURVEY POINTS
�
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
EXISTING FACILITIES,
A
O
W
N
SILTY SAND -
N
w
ty
O
Q H
►a O
j
00
Ca U
aar£r satin rsG
0. 0
° 0
3
4
WATER SURFACE
Zoo
SILTY SAND (SM)
0. B 3
SILTY SAND (SN)
0. 0
0' 4
14
( TYPICAL)
en
=
o
CLAYEY SAND
- VITN GRAVEL
i
110 IS
1116
A
SANDY FAT CLAY <CM) VITM GRAVEL
pp
It; q
z
o
H
0
SIL iY SAND (SM) VITH
GRAVEL
t5.4 24
O
a
o Y
GRAVELLY FAT CLAY GCM
,b A 4JL6
N L
DECDMPOS£D CRANI i£ INTO
VERY DENSE SILTY SAND fSN)
AND VERY DENSE CLAYEY SAND (SG
I B
50/1
-
D£CDKYtt'£D
LOOS£ TO VERY DENS£
GRANITE INTO
SILTY SAND (SH)
0. 431
0
43
AND VERY DENS£ CLAYEY
SAND (SG
II
& Ba 50/4'
0. 5-
56
50/2'
40'
41
68
69
5 UCS 27, 650
3. 5 ULS 15, 806
N X50/4'
I. 5
$4
/a
40'
°
0
OD
0
GRANITE
100
UCS 22 449
3. 5
GRANITE
a
61
0
98
4�^ 3 ° UCS 3, 954
43
21
40
BO
UCS IS 993
72 A 64.
97
45
NOTE, STRATIFICATION LINES AND SUBSURFACE
DESIGNED DRILLED PROFILE
A
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
'8°3
36' O, D. , 0. 741' W. T,
sa 3 s ucs la, lss
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
loo
API 5L X-70 STEEL LINE PIPE
j $
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
100
3.5 UCS 12618
MORE DETAILED SUBSURFACE INFORMATION.
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
0+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT PO1NT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 X23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
m
CORE BARREL SAMPLE
UCS 6,250 —UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY 49EDSYNTEC
CONSULTANTS RALEIGH, NORTH CAROLINA. REFER TO
THE GEOTECHNICAL SITE INVESTIGATION REPORT
DATED SEPTEMBER 2016 FOR MORE DETAILED
SUBSURFACE INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY CAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1, DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
140
120
100
80
60
40
20
O
15+00
20+00 –20
PILOT HOLE TOLERANCES
O
o
SCALE, 1'-10
L20'VERTICJAL
w
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
1'
LISTED BELOW. HOWEVER, INALL CASES, RIGHT-OF-WAY
Y
WW
U
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
0
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
I—
200 100 50 O
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
PROTECTION OF EXISTING FACILITIES
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
C7
PRIOR TO COMMENCING DRILLING OPERATIONS.
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
1, CONTACT THE UTILITY LOCATION/NOTIFICATION
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
SERVICE FOR THE CONSTRUCTION AREA.
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
THE DESIGNED PROFILE
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
�wZ
w00
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
SHALL BE EXPOSED.
DESIGNED ALIGNMENT
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
EXISTING FACILITIES,
PROJECT NO.
Dominion\15
IAP2-0314
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=
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PROJECT NO.
Dominion\15
IAP2-0314

Fishing Creek P1 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Fishing Creek Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 20' deeper than design with a 2,400' radius) with 12 ppq mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tanaent
Exit Sag - PI
Bend
PT
Exit Tangent
Exit Point
Drillina Mud
Fishing Creek P1 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station Elevation Angle
Radius
Length
Average
Tension
Total Pull
-10.00 120.87 10.00
3
92,546
4
457.30
5
440.35 41.46
5
66,290
647.13 5.00 10.00
2400
418.88
55,822
857.10 5.00
0
45,354
0.00
1
34.75
Control Point
891.85 5.00
1
43,653
1059.68 5.00 8.00
2400
335.10
35,058
1225.87 28.36
0
26,463
_
632.55
1852.26 116.39 8.00
Above Ground Load
0
(Graph =.........
(Graph s-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
P.C.
P.T.
P.T.P.C.
Step 2, Drilled Path Input 9:39 AM 1 0/1 012016

Fishing Creek P1 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 632.5 ft Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, e = 8.0 °
Frictional Drag = We L µ cose = 9,409 I Ib
Fluidic Drag = 12 Tr D L Cd = 21,462 I lb
Axial Segment Weight = We L sine = -4,408 I Ib
Pulling Load on Exit Tangent = 26,463 Ib
Negative value indicates axial weight applied in direction of installation
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 335.1 ft
Segment Angle with Horizontal, e = -8.0 °
Deflection Angle, a = -4.0 °
h = R [1 - cos(a/2)] =
5.85 ft
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
2.8E+05
U=(12L)/j=
1.24
Bending Frictional Drag = 2 µ N =
6,991 I Ib
Fluidic Drag = 12 Tr D L Cd =
11,370 I lb
Axial Segment Weight = We L sine =
-1,170 Ilb
Pulling Load on Exit Sag Bend =
17,190 Ib
�lb
Total Pulling Load =
43,653
Average Tension, T = 35,058 Ib
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T]1/2 = 3,248
X = (3 L) - [ (J / 2) tanh(U/2) ] = 111.36
N = [(T h) - We cose (Y/144)] / (X / 12) 11,652 Ib
Negative value indicates axial weight applied in direction of installation
I Bottom Tangent - Summary of Pulling Load Calculations I
Segment Length, L = I 34.8 ft Effective Weight, We = W + Wb - Wm = I 50.1 Ib/ft
Frictional Drag = We L µ = I 522 I Ib
Fluidic Drag = 12 Tr D L Cd = 1,179 Ilb
Axial Segment Weight = We L sine = 0 I lb
Pulling Load on Bottom Tangent = I 1,701 I Ib
Total Pulling Load= I 45,354 I Ib
Pulling Load Summary 9:39 AM 10/10/2016

Fishing Creek P1 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saa Bend - Summary of Pulling Load Calculations
Segment Length, L
= 418.9 ft
Segment Angle with Horizontal, e
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
9.0E+05
1,128
U=(12L)/j=
1.95
ok
Bending Frictional Drag = 2 4 N =
ok
IIb
4,895
Fluidic Drag = 12 rr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
1,828
IIb
Pulling Load on Entry Sag Bend =
20,935
Ib
Total Pulling Load =
66,290
Ib
Average Tension, T = 55,822 IIb
Radius of Curvature, R = 2,400 Ift
Effective Weight, We = W + Wb - Wm = 50.1 I lb/ft
j = [(E 1) / T] 112 =I 2,574
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 289.42
N = [(T h) - We cosh (Y/144)] / (X / 12) =I 8,159 IIb
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 457.3 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L 4 cose = F 6,765 Ib
Fluidic Drag = 12 Tr D L Cd = 15,516 Ib
Axial Segment Weight = We L sine = 3,976 IIb
Pulling Load on Entry Tangent = 26,257 Ib
Total Pulling Load = 92,546 Ib
Effective Weight, We = W + Wb - Wm =I 50.1 Ilb/ft
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
1,128
ok
0
ok
0
ok
0.02
ok
0.00
ok
8081
ok
O
ok
346I
ok
0.01
ok
0.00
ok
808
ok
18,125ok
346
ok
0.41
ok
0.12
ok
553
ok
18,1251
ok
514
ok
0.41
ok
0.131
ok
553
ok
0
ok
514
ok
0.01
ok
0.01
ok
532
ok
OI
ok
514
ok
0.01
ok
0.01
ok
532
ok
18,1251
ok
5141
ok
0.41
ok
0.13
ok
322
ok
18,1251
ok
406]
ok
0.40
ok
0.12
ok
322
ok
O
ok
4061
ok
0.01
ok
0.00
ok
0
ok
O
ok
O
ok
0.00
ok
0.00
ok
Pulling Load Summary 9:39 AM 10/10/2016

Fishing Creek P1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Fishing Creek Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 20' deeper than design with a 2,400' radius) with 12 ppq mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tanaent
Exit Sag - Pt
Bend
PT
Exit Tangent
Exit Point
Drillina Mud
Fishing Creek P1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
120.87
10.00
4
323,050
5
457.30
7
440.35
41.46
9
287,738
647.13
5.00
10.00
2400
418.88
247,725
Control Point
857.10
5.00
0
207,712
0.00
34.75
891.85
5.00
1
202,827
1059.68
5.00
8.00
2400
335.10
161,186
1225.87
28.36
0
119,546
_
632.55
1852.26
116.39
8.00
Above Ground Load
0
(Graph =......... I
(Graph s-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
.....................................................................................................................................................................................................................
P.C.
P.T.
P.T.P.C.
Step 2, Drilled Path Input 9:41 AM 10/10/2016

Fishing Creek P1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
and Installation
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 632.5 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Exit Angle, 6 = 8.0 °
Frictional Drag = We L µ cos6 = I 66,793 I Ib
Fluidic Drag = 12 Tr D L Cd =I 21,462 Ilb
Axial Segment Weight = We L sing =I 31,291 Ilb
Pulling Load on Exit Tangent = 1� Ib
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 335.1 ft Average Tension, T= 16� Ib
Segment Angle with Horizontal, 0 = -8.0 ° Radius of Curvature, R = 2,400 lift
Deflection Angle, a = -4.0 ° Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
h = R [1 - cos(a/2)] =I 5.85 Ift
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] = I 8.6E+05
j=[(EI)/T]112=� 1,515
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 347.42
U = (12 L) / j =I 2.65 N = [(T h) - We cosh (Y/144)] / (X / 12) I 106,005 Ib
Bending Frictional Drag = 2 µ N = I 63,603 I Ib
Fluidic Drag = 12 Tr D L Cd =I 11,370 Ilb
Axial Segment Weight = We L sin6 =I 8,309 Ilb
Pulling Load on Exit Sag Bend = 83,281 �lb
Total Pulling Load = 202,827 Ib
I Bottom Tangent - Summary of Pullinq Load Calculations I
Segment Length, L =I 34.8 ft Effective Weight, We = W + Wb - Wm =I -355.4 lb/ft
Frictional Drag = We L µ = I 3,706 I Ib
Fluidic Drag = 12 Tr D L Cd =I 1,179 Ilb
Axial Segment Weight = We L sin6 = I 0 I Ib
Pulling Load on Bottom Tangent = 4,885 Ib
Total Pulling Load= 207,712 Ib
Pulling Load Summary 9:41 AM 10/10/2016

Fishing Creek P1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
=418.9 ft
Segment Angle with Horizontal, e
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =]
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
2.0E+06
3,936
U=(12L)/j=
4.11
]
Bending Frictional Drag = 2 4 N =
ok
IIb
78,791
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
-12,976
IIb
Pulling Load on Entry Sag Bend =
80,027
Ib
Total Pulling Load =
287,738
Ib
Average Tension, T = 247,725 IIb
Radius of Curvature, R = 2,400 ]ft
Effective Weight, We = W + Wb -Wm = -355.4 Ib/ft
j=[(EI)/T]'/2=� 1,222
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 665.31
N = [(T h) - We cosh (Y/144)] / (X / 12) =] 131,318 IIb
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 457.3 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L 4 cose = F 48,022 Ib
Fluidic Drag = 12 Tr D L Cd = 15,516 Ib
Axial Segment Weight= We L sine =I -28,225 IIb
Pulling Load on Entry Tangent= 35,312 Ib
Total Pulling Load= ] 323,050 Ib
Effective Weight, We = W + Wb -Wm =I -355.4 I-lb/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,936
ok
0
ok
0
ok
0.06
ok
0.00
ok
3,506
ok
O
ok
1135]
ok
0.06
ok
0.031
ok
3,5061
ok
18,125
ok
1135
ok
0.45
ok
0.201
ok
2,531
ok
18,125
ok
1687
ok
0.44
ok
0.231
ok
2,531
ok
0
ok
1687
ok
0.04
ok
0.061
ok
2,471
ok
0
ok
1687
ok
0.04
ok
0.061
ok
2,471
ok
18,125
ok
16871
ok
0.44
ok0.23
ok
1,4561
ok
18,125
ok
13331
ok
0.42
ok
0.19
ok
1,4561
ok
0
ok
13331
ok
0.02
ok
0.041
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 9:41 AM 10/10/2016

1000
900
800
_ 700
N
600
°J 500
L
400
L
300
200
100
0
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
SOUTH NORTH
-100 100 300 500 700 900 1100 1300 1500 1700 1900
Station (ft)
Pmax = Mud Limiting Pressure (psi) Delft Append B Annular Pressure Fracturing Pressure Upper Limit Fracturing Pressure Lower Limit
140
120
100
80
0 60
40
w 20
0
-20
-100 100 300 500 700 900 1100 1300 1500 1700 1900
Station (ft)
Existing Grade HDD Profile FC B-1 FC B-2
J.D.Hair&Associates, Inc.

Swift Creek
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

186
166
146
126
106
86
66
46
HORIZONTAL DRILLED LENGTH = 1,629'
TRUE LENGTH = 1,640'
' --- _ l
Z 1 I-250'
Al ______________ _________� 13I , II
------------------- _ `\ --\
I x
--------------------z _ 200'
• Z 1 PARCEL �\
A - BOUNDARY CT1 'IiI T1 ' _
1 0 1 200' (TYPICAL) \ � ' \-----------------
150'!100, \� i
"-- - I- __ ,/
- - - -
PROPOSED ACP--------- -- - ---------- DESIGNED ( ` I x
611 `--------- 1- - - ------------------------------- -----
CENTERLINE 1 DRILLED \ / _ _,-_-
1 - PROPOSED TEMPORARY ALIGNMENT
1 WORKSPACE FOR HDD /
1 .RIC SIDE OPERATIONS ® BORING�_ \ \ BORING
-_==--SC o-1 SC B-2 , ®�1;'' �I PROPOSED TEMPORARY WORKSPACEFOR HDD PIPE SIDE OPERATIONS
�
h '
� AND PULL SECTION STAGING TO
EXTEND 1,840' BEYOND HDD EXIT r
POWER POLE
-1 (TYPICAL) \ -
PLAN
SCALE., 1'=100'
ENTRY POINT @ 10' P, C, 18' SAG BEND P. T, 18' SAG BEND EXIT POINT @ 8'
0+00. 00, 160. 54 2+07. 05, 124. 03 13+33, 21, 104, 37 16+29.43, 146, 00
N 13111039, 76, E 2565805, 53 RADIUS = 3,6'60' N 13111938, 79, E 2567164, 50
i
0+00 1 5+00 10+00 15+00 1 20+00
i
W
SCALE, 1'-10
L-2-7VERTIJCAL
1'
I I I
1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1, CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA,
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
y
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES,
EXISTING GRADE BASED
ON SURVEY POINTS 2
ti
U
sn Tr satin <
I
ti
EXISTING GRADE BASED
Tao
ccar6r satin rscl,TR_, L
S—Y 11AY rcro, reacE av L
°. z
2
ON CONTOURS GENERATED
ccarcr satin rsc1, reacE HI
cLar vlrN saN
H. 9 s
FROM LIDAR DATA
°
-
OroSILT
_-_---
1(
_--_-� -_� _�--
(NM
- _--
-----
N�3
SfLTY SA M) C
6
------------
N�9
CLAYEY SAND (SO
° 5 3
N B
`
v
SILT YIM V10 (HL>
0
o�z4
WATER
6 x soiz'
SURFACE
O�sB
67 4. S UCS B, 838
SILTY SAND (SN)
N_61_9l -IO'
8o
UCS 32, 9°9
35.650/3'
6RANI TE
92 ] 5 UCS 36.366
SILTY SAND VITM GRAVEL (SM)
69
4]
I00 55
I
UCS 9, 491
100
IB tTE
31
98
33
8
K
IW 5 SVCS 33, 9t9
40
'
UCS 6, 809
4. 5-5. 5 I°CK'S 6 8%]
100
UCS 36, 9ll
9 . 16. 5 376"
100 -4.5
GP ITE
Bp
] UCS 11,834
766 -so
GRANITE
9]
I0p
sa
l/LS 20, 06J
71 UCS t3 138
100 9. 0
00 J.5
DESIGNED DRILLED PROFILE
NOTE, STRATIFICATION LINES AND SUBSURFACE
36' O, D, 0, 741' W, T,
LEO
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
39
69 a.8 UES V R44
API 5L X-70 STEEL LINE PIPE
too
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
ss ]. s DES Iz, nz
fSS ] s WS 07,149
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
MORE DETAILED SUBSURFACE INFORMATION.
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
0+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
m
CORE BARREL SAMPLE
UCS 6,250 UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RALEIGH, NORTH CAROLINA. REFER TO
THE PROJECT GEOTECHNICAL REPORT DATED
SEPTEMBER 2016 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE, CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1, TOPOGRAPHIC SURVEY DATA PROVIDED BY CAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA,
2, NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83
3 ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1, DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT,
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE,
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW, HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES,
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT,• UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2. EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 15 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
180
160
140
120
100
80
60
40
20+00 -20
SCALE, 1'-10
L-2-7VERTIJCAL
1'
I I I
1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1, CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA,
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES,
IPROJECT NO.
Dominion\1508
MILE POST
AP2-041

Swift Creek RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
JSP
Crossing :
36" Swift Creek Crossing
Date :
10/10/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 15' deeper than design with a 2,400' radius) with 12 ppq mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Entry Point
Entry Tangent
Entry Sag PC
Bend Pt
PT
Bottom Tangent
Exit Sag PC
Bend PI
PT
Exit Tangent
Exit Point
Dtillinc Mud
Swift Creek RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
160.66
10.00
4
82,857
6
402.36
7
386.24
90.79
9
59,755
593.03
54.33
10.00
2400
418.88
49,487
Control Point
803.00
54.33
0
39,219
0.00
41.25
844.25
54.33
37,200
1012.07
54.33
8.00
2400
335.10
28,764
1178.26
77.69
0
20,328
485.89
1659.43
145.311
8.00
Above Ground Load
0
Entry Point
145.31 (Graph = ......... )
145.31 (Graph a-----•)
P. C.
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
.T.
P.T. P.C.
Exit Point
Step 2, Drilled Path Input 11:24AM1011012016

Swift Creek RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 485.9 ft Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, e = 8.0 °
Frictional Drag = We L 4 cose = 7,228 I Ib
Fluidic Drag = 12 Tr D L Cd = 16,486 I Ib
Axial Segment Weight = We L sine = -3,386 I lb
Pulling Load on Exit Tangent = 20,328 Ib
Negative value indicates axial weight applied in direction of installation
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 335.1 ft
Segment Angle with Horizontal, e = -8.0 °
Deflection Angle, a = -4.0 °
h = R [1 - cos(a/2)] =
5.85 ft
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
2.3E+05
U=(12L)/j=
1.12
Bending Frictional Drag = 2 4 N =
6,673 I Ib
Fluidic Drag = 12 Tr D L Cd =
11,370 I lb
Axial Segment Weight = We L sine =
-1,170 Ilb
Pulling Load on Exit Sag Bend =
16,872 Ib
�lb
Total Pulling Load =
37,200
Average Tension, T = 28,764 Ib
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T]1/2 = 3,586
X = (3 L) - [ (J / 2) tanh(U/2) ] = 93.59
N = [(T h) - We cose (Y/144)] / (X / 12) 11,122 Ib
Negative value indicates axial weight applied in direction of installation
I Bottom Tangent - Summary of Pullinq Load Calculations I
Segment Length, L = I 41.2 ft Effective Weight, We = W + Wb - Wm = I 50.1 Ib/ft
Frictional Drag = We L µ = I 620 I Ib
Fluidic Drag = 12 Tr D L Cd = 1,400 I lb
Axial Segment Weight = We L sine = 0 I lb
Pulling Load on Bottom Tangent = I 2,019 I Ib
Total Pulling Load= I 39,219 I Ib
Pulling Load Summary 11:24 AM 10/10/2016

Swift Creek RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
=418.9 ft
Segment Angle with Horizontal, 0
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
8.3E+05
1,009
U=(12L)/j=
1.84
ok
Bending Frictional Drag = 2 4 N =
ok
IIb
4,495
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
1,828
IIb
Pulling Load on Entry Sag Bend =
20,536
IIb
Total Pulling Load =
59,755
IIb
Average Tension, T = 49,487 IIb
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T]'/2 = I 2,734
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 264.81
N = [(T h) - We cose (Y/144)] / (X / 12) =I 7,492 IIb
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 402.4 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L 4 cose = F 5,952 IIb
Fluidic Drag = 12 Tr D L Cd = 13,652 Ib
Axial Segment Weight = We L sine = 3,498 IIb
Pulling Load on Entry Tangent = 23,102 Ib
Total Pulling Load = 82,857 Ib
Effective Weight, We = W + Wb - Wm =I 50.1 Ilb/ft
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
1,009
ok
0
ok
0
ok
0.02
ok
0.00
ok
7281
ok
0
ok
252
ok
0.01
ok
0.00I
ok
728
ok
18,125ok
252
ok
0.41
ok
0.12
ok
478
ok
18,1251
ok
420
ok
0.40
ok
0.121
ok
478
ok
0
ok
420
ok
0.01
ok
0.00
ok
453
ok
0
ok
420
ok
0.01
ok
0.00
ok
453
ok
18,1251
ok
420
ok
0.40
ok
0.121
ok
248
ok
18,1251
ok
312J
ok
0.40
ok
0.12
ok
248
ok
0
ok
3121
ok0.00
ok
0.00
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:24 AM 10/10/2016

Swift Creek RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
JSP
Crossing :
36" Swift Creek Crossing
Date :
10/10/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 15' deeper than design with a 2,400' radius) with 12 ppq mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Entry Point
Entry Tangent
Entry Sag PC
Bend Pt
PT
Bottom Tangent
Exit Sag PC
Bend PI
PT
Exit Tangent
Exit Point
Dtillina Mud
Swift Creek RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
160.66
10.00
4
289,047
6
402.36
7
386.24
90.79
9
257,977
593.03
54.33
10.00
2400
418.88
218,780
Control Point
803.00
54.33
0
179,583
0.00
41.25
844.25
54.33
173,785
1012.07
54.33
8.00
2400
335.10
132,807
1178.26
77.69
0
91,830
485.89
1659.43
145.311
8.00
Above Ground Load
0
Entry Point
145.31 (Graph=,,,,**•••)
(Graph s-----•)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
Exit Point
..................................................................................................................................................................................................
P. C.
.T.
P.T. P.C.
Step 2, Drilled Path Input 11:26AM1011012016

Swift Creek RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
and Installation
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 485.9 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Exit Angle, 0 = 8.0 °
Frictional Drag = We L µ cos0 =I 51,308 Ilb
Fluidic Drag = 12 Tr D L Cd = I 16,486 I Ib
Axial Segment Weight= We L sing =I 24,036 Ilb
Pulling Load on Exit Tangent =E:91,830 Ib
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 335.1 ft Average Tension, T= 13� Ib
Segment Angle with Horizontal, 0 = -8.0 ° Radius of Curvature, R = 2,400 lift
Deflection Angle, a = -4.0 ° Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
h = R [1 - cos(a/2)] =I 5.85 Ift
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] = I 7.7E+05
j=[(EI)/T]112=� 1,669
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 308.46
U = (12 L) / j =I 2.41 N = [(T h) - We cos0 (Y/144)] / (X / 12) I 103,794 Ib
Bending Frictional Drag = 2 µ N = I 62,276 I Ib
Fluidic Drag = 12 Tr D L Cd =I 11,370 Ilb
Axial Segment Weight = We L sin0 =I 8,309 Ilb
Pulling Load on Exit Sag Bend = 81,955 �lb
Total Pulling Load = 173,785 Ib
I Bottom Tangent - Summary of Pullinq Load Calculations I
Segment Length, L =I 41.2 ft Effective Weight, We = W + Wb - Wm =I -355.4 Ib/ft
Frictional Drag = We L µ = I 4,398 I Ib
Fluidic Drag = 12 Tr D L Cd =I 1,400 Ilb
Axial Segment Weight = We L sin0 = I 0 I Ib
Pulling Load on Bottom Tangent = 5,798 Ib
Total Pulling Load= 179,583 Ib
Pulling Load Summary 11:26 AM 10/10/2016

Swift Creek RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
=418.9 ft
Segment Angle with Horizontal, e
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
1.9E+06
3,522
U=(12L)/j=
3.87
ok
Bending Frictional Drag = 2 4 N =
k
I lb
77,159
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
-12,976
IIb
Pulling Load on Entry Sag Bend =
78,394
Ib
Total Pulling Load =
257,977
Ib
Average Tension, T = 218,780 IIb
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb -Wm = -355.4 Ib/ft
j=[(EI)/T]'/2=� 1,300
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 633.17
N = [(T h) - We cosh (Y/144)] / (X / 12) =I 128,598 IIb
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 402.4 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L 4 cose = F 42,252 Ib
Fluidic Drag = 12 Tr D L Cd = 13,652 Ib
Axial Segment Weight= We L sine = -24,834 IIb
Pulling Load on Entry Tangent = 31,070 Ib
Total Pulling Load = 289,047 Ib
Effective Weight, We = W + Wb -Wm =I -355.4 I-lb/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,522
ok
0
ok
07o
k
0.06
ok
0.00
ok
3,1431
ok
0
ok
8261
ok
0.05
ok
0.021
ok
3,143,
ok
18,125
ok
826
ok
0.45
ok
0.181
ok
2,188
ok
18,125
ok
1378
ok
0.43
ok
0.201
ok
2,188
ok
0
ok
1378
ok
0.03
ok
0.041
ok
2,117
ok
0
ok
1378
ok
0.03
ok
0.041
ok
2,117
ok
18,125
ok
13781
ok
0.43
ok0.20
ok
1,1191
ok
18,125
ok
10241
ok
0.41
ok
0.16
ok
1,1191
ok
0
ok
10241
ok
0.02
ok
0.021
ok
0
ok
0
ok
0
ok
0.00
ok
0.001
ok
Pulling Load Summary 11:26 AM 10/10/2016

1400 Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
WEST EAST
1200
_ 1000
FNI ollN
Q 800
� I
L
N 600
L
400
200
0
0 200 400 600 800 1000 1200 1400 1600 1800
Station (ft)
Pmax = Mud Limiting Pressure (psi) Delft Append B Annular Pressure Fracturing Pressure Upper Limit Fracturing Pressure Lower Limit
175
150
125
c
O 100
ra
v 75
LU
50
25
0 200 400 600 800 1000 1200 1400 1600 1800
Station (ft)
Existing Grade HDD Profile SR B-1 SR B-2
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
SWIFT CREEK CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 9/23/2016 Revision: 0

Tar River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

180
160
140
120
100
80
60
40
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS
AND PULLSECTION STAGING TO
EXTEND 1, 725' BEYOND HDD EXIT
.____________________________I________-_________________
HORIZONTAL DRILLED LENGTH = 1,516'
TRUE LENGTH = 1,524'
A
250'
-----11
i
i
i
i
i
i
1150'
DESIGNED
DRILLED
ALIGNMENT
® BORING TR B-,-
---
-2
EXIT POINT 0 8'
15+15.52, 159.45
N 13033339. 89, E 2527698, 17
20+00 115+00
250',
PROPOSED ACP
----
----------�—
---J-----
I
PROPOSED TEMPORARY
BORING TR B-1
WORKSPACE FOR HDD
U94
W
RIG SIDE OPERATIONS
w
PARCEL
BOUNDARY—,
EXIT POINT 0 8'
15+15.52, 159.45
N 13033339. 89, E 2527698, 17
20+00 115+00
250',
P. T, 18' SAG BEND P. C. 18' SAG BEND ENTRY POINT P 10'
11+55,63, 108, 88 0+29, 47, 128. 53 0+00, 00, 133, 73
RADIUS = 3,600' N 13034677. 36, E 2528410. 88
10+00 5+00 I 0+00
PLAN
SCALE, 1'=100'
PROPOSED ACP
O
ti o
w
I CENTERLINE
i
i
---J-----
I
PROPOSED TEMPORARY
WORKSPACE FOR HDD
U94
W
RIG SIDE OPERATIONS
P. T, 18' SAG BEND P. C. 18' SAG BEND ENTRY POINT P 10'
11+55,63, 108, 88 0+29, 47, 128. 53 0+00, 00, 133, 73
RADIUS = 3,600' N 13034677. 36, E 2528410. 88
10+00 5+00 I 0+00
PLAN
SCALE, 1'=100'
20+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53m23— PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
lLICS 6,250 —UNCONFINED COMPRESSIVE STRENGTH (PSI)
536 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
I5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RALEIGH, NORTH CAROLINA. REFER TO
THE GEOTECHNICAL SITE INVESTIGATION REPORT
DATED SEPTEMBER 2016 FOR MORE DETAILED
SUBSURFACE INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE, THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH PATH NOTES
1, DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTI UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
180
160
140
120
100
80
60
40
0
+00 PROFILE -20
SCALE, 1'=100' HORIZONTAL -10
1'= 20' VERTICAL
I I I I -O
200 100 50 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
O
ti o
w
i
a
U94
W
w
2
EXISTING GRADE BASED
.,
ON CONTOUR DATA
oa
O O
l TYPICAU
o
______
------ -- ---------------
d� Q
CLAYEY SAND <SC)
f.0 l9
3 6 16
Cj
a
o
O a
w
O
SANDY AT
CLAY (CH)
SANDY SILr CML)
N
o. zz.yI
Ha
a 3 2J
m
o
~
U
W
3I�I6
EXISTING GRADE BASED
SILTY
SAND IM WITH GRAVEL
a—
2
ON SURVEY POINTS
•RnLIC FRacJ�vrs uP ro 1 •
� s�sws•
93
�
O
O
¢
4 U
WATER
40 13 4 5 SURFACE
CLAYEY SAND <sc a
p
SILTY SAND(sru 4
WITH GRAVE
IQ p B
33
Qp 6
65I
CLAYEY
SAND (SC) WITH GRAVEL
19.1 34
83 2 UCS an
32 5J_tpp/T
23
NTa_2p/I'
FELSIC PNYLLITE
4B 2
>
SILTY
SAND (SM) WITH GRAVEL
19. ]�_Ipp/J p'
NT_60/1'
4g 2
RNYOLITE
' CS 3, 5
32 2
65 2 5
3
�p
FALN.i BRECCIA
0 3 S
UCS 259
6B 2 S 291
I(�(�
B3)
9
]p 2 UCS 409
34 :35
25
UCS 10, OIO
W S S
BB 5 5
1oS 9t
xS t, 963
LHLORITIC PHYLLIiE
50 75
US 2i 514
NOTE, STRATIFICATION LINES AND SUBSURFACE
4s 7 s
5"SzMATERIAL
DESCRIPTIONS SHOWN ON THIS DRAWING
DESIGNED DRILLED PROFILE
1HAVE
BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.36'
O.D, O. 741' W T.a4sREFER
TO THE PROJECT GEOTECHNICAL REPORT FOR
API 5L X-70 STEEL LINE PIPE
'ULS 1, 224
MORE DETAILED SUBSURFACE INFORMATION.
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION,
20+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53m23— PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
lLICS 6,250 —UNCONFINED COMPRESSIVE STRENGTH (PSI)
536 — MOHS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
I5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RALEIGH, NORTH CAROLINA. REFER TO
THE GEOTECHNICAL SITE INVESTIGATION REPORT
DATED SEPTEMBER 2016 FOR MORE DETAILED
SUBSURFACE INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE, THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH PATH NOTES
1, DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTI UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
180
160
140
120
100
80
60
40
0
+00 PROFILE -20
SCALE, 1'=100' HORIZONTAL -10
1'= 20' VERTICAL
I I I I -O
200 100 50 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
PROJECT NO.
Dominion\1508
MILE POST
AP2-060
O
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U94
W
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oa
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Ha
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O
F
m
� x
J
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¢
4 U
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PROJECT NO.
Dominion\1508
MILE POST
AP2-060

Tar River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Tar River Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 17' deeper than design with a 2,400' radius) with 12 ppq mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
279.04 Ib/ft
Pipe Interior Volume =
Pipe Exterior Volume =
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tanaent
Exit Sag - PI
Bend
PT
Exit Tangent
Exit Point
Drillina Mud
Tar River RO Installation Stress Analysis (worst-case) - with buoyancy.xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station Elevation Angle
Radius
Length
Average
Tension
Total Pull
-10.00 133.72 10.00
3
76,371
4
236.50
5
222.91 92.65
6
62,792
429.69 56.19 10.00
2400
418.88
52,431
639.67 56.19
0
42,070
0.00
1
186.37
Control Point
826.04 56.19
1
32,947
993.87 56.19 8.00
2400
335.10
24,616
1160.06 79.55
0
16,285
389.25
1545.52 133.72 8.00
Above Ground Load
0
(Graph =.........
(Graph a-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
P. C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 11:11 AM 1 0/1 012016

Tar River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pulling Load Summary 11:11 AM 10/10/2016
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D =
36.000
in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W =
279.0
Ib/ft
Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, p =
0.30
Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L =
389.3
ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, 6 =
8.0
°
Frictional Drag = We L µ cos6 =
5,790
IIb
Fluidic Drag = 12 Tr D L Cd =
13,207
IIb
Axial Segment Weight = We L sing =
-2,713
IIb
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Tangent =
16,285 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L =
335.1
ft
Average Tension, T = 24,616 Ib
Segment Angle with Horizontal, 0 =
-8.0
°
Radius of Curvature, R = 2,400 ft
Deflection Angle, a =
-4.0
°
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
h = R [1 - cos(a/2)] =
5.85
ft
j = [(E 1) / T]1/2 = 3,876
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
2.0E+05
X = (3 L) - [ Q / 2) tanh(U/2) ] = 81.40
U = (12 L) / j =
1.04
N = [(T h) - We cosh (Y/144)] / (X / 12) 10,772 Ib
Bending Frictional Drag = 2 µ N =
6,463
IIb
Fluidic Drag = 12 Tr D L Cd =
11,370
IIb
Axial Segment Weight = We L sin6 =
-1,170
IIb
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Sag Bend =
16,663
�lb
Total Pulling Load =
32,947
Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L =
186.4
ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Frictional Drag = We L µ =
2,800
IIb
Fluidic Drag = 12 Tr D L Cd =
6,324
IIb
Axial Segment Weight = We L sin6 =
0
IIb
Pulling Load on Bottom Tangent =
9,123
Ib
�lb
Total Pulling Load =
42,070
Pulling Load Summary 11:11 AM 10/10/2016

Tar River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saa Bend - Summary of Pulling Load Calculations
Segment Length, L
= 418.9 ft
Segment Angle with Horizontal, 0
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
8.6E+05
930
U=(12L)/j=
1.89
ok
Bending Frictional Drag = 2 µ N =
IIb
4,681
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
1,828
IIb
Pulling Load on Entry Sag Bend =
20,722
Ib
Total Pulling Load =
62,792
Ib
Average Tension, T = 52,431 IIb
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T] 112 =I 2,656
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 276.44
N = [(T h) - We cose (Y/144)] / (X / 12) =I 7,802 IIb
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 236.5 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cose = F 3,499 Ib
Fluidic Drag = 12 Tr D L Cd = 8,024 Ib
Axial Segment Weight = We L sine = 2,056 IIb
Pulling Load on Entry Tangent = 13,579 Ib
Total Pulling Load = 76,371 Ib
Effective Weight, We = W + Wb - Wm =I 50.1 Ilb/ft
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
930
ok
0
ok
0ok
0.01
ok
0.00
ok
765
ok
0
ok
1*
ok
0.01
ok
0.00I
ok
765
ok
18,125ok
190
ok
0.41
ok
0.12
ok
513
ok
18,1251
ok
358
ok
0.41
ok
0.121
ok
513
ok
0
ok
358
ok
0.01
ok
0.00
ok
401
ok
0
ok
358
ok
0.01
ok
0.00
ok
401
ok
18,1251
ok
3581
ok
0.40
ok
0.121
ok
198
ok
18,1251
ok
250]
ok
0.40
ok
0.11
ok
198
ok
0
ok
2501
ok0.00
ok
0.00
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:11 AM 10/10/2016

Tar River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Tar River Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 18' deeper than design with a 2,400' radius) with 12 ppq mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend P1
PT
Bottom Tanaent
Exit Sag - PI
Bend
PT
Exit Tangent
Exit Point
Drillina Mud
Tar River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station Elevation Angle
Radius
Length
Average
Tension
Total Pull
-10.00 133.72 10.00
3
277,573
111-
236.50
5
222.91 92.65
6
259,310
429.69 56.19 10.00
2400
418.88
220,076
639.67 56.19
0
180,842
0.00
1
186.37
Control Point
826.04 56.19
1
154,645
993.87 56.19 8.00
2400
335.10
114,105
1160.06 79.55
0
73,565
389.25
1545.52 133.72 8.00
Above Ground Load
0
(Graph =.........
(Graph s-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
......................................................................................................................................................................................................
P.C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 11: 12 AM 1 0/1 012016

Tar River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
and Installation
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 389.3 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Exit Angle, 0 = 8.0 °
Frictional Drag = We L µ cos0 =I 41,103 Ilb
Fluidic Drag = 12 Tr D L Cd = I 13,207 I Ib
Axial Segment Weight = We L sin0 =I 19,255 Ilb
Pulling Load on Exit Tangent =E73,565 Ib
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 335.1 ft Average Tension, T =i 114,105�Ib
Segment Angle with Horizontal, 0 = -8.0 ° Radius of Curvature, R = 2,400 Ift
Deflection Angle, a = -4.0 ° Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
h = R [1 - cos(a/2)] =I 5.85 Ift
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] = I 7.0E+05
j=[(EI)/T]112=� 1,800
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 279.33
U = (12 L) / j =I 2.23 N = [(T h) - We cos0 (Y/144)] / (X / 12) I 102,336 Ib
Bending Frictional Drag = 2 µ N =I 61,402 Ilb
Fluidic Drag = 12 Tr D L Cd =I 11,370 Ilb
Axial Segment Weight = We L sin0 =I 8,309 Ilb
Pulling Load on Exit Sag Bend = 81,080 �lb
Total Pulling Load = 154,645 Ib
I Bottom Tangent - Summary of Pullinq Load Calculations I
Segment Length, L =I 186.4 ft Effective Weight, We = W + Wb - Wm =I -355.4 Ib/ft
Frictional Drag = We L µ = I 19,873 I Ib
Fluidic Drag = 12 Tr D L Cd = I 6,324 I Ib
Axial Segment Weight = We L sin0 = I 0 I Ib
Pulling Load on Bottom Tangent = 26,197 Ib
Total Pulling Load = 180,842 �lb
Pulling Load Summary 11:12 AM 10/10/2016

Tar River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
=418.9 ft
Segment Angle with Horizontal, e
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
2.0E+06
3,382
U=(12L)/j=
3.88
ok
Bending Frictional Drag = 2 4 N =
ok
IIb
77,232
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
-12,976
IIb
Pulling Load on Entry Sag Bend =
78,468
Ib
Total Pulling Load =
259,310
Ib
Average Tension, T = 220,076 IIb
Radius of Curvature, R = 2,400 Ift
Effective Weight, We = W + Wb -Wm = -355.4 Ib/ft
j=[(EI)/T]'/2=� 1,296
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 634.72
N = [(T h) - We cosh (Y/144)] / (X / 12) =I 128,719 IIb
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 236.5 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L 4 cose = F 24,836 Ib
Fluidic Drag = 12 Tr D L Cd = 8,024 Ib
Axial Segment Weight = We L sine = -14,597 IIb
Pulling Load on Entry Tangent = 18,263 Ib
Total Pulling Load = 277,573 Ib
Effective Weight, We = W + Wb -Wm =I -355.4 I-lb/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,382
ok
0
ok
OJ
ok
0.05
ok
0.00
ok
3,1591
ok
0
ok
6221
ok
0.05
ok
0.011
ok
3,159
ok
18,125
ok
6221
ok
0.45
ok
0.171
ok
2,203
ok
18,125
ok
11741
ok
0.43
ok
0.191
ok
2,203
ok
0
ok
1174
ok
0.03
ok
0.031
ok
1,884
ok
0
ok
1174
ok
0.03
ok
0.031
ok
1,884
ok
18,125
ok
11741
ok
0.43
okok
896
ok
18,125
ok
8201
ok
0.41
ok
0.15
ok
896
ok
0
ok
8201
ok
0.01
ok
0.011
ok
0
ok
0
ok
O
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:12 AM 10/10/2016

Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
900
NORTH SOUTH
800
700
— 600jjj
N
Q
500
L
N 400
N
300
200
100
0
0 200 400 600 800 1000 1200 1400 1600
Station (ft)
Pmax = Mud Limiting Pressure (psi) Delft Append B Annular Pressure Fracturing Pressure Upper Limit Fracturing Pressure Lower Limit
180
160
140
120
0
4a 100
v 80
LU
60
40
0 200 400 600 800 1000 1200 1400 1600
Station (ft)
Existing Grade HDD Profile TR B-2 TR B-1
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
TAR RIVER CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 9/23/2016 Revision: 0

Contentnea Creek
Supporting Information
• Preliminary plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)

180
160
140
120
100
80
60
40
i
PROPOSED ACP 250'
CENTERLINEA I --l----- - - - -
I i
I /
I /
I
I/
I
PROPOSED TEMPORARY �1I
WORKSPACE FOR HDD
RIG SIDE OPERATIONS L - - - - - - -
ENTRY POINT @ 10' P. C. 18' SAG BEND
0+00.00, 126, 35 0+29.54, 121. 15
N 12970864. 76, E 2499380.4B RADIUS = 3,600'
0+00
HORIZONTAL DRILLED LENGTH = 1,327'
TRUE LENGTH = 1,334'
DESIGNED
DRILLED r��
ALIGNMENT (lo/
i
i
/
2so'I
--
FlI
150' 100' -
_I _ _ _ _ _ _ _ _ — _ _ —
/
//'
20+00 PROFILE
PROPOSED - PROPOSED
a
_ - __-.._..-
BORING / BORING _ _
Lzi
PROPOSED TEMPORARY WORKSPACE
_ _. - — - -- - -
O
FOR HDD PIPE SIDE OPERATIONS
i -
z
AND PULL SECTION STAGING TO
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
EXTEND APPROX. 1,015' BEYOND
I
HDD EXIT. NOTE THAT ONE TIE-
q o
jS�
IN WELD IS ANTICIPATED.
=o
a
P. T. 18' SAG BEND EXIT POINT @ 8°
11+55. 70, 101, 49 13+27. 03, 125. 57
N 12971213. 98, E 2500660, 73
5+00 10+00 1 I I5+00
20+00
PLAN
SCALE., 1'=100'
-5+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
0+00 5+00 10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
I5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT/ UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTI UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 15 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
180
160
140
120
100
80
60
40
O
ti N
5 a
20+00 PROFILE
-20
a
Dominion\15
UU
Lzi
200 100 50 O
O
O
.z.
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
z
MILEPOST
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
W
Z
P�"
q o
jS�
A
=o
a
aOz
w V O
oa
P64pe
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WW30
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Q n
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EXISTING GRADE BASED
Z
O
1:3WATER
O
p
ON SURVEY POINTS
q
a
SURFACE
I
I
I
I
I
I
I
I
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DESIGNED DRILLED PROFILE
36'0. D, 0. 741' W. T.
I
API 5L X-70 STEEL LINE PIPE
I
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
"L
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
ELEVATION 36'
ELEVATION 36'
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
BORING DEPTH APPROX. 91'
BORING DEPTH APPROX. 89'
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION
-5+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
0+00 5+00 10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
I5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT/ UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTI UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 15 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
180
160
140
120
100
80
60
40
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
I. CONTACT THE UTILITY LOCATION/ NOTIFICATION
O
ti N
5 a
20+00 PROFILE
-20
a
Dominion\15
UU
Lzi
200 100 50 O
O
O
.z.
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
z
MILEPOST
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
W
Z
P�"
q o
jS�
A
=o
a
aOz
w V O
oa
P64pe
O
WW30
a o N
N
FSI
a �U�
AzM0.�/i
z
N
¢ A
q
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con
Oaf
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q Z
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--
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Y
,p
U
U A
o
V)
.fir
�
3
Q n
q o
M
Z
O
O
..t
q
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
I. CONTACT THE UTILITY LOCATION/ NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
20+00 PROFILE
-20
SCALE, 1'=100' HORIZONTAL -10
1'= 20' VERTICAL
Dominion\15
I I I I-0
Lzi
200 100 50 O
O
PROTECTION OF EXISTING FACILITIES
IAP2-07]4
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
I. CONTACT THE UTILITY LOCATION/ NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
PROJECT NO.
Dominion\15
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
Lzi
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
IAP2-07]4
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
MILEPOST
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.

Contentnea Creek P2 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Contentnea Creek Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 18' deeper than design with a 2,400' radius) with 12 ppq mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tangent
Exit Sag PC
Bend PI
PT
Exit Tangent
Exit Point
Drillina Mud
Contentnea Creek P2 Installation Stress Analysis (worst-case) - with buoyancy.xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
0.00
126.35
10.00
4
66,579
5
238.75
7
235.12
84.89
9
52,871
441.91
48.43
10.00
2400
418.88
42,814
Control Point
651.88
48.43
0
32,757
0.00
0.37
652.25
48.43
1
32,739
820.07
48.43
8.00
2400
335.10
24,412
986.26
71.79
0
16,086
11
384.51
1367.03
125.30
8.00
Above Ground Load
0
(Graph =......... i
(Graph a-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
P.C.
P.T.
Step 2, Drilled Path Input 11:44AM1011012016

Contentnea Creek P2 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pulling Load Summary 11:44 AM 10/10/2016
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D =
36.000
in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W =
279.0
Ib/ft
Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ =
0.30
Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L =
384.5
ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, 6 =
8.0
°
Frictional Drag = We L µ cos6 =
5,720
IIb
Fluidic Drag = 12 Tr D L Cd =
13,046
IIb
Axial Segment Weight = We L sing =
-2,679
IIb
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Tangent =
16,086 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L =
335.1
ft
Average Tension, T = 24,412 Ib
Segment Angle with Horizontal, 0 =
-8.0
°
Radius of Curvature, R = 2,400 ft
Deflection Angle, a =
-4.0
°
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
h = R [1 - cos(a/2)] =
5.85
ft
j = [(E 1) / T]1/2 = 3,893
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
2.0E+05
X = (3 L) - [ Q / 2) tanh(U/2) ] = 80.79
U = (12 L) / j =
1.03
N = [(T h) - We cosh (Y/144)] / (X / 12) 10,755 Ib
Bending Frictional Drag = 2 µ N =
6,453
IIb
Fluidic Drag = 12 Tr D L Cd =
11,370
IIb
Axial Segment Weight = We L sin6 =
-1,170
IIb
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Sag Bend =
16,652
Ib
�lb
Total Pulling Load =
32,739
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L =
0.4
ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Frictional Drag = We L µ =
6
IIb
Fluidic Drag = 12 Tr D L Cd =
12
IIb
Axial Segment Weight = We L sin6 =
0
IIb
Pulling Load on Bottom Tangent =
18
Ib
�lb
Total Pulling Load =
32,757
Pulling Load Summary 11:44 AM 10/10/2016

Contentnea Creek P2 Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
=418.9 ft
Segment Angle with Horizontal, 0
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
7.4E+05
811
U=(12L)/j=
1.71
ok
Bending Frictional Drag = 2 4 N =
IIb
4,074
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sin0 =
1,828
IIb
Pulling Load on Entry Sag Bend =
20,114
Ib
Total Pulling Load =
52,871
Ib
Average Tension, T = 42,814 IIb
Radius of Curvature, R = 2,400 Ift
Effective Weight, We = W + Wb - Wm = 50.1 IIb/ft
j = [(E 1) / T]'/2 = I 2,939
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 237.13
N = [(T h) - We cose (Y/144)] / (X / 12) =I 6,790 IIb
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 238.8 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L 4 cose = F 3,532 Ib
Fluidic Drag = 12 Tr D L Cd = 8,101 Ib
Axial Segment Weight = We L sine = 2,076 IIb
Pulling Load on Entry Tangent = 13,708 Ib
Total Pulling Load = 66,579 Ib
Effective Weight, We = W + Wb - Wm =I 50.1 IIb/ft
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
811
ok
0
ok
0ok
0.01
ok
0.00
ok
6441
ok
0
ok
187I
ok
0.01
ok
0.00I
ok
644
ok
18,125ok
187
ok
0.41
ok
0.12
ok
399
ok
18,1251
ok
355
ok
0.40
ok
0.121
ok
399
ok
0
ok
355
ok
0.01
ok
0.00
ok
399
ok
0
ok
355
ok
0.01
ok
0.00
ok
399
ok
18,1251
ok
3551
ok
0.40
ok
0.121
ok
196
ok
18,1251
ok
247J
ok
0.40
ok
0.11
ok
196
ok
0
ok
2471
ok
0.00
ok
0.00
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:44 AM 10/10/2016

Contentnea Creek P2 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Contentnea Creek Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 18' deeper than design with a 2,400' radius) with 12 ppq mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tangent
Exit Sag PC
Bend PI
PT
Exit Tangent
Exit Point
Drillina Mud
Contentnea Creek P2 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station Elevation Angle
Radius
Length
Average
Tension
Total Pull
0.00 126.35 10.00
3
249,090
4
238.75
5
235.12 84.89
5
230,654
441.91 48.43 10.00
2400
418.88
192,206
651.88 48.43
0
153,758
0.00
1
0.37
Control Point
652.25 48.43
153,706
820.07 48.43 8.00
2400
335.10
113,188
986.26 71.79
0
72,669
384.51
1367.03 125.30 8.00
Above Ground Load
0
(Graph =......... i
(Graph s-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
.................................................................................................................................................................................................. .
P.C.
P.T.
P.i.
Step 2, Drilled Path Input 11:44AM1011012016

Contentnea Creek P2 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tanqent - Summary of Pullinq Load Calculations I
Segment Length, L = 384.5 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Exit Angle, e = 8.0 °
Frictional Drag = We L µ cose = 40,602 I Ib
Fluidic Drag = 12 Tr D L Cd = 13,046 I Ib
Axial Segment Weight = We L sine = 19,021 I lb
Pulling Load on Exit Tangent = 72,669 Ib
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 335.1 ft
Segment Angle with Horizontal, e = -8.0 °
Deflection Angle, a = -4.0 °
h = R [1 - cos(a/2)] =
5.85 ft
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
6.9E+05
U=(12L)/j=
2.22
Bending Frictional Drag = 2 µ N =
61,359 I lb
Fluidic Drag = 12 Tr D L Cd =
11,370 I lb
Axial Segment Weight = We L sine =
8,309 I lb
Pulling Load on Exit Sag Bend =
81,037 Ib
�lb
Total Pulling Load =
153,706
Average Tension, T=i 113,18�Ib
Radius of Curvature, R = 2,400 Ift
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
j = [(E 1) / T]1/Z = 1,808
X = (3 L) - [ (J / 2) tanh(U/2) ] = 277.82
N = [(T h) - We cose (Y/144)] / (X / 12) I 102,264 Ib
I Bottom Tangent - Summary of Pulling Load Calculations I
Segment Length, L =I 0.4 ft Effective Weight, We = W + Wb -Wm =I -355.4 Ib/ft
Frictional Drag = We L µ = 39 I Ib
Fluidic Drag = 12 Tr D L Cd = 12 I Ib
Axial Segment Weight = We L sine = 0 I lb
Pulling Load on Bottom Tangent = 52 Ib
Total Pulling Load = 153,758 Ib
Pulling Load Summary 11:44 AM 10/10/2016

Contentnea Creek P2 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
h
= 418.9 ft
Segment Angle with Horizontal, e
= 10.0 °
Deflection Angle, a
5.0°
=E:6.0:: --
h = R [1 - cos(a/2)] =
9.13 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
1.8E+06
U=(12L)/j=
3.62
Bending Frictional Drag = 2 4 N =
0
75,660 IIb
Fluidic Drag = 12 Tr D L Cd =
14,212 IIb
Axial Segment Weight = We L sine =
-12,976 IIb
Pulling Load on Entry Sag Bend =
76,896 Ib
Total Pulling Load =
230,654 Ib
Average Tension, T = 192,206 IIb
Radius of Curvature, R = 2,400 Ift
Effective Weight, We = W + Wb -Wm = -355.4 Ib/ft
j = [(E 1) / T] 1/2 = I 1,387
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 599.07
N = [(T h) - We cosh (Y/144)] / (X / 12) =I 126,100 IIb
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 238.8 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L 4 cose = F 25,072 Ib
Fluidic Drag = 12 Tr D L Cd =I 8,101 Ib
Axial Segment Weight = We L sine = -14,736 IIb
Pulling Load on Entry Tangent = 18,436 Ib
Total Pulling Load = 249,090 Ib
Effective Weight, We = W + Wb -Wm =I -355.4 I-lb/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,035
ok
0
ok
OJ
ok
0.05
ok
0.00
ok
2,810
ok
0
ok
612
ok
0.04
ok
0.01I
ok
2,810
ok
18,125
ok
6121
ok
0.44
ok
0.16I
ok
1,873
ok
18,125
ok
11641
ok
0.43
ok
0.181
ok
1,873
ok
0
ok
1164
ok
0.03
ok
0.031
ok
1,873
ok
0
ok
1164
ok
0.03
ok
0.031
ok
1,873
ok
18,125
ok
11641
ok
0.43
okok
885
ok
18,125
ok
8101
ok
0.41
ok
0.15
ok
885
ok
0
ok
8101
ok
0.01
ok
0.011
ok
0
ok
0
ok
OI
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:44 AM 10/10/2016

Little River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

200
180
160
140
120
100
80
60
/ PARCEL
/ BOUNDARY
/ (TYPICAL)
/ / I 250'
/ PROPOSED ACP
/ CENTERLINE 100' j
--------------- --L--
/ 1 i
/ --- J
------------------------ ---- ------
PROPOSED TEMPORARY WORKSPACE
/ FOR HDD PIPE SIDE OPERATIONS
AND PULL SECTION STAGING TO
EXTEND 1,655' BEYOND HDD EXIT ,
i
20+00
® BORING
LR B-1
slim
EXIT POINT @ 10' P T. 20' SAG BEND
14+45.85, 147. 91 13+65.80, 133.80
N 12934340, 66, E 2472929, 29
I5+00
10+00
'TAL DRILLED LENGTH = 1,446'
TRUE LENGTH = 1,455'
DESIGNED
DRILLED
ALIGNMENT
I I
I
Gr
SCALE, 1'-10
L,17'VERTICjAL
250'.,
I
II
- - - - - - -1-
I
V
PROTECTION OF EXISTING FACILITIES
I
I
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
\
® BORING
1200'
SHALL BE EXPOSED.
LR B-2
I
EXISTING FACILITIES.
H
EXISTING GRADE BASED
ON SURVEY POINTS
W
ON CONTOUR DATA
QY
-1 1
PROPOSED TEMPORARY
J
FOR HD
1
I
1 1
RIGKSPACE SIDE OPERATIONS
PLAN
SCALE, 1'=100'
P. C. 20' SAG BEND ENTRY POINT @ 10'
1+15, 54, 133, 80 0+00, 00, 154, 17
RADIUS = 3,600' N 12935280. 68, E 2474027 86
5+00 I 0+00
20+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 23 -PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
UCS 6,250 -UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 -MONS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
I5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
DRAFT GEOTECHNICAL SITE INVESTIGATION REPORT
DATED SEPTEMBER 2016 FOR MORE DETAILED
SUBSURFACE INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED,
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1, DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2, DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW, HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT., UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINTI UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
200
180
160
140
120
100
80
60
0+00 -20
Gr
SCALE, 1'-10
L,17'VERTICjAL
1'
u v
I I I
1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
EXISTING GRADE BASED
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
N
EXISTING GRADE BASED
ON SURVEY POINTS
W
ON CONTOUR DATA
QY
C TYPICAL)
J
J
-----------
WATER
-
2
SURFACE
SANDY LEAN CLAY (CL) 10. 5
LLT VI SAND lNU
SILTY SAND (SN) 0. P 35
SILTY SAN➢ (SMI B 2110/4
y(avmr
31
O�B2/5'y,
�cw nwr ed
SILTY SAND <SN)
88 --,
SANDY SILT <MU
VITN GPAVEL
a.�
S02 5 S 6
�_I00/4'
UCS 11, t69
33
UCS 3, 520
9> 3 S
63 UCS 2,628
LC I5, 333
UCS 3, 361
2. 3
100 3, UCS s, J06
s
40'
93
83 UCS I, 0>3
a s ucs 12, sse
100 a s
o
U�SS 99yy55
UCS 3 �]5
193
56J
P 5
SILTSTONP
SB
SILTSTLBI9=
IJ
S UCS I, 80>
!10
37 2. S
bB UCS 8,106
NOTE, STRATIFICATION LINES AND SUBSURFACE
ucs 6, 932
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
$3
DESIGNED DRILLED PROFILE
P2's5 ucs s, slo
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES,
36' O. D, 0, 741' W. T.
si z 5 UCS B, 9J2
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
'� '"' JBI
API 5L X-70 STEEL LINE PIPE
UCS 5 IBS -I P, 983
MORE DETAILED SUBSURFACE INFORMATION,
J➢ 2. s uc3 +, s96
B2 P, s -s s
92 2 5
>5
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
31 sg'
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
I70
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
+> zs
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION,
20+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 23 -PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
CORE BARREL SAMPLE
UCS 6,250 -UNCONFINED COMPRESSIVE STRENGTH (PSI)
53 6 -MONS HARDNESS
ROCK QUALITY DESIGNATION (PERCENT)
I5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
DRAFT GEOTECHNICAL SITE INVESTIGATION REPORT
DATED SEPTEMBER 2016 FOR MORE DETAILED
SUBSURFACE INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED,
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1, DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2, DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW, HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT., UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINTI UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
200
180
160
140
120
100
80
60
0+00 -20
Gr
SCALE, 1'-10
L,17'VERTICjAL
1'
u v
I I I
1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
Gr
u v
v
Cn W
m o
N
SIU
N N F
PROJECT NO.
Dominion\1508
MILE POST
AP2-083

Little River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Little River Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 22' deeper than design with a 2,400' radius) with 12 ppq mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tanaent
Exit Sag - PI
Bend
PT
Exit Tangent
Exit Point
Drillina Mud
Little River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station Elevation Angle
Radius
Length
Average
Tension
Total Pull
-10.00 154.41 10.00
3
67,335
4
345.69
5
330.44 94.38
6
47,487
537.22 57.92 10.00
2400
418.88
37,595
747.19 57.92
0
27,703
0.00
1
0.04
Control Point
747.24 57.92
1
27,701
957.21 57.92 10.00
2400
418.88
20,188
1163.99 94.38
0
12,675
316.67
1475.85 149.37 10.00
Above Ground Load
0
(Graph =......... I
(Graph s-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
P.C. P.T.
P.T.
Step 2, Drilled Path Input 11:42AM1011012016

Little River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pulling Load Summary 11:42 AM 10/10/2016
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D =
36.000
in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W =
279.0
Ib/ft
Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, p =
0.30
Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L =
316.7
ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, 6 =
10.0
°
Frictional Drag = We L µ cos6 =
4,684
I Ib
Fluidic Drag = 12 Tr D L Cd =
10,744
I Ib
Axial Segment Weight = We L sing =
-2,753
I Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Tangent =
12,675 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L =
418.9
ft
Average Tension, T = 20,188 Ib
Segment Angle with Horizontal, B =
-10.0
°
Radius of Curvature, R = 2,400 ft
Deflection Angle, a =
-5.0
°
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
h = R [1 - cos(a/2)] =
9.13
ft
j = [(E 1) / T]1/2 = 4,281
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
4.0E+05
X = (3 L) - [ Q / 2) tanh(U/2) ] = 126.93
U = (12 L) / j =
1.17
N = [(T h) - We cosh (Y/144)] / (X / 12) 4,402 Ib
Bending Frictional Drag = 2 it N =
2,641
I Ib
Fluidic Drag = 12 Tr D L Cd =
14,212
I Ib
Axial Segment Weight = We L sin6 =
-1,828
I Ib
Negative value indicates axial weight applied in direction of installation
Pulling Load on Exit Sag Bend =
15,025
�lb
Total Pulling Load =
27,701
Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L =
0.0
ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Frictional Drag = We L µ =
1
I Ib
Fluidic Drag = 12 Tr D L Cd =
1
I Ib
Axial Segment Weight = We L sin6 =
0
I lb
Pulling Load on Bottom Tangent =
2
Ib
Total Pulling Load =
27,703
Ib
Pulling Load Summary 11:42 AM 10/10/2016

Little River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saa Bend - Summary of Pulling Load Calculations
Segment Length, L
= 418.9 ft
Segment Angle with Horizontal, 0
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
6.7E+05
820
U=(12L)/j=
1.60
ok
Bending Frictional Drag = 2 4 N =
ok
IIb
3,744
Fluidic Drag = 12 rr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
1,828
IIb
Pulling Load on Entry Sag Bend =
19,784
IIb
Total Pulling Load =
47,487
1Ib
Average Tension, T = 37,595 IIb
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T] 112 = I 3,137
X=(3 L)-[0/2)tanh(U/2)]=I 214.10
N = [(T h) - We cosh (Y/144)] / (X / 12) =I 6,240 IIb
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 345.7 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L 4 cose = F 5,114 IIb
Fluidic Drag = 12 Tr D L Cd = 11,729 Ib
Axial Segment Weight = We L sine = 3,006 IIb
Pulling Load on Entry Tangent = 19,849 Ib
Total Pulling Load = 67,335 Ib
Effective Weight, We = W + Wb - Wm =I 50.1 IIb/ft
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
820
ok
0
ok
0
ok
0.01
ok
0.00
ok
579
ok
0
ok
254
ok
0.01
ok
0.00
ok
579
ok
18,125ok
254
ok
0.41
ok
0.12
ok
338
ok
18,1251
ok
422
ok
0.40
ok
0.121
ok
338
ok
0
ok
422
ok
0.01
ok
0.00
ok
337
ok
0
ok
422
ok
0.01
ok
0.00
ok
337
ok
18,1251
ok
422
ok
0.40
ok
0.121
ok
154
ok
18,1251
ok
254J
ok
0.40
ok
0.11
ok
154
ok
0
ok
254I
ok0.00
ok
0.00
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 11:42 AM 10/10/2016

Little River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Little River Crossing
Date :
9/29/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 22' deeper than design with a 2,400' radius) with 12 ppq mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
Pipe Face Surface Area =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
82.08 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
0.3
Coefficient of Thermal Expansion =
6.5E-06 in/in/°F
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and <= 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fk =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fh,/1.5 = 7,208 psi
Step 1, Property Input 10/10/2016

Point
Entry Sag PC
Bend Pt
PT
Bottom Tanaent
Exit Sag - -
Bend
PT
Exit Tangent
Exit Point
Drillina Mud
Little River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
154.41
10.00
4
265,977
5
345.69
7
330.44
94.38
9
239,283
537.22
57.92
10.00
2400
418.88
200,598
Control Point
747.19
57.92
0
161,914
0.00
0.04
747.24
57.92
161,908
957.21
57.92
10.00
2400
418.88
112,726
1163.99
94.38
0
63,543
316.67
1475.85
149.37
10.00
Above Ground Load
0
(Graph =......... I
(Graph s-----�
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
...................................................................................................................................................................................................................
P. C. P.T.
P.T.
Step 2, Drilled Path Input 11:41 AM 1 0/1 012016

Little River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, W b = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 316.7 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Exit Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 33,254 I Ib
Fluidic Drag = 12 Tr D L Cd = 10,744 I Ib
Axial Segment Weight = We L sine = 19,545 I lb
Pulling Load on Exit Tangent =E:133,543 Ib
I Exit Sag Bend - Summary of Pulling Load Calculations I
Segment Length, L = 418.9 ft
Segment Angle with Horizontal, 0 = -10.0 °
Deflection Angle, a = -5.0 °
h = R [1 - cos(a/2)] =
9.13 ft
Y = [18 (L)z] - [Q)2 (1 - cosh(U/2)-'] =
1.4E+06
U=(12L)/j=
2.77
Bending Frictional Drag = 2 µ N =
71,176 Ilb
Fluidic Drag = 12 Tr D L Cd =
14,212 I Ib
Axial Segment Weight = We L sine =I
12,976 Ilb
Pulling Load on Exit Sag Bend =
98,364 �lb
Total Pulling Load =
161,908 Ib
Average Tension, T= 11� Ib
Radius of Curvature, R = 2,400 lift
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
j=[(EI)/T]112=� 1,811
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 457.23
N = [(T h) - We cose (Y/144)] / (X / 12) I 118,626 Ib
I Bottom Tangent - Summary of Pullinq Load Calculations I
Segment Length, L =I 0.0 ft Effective Weight, We = W + Wb - Wm =I -355.4 Ib/ft
Frictional Drag = We L µ = 5 I Ib
Fluidic Drag = 12 Tr D L Cd = 1 I Ib
Axial Segment Weight = We L sine = 0 I lb
Pulling Load on Bottom Tangent = 6 Ib
Total Pulling Load = 161,914 Ib
Pulling Load Summary 11:41 AM 10/10/2016

Little River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L
=418.9 ft
Segment Angle with Horizontal, e
= 10.0 °
Deflection Angle, a
= 5.0 °
h = R [1 - cos(a/2)] =
9.13
ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =
1.9E+06
3,240
U=(12L)/j=
3.70
ok
Bending Frictional Drag = 2 4 N =
ok
I lb
76,133
Fluidic Drag = 12 Tr D L Cd =
14,212
IIb
Axial Segment Weight = We L sine =
-12,976
IIb
Pulling Load on Entry Sag Bend =
77,369
Ib
Total Pulling Load =
239,283
Ib
Average Tension, T = 200,598 IIb
Radius of Curvature, R = 2,400 Ift
Effective Weight, We = W + Wb -Wm = -355.4 Ib/ft
j=[(EI)/T]'/2=� 1,358
X = (3 L) - [ 0 / 2) tanh(U/2) ] = I 610.38
N = [(T h) - We cosh (Y/144)] / (X / 12) =I 126,889 IIb
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 345.7 ft
Entry Angle, e = 10.0 °
Frictional Drag = We L 4 cose = F 36,302 Ib
Fluidic Drag = 12 Tr D L Cd =I 11,729 Ib
Axial Segment Weight = We L sine = -21,337 IIb
Pulling Load on Entry Tangent = 26,694 Ib
Total Pulling Load = 265,977 Ib
Effective Weight, We = W + Wb -Wm =I -355.4 I-lb/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Point
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,240
ok
0
ok
0
ok
0.05
ok
0.00
ok
2,915
ok
O
ok
833
ok
0.05
ok
0.021
ok
2,915
ok
18,125
ok
833
ok
0.44
ok
0.171
ok
1,973
ok
18,125
ok
1385
ok
0.43
ok
0.201
ok
1,973
ok
0
ok
1385
ok
0.03
ok
0.041
ok
1,973
ok
0
ok
1385
ok
0.03
ok
0.041
ok
1,973
ok
18,125
ok
13851
ok
0.43
ok0.20
ok
7741
ok
18,125
ok
8331
ok
0.41
ok
0.15
ok
7741
ok
OI
ok
8331
ok
0.01
ok
0.011
ok
0
ok
OI
ok
OI
ok
0.00
ok
0.001
ok
Pulling Load Summary 11:41 AM 10/10/2016

900 Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST WEST
800
700
600
N
a-
500 500
L
L:n' 400
V)
L-
a 300
200
100
0
0 200 400 600 800 1000 1200 1400 1600
Station (ft)
Pmax = Mud Limiting Pressure (psi) Delft Append B Annular Pressure Fracturing Pressure Upper Limit Fracturing Pressure Lower Limit
165
140
c 115
0
4-
90
v
LU 65
40
0 200 400 600 800 1000 1200 1400 1600
Station (ft)
Existing Grade HDD Profile LR B-2 LR B-1
J.D.Hair&Associates, Inc.

Cape Fear River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 1 Ixl7)
• Installation stress analysis, with buoyancy control (4 pages)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

80
66
40
20
0
-20
-40
-60
'TAL DRILLED LENGTH = 1,654'
TRUE LENGTH = 1,664'
I �
I PARCEL BOUNDARY
iCTYPICAL)� PROPOSED TEMPORARY WORKSPACE
I CAPE FEAR FOR HDD PIPE SIDE OPERATIONS
I [AND PULL SECTION STAGING TO
RIVER EXTEND 1, 735' BEYOND HDD EXIT
250 PROPOSED TEMPORARY DESIGNED
WORKSPACE FOR HDD DRILLED
RIG SIDE OPERATIONS ALIGNMENT I (BORING ® ' PROPOSED ACP
CENTERLINE
— — 150'
200' III —. — — -
---- — BORING ox ox i ox ox ox on - ox ox on ox ox ox ,x ox ox
CF2B-1® }ox ox ox fox ox o„ o„ �,
— I / °" I ox ax ax ox o on ox 9x ©x
off � � ov ox ax ox an I ox on ox ox ox o
— — — — — — — — — — — — ax ox ax on ox ax on on ax an ox ox a on cx ox ax on
/ °� I 2.50'-
PLAN
50'PLAN
SCALE, 1'=100'
ENTRY POINT @ 10' P. C. 18' SAG BEND P. T. 18' SAG BEND EXIT POINT @ 8'
0+00, 00, 49, 32 1+26, 56, 27. 00 12+52. 72, 7. 34 16+53, 62, 63.69
N 12670607. 30, E 2294607. 82 RADIUS = 3,600' N 12670453. 71, E 2296254. 29
0+00 I 5+00 10+00 15+00 20+00
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
53JL
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT DATED
JUNE 2016 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT—OF—NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINTI UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2 EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A. 3—JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
0
—20
—40
—60
20+00 -20
SCALE, 1'-10
L,1F'VERTJICAL
N
I I I
1-0
200 100 50 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
o
W
U=
U
J
wFp
3N
2
:
No
Az9
W
E-
p
U
EXISTING GRADE BASED
�w
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uz
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ON SURVEY POINTS
�
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a o
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SAND (SP) N 9
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U
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A p
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9
"o s
WATER
U
CLAYEY SAND fSC)
1425
n PI
SURFACE
N�48
�
LEAN CLAY (CL)
LEAN CLAY (CL)
N 46
21
SNELBY TUBE
N.fl
ELASTIC SILT fNM
w SAMPLE
0. 0 21
N�IJ
SANDY LEAN CLAY (CU
N�16
FAT MAY (CH)
N�24
LEAN
sarv2 is
N 18
0.045
N�.SO
CLAY <tt)
N�48
0. 029
N-39
N�31
LEAN CLAY (CL)
O. 0 47
NIL66
CLAYEY SAND <SC>
40'
N�61
1_a57/3'
N-DL39
N �61
N�38
CLAYEY SAND (SC)
N 69
a a�86
a 0.55
FAT CLAY fLM)
N -B-9]
N-DL44
N�59
NOTE STRATIFICATION LINES AND SUBSURFACE
NJL45
DESIGNED DRILLED PROFILE
I 57
LEAN CLAY(CL)
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWINGa
36' O. D. O. 741' W. T.
Nessa
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
o�43
,
API 5L X-70 STEEL LINE PIPE
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
N�58
LEAN CLAY fw
N�35
MORE DETAILED SUBSURFACE INFORMATION.
NOTE PLACEMENT OF HORIZONTAL DRILLING RIG IS
"-ILJJ
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
N-EL3,
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
JL84
N 62
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
53JL
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT DATED
JUNE 2016 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT—OF—NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINTI UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2 EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 20 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 2,400 FEET BASED ON
A. 3—JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
0
—20
—40
—60
20+00 -20
SCALE, 1'-10
L,1F'VERTJICAL
1'
I I I
1-0
200 100 50 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
PROJECT NO.
Dominion\1508
MILE POST
P2 -006A
O
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PROJECT NO.
Dominion\1508
MILE POST
P2 -006A

Cape Fear River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
36" Cape Fear River Crossing
Date:
7/22/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 18' deeper than design with a 2,400' radius) with 12 ppg mud with BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
Pipe Face Surface Area =
82.08 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,208 psi
Step 1, Property Input 7/27/2016

Entry SagP
Bend Pl
Exit Sag P
Bend Pi
Exit Point
Cape Fear River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
49.22
10.00
4
83,086
5
335.90
7
320.80
-9.11
9
63,800
527.58
-45.57
10.00
2400
418.88
53,408
Control Point
737.55
-45.57
0
43,016
if
0.00
0.03
737.59
-45.57
43,015
905.41
-45.57
8.00
2400
335.10
34,435
1071.60
-22.21
0
25,856
618.03
1683.62
63.80
8.00
Above Ground Load
0
illing Mud 49.221 (Graph..........
Ballast 49.22 (Graph z------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
P. C.
P.T.
P.IE.
Step 2, Drilled Path Input 10:35AM7/27/2016

Cape Fear River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft Ballast Weight / ft Pipe, Wb = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, It = 0.30 Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
I Exit Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 618.0 ft Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Exit Angle, 6 = 8.0 °
Frictional Drag = We L p cos0 = 9,193 I Ib
Fluidic Drag = 12 n D L Cd = 20,969 Ib
Axial Segment Weight = We L sin6 = -4,307 Ib
Pulling Load on Exit Tangent = 25,856 jib
Negative value indicates axial weight applied in direction of installation
Exit Sag Bend - Summary of Pulling Load Calculations [
Segment Length, L = I 335.1 ft
Segment Angle with Horizontal, 6 = -8.0 °
Deflection Angle, a = -4.0 °
h = R [1 - cos(a/2)] =I 5.85 Ift
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] =I 2.7E+05
U=(121_)/j=I
1.23
Bending Frictional Drag = 2 p N =
2,400
6,960 Ib
Fluidic Drag = 12 n D L Cd =
11,370 lb
Axial Segment Weight = We L sin6 =
-1,170 Ib
Pulling Load on Exit Sag Bend =
17,159 Ib
Total Pulling Load =
43,015 Ib
Average Tension, T =
34,435
Ib
Radius of Curvature, R =
2,400
ft
Effective Weight, We = W + Wb - Wm =
50.1
Ib/ft
j = [(E 1) / T]112 =� 3,277
X = (3 L) - [ (j / 2) tanh(U/2) ] = 109,64_1
N = [(T h) - We cosh (Y/144)] / (X / 12) I 11,599 I Ib
Negative value indicates axial weight applied in direction of installation
I Bottom Tangent - Summary of Pullinq Load Calculations I
Segment Length, L =I 0.0 Ift Effective Weight, We = W + Wb - Wm = 50.1 I Ib/ft
Frictional Drag = We L p = 1 I Ib
Fluidic Drag = 12 n D L Cd = 1 I Ib
Axial Segment Weight = We L sin6 = 0 Ib
Pulling Load on Bottom Tangent = 2 Ib
Total Pulling Load = 43,016 �lb
Pulling Load Summary 10:35 AM 7/27/2016

Cape Fear River RO Installation Stress Analysis (worst-case) - with buoyancy.xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 418.9 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = 9.13 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)"'] = 8.8E+05
U=(12L)/j= 1.91
Bending Frictional Drag = 2 µ N = 4,743 Ib
Fluidic Drag = 12 n D L Cd = 14,212 Ib
Axial Segment Weight = We L sin6 = 1,828 Ib
Pulling Load on Entry Sag Bend = 20,783 Ib
Total Pulling Load = 63,800 �lb
Average Tension, T = 53,408 Ib
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
j = [(E 1) / T]1/2 = 2,632
X=(3 L)-[(j/2)tanh(U/2)]= 280.22
N = [(T h) - We cosh (Y/144)] / (X / 12) = 7,905 Ib
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 335.9 ft Effective Weight, We = W + Wb - Wm = 50.1 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L µ cos6 = 4,969 Ib
Fluidic Drag = 12 n D L Cd = 11,397 Ib
Axial Segment Weight = We L sin6 = 2,921 Ib
Pulling Load on Entry Tangent = 19,286 Ib
Total Pulling Load = 83,086 Ib
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
1,012
ok
0
ok
0
ok
0.02
ok
0.00 ok
777
ok
0
ok
269
ok
0.01
ok
0.00 ok
777
ok
18,125
ok
269
ok
0.41
ok
0.12 ok
524
ok
18,1251
ok
437
ok
0.41
ok
0.12 ok
ok
0
ok
437
ok
0.01
ok
0.00 ok
LE524
524
ok
0
ok
437
ok
0.01
ok
0.00 ok
ok
18,125
ok
437
ok
0.41
ok
0.12 ok
LE524
315
ok
18,125
ok
330
ok
0.40
ok
0.12 ok
315
ok
0
ok
330
ok
0.01
ok
0.00 ok
0
ok
0
ok
-67
ok
0.00
ok
0.00 ok
Pulling Load Summary 10:35 AM 7/27/2016

Cape Fear River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
36" Cape Fear River Crossing
Date:
6/15/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 18' deeper than design with a 2,400' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
36.000 in
0.741 in
70,000 psi
2.9E+07 psi
12755.22 in
Pipe Face Surface Area =
82.08 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
279.04 Ib/ft
6.50 ft3/ft
7.07 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
405.51 Ib/ft
634.48 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,517 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,639 psi
Yes
Allowable Bending Stress, Fb =
45,639 psi
Elastic Hoop Buckling Stress, Fhe =
10,812 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,812 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,446 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
12,027 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,812 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,208 psi
Step 1, Property Input 7/27/2016

Entry Sag
Bend
Exit Sag P,
Bend Pi
Exit Point
Cape Fear River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
49.22
10.00
4
305,472
6
335.90
7
_
320.80
-9.11
9
279,534
527.58
737.55
-45.57
-45.57
10.00
2400
418.88
239,746
0
199,957
if
0.00
0.03
737.59
-45.57199,953
905.41
-45.57
8.00
2400
335.10
158,378
1071.60
-22.21
0
116,803
618.03
1683.62
63.80
8.00
Above Ground Load
0
illing Mud 49.221 (Graph..........
Ballast (Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
............................................................................................................................................................................................. ...........
P.C.
P.T.
P.T.
Step 2, Drilled Path Input 1:39 PM7/27/2016

Cape Fear River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 36.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 279.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 405.5 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 634.5 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 618.0 ft
Effective Weight, We = W + Wb - Wm = 355.4 Ib/ft
Exit Angle, 6 = 8.0 °
Frictional Drag = We L p cos0 = 65,261 Ib
Fluidic Drag = 12 n D L Cd = 20,969 Ib
Axial Segment Weight = We L sing = 30,573 Ib
Pulling Load on Exit Tangent = 116,803 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 335.1 ft
Average Tension, T = 158,378 Ib
Segment Angle with Horizontal, 8 = -8.0 °
Radius of Curvature, R = 2,400 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
h = R [1 - cos(a/2)] = 5.85 ft
j = [(E 1) / T]'/2
Y = [18 (L )2j- [(j)Z (1 - cosh(U/2)-'] = 8.5E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 343.81
U = (12 L) / j = 2.63
N = [(T h) - We cos0 (Y/144)] / (X / 12) 105,786 Ib
Bending Frictional Drag = 2 p N = 63,472 Ib
Fluidic Drag = 12 rr D L Cd = 11,370 Ib
Axial Segment Weight = We L sin0 = 8,309 Ib
Pulling Load on Exit Sag Bend = 83,150 Ib
Total Pulling Load = 199,953 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 0.0 ft
Effective Weight, We = W + We - Wm = 355.4 Ib/ft
Frictional Drag = We L µ = Ib
Fluidic Drag = 12 n D L Cd =Olb
Axial Segment Weight = We L sin0 =Olb
Pulling Load on Bottom Tangent = 5 Ib
Total Pulling Load = 199,957 Ib
Pulling Load Summary 1:39 PM 7/27/2016

Cape Fear River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sao Bend - Summary of Pulling Load Calculations
Segment Length, L = 418.9 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = 9.13 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)"'] = 2.0E+06
U=(12L)/j= 4.05
Bending Frictional Drag = 2 p N = 78,341 Ib
Fluidic Drag = 12 n D L Cd = 14,212 Ib
Axial Segment Weight = We L sine = -12,976 Ib
Pulling Load on Entry Sag Bend = 79,577 Ib
Total Pulling Load = 279,534 Ib
Average Tension, T = 239,746 Ib
Radius of Curvature, R = 2,400 ft
Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
j = [(E 1) / T]'/2 = F 1,242
X=(3 L) - [ (j / 2) tanh(U/2)] = 656.91
N = [(T h) - We cosh (Y/144)] / (X / 12) = 130,568 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 335.9 ft Effective Weight, We = W + Wb - Wm = -355.4 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L p cos0 = 35,274 Ib
Fluidic Drag = 12 n D L Cd = F 11,397 Ib
Axial Segment Weight = We L sin6 = -20,732 Ib
Pulling Load on Entry Tangent = 25,938 Ib
Total Pulling Load = 305,472 Ib
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,722
ok
0
ok
0
ok
0.06
ok
0.00
ok
3,406
ok
0
ok
883
ok
0.05
ok
0.02
ok
3,406
ok
18,125
ok
883
ok
0.45
ok
0.18
ok
2,436
ok
18,125
ok
1435
ok
0.44
ok
0.21
ok
ok
0
ok
1435
ok
0.04
ok
0.04
ok
Z
ok
0
ok
14351
ok
0.04
ok
0.04
ok
ok
18,125
ok
1435
ok
0.44
ok
0.21
ok
PZ2,436
1,423
ok
18,125
ok
1082
ok
0.42
ok
0.17
ok
1,423
ok
0
ok
1082
ok
0.02
ok
0.02
ok
0
ok
0
ok
221
ok
0.00
ok
0.00
ok
Pulling Load Summary 1:39 PM 7/27/2016

Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
400
WEST
EAST
350
300
.N 250
�
I
200
Ln 150
0
v
100
50
I Y
0
I
-50
-200 -100 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Station (ft)
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
80
60
40
�—
c
20
ro
0
_�
LU
-20
-40
-200 -100 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Existing Grade Station (ft)
HDD Profile Design
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
36 -INCH CAPE FEAR REROUTE CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 7/11/2016 Revision: 0

Nottaway River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

HORIZONTAL DRILLED LENGTH = 1,678'
TRUE LENGTH = 1,689'
/ N Y LL -35-083 /
\ RUSSELL D COTTON ET AL l I PARCEL N/T < 1 1
/ s3 -SZ 1 / I I - BOUNDARY ALLEN F @ JUANITA N COTTON LIFE ESTATE
PROPOSED TEMPORARY \ � TAY uAP � TA% MAP / 93-31C
WORKSPACE FOR HDD 'f_ - -x - - 7 - J ( TYPICAL)
RIG SIDE OPERATIONS 250' i NNTTAWAY
-TRAIL RIVER J
(TYP,)
DESIGNED ----------- 100'
' x ` DRILLED 11
ALIGNMENT. /
PROPOSED ACP - /- / " x� ���200' I-- ------------ —1
CENTERLINE1 r
" " ,. " o
� / I50'1 � II 11
\
ORI-
�g
,meg : x "
l I II I �NR B-1
CYPRESS
SWAMP x " 1 PROPOSED TEMPORARY WORKSPACE 21
V 1 < " < " x\ -\ FOR HDD PIPE SIDE OPERATIONS hil
-Ix BORING AND PULL SECTION STAGING TO
® S yl
l / x 1 I I " x x x �. NR B-2 EXTEND APPROX. 1, 740' BEYOND Ji
WETLAND 1 I Y t x " " HDD EXIT TO DELAWARE ROAD WPI
(TYPICAL) 1 I x " x ` • < \- 4ii
1 � i
am
ENTRY POINT @ 10'
0+00.00, 2.73
N 13325736, 55 E 2816290, 54
0+00
P. C. 10' SAG BEND R T. 10' SAG BEND
2+34.56, -38.63 5+81.86, -69.02
RADIUS = 2,000' I 5+00
P. C. 8' SAG BEND P. T. 8' SAG BEND EXIT POINT @ 8'
9+50, 71, -69. 02 12+29, 05, -49. 56 16+78. 46, 13 60
RADIUS = 2, 000' N 13326923 87, E 2817476. 92
I 10+00 15+00 1 20+00
PLAN
SCALE- 1'=100'
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53X23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY SAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT., UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2. EXIT POINT UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
40
20
0
-20
-40
-60
-80
-100
20+00-20
O
SCALE, 1'-10
L207'VERTICJAL
ti
1'
x
I I I
1-0
F"I
U
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
a
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
� z
SERVICE FOR THE CONSTRUCTION AREA,
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
2
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
Q
SHALL BE EXPOSED.
EXISTING GRADE BASED
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
oN
LTi
U
ON CONTOURS GENERATED
P -I
p" C7
Q
L
�yq Izi �
d n q
a
z
EXISTING GRADE
rn
FROM LIDAR MAPPING
2
0
U
Z
o
W O
BASED ON SURVEY
U
(TYPICAL)
2
�
zo
POINTS (TYPICAL)
�
U
H
0
N
SMD YSPI
B 7
C
roWATER
N
z
O
O
N 14
---------
--------
.a
Li
SURFACE
ASSUMED GRADE
ALTERNATING LAYERS
CLAY (CU
OF LEAN
AND SAND <SP>
N IB
-------------- --�
N
4 6
N 4
r
/ (TYPICAL)
- -- 1
'AYE AND (SC>
NMB
\
CLAYEY SMD (SC)
1S 3�5
SAND YSP), RACE 11AVEL
NTE4
\
\ - -�-��
\\\
-
N_Rl
CLAYEY SAN (SC)
NJ6 40'
--
40'
N�11
EXISTING GRADE BASED
LEM
CLAY 6U
LEA, CLAY (W
N S
ON BATHYMETRIC
CLAYEY
a 9 e
SMD (SC)
N-
CONTOURS
N�2B
N-&11
SMD
N -R -P3
CLAYEY SA,D ISG)
lSP)
—1.1 BO(N.DER AT 4B'
N�.Ja
a 7-216
N�9
CLAYEY SMD (SCI
N�36
SILT (ML>
N.�.la
SMD -H CLAY (SP -SC)
B�26
SAND <SP>, Nr -0-31
TRACE GRAVEL
0AL44
N�46
NT�23
SMD VITH SILT <SP-SNi
N SSB
NOTE( STRATIFICATION LINES AND SUBSURFACE
DESIGNED DRILLED PROFILE
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
20' O. D, O. 4ST11 T.
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES,
L
API 5L X-70 STEEL LINE PIPE
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
MORE DETAILED SUBSURFACE INFORMATION.
NOTE( PLACEMENT OF HORIZONTAL DRILLING RIG IS
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53X23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY SAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT., UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2. EXIT POINT UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
40
20
0
-20
-40
-60
-80
-100
20+00-20
O
SCALE, 1'-10
L207'VERTICJAL
1'
x
I I I
1-0
F"I
U
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
a
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
� z
SERVICE FOR THE CONSTRUCTION AREA,
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
Oq
Z
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
Q
SHALL BE EXPOSED.
a
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
PROJECT NO.
Dominion\1508
MILE POST
AP3-033
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PROJECT NO.
Dominion\1508
MILE POST
AP3-033

Nottaway River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
JSP
Crossing :
20" Nottaway River Crossing
Date :
2/4/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry Sag P
Bend PT
Exit Sag P,
Bend Pi
Exit Point
Nottaway River RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
2.40
10.00
4
107,890
5
465.94
7
448.86
-78.51
9
92,874
565.17
683.28
-99.01
-99.01
10.00
1350
235.62
83,129
0
73,384
0.00
129.18
812.46
-99.01
66,693
906.86
-99.01
8.00
1350
188.50
57,218
1000.35
-85.88
0
47,744
715.08
1708.46
13.64
8.00
Above Ground Load
0
illing Mud 2.401 (Graph..........
Ballast (Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
......................................................................................................................................................................
P. C.
P.T.
P.T. P. C.
Step 2, Drilled Path Input 2:37 PM7/27/2016

Nottaway River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 715.1 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 JO
Frictional Drag = We L p cos0 = 23,334 Ib
Fluidic Drag = 12 n D L Cd = 13,479 Ib
Axial Segment Weight = We L sing = 10,931 Ib
Pulling Load on Exit Tangent = 47,744 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 57,218 Ib
Segment Angle with Horizontal, 8 = -8.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = 3.29 ft
j = [(E 1) / T]'/2 = 784
Y = [18 (L )2j- [(j)Z (1 - cosh(U/2)-'] = 3.0E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 214.91
U = (12 L) / j = 2.88
N = [(T h) - We cos0 (Y/144)] / (X / 12) 23,252 Ib
Bending Frictional Drag = 2 p N = 13,951 Ib
Fluidic Drag = 12 rr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin0 = 1,444 Ib
Pulling Load on Exit Sag Bend = 18,949 Ib
Total Pulling Load = 66,693 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 129.2 ft
Effective Weight, We = W + We - Wm = 109.8 Ib/ft
Frictional Drag = We L p = 4,257 Ib
Fluidic Drag = 12 n D L Cd = 2,435 Ib
Axial Segment Weight = We L sin0 =0lb
Pulling Load on Bottom Tangent = 6,692 Ib
Total Pulling Load = 73,384 Ib
Pulling Load Summary 2:37 PM 7/27/2016

Nottaway River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] =
5.14
Ift
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
6.7E+05
4,266
U=(12L)/j=
4.35
ok
Bending Frictional Drag = 2 p N =
17,304
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
19,490
Ib
Total Pulling Load =
92,874
Ib
Average Tension, T = 83,129 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j=[(EI)/T]v2= 651
X = (3 L) - [ (j / 2) tanh(U/2) ] = 389.90
N = [(T h) - We cos0 (Y/144)] / (X / 12) = 28,840 Ib
Negative value indicates axial weight applied in direction of installation
[ Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 465.9 Ift
Entry Angle, 0 = 10.0 e
Frictional Drag = We L µ cose = 15,120 l Ib
Fluidic Drag = 12 n D L Cd = 8,783 I Ib
Axial Segment Weight = We L sine = -8,887 Ib
Pulling Load on Entry Tangent = 15,016 Ib
Total Pulling Load = 107,890 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
4,266
ok
0
ok
0
ok
0.07
ok
0.01
ok
3,672
ok
0
ok
1227
ok
0.06
ok
0.04
ok
3,672
ok
17,901
ok
1227
ok
0.45
ok
0.21
ok
2,901
ok
17,901
ok
1538
ok
0.44
ok
0.22
ok
2,901
ok
0
ok
1538
ok
0.05
ok
0.05
ok
2,637
ok
0�
ok
1538
ok
0.04
ok
0.05
ok
2,637
ok
17,901
ok
—1638
ok
0.43
ok
0.22
ok
1,888
ok
17,901
ok
1339
ok
0.42
ok
0.19
ok
1,888
ok
0
ok
13391
ok
0.03
ok
0.041
ok
0
ok
0
ok
-1701
ok
0.00
ok
0.00
ok
Pulling Load Summary 2:37 PM 7/27/2016

Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
260
240
WES. - EAST
220
200
-
180
Q 160
140
L
D 120
100
a gp
60
40
20
0
-100 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Station (ft)
Formation Limit Pressure (Pmax)
Annular Pressure (Penin)
40
20
0
0 -20
v 40
LU
-60
-80
-100 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Existing Grade Station (ft)
HDD Profile Design
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
20 -INCH NOTTAWAY RIVER CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 7/12/2016 Revision: 1

Blackwater River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

60
40
20
O
-20
-40
-60
-80
HORIZONTAL DRILLED LENGTH = 2,234'
TRUE LENGTH = 2, 244`'
ROBERT E RA A CNILLBRES `T \BL '
RIVER ER � G L T I—ILLY rr`r 5o ARTTNERSMP
I it I
o (TYPICAL)
/ 1 q PROPOSED TEMPORARY
\ WORKSPACE FOR ,/ BORING �- WETLAND
DESIGNED-
\ HDD RIG SIDE BW B-2 1 I (TYPICAL)
i -
L11RILLED ALIGNMENT _ T I
\ - - ` ----
OPERATIONS - - . I I- - - - - - - - � ' � PROPOSED ACP200'1\ i - - - I - - - - -. . . . . . . -
150'1 IO 1 - - - - -------- --------------------- ------1- ijl-- ------------
I CENTERLINE
1
- — - - — - - - - —-
/ - - - - - - - - - - - - - . . . - - - • —1-- -------- ------------- ------------ - ----- r��------------I
f-300' - - - - - - CYPRESS - - - - ` / lAI'I - - - -1 100'
SGl TNAMP ON COOU`Nn - - - - - - SWAMP - - - - % S� / - _ - / BORING
' _ 1 - - - - p��� - - - BW B-1 PROPOSED TEMPORARY WORKSPACE -
FOR HDD PIPE SIDE OPERATIONS I ill I I
�.,Pt G AND PULL SECTION STAGING TO ,r
JOE NYE YWI�GINTTS TA. ` SOJFFO� EXTEND 2,440' BEYOND HDD EXIT I �'I .� I
PARCEL ��� ✓ �� �I I ;`I"
\ BOUNDARY
V (TYPICAL)
ENTRY POINT @ 10' P, C. 10' SAG BEND P. T. 10' SAG BEND P, C. 8' SAG BEND P. T. 8' SAG BEND EXIT POINT @ 8'
0+00.00, 8.26 1+87. 69, -24. 84 5+34. 99, -55.22 15+41.07, -55.22 18+19. 42, -35.76 22+34.27, 22, 55
N 13325402. 70, E 2844536. 07 RADIUS = 2, 000' RADIUS = 2,000' N 13326231, 01, E 2846611, 12
0+00 I 1 10+00 I 20+00
30+00
40+00
PLAN
SCALE, 1'=200'
0+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53me3—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
530
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
DRAFT PROJECT GEOTECHNICAL REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
0
-20
-40
-60
-80
40+00 -20
ILE
P4
SCALE, 1'ZONTAL
LE-07'VERTICAL
-10
1'
v
I I I
1-0
400 200 100 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
EXISTING GRADE BASED
EXISTING FACILITIES.
i
ON CONTOURS GENERATED
FROM LIDAR MAPPING
a
( TYPICAL)
w
I
�
ti
ti
_
EXISTING GRADE
BASED ON SURVEY
Ol
_
POINTS (TYPICAL)
SAND 11 TI sru
A"(sR-sNi
TN J
ti
SAND VITN SIC TC(SP-SHIT
ASSUMED
LEAN CLAY (CLT
N 6
rGRsarc
WATER SURFACE
NJL5
N
s
NJL
LEAN CLAY (CL)
N
___--
�
NJL6
NIL6
SAND VI Tl
SILT (SP -SM)
Nm
5
\
NJL,
40'
N-0-
6NUJ
40'
N J
OlL5
EXISTING
GRADE BASED
.J
Ear
JL4
ON BATHYMETRIC
CONTOURS
N -Z-6
C AY <CH)
N�
6
N�5
N�
2
N -a-6
N�
5
FAT CLAY "'
N -a'
J
+VITH GRAVEL
IJIL
NT
DESIGNED DRILLED PROFILE
NJL12
NOTE, STRATIFICATION LINES AND SUBSURFACE
sAw CLAY'sa
-R—
20' OR, 0.411, W. T.
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
avw6iJ1'
API 5L X-70 STEEL LINE PIPE saNnraarrsc>
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
NT�45
N�14
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
MORE DETAILED SUBSURFACE INFORMATION.
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
0+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53me3—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
530
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
DRAFT PROJECT GEOTECHNICAL REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
0
-20
-40
-60
-80
40+00 -20
ILE
P4
SCALE, 1'ZONTAL
LE-07'VERTICAL
-10
1'
v
I I I
1-0
400 200 100 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
P4
N
U
v
Vi L1
m o
� Y
m
w
�,U
W.
a^Jw
-
NN F
H

Blackwater River R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
ACM
Crossing :
20" Blackwater River Crossing
Date :
6/15/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
0.3
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit Sag PI
Bend PT
Exit Point
illing Mud
Ballast
Blackwater River R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
8.51
10.00
4
138,721
421.66
7
_
405.25
-64.71
9
125,132
521.57
639.68
-85.22
-85.22
10.00
1350
235.62
114,477
0
103,822
0.001
760.95
1400.63
-85.22
64,404
1495.03
-85.22
8.00
1350
188.50
54,983
1588.51
-72.08
0
45,562
682.40
_
2264.27
22.89
8.00
Above Ground Load
0
8.51 (Graph..........
(Graph =-_____-)
No. Station Elevation
1
Grade
Points
2
3
4
5
5Elevation
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
..................................................................................................................................................................................
P.C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 3:12 PM7/27/2016

Blackwater River R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 682.4 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 JO
Frictional Drag = We L p cos0 = 22,268 Ib
Fluidic Drag = 12 n D L Cd = 12,863 Ib
Axial Segment Weight = We L sing = 10,432 Ib
Pulling Load on Exit Tangent = 45,562 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 54,983 Ib
Segment Angle with Horizontal, 8 = -8.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = 3.29 ft
j = [(E 1) / T]'/2 = 800
Y = [18 (L )2j- [(j)Z (1 - cosh(U/2)-'] = 2.9E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 210.19
U = (12 L) / j = 2.83
N = [(T h) - We cos0 (Y/144)] / (X / 12) 23,074 Ib
Bending Frictional Drag = 2 p N = 13,844 Ib
Fluidic Drag = 12 rr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin0 = 1,444 Ib
Pulling Load on Exit Sag Bend = 18,842 Ib
Total Pulling Load = 64,404 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 760.9 ft
Effective Weight, We = W + We - Wm = 109.8 Ib/ft
Frictional Drag = We L p = 25,075 Ib
Fluidic Drag = 12 n D L Cd = 14,344 Ib
Axial Segment Weight = We L sin0 =0lb
Pulling Load on Bottom Tangent = 39,418 Ib
Total Pulling Load = 103,822 Ib
Pulling Load Summary 3:12 PM 7/27/2016

Blackwater River R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
In = R [1 - cos(a/2)] =
5.14
Ift
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
7.4E+05
5,485
U=(12L)/j=
5.10
ok
Bending Frictional Drag = 2 p N =
19,124
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
21,309
Ib
Total Pulling Load =
125,132
Ib
Average Tension, T = 114,477 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j = [(E 1) / T] 1/2 =I 554
X = (3 L) - [ 0 / 2) tanh(U/2) ] =I 433.03
N = [(T h) - We cos0 (Y/144)] / (X / 12) =I 31,873 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 421.7 Ift
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 13,683 1 Ib
Fluidic Drag = 12 n D L Cd = 7,948 I Ib
Axial Segment Weight = We L sine = -8,043 Ib
Pulling Load on Entry Tangent = 13,589 Ib
Total Pulling Load = 138,721 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
5,485
ok
0
ok
0
ok
0.09
ok
0.01
ok
4,947
ok
0
ok
1110
ok
0.08
ok
0.04
ok
4,947
ok
17,901
ok
1110
ok
0.47
ok
0.22
ok
4,105
ok
17,901
ok
1422
ok
0.46
ok
0.23
ok
4,105
ok
0
ok
1422
ok
0.07
ok
0.05
ok
2,546
ok
0�
ok
1422
ok
0.04
ok
0.04
ok
1,801
ok
17,901
ok
1222
ok
0.42
ok
0.18
ok
1,801
ok
0
ok
12221
ok
0.03
ok
0.031
ok
0
ok
0
ok
-2181
ok
0.00
ok
0.00
ok
Pulling Load Summary 3:12 PM 7/27/2016

lUU
90
80
.N
70
60
50
40
30
20
10
0
-200 0 200
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
4U
-60 '
-200 0 200
Existing Grade -
HDD Profile Design -
J.D.Hair&Associates, Inc.
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST
400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
Station (ft)
400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
— Station (ft)

Lake Prince
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

OC
6C
4C
26
C
-26
-4L
-6L
--- --- - - — - -
J
PROPOSED TEMPORARY
WORKSPACE FOR HDD
RIG SIDE OPERATIONS
------F---------,
i
HORIZONTAL DRILLED LENGTH = 1, 952'
TRUE LENGTH = 1, 963'
J
LAKE PRINCE \ _
PARCEL BOUNDARY
(TYPICAL)
DESIGNED�
DRILLED ALIGNMENT
200'
BORING
i. LP B-2
(APPROX )
ENTRY POINT @ 10' P. C. 10' SAG BEND P. T. 10' SAG BEND
0+00.00, 50.00 2+57.75, 4.55 6+05. 05, -25. 83
N 13388965. 31, E 2921881. 43 RADIUS = 2, 000'
0+00 1 5+00
P. C. 8' SAG BEND
11+97. 14. -25.83
RADIUS = 2,000'
10+00
BORING
LP B-1
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS
AND PULL SECTION STAGING TO
EXTEND 2,160' BEYOND HDD EXIT
P. T. 8' SAG BEND
14+75.48, -6.37
I5+00
----
100'
PLAN
SCALE, 1'=100'
EXIT POINT @ 8'
19+51.52, 60.53
N 13389572, 56, E 2923736. 07
20+00
0+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
DRAFT PROJECT GEOTECHNICAL REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83.
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
O
-20
-40
-60
20+00 -20
PROFILE
SCALE, 1'=100' HORIZONTAL
-10
1'= 20' VERTICAL
I I I
1-0
200 100 50 O
PROTECTION OF EXISTING FACILITIES
(L
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
J
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
EXISTING GRADE BASED
EXISTING FACILITIES.
dig A
z
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ON CONTOURS OBTAINED
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N�7
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N -z8
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N -ID
N.B-10
agYEY SgND (SC)
N-0-11
NII
NJL 11
DESIGNED DRILLED PROFILE
20' O. D, O. 411' W. T.
N -2D
NJL,P
API 5L X-70 STEEL LINE PIPE
aAYEY SAND CM
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
N�,B
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
a.JLlP
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
+POSSIBLE G A— LAYER AT 110'
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
NIB
N�B9
Ni
NOTE, STRATIFICATION LINES AND SUBSURFACE
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
Far CLAY (Ca N-0-9
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
N -IL,,
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
MORE DETAILED SUBSURFACE INFORMATION.
0+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1, GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
DRAFT PROJECT GEOTECHNICAL REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION.
2, THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3. THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED, EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS,
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS CANONSBURG, PENNSYLVANIA.
2, NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83.
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES, RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT) UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
O
-20
-40
-60
20+00 -20
PROFILE
SCALE, 1'=100' HORIZONTAL
-10
1'= 20' VERTICAL
I I I
1-0
200 100 50 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
PROJECT NO.
Dominion\1508
MILE POST
AP3-061
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PROJECT NO.
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Lake Prince RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
20" Lake Prince Crossing
Date :
2/9/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
0.3
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit SagPI
Bend PT
Exit Point
illing Mud
Ballast
Lake Prince RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
50.00
10.00
4
122,924
491.34
7
_
473.88
-35.32
9
107,090
590.19
708.30
-55.83
-55.83
10.00
1350
235.62
96,943
0
86,797
0.00
350.87
1059.17
-55.83
68,621
1153.57
-55.83
8.00
1350
188.50
59,102
1247.05
-42.69
0
49,583
742.61
1982.44
60.66
8.00
Above Ground Load
0
(Graph ..........�
(Graph =-_____-�
No. Station Elevation
1
Grade
Points
2
3
4
5
5Elevation
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
............................................................................................................................................................ ......
P.C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 3:16 PM7/27/2016

Lake Prince RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 742.6 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 JO
Frictional Drag = We L p cos0 = 24,233 Ib
Fluidic Drag = 12 n D L Cd = 13,998 Ib
Axial Segment Weight = We L sing = 11,352 Ib
Pulling Load on Exit Tangent = 49,583 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 59,102 Ib
Segment Angle with Horizontal, 8 = -8.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = 3.29 ft
j = [(E 1) / T]'/2 = 772
Y = [18 (L )2j- [(j)Z (1 - cosh(U/2)-'] = 3.1E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 218.76
U = (12 L) / j = 2.93
N = [(T h) - We cos0 (Y/144)] / (X / 12) 23,402 Ib
Bending Frictional Drag = 2 p N = 14,041 Ib
Fluidic Drag = 12 rr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin0 = 1,444 Ib
Pulling Load on Exit Sag Bend = 19,039 Ib
Total Pulling Load = 68,621 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 350.9 ft
Effective Weight, We = W + We - Wm = 109.8 Ib/ft
Frictional Drag = We L p = 11,562 Ib
Fluidic Drag = 12 n D L Cd = 6,614 Ib
Axial Segment Weight = We L sin0 =0lb
Pulling Load on Bottom Tangent = 18,176 Ib
Total Pulling Load = 86,797 Ib
Pulling Load Summary 3:16 PM 7/27/2016

Lake Prince RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
In = R [1 - cos(a/2)] =
5.14
Ift
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
7.1 E+05
4,860
U=(12L)/j=
4.69
ok
Bending Frictional Drag = 2 p N =
18,107
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
20,293
Ib
Total Pulling Load =
107,090
Ib
Average Tension, T = 96,943 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j = [(E 1) / T] 1/2 = 602
X=(3 L)-[Q/2)tanh(U/2)]= 411.11
N = [(T h) - We cos0 (Y/144)] / (X / 12) =I 30,178 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 491.3 Ift
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 15,945 l lb
Fluidic Drag = 12 n D L Cd = 9,262 I Ib
Axial Segment Weight = We L sine = -9,372 Ib
Pulling Load on Entry Tangent = 15,835 Ib
Total Pulling Load = 122,924 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
4,860
ok
0
ok
0
ok
0.08
ok
0.01
ok
4,234
ok
0
ok
1294
ok
0.07
ok
0.04
ok
4,234
ok
17,901
ok
1294
ok
0.46
ok
0.22
ok
3,432
ok
17,901
ok
1605
ok
0.45
ok
0.23
ok
3,432
ok
0
ok
1605
ok
0.05
ok
0.06
ok
2,713
ok
0�
ok
1605
ok
0.04
ok
0.06
ok
2,713
ok
17,901
ok
1605
ok
0.44
ok
—0.22
ok
1,960
ok
17,901
ok
1406
ok
0.42
ok
0.20
ok
1,960
ok
0
ok
14061
ok
0.03
ok
0.041
ok
0
ok
0
ok
-1621
ok
0.00
ok
0.00
ok
Pulling Load Summary 3:16 PM 7/27/2016

3VV
270
240
.N
210
180
150
120
90
60
30
0
-200 0
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST
200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Station (ft)
au
60 I-
40
c
0 20
v 0
LU -20
-40
-200 0 200
Existing Grade
HDD Profile Design
J.D.Hair&Associates, Inc.
400 600 800 1000 1200 1400 1600 1800 2000 2200
Station (ft)

Western Branch Reservoir
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

80
60
40
20
0
-20
-40
-60
TAL DRILLED LENGTH = 1,464'
TRUE LENGTH = 1,477'
ENTRY POINT @ 10' P. C. 18' SAG BEND
0+00.00, 60.51 3+71. 17, -4. 93
N 13390532 53 E 2929150, 99 RADIUS = 2,000'
0+00 I 5+00
P, T. 18' SAG BEND
9+96. 82, -I5. 85
1 I+00
EXIT POINT @ 8'
14+63, 91, 49. 79
N 13389679, 21, E 2930340. 48
15+00
20+00
PLAN
SCALE, 1'=100'
I
200'i
I
-
/T
PROPOSED TEMPORARY)
WORKSPACE FOR HDD
RIG SIDE OPERATIONS
--- s•-= e•• °
/
I
BORING I
WB B-2 ®
— „•• °/ _
/
EXISTING GAS
PIPELINES
DESIGNED
DRILLED
ALIGNMENT
— z- c
<I
T WESTERN \
`
, BRANCH j
,i RESERVOIR
1
C
— ,:..�(_ `�------------
- �`•• ° —'c" °
/ 1, " \
\
\
® BORING
WB B-1
° — a"< e- ,z.. °
PARCEL BOUNDARY
—---------
I i
150
250'x\ --{
--------------�
;
L---\-------------------\-------------------
I
----_—_ -
-
° ° — 18•• `—+B" ° —,c•• °
PROPOSED TEMPORAPY WORKSPACE
I I FOR HDD PIPE SIDE OPERATIONS
AND PULL SECTION §TAGING TO
I. I. EXTEND 1, 670' BEYOND HDD EXIT
\ \ '-
F ------------
\
--- 100'
- \i-- ---------------- -
PROPOSED ACP- �
CENTERLINE I 1
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
ON CONTOURS OBTAINED
(TYPICAL)
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
II
-
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
FROM GOGGLE EARTHEXISTING
GRADE
SURFACE DATA (TYPICAL)
2
ENTRY POINT @ 10' P. C. 18' SAG BEND
0+00.00, 60.51 3+71. 17, -4. 93
N 13390532 53 E 2929150, 99 RADIUS = 2,000'
0+00 I 5+00
P, T. 18' SAG BEND
9+96. 82, -I5. 85
1 I+00
EXIT POINT @ 8'
14+63, 91, 49. 79
N 13389679, 21, E 2930340. 48
15+00
20+00
PLAN
SCALE, 1'=100'
0+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
53M
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3• THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2 EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 15 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
0
-20
-40
-60
20+00 -20
ti
i
P4
SCALE, 1'=100' HORIZONTAL
-10
1'= 20' VERTICAL
v
I I I
EXISTING GRADE BASED
F4
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
ON CONTOURS OBTAINED
a
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
-
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
FROM GOGGLE EARTHEXISTING
GRADE
SURFACE DATA (TYPICAL)
2
a BASED ON SURVEY
1 POINTS (TYPICAL)
--------------------------- --'
W
------
�
--------------
SILTY
rSP)
CLAYEY SAND ISG
5
IAMY SILT IMU N 6
j
N 12
CLAYS IIT 1SC) 13
SAND ,IT<ML> 12
N 12
N 23
`
SILTY SAND rSMI
Nil
SILTY SAND
ISN)
N�D
N�2
N�5
LEgN LLAY ltt)
SILTY SAND (SW
N 11
WATER SURFACE
I
1
N�I6
Nil
I SANDY SILT (ML)
I
N�3
N�6
N�6 DESIGNED DRILLED PROFILE
SAW
"�6
—TY—l—,
ALA 20' D, D, 0. 411' W T.
VI TMCSMEL1 FLAYEY
GMENTS
sH£LL rRacRMYS
TRACE ROOTS
API 5L X-70 STEEL LINE PIPE
NJL6
NJL9
N�2
40'
40'
N -B-16
CLAYEY SAND (SC) WITH
SM1L --IS
N_ L,p
NJLD
NJLS
,JL,
FRT CLAY —N
-DL,
LEAN CLAY (tt)
N�6
N�6
NOTE STRATIFICATION LINES AND SUBSURFACE
N�s
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
N�6
srLT (Mu
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
N.&6
N -Z-6
REFER TO THE GEOTECHNICAL REPORT FOR MORE
cur£r SAND rSG WITH H
N-&34
DETAILED SUBSURFACE INFORMATION
SILTY SAND ISN) VITH
N�zD
sHEu ERA6HENis
COARSE SANDY STILT lM)
SHELL FRAGMENTS
WITH SHELL a6nENis
NOTE PLACEMENT OF HORIZONTAL DRILLING RIG IS
SANDY CLAY'a, N-09
—Y LEAN ttar rcu
Nis
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
—H SHELL rRN nENrs
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
SILLY
FR"n'Gn11.
N�9
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION,
SrsiAE"D
N -&m
0+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
53M
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
5+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3• THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
15+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2 EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 15 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
80
60
40
20
0
-20
-40
-60
20+00 -20
PROFILE
P4
SCALE, 1'=100' HORIZONTAL
-10
1'= 20' VERTICAL
v
I I I
1-0
200 100 50 O
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
W
P4
N
U
v
L1
m E
� Y
>•+
m
w
�,U
W.
a°Jw
—
NN F
EDomi
OJECTNO.
nion\1508
ILE POST
3-063

Western Branch Reservoir R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline User :
ACM
Crossing :
20" Western Branch Reservoir Crossing Date :
6/15/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer,
up to 11' deeper than design with 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry Sag
Bend
Exit Sag P,
Bend Pi
Exit Point
Western Branch Reservoir R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
60.67
10.00
4
93,043
6
498.42
7
480.85
-25.88
9
76,980
597.17
715.28
-46.39
-46.39
10.00
1350
235.62
67,685
0
58,390
0.00
0.09
715.37
-46.39
58,385
809.77
-46.39
8.00
1350
188.50
49,105
903.25
-33.25
0
39,825
596.47
1493.91
49.76
8.00
Above Ground Load
0
illing Mud 49.761 (Graph=---------)
Ballast (Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point
Exit Point
..............................................................................................................................................................................................
P.C.
P.T.
P.T.
Step 2, Drilled Path Input 3:26 PM7/27/2016

Western Branch Reservoir R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 596.5 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 JO
Frictional Drag = We L p cos0 = 19,464 Ib
Fluidic Drag = 12 n D L Cd = 11,243 Ib
Axial Segment Weight = We L sing = 9,118 Ib
Pulling Load on Exit Tangent = 39,825 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 49,105 Ib
Segment Angle with Horizontal, 8 = -8.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = 3.29 ft
j = [(E 1) / T]'/2 = 846
Y = [18 (L )2j- [(j)Z (1 - cosh(U/2)-'] = 2.8E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 196.96
U = (12 L) / j = 2.67
N = [(T h) - We cos0 (Y/144)] / (X / 12) 22,605 Ib
Bending Frictional Drag = 2 p N = 13,563 Ib
Fluidic Drag = 12 rr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin0 = 1,444 Ib
Pulling Load on Exit Sag Bend = 18,560 Ib
Total Pulling Load = 58,385 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 0.1 ft
Effective Weight, We = W + We - Wm = 109.8 Ib/ft
Frictional Drag = We L p = Ib
Fluidic Drag = 12 n D L Cd =0lb
Axial Segment Weight = We L sin0 =0lb
Pulling Load on Bottom Tangent =Ib
Total Pulling Load = 58,390 Ib
Pulling Load Summary 3:26 PM 7/27/2016

Western Branch Reservoir R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
In = R [1 - cos(a/2)] =
5.14
ft
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
6.2E+05
3,679
U=(12L)/j=
3.92
ok
Bending Frictional Drag = 2 p N =
16,405
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
18,590
Ib
Total Pulling Load =
76,980
Ib
Average Tension, T = 67,685 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j=[(EI)/T]v2= 721
X = (3 L) - [ 0 / 2) tanh(U/2) ] = 360.37
N = [(T h) - We cos0 (Y/144)] / (X / 12) = 27,341 I Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 498.4 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cose = 16,175 l lb
Fluidic Drag = 12 n D L Cd = 9,395 I Ib
Axial Segment Weight = We L sine = -9,507 Ib
Pulling Load on Entry Tangent = 16,063 Ib
Total Pulling Load = 93,043 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
3,679
ok
0
ok
0
ok
0.06
ok
0.00
ok
3,044
ok
0
ok
1147
ok
0.05
ok
0.03
ok
3,044
ok
17,901
ok
1147
ok
0.44
ok
0.19
ok
2,309
ok
17,901
ok
1458
ok
0.43
ok
0.20
ok
2,309
ok
0
ok
1458
ok
0.04
ok
0.05
ok
2,308
ok
0�
ok
1458
ok
0.04
ok
0.05
ok
1,5075
ok
17,901
ok
1259
ok
0.42
ok
0.18
ok
1,575
ok
0
ok
12591
ok
0.02
ok
0.031
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 3:26 PM 7/27/2016

LVV
180
160
.N
140
120
100
V)) 80
60
40
20
0
-100 0 100
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
70
60
50
40
30
0 20 i
.10
> 0
v -10
M -20 i
-30
-40
-50
-100 0 100
Existing Grade
HDD Profile Design
J.D.Hair&Associates, Inc.
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST
200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600
Station (ft)
200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600
Station (ft)

Nansemond River Tributary
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

66
46
26
L
-26
-46
-66
-86
HORIZONTAL DRILLED LENGTH = 3,435'
TRUE LENGTH = 3,454'
PLAN
SCALE, 1'=200'
EXIT POINT @ 10' R T, 10' SAG BEND P, C 10' SAG BEND P. T 10SAG BEND P. C, 10' SAG BEND ENTRY POINT @ 10'
34+35,33, 48. 41 28+62, 40, -52, 62 25+15. 11, -83. 00 7+65. 73, -83. 00 4+18. 43, -52.62 0+00, 00, 21, 16
N 13388704. 69, E 2934780. 08 RADIUS = 2, 000' RADIUS = 2,000' N13389843. 88, E 2938021, 03
40+00 30+00 20+00 10+00 0+ 0
EXISTING GRADE
-20
SCALE, 1'ZONTAL
LE-07'VERTICAL
-10
1'
I I I
PROPOSED ACP
CENTERLINE
100' �` \ `
• \`�-- � -------------- -----------�
• \` f`\
150'
904' --------
/
-----
PROPERTY
LIN)
/ ��0�9 / „
4�(�� /
4� �P DESIGNED
/ w9 / DRILLED
' 4� ALIGNMENT
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
DRILLED ALIGNMENT
FOR NANSEMOND
RIVER CROSSING
1T J'
----------------------
�.
------------
200' -
1 __ ��;---
-- --`
�® BORING
-- -J NAT B-]
r
II i I
II
MUDFLAT AND MARSH AREA,
NO SURVEY DATA OBTAINED
EXISTING FACILITIES.
®
BORING
NAT B-2-----
-�
P4
a
z
C)
y
�
PROPOSED TEMPORARY WORKSPACE
9
W
�A
/
�o
PROPOSED
WORKSPACE
TEMPORARY
FOR HDD
ARCHAEOLOGICAL
FOR HDD PIPE SIDE OPERATIONS
-�--
__
xxF
C4F V
�2
RIG
SIDE OPERATIONS
SITE
AND PULL SECTION STAGING TO
0
(/1
_ N 3
___ N
o
a
EXTEND APPR17X. 1, 600' BEYOND
cL
-
N 29
N 16
U
HDD EXIT. NOTE THAT MULTIPLE
a
zo
pG
�x
TIE-IN WELDS ARE ANTICIPATED.
ow.
0
-
a
V)
q o
PLAN
SCALE, 1'=200'
EXIT POINT @ 10' R T, 10' SAG BEND P, C 10' SAG BEND P. T 10SAG BEND P. C, 10' SAG BEND ENTRY POINT @ 10'
34+35,33, 48. 41 28+62, 40, -52, 62 25+15. 11, -83. 00 7+65. 73, -83. 00 4+18. 43, -52.62 0+00, 00, 21, 16
N 13388704. 69, E 2934780. 08 RADIUS = 2, 000' RADIUS = 2,000' N13389843. 88, E 2938021, 03
40+00 30+00 20+00 10+00 0+ 0
EXISTING GRADE
-20
SCALE, 1'ZONTAL
LE-07'VERTICAL
-10
1'
I I I
I-0
400 200 100 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
BASED ON CONTOUR
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
2
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3 MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
Y� C7
DATA (TYPICAL)
P4
a
z
C)
y
Q z
W
W
�A
�o
a
wzp
3w
a
xxF
C4F V
�2
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yNo
a
A7w�
0
(/1
_ N 3
___ N
o
a
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cL
azz
CC o
N 29
N 16
U
U Ny
a
zo
pG
�x
>
ow.
0
a
V)
q o
CLAYEY SAND (SC) TO
A 7
Z
O
N
SANDY LEAN CLAY (CL)
X14
a
A
N z5
EXISTING GRADE
BASED ON SURVEY
p
N 11
POINTS (TYPICAL)
`b
------
Nz
s
NL,
"
N
6
NJ6
APPROXIMATE
N
9
SAND B%
VITH
SILT (NU VITH
SHELL
WATER SURFACE
CLAY POCKETS
Nil
N
JL4
- - — - --
\\—.-.-.-
Y
_ _
_.-__.___ ___.-
�
-.- -.- -.- -.— -�-- - -
-
—---.--
40
N 5
"mss 40'
N
s
ASSUMED GRADE
SRTY FINE SAND fSN)
"'�'la
�` /�
(MUDFLAT AREA)
N
VITH SHELL FRAGIENTS
N-
N
s
FRT CLAY (CH)
VITH SAND
o 7
N�5
N-0-7
NJ..)
N -R5
D, CL
OCKETS
SANDY SILT (NL)
SHELLS
o�6
N-0-4VITH
N s
NJL5
N-DL6
Q 9� 13
N-DL5
N -0-6--
N 6
N 5
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
SILTY SAND (SM)
—DL,
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
vrrH SHELLS
om—
POINTS, DRILLING RIG PLACEMENT AND/OR THE USE
N-fL6
oJL6
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
a s935
N�7
ci vcr3sA"A,°vD°<sciro
VITH SHELL
FRAGMENTS
NOTE, STRATIFICATION LINES AND SUBSURFACE
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
N-DL41
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
DESIGNED DRILLED PROFILE
0 16
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
20' D, D, , 0, 411' W, T,
MORE DETAILED SUBSURFACE INFORMATION,
API 5L X-70 STEEL LINE PIPE
N�39
40+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 X23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
30+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA, REFER TO THE
PROJECT GEOTECHNICAL REPORT DATED MARCH 2016
FOR MORE DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA,
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
10+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
0
-20
-40
-60
-80
D+00
FILE
-20
SCALE, 1'ZONTAL
LE-07'VERTICAL
-10
1'
I I I
I-0
400 200 100 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3 MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
PROJECT NO.
Dominion\1508
MULE POST
AP3-064
O
rA N
E
44
P4
z
O
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P4
a
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y
Q z
W
W
�A
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a
wzp
3w
a
xxF
C4F V
��N
yNo
a
A7w�
0
(/1
6L7A
z
o
a
O
azz
CC o
0
U
U Ny
a
zo
�x
>
ow.
0
a
V)
q o
U
z
o
O
N
O
¢ Y
a
A
PROJECT NO.
Dominion\1508
MULE POST
AP3-064

Nansemond Tributary R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
JSP
Crossing :
20" Nansemond Tributary Crossing
Date :
4/29/2016
Comments :
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry Sag P
Bend PT
Exit Sag P,
Bend Pi
Exit Point
Nansemond Tributary R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
21.06
10.00
4
207,053
653.93
7
_
633.99
-92.49
9
185,978
750.31
868.42
-113.00
-113.00
10.00
1350
235.62
173,618
0
161,257
jplr�
IV
0.00
1563.09
2431.51
-113.00
80,286
2549.62
-113.00
10.00
1350
235.62
68,706
2665.94
-92.49
057125
811.73
3465.33
48.47
10.00
Above Ground Load
0
illing Mud 21.O6I (Graph=---------)
Ballast (Graph s------)
No. Station Elevation
1
Grade
Points
2
3
4
5
5Elevation
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
................................................................................................................................................................................. ........
P.C. P.T.
P.T. P.C.
Step 2, Drilled Path Input 3:29 PM7/27/2016

Nansemond Tributary R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Plpe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, p = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 811.7 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 10.0 jo
Frictional Drag = We L p cosh = 26,342 Ib
Fluidic Drag = 12 n D L Cd = 15,301 Ib
Axial Segment Weight = We L sing = 15,483 Ib
Pulling Load on Exit Tangent = 57,125 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Average Tension, T = 68,706 Ib
Segment Angle with Horizontal, 8 = -10.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -5.0 °
Effective Weight, We = W + Wb Wm = 109.8 Ib/ft
h = R [1 - cos(a/2)] = 5.14 ft
j = [(E 1) / T]'/2 = 716
Y = [18 (L )2j- [(j)Z (1 - cosh(U/2)-'] = 6.3E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 362.56
U = (12 L) / j = 3.95
N = [(T h) - We cos0 (Y/144)] / (X / 12) 27,440 Ib
Bending Frictional Drag = 2 p N = 16,464 Ib
Fluidic Drag = 12 rr D L Cd = 4,441 Ib
Axial Segment Weight = We L sin0 = 2,256 Ib
Pulling Load on Exit Sag Bend = 23,161 Ib
Total Pulling Load = 80,286 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 1563.1 ft
Effective Weight, We = W + We - Wm = 109.8 Ib/ft
Frictional Drag = We L p = 51,507 Ib
Fluidic Drag = 12 n D L Cd = 29,464 Ib
Axial Segment Weight = We L sin0 =0lb
Pulling Load on Bottom Tangent = 80,971 Ib
Total Pulling Load = 161,257 Ib
Pulling Load Summary 3:29 PM 7/27/2016

Nansemond Tributary R1 Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] =
5.14
Ift
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
8.1 E+05
8,186
U=(12L)/j=
6.28
ok
Bending Frictional Drag = 2 p N =
22,535
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
24,721
Ib
Total Pulling Load =
185,978
Ib
Average Tension, T = 173,618 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j = [(E 1) / T] 1/2 =I 450
X = (3 L) - [ (j / 2) tanh(U/2) ] =I 482.62
N = [(T h) - We cos0 (Y/144)] / (X / 12) =I 37,559 Ib
Negative value indicates axial weight applied in direction of installation
[ Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 653.9 Ift
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 21,221 l lb
Fluidic Drag = 12 n D L Cd = 12,326 I Ib
Axial Segment Weight= We L sine = -12,473 I Ib
Pulling Load on Entry Tangent = 21,074 Ib
Total Pulling Load = 207,053 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
8,186
ok
0
ok
0
ok
0.13
ok
0.02
ok
7,353
ok
0
ok
1722
ok
0.12
ok
0.09
ok
7,353
ok
17,901
ok
1722
ok
0.51
ok
0.31
ok
6,376
ok
17,901
ok
2033
ok
0.49
ok
0.32
ok
6,376
ok
0
ok
2033
ok
0.10
ok
0.11
ok
3,174
ok
0�
ok
20331
ok
0.05
ok
0.09
ok
3,174
ok
17,901
ok
0
2,259
ok
17,901
ok
1722
ok
0.43
ok
0.23
ok
2,259
ok
0
ok
17221
ok
0.04
ok
0.061
ok
0
ok
0
ok
-4161
ok
0.00
ok
0.00
ok
Pulling Load Summary 3:29 PM 7/27/2016

250 Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST WEST
200
— 150
N
W 100
Z3
Ln
Ln
a 50
0
-50
0 500 1000 1500 2000 2500 3000 3500 4000
Station (ft)
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
80
40
4 -
c 0
0
.4-
> -40
v
LU -80
-120
-200 50 300 550 800 1050 1300 1550 1800 2050 2300 2550 2800 3050 3300 3550 3800
Existing Grade Station (ft)
HDD Profile Design
HYDROFRACTURE EVALUATION
FORMATION LIMIT PRESSURE VS. ANNULAR PRESSURE
NANSEMOND TRIB. CROSSING
BY HORIZONTAL DIRECTIONAL DRILLING
J.D.Hair&Associates, Inc.
Date: 4/19/2016 Revision: 1

Nansemond River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

HORIZONTAL DRILLED LENGTH = 4,127'
TRUE LENGTH = 4,138'
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE, CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT; UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
40
20
0
-20
-40
-60
-80
-100
40+00 -20
PROFILE
O
n o
i
SCALE, 1'=200' HORIZONTAL
—]0
x
N
ARCHAEOLOGICAL SITE
II
I I I
1-0
�
400 200 100 0
0
PROTECTION OF EXISTING FACILITIES
(TYPICAL
�\
SCALE., 1'=200'
ENTRY POINT @ 10'
P. C. 10' SAG BEND P. T. 10' SAG BEND
P, C. 8' SAG BEND
P. T. 8' SAG BEND EXIT POINT @ 8'
0+00.00, 20. 00
-
34+41. 88,-54. 00
TIDAL FLAT,
a
RADIUS = 2,000'
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
RADIUS = 2, 000'
SHALL BE EXPOSED.
N 13390444. 72, E 2942326. 09
' ) NANSENOND RIVER
NO SURVEY DATA
I
10+00
20+00 30+00
PROPOSED TEMPORARY WORKSPACE
i= -I
i
1
0 v1
FOR HDD PIPE SIDE OPERATIONS
PROPOSED ACP
l
' /
OBTAINED
Y
AND PULL SECTION STAGING TO
CENTERLINE
PROPOSED TEMPORARY I
I '�
/I BORING NA B-2(8)
U
EXTEND 4,340' BEYOND HDD EXIT
�- 220
WORKSPACE FOR HDD 1
RIG SIDE OPERATIONS -\ _
I DESIGNED
i� DRILLED
W N
TY SAND
IS
I—
1-----
250'—I
-------�
_-
i BORING
® NA B-1
�; ALIGNMENT
1
150'
d
�_ -------- ---
___--
100,
W
o
NZ.
it 200'
�
EXISTING GRADESANDY
I
O
I�
-
' ---
----------------+ ----------------
TRACE
Vo
BASED ON USGS
CONTOURS
SILTY SAND
TRACE
Nr 6
Nr
ISN), Nr ]
GRAVEL NT 5
�
; ��
ASSUMED WATER SURFACE
_
PARCEL BOUNDARY
(TYPICAL)
Nr 4 ---
/ �\
!
------------------ ----
-----------------------
-----
Nr
_(TYPICAL)
5' BUFFER
FROM
0 6
-
POORLY
GRADED SA7�A"a'
SIS
ARCHAEOLOGICAL
SITE
---------------------
- _ - - - - -
SILT ISP -SM,
tRACECLAYEY
_
DRILLED ALIGNMENT
SAND
FOR NANSEMOND RIVER
IscJ,TRq
NT�3
EXISTING GRADE BASEDASSUMED
GRADE
JLll
�NT�4
TRIBUTARY CROSSING
i(
rl
(TYPICAL)
40
-
—
-DL
ILI
NT 6
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE, CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT; UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
40
20
0
-20
-40
-60
-80
-100
40+00 -20
PROFILE
O
n o
SCALE, 1'=200' HORIZONTAL
—]0
x
N
PLAN
a
I I I
1-0
�
400 200 100 0
0
PROTECTION OF EXISTING FACILITIES
Z
O Z
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
SCALE., 1'=200'
ENTRY POINT @ 10'
P. C. 10' SAG BEND P. T. 10' SAG BEND
P, C. 8' SAG BEND
P. T. 8' SAG BEND EXIT POINT @ 8'
0+00.00, 20. 00
2+47. 36, -23. 62 5+94, 65, -54. 00
34+41. 88,-54. 00
37+20. 23, -34. 54 41 +27, 10, 22.65
N 13389919. 29, E 2938232. 57
RADIUS = 2,000'
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
RADIUS = 2, 000'
SHALL BE EXPOSED.
N 13390444. 72, E 2942326. 09
0+00
ffia.a.
I
10+00
20+00 30+00
1
i= -I
40+00
2
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE, CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT; UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
40
20
0
-20
-40
-60
-80
-100
40+00 -20
PROFILE
O
n o
SCALE, 1'=200' HORIZONTAL
—]0
x
N
u
U
a
I I I
1-0
�
400 200 100 0
0
PROTECTION OF EXISTING FACILITIES
Z
O Z
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
,W
N
PRIOR TO COMMENCING DRILLING OPERATIONS.
a
i
3 z
SERVICE FOR THE CONSTRUCTION AREA,
V1
En
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
q
2
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
wz�
3, MODIFY DRILLING PRACTICES AND DOWNHOLE
ffia.a.
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
Zo
i= -I
Chi Fr�
2
0 v1
a
U
tisIL
u
W N
TY SAND
IS
- ------
- - - -
U
d
z
-------------------
W
o
NZ.
z
O
N
AYEY SAND (SC N
EXISTING GRADESANDY
O
0
O
LEAN CLAY ICU,
TRACE
Vo
BASED ON USGS
CONTOURS
SILTY SAND
TRACE
Nr 6
Nr
ISN), Nr ]
GRAVEL NT 5
�
; ��
ASSUMED WATER SURFACE
TAT CL,, N
NTIL
(TYPICAL)
Nr 4 ---
/ �\
!
------------------ ----
-----------------------
-----
Nr
lz
0 6
-
POORLY
GRADED SA7�A"a'
SIS
Nr�3
---------------------
- _ - - - - -
SILT ISP -SM,
tRACECLAYEY
SAND
IscJ,TRq
NT�3
EXISTING GRADE BASEDASSUMED
GRADE
JLll
�NT�4
ON SURVEY POINTS
(TYPICAL)
40
(TYPICAL)
-DL
NT 6
N-&
Nr�6
NJL
IAT CLAY III SAN\IM
N�4
40'
N�]
0-&a
LEAN ttAY <LU
NJL
N 5
NJL
SANDY LEAN CLAY !CU
5
N�
N .6
N�
N 5
-E
NJL
—YEY SAND !SC)
N 9
SILTY SAND ISM)
N�10
a 4.8-18
DESIGNED DRILLED PROFILE
N
NJL6
20' O. D. , 0. 411' W. T.
-R
CLAY <CLJ, fIN£ SAND
API 5L X-70 STEEL LINE PIPE
CLAYEY
0�1]
N�
SILTY SAND !SM> G 9 21
SILTY SAN ISM
N-&
6
Nlil]
NOTE, STRATIFICATION LINES AND SUBSURFACE
TE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
T FIXED BY DESIGNATION OF ENTRY AND EXIT
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
MORE DETAILED SUBSURFACE INFORMATION.
0+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
5323—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
GEOTECHNICAL SITE INVESTIGATION REPORT FOR MORE
DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SAMPLE
INDICATES THAT NO GRAVEL WAS OBSERVED IN THE
SAMPLE. THE LETTERS 'NT' INDICATE THAT GRAVEL
WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3, THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE, CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U. S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1, ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT; UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3, ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4. ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
40
20
0
-20
-40
-60
-80
-100
40+00 -20
PROFILE
O
n o
SCALE, 1'=200' HORIZONTAL
—]0
x
1'= 20' VERTICAL
u
U
a
I I I
1-0
�
400 200 100 0
0
PROTECTION OF EXISTING FACILITIES
Z
O Z
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
,W
N
PRIOR TO COMMENCING DRILLING OPERATIONS.
a
1, CONTACT THE UTILITY LOCATION/NOTIFICATION
3 z
SERVICE FOR THE CONSTRUCTION AREA,
V1
En
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
q
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
wz�
3, MODIFY DRILLING PRACTICES AND DOWNHOLE
ffia.a.
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
Zo
PROJECT NO.
Dominion\1508
MILE POST
AP3-065
O
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PROJECT NO.
Dominion\1508
MILE POST
AP3-065

Nansemond River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
20" Nansemond River Crossing
Date :
7/22/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
0.3
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit Sag PI
Bend r PT
Exit Point
illing Mud
Ballast
Nansemond River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
20.00
10.00
4
240,879
5
480.80
7
_
463.50
-63.49
9
225,384
579.81
697.92
-84.00
-84.00
10.00
1350
235.62
211,924
0
198,465
0.00
2736.68
3434.60
-84.00
56,700
3552.71
-84.00
10.00
1350
235.62
45,789
3669.03
-63.49
0
34,878
495.60
4157.10
22.57
10.00
Above Ground Load
0
(Graph ..........�
(Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Exit Point
Entry Point
......................................................................................................................................................................................................
P. C. P.T.
P.T. P. C.
Step 2, Drilled Path Input 3:59 PM7/27/2016

Nansemond River RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 495.6 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 10.0 J.
Frictional Drag = We L It cos6 = 16,083 Ib
Fluidic Drag = 12 Tr D L Cd = 9,342 Ib
Axial Segment Weight = We L sin6 = 9,453 Ib
Pulling Load on Exit Tangent = 34,878 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Average Tension, T = 45,789 Ib
Segment Angle with Horizontal, 0 = -10.0 a
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -5.0 °
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = F 5.14 ft
j = [(E 1) / T]'/2 = 877
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 5.3E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 302.07
U = (12 L) / j = 3.23
N = [(T h) - We cos6 (Y/144)] / (X / 12) 25,209 Ib
Bending Frictional Drag = 2 µ N = 15,125 Ib
Fluidic Drag = 12 Tr D L Cd = F 4,441 Ib
Axial Segment Weight = We L sin6 =F:2,2:5=6Ib
Pulling Load on Exit Sag Bend = 21,822 Ib
Total Pulling Load= 56,700 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 2736.7 ft
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
Frictional Drag = We L µ = 90,179 Ib
Fluidic Drag = 12 Tr D L Cd = 51,585 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 141,765 Ib
Total Pulling Load = 198,465 Ib
Pulling Load Summary 3:59 PM 7/27/2016

Nansemond River RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Sao Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 6 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] = 5.14 ft
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)"'] = 8.4E+05
U=(12L)/j= 6.94
Bending Frictional Drag = 2 p N = 24,734 Ib
Fluidic Drag = 12 n D L Cd = 4,441 Ib
Axial Segment Weight = We L sin6 = 2,256 Ib
Pulling Load on Entry Sag Bend = 26,919 Ib
Total Pulling Load = 225,384 �lb
Average Tension, T = 211,924 Ib
Radius of Curvature, R= 1,350 ft
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
j = [(E I) / T]1/2 = 407
X=(3 L)-[(j/2)tanh(U/2)]= 503.53
N = [(T h) - We cosh (Y/144)] / (X / 12) = 41,223 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L =F 480.8 ft Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
Entry Angle, 6 = 10.0 °
Frictional Drag = We L p cosh = 15,603 Ib
Fluidic Drag = 12 n D L Cd = 9,063 Ib
Axial Segment Weight= We L sin6 = -9,171 Ib
Pulling Load on Entry Tangent = I 15,495 Ib
Total Pulling Load= I 240,879 1 Ib
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
P1
PC
P1
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
9,523
ok
0
ok
0
ok
0.15
ok
0.03
ok
8,911
ok
0
ok
1266
ok
0.14
ok
0.07
ok
8,911
ok
17,901
ok
1266
ok
0.53
ok
0.30
ok
7,847
ok
17,901
ok
1577
ok
0.52
ok
0.31
ok
7,847
ok
0
ok
1577
ok
0.12
ok
0.08
ok
2,242
ok
0
ok
1577
ok
0.04
ok
0.05
ok
ok
17,901
ok
1577
ok
0.43
ok
0.21
ok
PZ2,242
1,379
ok
17,901
ok
1266
ok
0.41
ok
0.18
ok
1,379
ok
0
ok
1266
ok
0.02
ok
0.03
ok
0
ok
0
ok
-39
ok
0.00
ok
0.00
ok
Pulling Load Summary 3:59 PM 7/27/2016

LVV
180
160
.N
140
Q 120
Ln
100
Ln
80
60
40
20
0
-250 0 250
Formation Limit Pressure (Pmax)
Annular Pressure (Penin)
40
20
c 0
0
> -20
_v
LU -40
-60
-250 0 250
Existing Grade
HDD Profile Design
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST
500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 4250
Station (ft)
J.D.Hair&Associates, Inc.
500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 4250
Station (ft)

Interstate 64
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

60
40
20
0
20
-40
-60
-80
HORIZONTAL DRILLED LENGTH = 2,039'
TRUE LENGTH = 2,048'
PROPOSED ACP �" I q 1 �--� \ \ \ / � \
\\CENTERLINE //'� -{
T \ o \
LIGHT POLE
1 ! TYPICAU
L�250' PROPERTY LINE \ / ❑ osa0000uoP14 \ �r°N
OWNER UNKNOWN I_ y- - !TYPICAL) / - ,��yy��
rEK MAP - - - - - - - - - / n / \ °N \ °" /V / PROPOSED TEMPORARY
0330000001]10 b / DESIGNED - °" �0"°" , rWORKSPACE FOR HDD
\ I ❑ / DRILLED \ °H ��' �^ RIG SIDE OPERATIONS
- - - - - - - - \. /� / BORING ® ALIGNMENT /T - _
\ E ISTING 31 /i/ // I64 B-2°"�°" A" moo~ ---- - — - - 3
r oY o
GA LINE _ _�� �°H� \ r , unA3
100' 150' ` / / / /. i — °" °M °" °" °N g_ , r °" °" \ 164 BORING � / i osia00000lTso
0331007-7.wI MAP O/ v 120
----- -----
0331ooToaozso T zu�v /
UTILITY POLE • .� / 0331007000250 T o
(TYPICAL)
A% MAP
II °M I TALI MAI I • A33{Am0000tA— I AK MAP
-�0 I ossaooaame33 HANCOCK DR. -\
ED TEMPORARY WOACSPACE I l
FOR HDD PIPE (SIDE OPERATIONS L
AN➢➢�� PULL SECTION STAGjNG TO
EXTENYI 2, 250' �EYOND HDA EXI T l l \ \ \
PLAN
SCALE, 1'=100'
EXIT POINT OF 8' P. T. 8' SAG BEND P. C. 8' SAG BEND P. T. 10' SAG BEND P. C. 10' SAG BEND ENTRY POINT P 10'
20+38,42, 10, 32 16+80. 94, -39. 32 14+02. 59, -59. 39 5+70. 25, -59. 39 2+22, 95, -29. 00 0+00, 00, 10, 31
N 13380535 37, E 2998760. 33 RADIUS = 2, 000' RADIUS = 2, 000' N 13380810. 18, E 3000780. 14
120+00 15+00 10+00 5+00 I 0+00
20+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53me3—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
15+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
PROJECT GEOTECHNICAL REPORT DATED DECEMBER 2015
FOR MORE DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
O
-20
-40
-60
-80
0+00 PROFILE
-20
SCALE, 1'=100' HORIZONTAL
-10
1'= 20' VERTICAL
I I I
1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
M
N
W
EXISTING GRADE
EXISTING GAS
`+
BASED ON SURVEY
LINE DEPTH AND
EXISTING GRADE
POINTS
DIAMETER UNKNOWN2
BASED ON CONTOURS
---------
O
TOPSOIL p1
LEAN CLAY (CU
N 1
0 II
N I
LEAN LLRY rLL)
N
N 2
N Y
N
N�3
N
40'
SAND VITM
0�1]
40' sA.Nn rrn°
�3
SILT
N.1'�30
N -a-3
SAND VITH SILT <SP -SM)
0lL7
N�10
Nin
N�6
N�9
NOTE, CONTRACTOR SHALL ACTIVELY MONITOR THE
NSI
E. 411
DRILLED ALIGNMENT FOR IMPACTS THAT COULD
OCCUR AS A RESULT OF HDD OPERATIONS (i. e.
N -M -S1
SETTLEMENT, HEAVE, AND DRILLING FLUID FLOW).N�21
NJL.
CONTRACTOR'S MONITORING PROCEDURES AND
ASSOCIATED EMERGENCY RESPONSE PLANS SHALL BE
Nva
$rLTY rMD (SM)
N-0-'
APPROPRIATE TO ENSURE THAT PUBLIC SAFETY IS
—Y sA,vn <sN�
N�3s
NJL.
NOT COMPROMISED.
NALm
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
0.430
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
DESIGNED DRILLED PROFILE
N�zs
POINTS, DRILLING RIG PLACEMENT AND/OR THE USE
N�zz
20' 0. D. , 0. 411' W. T.
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION
API 5L X-70 STEEL LINE PIPE
NJL.
NOTE, STRATIFICATION LINES AND SUBSURFACE
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES,
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
MORE DETAILED SUBSURFACE INFORMATION.
20+00
GENERAL LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53me3—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
15+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
PROJECT GEOTECHNICAL REPORT DATED DECEMBER 2015
FOR MORE DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
5+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINTi UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
O
-20
-40
-60
-80
0+00 PROFILE
-20
SCALE, 1'=100' HORIZONTAL
-10
1'= 20' VERTICAL
I I I
1-0
200 100 50 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
PROJECT NO.
Dominion\1508
MILE POST
AP3-078

Interstate 64 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline User :
KMN
Crossing :
20" Interstate 64 Crossing Date:
7/22/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
0.3
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry Sag
Bend
Exit Sag P,
Bend Pi
Exit Point
Interstate 64 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
10.31
10.00
4
126,012
6
456.04
7
_
439.11
-68.88
9
111,315
555.43
673.54
-89.39
-89.39
10.00
1350
235.62
101,049
0
90,784
0.001
591.44
1264.97
-89.39
60,147
1359.37
-89.39
8.00
1350
188.50
50,825
1452.86
-76.25
0
41,504
621.61
2068.42
10.26
8.00
Above Ground Load
0
illingM 10.261 (Graph..........
Ballast (Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
6
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
.................................................................................................................................................................................
P.C.
P.T.
P.T. P.C.
Step 2, Drilled Path Input 4:03 PM7/27/2016

Interstate 64 RO Installation Stress Analysis (worst-case).xism
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 621.6 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 J -
Frictional Drag = We L It cosO = 20,284 Ib
Fluidic Drag = 12 n D L Cd = 11,717 Ib
Axial Segment Weight = We L sin6 = 9,503 Ib
Pulling Load on Exit Tangent = 41,504 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 50,825 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = F 3.29 ft
j = [(E 1) / T]'/2 = 832
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 2.8E+05
X = (3 L) - [ (j / 2) tanh(U/2)
U = (12 L) / j = 2.72
N = [(T h) - We cos6 (Y/144)] / (X / 12) 1 22,742 Ib
Bending Frictional Drag = 2 µ N = 13,645 Ib
Fluidic Drag = 12 Tr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin6 = 1,444 Ib
Pulling Load on Exit Sag Bend = 18,643 Ib
Total Pulling Load = 60,147 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 591.4 ft
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
Frictional Drag = We L µ = 19,489 Ib
Fluidic Drag = 12 Tr D L Cd = 11,148 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 1 30,637 Ib
Total Pulling Load = HJU Ib
Pulling Load Summary 4:63 PM 7/27/2016

Interstate 64 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, e = 10.0 °
Deflection Angle, a = 5.0 °
In = R [1 - cos(a/2)] =
5.14
Ift
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
7.1 E+05
4,982
U=(12L)/j=
4.79
ok
Bending Frictional Drag = 2 p N =
18,345
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
20,531
Ib
Total Pulling Load =
111,315
Ib
Average Tension, T = 101,049 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j = [(E 1) / T] 1/2 =I 590
X=(3L)-[0/2)tanh(U/2)]=I 416.68
N = [(T h) - We cose (Y/144)] / (X / 12) =I 30,575 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations I
Segment Length, L = 456.0 Ift
Entry Angle, e = 10.0 °
Frictional Drag = We L µ cose = 14,799 l lb
Fluidic Drag = 12 n D L Cd = 8,596 I Ib
Axial Segment Weight = We L sine = -8,698 Ib
Pulling Load on Entry Tangent = 14,697 Ib
Total Pulling Load = 126,012 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
4,982
ok
0
ok
0
ok
0.08
ok
0.01
ok
4,401
ok
0
ok
1200
ok
0.07
ok
0.04
ok
4,401
ok
17,901
ok
1200
ok
0.46
ok
0.22
ok
3,589
ok
17,901
ok
1511
ok
0.45
ok
0.23
ok
3,589
ok
0
ok
1511
ok
0.06
ok
0.05
ok
2,378
ok
0�
ok
1511
ok
0.04
ok
0.05
ok
2,378
ok
17,901
ok
—1511
ok
0.43
ok
0.21
ok
1,641
ok
17,901
ok
1312
ok
0.42
ok
0.18
ok
1,641
ok
0
ok
13121
ok
0.03
ok
0.041
ok
0
ok
0
ok
0
ok
0.00
ok
0.00
ok
Pulling Load Summary 4:03 PM 7/27/2016

30U
320
280
.N
240
n
200
L
160
v
120
80
40
0
-200 0
Formation Limit Pressure (Pmax)
Annular Pressure (Pmin)
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
WEST
200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Station (ft)
40
20
0
c
0 -20
v -40
LU
-60
N
-80
-200 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200
Existing Grade Station (ft)
HDD Profile Design
J.D.Hair&Associates, Inc.

Route 17
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

ILE
1pl7 �p�1 250
SCALE, 1'ZONTAL
LE-7VERTICAL
IIH
°
PH °x
HORIZONTAL DRILLED LENGTH = 2,951'
TRUE LENGTH = 2,961'
PROPOSED TEMPORARY
WORKSPACE FOR HDD
PROPOSED ACP CENTERLINE
°" °" ,H
�� oh
---=---°" — -- ®-----
>,
°x °x
o o II"
---- �`��
1 �.
RT17 B-3 150,
I I
Ij.❑
RIG SIDE OPERATIONS
}
ENTRY POINT @ 10'
2
P. T. 10' SAG BEND P. C 8' SAG BEND
SHALL BE EXPOSED.
FI
–® o°x
°
°_
25+51. 54, -46. 00 29+50, 78 10, 11
X11 1- �1. °
RADIUS = 2, 000'
°
N 13382425. 37, E 3006486, 91
0+00
Bax Baxx
i���
o
rBORING
-/ —RT1I B-1
Dx
oHo
Rp
oC o" x
°x
BORING
c::,
"C
MEIGG
I
x "
RT17 B-2
r'I
o--1-
EXISTING GRADE
ASSUMED
-----
—
v ON SURVEY POINTS
J
�•
BASED ON CONTOURS
_
RADE STREET
GRADE
� L - - -
e- 250-""
_—"_1=-
�=- -
_
Q Q
a
2
DESIGNED
DRILLED'
ALIGNMENT
O
WATER
Al
�II
SURFACE
- -
- — — — — — SANDY CLAY
N
l U N j
13
EAN CLAY <tt N 13
Y (LL) N 4
LEAN CLA N e
-
�-__-____--------- _______----
_________________--_—
I
0 12
6
0
N
N g2
N 2
N 12
I
SAND
,-�
SAND Is"
0
(SPJ
N 12
ASSUMED
C
0
ILE
1pl7 �p�1 250
SCALE, 1'ZONTAL
LE-7VERTICAL
IIH
°
PH °x
1'
-T x °x
IH °" II°n - °x —
BORING °n
--"-'-°-,
PROPOSED ACP CENTERLINE
°" °" ,H
�� oh
---=---°" — -- ®-----
4\
+ '
°x °x
o o II"
---- �`��
1 �.
RT17 B-3 150,
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
}
ENTRY POINT @ 10'
P. C. 10' SAG BEND
P. T. 10' SAG BEND P. C 8' SAG BEND
SHALL BE EXPOSED.
100'
2+57. 75, -35. 08
6+05. 05, -65. 46 22+73.19, -65. 46
25+51. 54, -46. 00 29+50, 78 10, 11
N 13381684. 57, E 3003630.
RADIUS = 2, 000'
�
N 13382425. 37, E 3006486, 91
0+00
n
10+00 20+0017ILIS
+00 40+00
n
c::,
"C
MEIGG
I
x "
�
r'I
^I
l
EXISTING GRADE
0
6C
4C
26
G
-2C
-4C
-6C
-8C
ILE
SCALE, 1'ZONTAL
LE-7VERTICAL
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS PLAN
1'
I I I
1-0
AND PULL SECTION STAGING TO
PROTECTION OF EXISTING FACILITIES
I
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
EXTEND 3,150' BEYOND HDD EXIT SCALE- 1'=200'
ENTRY POINT @ 10'
P. C. 10' SAG BEND
P. T. 10' SAG BEND P. C 8' SAG BEND
SHALL BE EXPOSED.
P. T. 8' SAG BEND EXIT POINT @ 8'
0+00,00, 10,7
2+57. 75, -35. 08
6+05. 05, -65. 46 22+73.19, -65. 46
25+51. 54, -46. 00 29+50, 78 10, 11
N 13381684. 57, E 3003630.
RADIUS = 2, 000'
J = 2, 000'
N 13382425. 37, E 3006486, 91
0+00
n
10+00 20+0017ILIS
+00 40+00
6C
4C
26
G
-2C
-4C
-6C
-8C
0+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 m R3— PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
53JL
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
PROJECT GEOTECHNICAL REPORT DATED DECEMBER 2015
FOR MORE DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT] UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
O
-20
-40
-60
-80
40+00 -20
ILE
SCALE, 1'ZONTAL
LE-7VERTICAL
-10
1'
I I I
1-0
400 200 100 0
PROTECTION OF EXISTING FACILITIES
I
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
�
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
�
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3 MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
n
^
n
o;
EXISTING GRADE BASED
EXISTING GRADE
ASSUMED
v ON SURVEY POINTS
BASED ON CONTOURS
GRADE
?
�
ti
O
WATER
11T III
SURFACE
- -
- — — — — — SANDY CLAY
N
l U N j
13
EAN CLAY <tt N 13
Y (LL) N 4
LEAN CLA N e
-
�-__-____--------- _______----
_________________--_—
0 12
6
N
N g2
N 2
N 12
SAND
SAND Is"
0. 5JL 16SAND
(SPJ
N 12
ASSUMED
N�e40
NMI
H�.il-
BOTTOM
�t
NMI
SILTY SAND (SHJ
N
NA'
OF POND
N�VH
N�1
N
N�VH
"—DL,
40'
FAT CLAY (CH)
N.�1
FAT CLAY (CHJ
NMI
FAT CLAY
<CHJ
Nm,
N -DL,
'm,
NOTE, CONTRACTOR SHALL ACTIVELY MONITOR THE
NJLle
DRILLED ALIGNMENT FOR IMPACTS THAT COULD
OCCUR AS A RESULT OF HDD OPERATIONS (i, e.
,m-
N�1
" 30
SETTLEMENT, HEAVE, AND DRILLING FLUID FLOW).
N�I
NJL,
eB-&22
CONTRACTOR'S MONITORING PROCEDURES AND
ASSOCIATED EMERGENCY RESPONSE PLANS SHALL BE
NM4
NII
"�
APPROPRIATE TO ENSURE THAT PUBLIC SAFETY IS
(sPJ
SAND
"'�4t
SAND (SP)
N�2e
SAND (SPJ
N 6
NOT COMPROMISED.
Nm3D
28
NOTE, STRATIFICATION LINES AND SUBSURFACE
Im,q
NIL.
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
CLAYEY SAND I-- NT-DL1>
"�9
VITH GRAVEL
"r�-1B
N�41
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
ELAsrrc S141uwi
N1u
SAND (sP> z 3�4e
wRDCK FRAGMENTS,
FrssuR£n Nesse
"JL90
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
MORE DETAILED SUBSURFACE INFORMATION.
DESIGNED DRILLED PROFILE
` J 20' O. D, O. 411' W. T ,
N�26
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
API 5L X-70 STEEL LINE PIPE
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
0+00
GENERAL LEGEND
S DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53 m R3— PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
SHELBY TUBE SAMPLE
53JL
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
10+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS RICHMOND, VIRGINIA. REFER TO THE
PROJECT GEOTECHNICAL REPORT DATED DECEMBER 2015
FOR MORE DETAILED SUBSURFACE INFORMATION.
2. THE LETTER 'N' TO THE LEFT OF A SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U, S. SURVEY FEET
REFERENCED TO UTM COORDINATES, ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88,
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
30+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT -OF -NAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT, UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT, UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2, EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT] UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A. 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
60
40
20
O
-20
-40
-60
-80
40+00 -20
ILE
SCALE, 1'ZONTAL
LE-7VERTICAL
-10
1'
I I I
1-0
400 200 100 0
PROTECTION OF EXISTING FACILITIES
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS,
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA.
2. POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES. ANY FACILITIES LOCATED
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
3 MODIFY DRILLING PRACTICES AND DOWNHOLE
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
EXISTING FACILITIES.
PROJECT NO.
Dominion\1508
MILE POST
AP3-079

Route 17 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
20" Route 17 Crossing
Date:
7/22/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 30' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
49
Poisson's Ratio =
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
0.3
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry SagPI
Bend PT
Exit Sag PI
Bend r PT
Exit Point
illing Mud
Ballast
Route 17 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
10.37
10.00
4
175,267
5
145.81
7
_
133.60
-14.95
9
170,568
249.91
368.02
-35.46
-35.46
10.00
1350
235.62
158,638
0
146,709
0.00
2187.56
2555.59
-35.46
33,389
2649.99
-35.46
8.00
1350
188.50
24,695
2743.47
-22.32
0
16,000
.
111111w
239.64
2980.78
11.03
8.00
Above Ground Load
0
10.37 (Graph..........
(Graph =-_____-)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
.......................................................................................................................................................................................
P. C.
P.T.
P.T. P. C.
Step 2, Drilled Path Input 4:21 PM7/27/2016

Route 17 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 239.6 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 J -
Frictional Drag = We L It cos6 = 7,820 Ib
Fluidic Drag = 12 Tr D L Cd = 4,517 Ib
Axial Segment Weight = We L sin6 = 3,663 Ib
Pulling Load on Exit Tangent = 16,000 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 24,695 Ib
Segment Angle with Horizontal, 0 = -8.0 a
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0 °
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = F 3.29 ft
j = [(E 1) / T]'/2 = 1,194
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 1.8E+05
X = (3 L) - [ (j / 2) tanh(U/2) ] = 124.65
U = (12 L) / j = 1.90
N = [(T h) - We cos6 (Y/144)] / (X / 12) 20,653 Ib
Bending Frictional Drag = 2 µ N = 12,392 Ib
Fluidic Drag = 12 Tr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin6 = 1,444 Ib
Pulling Load on Exit Sag Bend = 17,389 Ib
Total Pulling Load = 33,389 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = E2187.6 ft
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
Frictional Drag = We L µ = 72,085 Ib
Fluidic Drag = 12 Tr D L Cd = 41,235 Ib
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 1 113,319 Ib
Total Pulling Load = 146,709 Ib
Pulling Load Summary 4:21 PM 7/27/2016

Route 17 RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
In = R [1 - cos(a/2)] =
5.14
Ift
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
8.0E+05
6,929
U=(12L)/j=
6.00
ok
Bending Frictional Drag = 2 p N =
21,674
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
23,859
Ib
Total Pulling Load =
170,568
Ib
Average Tension, T = 158,638 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j=[(EI)/T]v2=I 471
X = (3 L) - [ 0 / 2) tanh(U/2) ] =I 472.55
N = [(T h) - We cos0 (Y/144)] / (X / 12) =I 36,123 Ib
Negative value indicates axial weight applied in direction of installation
I Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 145.8 Ift
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 4,732 1 Ib
Fluidic Drag = 12 n D L Cd = 2,749 I Ib
Axial Segment Weight = We L sine = -2,781 I Ib
Pulling Load on Entry Tangent = 4,699 Ib
Total Pulling Load = 175,267 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
6,929
ok
0
ok
0
ok
0.11
ok
0.02
ok
6,744
ok
0
ok
384
ok
0.11
ok
0.02
ok
6,744
ok
17,901
ok
384
ok
0.50
ok
0.21
ok
5,800
ok
17,901
ok
695
ok
0.48
ok
0.21
ok
5,800
ok
0
ok
695
ok
0.09
ok
0.02
ok
1,320
ok
0�
ok
695
ok
0.02
ok
0.01
ok
1,320
ok
17,901
ok
ok
0.41
ok
0.14
ok
633
ok
17,901
ok
496
ok
0.40
ok
0.12
ok
633
ok
0
ok
496
ok
0.01
ok
0.01
ok
0
ok
0
ok
-10I
ok
0.00
ok
0.00
ok
Pulling Load Summary 4:21 PM 7/27/2016

LLV
200
180
160
in 140
n
v 120
L
N 100
v 80
a
60
40
20
0
-200 0 200
Formation Limit Pressure (Pmax) ,
Annular Pressure (Pmin)
40
20
-- 0
c
-20
v -40
LU
-60
-80
-200 0 200
Existing Grade
HDD Profile Design
J.D.Hair&Associates, Inc.
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST
400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000
Station (ft)
400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000
Station (ft)

Elizabeth River
Supporting Information
• Plan & profile drawing presenting HDD crossing design (1 page, 11x17)
• Installation stress analysis, without buoyancy control (4 pages)
• Hydrofracture evaluation (1 page)

HORIZONTAL DRILLED LENGTH = 1, 730'
TRUE LENGTH = 1, 744'
PROPOSED TEMPORARY WORKSPACE
FOR HDD PIPE SIDE OPERATIONS
AND PULL SECTION STAGING TO ,/
EXTEND 1,950' BEYOND HDD EXIT - _.
PROPOSED TEMPORARY
PROPOSED ACP PARCEL BOUNDARY RL 17 MILITARY HIGHWAY --- SHEET PILING WORKSPACE FOR HDD
-' _ (DEPTH UNKNOWN) RIG SIDE OPERATIONS _
CENTERLINE (TYPICAL) _�- _ _
_..—. —. _. _....—. _ -- ---- -----------.----�--- %__--- — ---_ —___-- ---- _ _--
— — — —
_ _ _ r _T/WETLAND _ _ _
x x _ _ 1
- BORING\ l
J- ER B 3 �\ l
-- ---- ---------- --
I-00-1
-00'- O DESIGNED WOOD PILINGS BORING
---
/ �; 250'^� DRILLED (DEPTH UNKNOWN) J ER B-2
/ ALIGNMENT
BORING
L-27-_ ER B-1 A/ I EE -27-001-8212
OWNER / TAX MAP $
� / 0260000000150Wkl
/ TAX MAP g ELIZABETH
y � RIVER
40+00
30+00
EXIT PDINT P 8' P. T. 8' SAG BEND P. C. 8' SAG BEND P. T. 10' SAG BEND P. C. 10' SAG BEND ENTRY POINT P 10'
17+29. 90, 5 59 11+52. 67, -75. 54 8+74. 32 -95. 00 7+48. 58, -95. 00 4+01. 28, -64.62 0+00, 00, 6, 14
N 13386253 93, £ 3017487. 24 RADIUS = 2, 000' RADIUS = 2, 000' N 13386666, 76, E 3019167. 16
20+00 I 10+00 rl 0+00
PLAN
SCALE- 1'=200'
40+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53L23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
30+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
DRAFT PROJECT GEOTECHNICAL REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION,
2. THE LETTER N. TO THE LEFT OFA SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
0+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT., UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2. EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT; UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
20
0
-20
-40
-60
-80
-100
-120
PROFILE
-20
U
SCALES 1'=200' HORIZONTAL
-70
1'= 20' VERTICAL
�
I I I
M
A
400 200 100 0
PROTECTION OF EXISTING FACILITIES
U
WOT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
'-y
0
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA,
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
W
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
z
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
00
EXISTING GRADE
W
wW�
z
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
a
zo
2
O P.
a
W
BASED ON CONTOURS
Q
O
A
Vi
VI
z_
3
a
0.
ti
N 39
ASSUMED
WATER SURFACE
U
z N
o;
rovsorz a CONCRETE O
VI>H SAND (SP) 0.1
U
x
SILTY
D (SM) p
CRAVEL �' N I
0
z.,
d
A M
Ni�l4/t 0'
o
CLAYEY
SILTY
NT 3
-- -
— -
— -
-
SILTY SAND fSM)
NT 23
AVEC (GN), SAND,
aTRA
GRAVEL
NT.�ll
ATRACE GRAVEL
SANDY CLAY lCL/SC>
N 9
N B
AT IPT)
➢� 2
CLAYEY SAND
SILTY SAND (SM>
N.�23
7NT'
<SP-SC)SILTY
CLAYEYNAL4
D (SM)
FAT
AY (CH)
N�12 40CLAY(CIU
CLAYEY SAND (SC)
WOOD RAGMENTSN�2
A AV L
SANDY
LLT (MU
DR_3
NJL7
ORGANIC CLAY l(DU
0�3
N�
12
NIL
SILTY SAND fSM), NOOD
MA04ENTS, TRACE CLAY
SILTY SAND (SN)
NJLB
N -R-6
N�9
N -R26
SILTYD
(SN)
O�II
NJL16
SILTY SAND —
WW
0JL13
N�12
NJLN-ELt4
TRACE SAND'
..017D FRAp1EN
S NOTED
NII
NIPClAY
FRAGMfNTS(AND ROUTS
NI-'
N II
NJL,B
0-R-6
SILTY S
ND ($N)
SAND ( N)
'AL"LLY
NJL22
NT�12
NJL10
N.'S
SILTY SAND (SM)
NT�20
Nm12
SCLAIYGRAV£L
NTAL19
CLA
Y SILTY
D f$M)
N�12
40
N B
14
ASHfLL FRAGMENTS
AT BO -BS FT
NT�34
NMS
N�13
2JL9
N_R_13
NJL14
NT -0-24
N�13
A.T�2DEIAD
TRACE GRAVEL
NTJL2S
RED ROCK FRAGMENTS NOTED
NT-DL33
NOTE, STRATIFICATION LINES AND SUBSURFACE
MATERIAL DESCRIPTIONS SHOWN ON THIS DRAWING
DESIGNED DRILLED PROFILE
HAVE BEEN SIMPLIFIED FOR PRESENTATION PURPOSES.
20' O. D, 0. 411' W. T.
REFER TO THE PROJECT GEOTECHNICAL REPORT FOR
API 5L X-70 STEEL LINE PIPE
MORE DETAILED SUBSURFACE INFORMATION.
NOTE, PLACEMENT OF HORIZONTAL DRILLING RIG IS
NOT FIXED BY DESIGNATION OF ENTRY AND EXIT
POINTS. DRILLING RIG PLACEMENT AND/OR THE USE
OF DUAL RIGS SHALL BE AT CONTRACTOR'S OPTION.
40+00
GENERA/ LEGEND
DRILLED PATH ENTRY/EXIT POINT
GEOTECHNICAL LEGEND
® BORING LOCATION
SPLIT SPOON SAMPLE
53L23—PENETRATION RESISTANCE IN BLOWS PER FOOT
FOR A 140 POUND HAMMER FALLING 30 INCHES
PERCENTAGE OF GRAVEL BY WEIGHT FOR SAMPLES
CONTAINING GRAVEL
30+00
GEOTECHNICAL NOTES
1. GEOTECHNICAL DATA PROVIDED BY GEOSYNTEC
CONSULTANTS, RICHMOND, VIRGINIA. REFER TO THE
DRAFT PROJECT GEOTECHNICAL REPORT DATED
DECEMBER 2015 FOR MORE DETAILED SUBSURFACE
INFORMATION,
2. THE LETTER N. TO THE LEFT OFA SPLIT SPOON
SAMPLE INDICATES THAT NO GRAVEL WAS OBSERVED IN
THE SAMPLE. THE LETTERS 'NT' INDICATE THAT
GRAVEL WAS OBSERVED BUT NO GRADATION TEST WAS
PERFORMED.
3 THE GEOTECHNICAL DATA IS ONLY DESCRIPTIVE OF
THE LOCATIONS ACTUALLY SAMPLED. EXTENSION OF
THIS DATA OUTSIDE OF THE ORIGINAL BORINGS MAY
BE DONE TO CHARACTERIZE THE SOIL CONDITIONS
HOWEVER, COMPANY DOES NOT GUARANTEE THESE
CHARACTERIZATIONS TO BE ACCURATE. CONTRACTOR
MUST USE HIS OWN EXPERIENCE AND JUDGMENT IN
INTERPRETING THIS DATA.
20+00
10+00
TOPOGRAPHIC SURVEY NOTES
1. TOPOGRAPHIC SURVEY DATA PROVIDED BY GAI
CONSULTANTS, CANONSBURG, PENNSYLVANIA.
2. NORTHINGS AND EASTINGS ARE IN U.S. SURVEY FEET
REFERENCED TO UTM COORDINATES ZONE 17, NAD 83,
3. ELEVATIONS ARE IN FEET REFERENCED TO NAVD 88.
DRILLED PATH NOTES
1. DRILLED PATH STATIONING IS IN FEET BY
HORIZONTAL MEASUREMENT AND IS REFERENCED TO
CONTROL ESTABLISHED FOR THE DRILLED SEGMENT.
2. DRILLED PATH COORDINATES REFER TO CENTERLINE OF
PILOT HOLE AS OPPOSED TO TOP OF INSTALLED PIPE.
0+00
PILOT HOLE TOLERANCES
THE PILOT HOLE SHALL BE DRILLED TO THE TOLERANCES
LISTED BELOW. HOWEVER, IN ALL CASES RIGHT-OF-WAY
RESTRICTIONS AND CONCERN FOR ADJACENT FACILITIES
SHALL TAKE PRECEDENCE OVER THESE TOLERANCES.
1. ENTRY POINT., UP TO 10 FEET FORWARD OR BACK FROM
THE DESIGNED ENTRY POINT) UP TO 5 FEET RIGHT OR
LEFT OF THE DESIGNED ALIGNMENT
2. EXIT POINT, UP TO 10 FEET SHORT OR 30 FEET LONG
RELATIVE TO THE DESIGNED EXIT POINT; UP TO 5
FEET RIGHT OR LEFT OF THE DESIGNED ALIGNMENT
3. ELEVATION, UP TO 5 FEET ABOVE AND 30 FEET BELOW
THE DESIGNED PROFILE
4, ALIGNMENT, UP TO 10 FEET RIGHT OR LEFT OF THE
DESIGNED ALIGNMENT
5. CURVE RADIUS, NO LESS THAN 1,350 FEET BASED ON
A 3 -JOINT AVERAGE (RANGE 2 DRILL PIPE)
20
0
-20
-40
-60
-80
-100
-120
PROFILE
-20
U
SCALES 1'=200' HORIZONTAL
-70
1'= 20' VERTICAL
�
I I I
1-0
A
400 200 100 0
PROTECTION OF EXISTING FACILITIES
U
WOT
CONTRACTOR SHALL UNDERTAKE THE FOLLOWING STEPS
PRIOR TO COMMENCING DRILLING OPERATIONS.
'-y
0
1. CONTACT THE UTILITY LOCATION/NOTIFICATION
SERVICE FOR THE CONSTRUCTION AREA,
2, POSITIVELY LOCATE AND STAKE ALL EXISTING
UNDERGROUND FACILITIES, ANY FACILITIES LOCATED
z
WITHIN 10 FEET OF THE DESIGNED DRILLED PATH
SHALL BE EXPOSED.
00
3. MODIFY DRILLING PRACTICES AND DOWNHOLE
wW�
z
ASSEMBLIES AS NECESSARY TO PREVENT DAMAGE TO
a
zo
EXISTING FACILITIES.
O P.
a
W
Q4
U
O
h o
v
W
�
x
_u
A
U
WOT
w
'-y
0
=
a
a
W4 J
z
00
a
wW�
z
a
zo
W
O P.
a
0 U
U`
Q
O
A
Vi
VI
z_
3
a
0.
0°a
U
z N
a
U
x
d
0
z.,
d
A M
o
z
4 Y
N
z
O
v
O
A
W
Q4
PROJECT NO.
Dominion\1508
MILE POST
AP3-082
U
v
W
N o
_u
A
PROJECT NO.
Dominion\1508
MILE POST
AP3-082

Elizabeth River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Project Information
Project :
Dominion Atlantic Coast Pipeline
User :
KMN
Crossing :
20" Elizabeth River Crossing
Date :
7/22/2016
Comments:
Installation stress analysis based on worst-case drilled path per tolerances (40' longer
and 20' deeper than design with a 1,350' radius) with 12 ppg mud and no BC
Line Pipe Properties
Pipe Outside Diameter =
Wall Thickness =
Specified Minimum Yield Strength =
Young's Modulus =
Moment of Inertia =
20.000 in
0.411 in
70,000 psi
2.9E+07 psi
1213.22 in
Pipe Face Surface Area =
25.29 int
Diameter to Wall Thickness Ratio, D/t =
Poisson's Ratio =
49
0.3
Coefficient of Thermal Expansion =
Pipe Weight in Air =
Pipe Interior Volume =
Pipe Exterior Volume =
6.5E-06 in/in/°F
85.99 Ib/ft
2.01 ft3/ft
2.18 ft'/ft
HDD Installation Properties
Drilling Mud Density =
=
Ballast Density =
12.0 ppg
89.81b/ft3
62.4 Ib/ft3
Coefficient of Soil Friction =
0.30
Fluid Drag Coefficient =
0.025 psi
Ballast Weight =
Displaced Mud Weight =
125.18 Ib/ft
195.83 Ib/ft
Installation Stress Limits
Tensile Stress Limit, 90% of SMYS, Ft =
63,000 psi
For D/t <= 1,500,000/SMYS, Fb =
52,500 psi
No
For D/t > 1,500,000/SMYS and <= 3,000,000/SMYS, Fb =
44,493 psi
No
For D/t > 3,000,000/SMYS and — 300, Fb =
45,631 psi
Yes
Allowable Bending Stress, Fb =
45,631 psi
Elastic Hoop Buckling Stress, Fhe =
10,777 psi
For Fhe <= 0.55*SMYS, Critical Hoop Buckling Stress, Fhe =
10,777 psi
Yes
For Fhe > 0.55*SMYS and <= 1.6*SMYS, Fhe =
33,440 psi
No
For Fhe > 1.6*SMYS and <= 6.2*SMYS, Fhe =
11,994 psi
No
For Fhe > 6.2*SMYS, Fhe =
70,000 psi
No
Critical Hoop Buckling Stress, Fhe =
10,777 psi
Allowable Hoop Buckling Stress, Fhe/1.5 =
7,185 psi
Step 1, Property Input 7/27/2016

Entry Sag P
Bend P7
Exit Sag P
Bend Pi
Exit Point
Elizabeth River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Station
Elevation
Angle
Radius
Length
Average
Tension
Total Pull
-10.00
6.09
10.00
4
109,466
5
583.02
7
564.16
-95.15
9
90,677
680.48
-115.66
10.00
1350
235.62
80,994
Control Point
798.59
-115.66
0
71,311
yr
0.00
0.05
798.63
-115.66
71,309
893.03
-115.66
8.00
1350
188.50LGrrou7ndLoad
61,727
986.52
-102.52
0
52,145
IV
780.98
1759.90
6.17
8.00
Above
0
illing M 6.09 (Graph..........
Ballast (Graph s------)
No. Station Elevation
1
Grade
Elevation
Points
2
3
4
5
5
7
8
9
10
1
Control Point
= Cover at Control Point
Entry Point Exit Point
..................................................................................................................................................................................................
P. C.
P.T.
P.S.
Step 2, Drilled Path Input 4:27 PM7/27/2016

Elizabeth River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Pipe and Installation Properties
Based on profile design entered in 'Step 2, Drilled Path Input'.
Pipe Diameter, D = 20.000 in
Fluid Drag Coefficient, Cd = 0.025 psi
Pipe Weight, W = 86.0 Ib/ft
Ballast Weight / ft Pipe, Wb = 125.2 Ib (If Ballasted)
Coefficient of Soil Friction, µ = 0.30
Drilling Mud Displaced / ft Pipe, Wm = 195.8 Ib (If Submerged)
Above Ground Load = 0 Ib
Exit Tangent - Summary of Pulling Load Calculations
Segment Length, L = 781.0 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
Exit Angle, 6 = 8.0 J -
Frictional Drag = We L µ cos0 = 25,485 Ib
Fluidic Drag = 12 Tr D L Cd = 14,721 Ib
Axial Segment Weight = We L sin6 = 11,939 Ib
Pulling Load on Exit Tangent = 52,145 Ib
Exit Sag Bend - Summary of Pulling Load Calculations
Segment Length, L = 188.5 ft
Average Tension, T = 61,727 Ib
Segment Angle with Horizontal, 0 = -8.0 °
Radius of Curvature, R = 1,350 ft
Deflection Angle, a = -4.0
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
h = R [1 - cos(a/2)] = 3.29 ft
j = [(E 1) / T]'/2 = 755
Y = [18 (L)2] - [0)2 (1 - cosh(U/2)-'] = 3.1E+05
X = (3 L) - [ (j / 2) tanh(U/2)
U = (12 L) / j = 3.00
N = [(T h) - We cosh (Y/144)] / (X / 12) 23,611 Ib
Bending Frictional Drag = 2 p N = 14,167 Ib
Fluidic Drag = 12 Tr D L Cd = 3,553 Ib
Axial Segment Weight = We L sin6 = 1,444 Ib
Pulling Load on Exit Sag Bend = 19,164 Ib
Total Pulling Load = 71,309 Ib
Bottom Tangent - Summary of Pulling Load Calculations
Segment Length, L = 0.0 ft
Effective Weight, We = W + Wb - Wm = -109.8 Ib/ft
Frictional Drag = We L µ =Olb
Fluidic Drag = 12 Tr D L Cd = 0lb
Fluidic drag is calculated as zero unless entire segment is submerged in drilling fluid.
Please reference Step 2, Drilled Path Input
Axial Segment Weight = We L sing =Olb
Pulling Load on Bottom Tangent = 2 lb
Total Pulling Load = 71,311 Ib
Pulling Load Summary 4:27 PM 7/27/2016

Elizabeth River RO Installation Stress Analysis (worst-case).xlsm
J:\Dominion\1508 - Atlantic Coast\Working\Stress Analysis\
Entry Saq Bend - Summary of Pulling Load Calculations
Segment Length, L = 235.6 ft
Segment Angle with Horizontal, 0 = 10.0 °
Deflection Angle, a = 5.0 °
h = R [1 - cos(a/2)] =
5.14
ft
Y = [18 (L)2] - [0)2 (1 - cosh (U/2)-1] =
6.7E+05
4,328
U=(12L)/j=
4.29
ok
Bending Frictional Drag = 2 p N =
17,180
I Ib
Fluidic Drag = 12 n D L Cd =
4,441
I Ib
Axial Segment Weight = We L sine =
-2,256
I Ib
Pulling Load on Entry Sag Bend =
19,366
Ib
Total Pulling Load =
90,677
Ib
Average Tension, T = 80,994 Ib
Radius of Curvature, R = 1,350 ft
Effective Weight, We = W + Wb - Wm = 109.8 Ib/ft
j = [(E 1) / T] 1/2 = 659
X = (3 L) - [ 0 / 2) tanh(U/2) ] = 386.23
N = [(T h) - We cos0 (Y/144)] / (X / 12) = 28,633 Ib
Negative value indicates axial weight applied in direction of installation
[ Entry Tangent - Summary of Pulling Load Calculations [
Segment Length, L = 583.0 ft
Entry Angle, 0 = 10.0 °
Frictional Drag = We L µ cos0 = 18,920 l lb
Fluidic Drag = 12 n D L Cd = 10,990 I Ib
Axial Segment Weight= We L sine = -11,120 I Ib
Pulling Load on Entry Tangent = 18,789 Ib
Total Pulling Load = 109,466 Ib
Effective Weight, We = W + Wb - Wm =I -109.8 I Ib/ft
Negative value indicates axial weight applied in direction of installation
I Summary of Calculated Stress vs. Allowable Stress I
Entry Poini
PC
PT
PC
PT
Exit Poini
Tensile Stress
Bending Stress
External Hoop
Stress
Combined Tensile
&Bending
Combined Tensile,
Bending & Ext.
Hoop
4,328
ok
0
ok
0
ok
0.07
ok
0.01
ok
3,585
ok
0
ok
1535
ok
0.06
ok
0.05
ok
3,585
ok
17,901
ok
1535
ok
0.45
ok
0.23
ok
2,819
ok
17,901
ok
1846
ok
0.44
ok
0.25
ok
2,819
ok
0
ok
1846
ok
0.04
ok
0.07
ok
2,819
ok
0�
ok
1846
ok
0.04
ok
0.07
ok
2,819
ok
17,901
ok
1846
ok
0.44
ok
—0:25
ok
2,062
ok
17,901
ok
1647
ok
0.43
ok
0.22
ok
2,062
ok
0
ok
16471
ok
0.03
ok
0.061
ok
0
ok
0
ok
-1I
ok
0.00
ok
0.00
ok
Pulling Load Summary 4:27 PM 7/27/2016

320
280
240
0- 200
v 160
D
V)
0
v 120
a
.f
40
0
Note: The Formation Limit Pressure (Pmax) does not incorporate a factor of safety
EAST WEST
-100 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Formation Limit Pressure (Pmax) Station (ft)
Annular Pressure (Pmin)
20
0
-20
o -40
o -60
-80
LU -100
-120
-100 0 100 200 300
Existing Grade
HDD Profile Design
J.D.Hair&Associates, Inc.
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Station (ft)