HomeMy WebLinkAbout1.1 Application Part 2Safety Plan
Reclamation Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
2.0 Responsibilities 1
2.1 EnCana 1
2.2 Contractor 1
2.3 Construction Inspector 1
3.0 Health and Safety Requirements 2
3.1 Safety Training 2
3.2 General Requirements 2
3.3 Working Hours 3
3.4 Incident Reporting 3
3.5 Mechanical Damage to Underground Facilities 3
LIST OF ATTACHMENTS
Attachment 1—Emergency Response Plan
Piceance Gathering Pipeline Project
March 2006
Safely Plan
1.0 INTRODUCTION
This Safety Plan (plan) identifies measures to be taken by EnCana Oil and Gas (USA) Inc.
(EnCana) and its contractors (Contractor) to minimize hazards to persons working on and
visiting the project and to comply with all applicable safety requirements and regulations.
Measures identified in this plan apply to work within the project area defined as the right-of-way,
access roads, temporary use areas, and other areas used during construction of the project.
EnCana and Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating construction on the project.
1.1 Purpose
The purpose of this plan is to describe safety standards and practices that will be implemented to
minimize health and safety concerns related to construction of the project.
2.0 RESPONSIBILITIES
2.1 EnCana
EnCana will comply and ensure compliance by it employees, suppliers, and visitors with all
applicable occupational safety and health laws and regulations. EnCana will observe and monitor
the Contractor's practices and procedures and will inform the Contractor of violations to the
afore -mentioned regulations. If EnCana becomes aware of a violation that presents immediate
danger to human life or property, EnCana will order an immediate stoppage of work until unsafe
conditions or practices are corrected.
EnCana is responsible for complying with its Emergency Response Plan (ERP), which describes
the functional roles and accountabilities for life safety, property damage, and environmental
response. The ERP also describes the communication and notification protocols to engage
support, based on the nature and complexity of the emergency. The ERP is attached as
Attachment 1.
2.2 Contractor
The Contractor has the prime responsibility for the safe construction of the pipeline and
associated facilities. The Contractor has the responsibility to provide EnCana with its
comprehensive safety plan, which shall, at a minimum, comply with all regulatory and state-of-
the-art industry safety practices. The Contractor is responsible for providing safety orientation to
all Contractor personnel.
2.3 Construction Inspector
EnCana's Construction Inspectors shall not be responsible for ensuring a safe, incident -free
project or for ensuring Contractor compliance with its safety plan or any other regulatory
Piceance Gathering Pipeline Project
March 2006
Safety Plan
requirements regarding safety. However, it is the Construction Inspector's responsibility to be an
attentive, willing, and proactive monitor and observer of the Contractor's work practices and to
record and report all seemingly unsafe work practices.
3.0 HEALTH AND SAFETY REQUIREMENTS
3.1 Safety Training
Prior to initiating construction activities, EnCana will arrange a meeting between the Contractor
and EnCana's Construction Inspection Staff to discuss safety aspects of the work, safety hazards
particular to the work site, and to outline safety responsibility and authority of EnCana and
Contractor personnel.
During construction of the project, it will be the responsibility of the Contractor to train workers
and keep them up-to-date regarding safety matters. The Contractor will provide pre -job
orientation to all workers engaged on the project and ensure all workers are competent to
perform any job requested. The Contractor will also make all of its workers available for any
required EnCana orientation or safety training.
3.2 General Requirements
The Contractor will ensure that the following measures are implemented:
• Adhere to procedures presented in the Contractor's approved safety plan and to applicable
federal, state, and local statutory requirements.
• Report all accidents and injuries to the Construction Inspector.
• Remedy any unsafe conditions or situations as requested by the Construction Inspector.
• Work safely so other employees are not placed at risk.
• Use specified and required personal safety equipment in performance of all duties.
• Maintain all construction sites in a sanitary condition.
• Cease normal pipeline construction activities, except hydrostatic testing activities, by sunset.
• Provide fugitive dust control in accordance with federal, state, or local requirements. Refer to
the Fugitive Dust Control Plan.
• Ensure that equipment is properly maintained to reduce emissions and comply with federal,
state, and local air quality emission standards and regulations.
• Prohibit firearms, hunting, alcohol, and drugs on EnCana property, the construction right-of-
way, temporary use areas, access roads, and off -right-of-way project facilities.
2 Piceance Gathering Pipeline Project
March 2006
Safety Plan
• Ensure, when radiographic equipment is to be used, that the area is clear and that all
personnel are at a safe distance from the radiation source. Radiation warning signs will be
placed at the edges of the safe area.
• Heed all OSHA, federal, state, and local trenching regulations, and implement measures to
ensure the safety of workers working in the trench by using sheet piling, sloping, etc.
• Comply with all federal, state, county and local fire regulations pertaining to the prevention
of uncontrolled fires. Refer to the Fire Prevention and Suppression Plan for additional
information.
• Ensure that all hazardous and potentially hazardous materials are transported, stored, and
handled in accordance with all applicable legislation. Refer to the Hazardous Materials
Management and Spill Prevention, Containment and Countermeasure Plan for additional
information.
• Implement safety precautions during static testing as described in the Strength Testing Plan.
• Comply with requirements in the Transportation Management Plan where personnel or
equipment are working at or near road crossings.
3.3 Working Hours
With the exception of strength testing, working hours will generally be from sunrise to sunset
Monday through Saturday.
3.4 Incident Reporting
All injuries, fires, and accidents will be recorded and reported to EnCana and the required
regulatory agencies within the required time frames.
3.5 Mechanical Damage to Underground Facilities
The Contractor will give adequate advance notification of all work that will be performed within
existing pipeline easements, rights-of-way, or property so that site preparation and supervision
can be provided. Before commencing any excavation, the Contractor will receive authorization
to proceed from EnCana's Construction Inspector.
The Contractor will utilize the "One Call" system to locate and stake the centerline and limits of
all underground facilities in the area of proposed excavation. The Contractor will provide 48-
hour notification to the owner/operator of and foreign pipeline prior to performing any work
within 10 feet of buried or aboveground pressurized gas piping. Machine excavation will not be
performed closer than 5 feet from any existing pipeline encountered in the right-of-way unless
authorized by the pipeline owners/operators. At a minimum, the ditch will be excavated to allow
24 inches of clearance (unless otherwise specified by the foreign pipeline owner/operators)
between EnCana pipelines and other pipelines or underground facilities.
Piceance Gathering Pipeline Project 3
March 2006
Safety Plan—Attachment
ATTACHMENT 1 -EMERGENCY RESPONSE PLAN
Piceance Gathering Pipeline Project 1
March 2006
EMERGENCY
RESPONSE PLAN
U.S. Rockies Region
July 2005
ENCANA..
EnCana Oil & Gas (USA) Inc.
USA REGION DATE LAST REVISED: 2004 -Jan -21
EMERGENCY RESPONSE PLAN
TABLE OF CONTENTS
creator:
Date Approved:
EHS, Denver
2002 -May -15
Emergency Preparedness Guidelines
Section
USA Region Emergency Response Plan
USA Region Emergency Response Plan
Region Emergency Manager (REM)/ Region Emergency Management Team (REMT)
Field Emergency Manager (FEM)
Emergency Coordination Officer (ECO)
On -Site Commander (OSC)
Tactical Support Team
Environment, Health and Safety Support
DOT
Building Security Plan
Area Notification Charts
(See Section Table of Contents)
Site Safety/Evacuation Plan
Site Safety and Evacuation Plan Template
Forms & Attachments
• 24 -Hour Emergency Call Centers
• Bomb Threat Checklist
• Emergency Call Template
• ERP Quick Reference Guide
• Incident Assessment Checklist
• Risk Matrix/Assessment Worksheet
• Time and Event Log
TOc.00C
ENCANA_
EnCana Oil & Gas (USA) Inc.
Page 1 of 1
USA REGION
; DATE [AST REVISED; 2004 -Jan -21
EMERGENCY RESPONSE PLAN
creator: EHS, Denver
Date Approved; 2002 -May -15
GENERAL APPLICATION
Emergency Response is made up of two elements: 1) a response to the emergency and
2) a notification to acquire the necessary support. These two elements are typically
described in emergency response plans and are designed to effectively provide life
safety, protect property, minimize risk to the environment, and manage impacts on
corporate image and reputation.
This plan, Emergency Response Plan (ERP), covers the expectations, protocols, roles,
and responsibilities to support site-specific emergency response plans. It is an
expectation that site-specific plans are in place as required by regulation for pipelines,
compressor, battery, and plant facilities. Site-specific plans for facilities on a smaller
scale than those described above will be assessed on an as required basis with
Operations and EHS.
EMERGENCY LEVEL ASSESSMENT
An emergency is an unexpected or unplanned event that demands immediate attention
and has or could result in harm to people, damage to property or the environment, loss
of process, or negative impact on corporate image and reputation. Emergencies are
defined in three levels that are universally recognized terms and familiar to most
response participants.
Level 1
There is no potential danger to outside company property or right-of-way, no threat to
the public, and Company personnel can handle the situation. Notification to the
Supervisors and other authorities should be timely.
Examples of Level 1 emergencies include:
An oil or saltwater spill of any magnitude that is confined to the lease and does not
flow onto private, state or federal property, or enter a stream, river, pond, dry
drainage.
- An employee or contractor injury accident (either industrial or vehicular) resulting in
minor injury that may require medical attention, but does not require hospitalization.
- Minor property damage that does not compromise the safe operation of vehicles or
equipment.
- A small natural gas release which can be contained by manual valve closure or
flaring.
- Small brush or structure fire.
RGNFLAN UGC Page 1 of 8
ENCANA..
USA REGION
DATE LAST REVISED: 2004 -Jan -21
EMERGENCY RESPONSE PLAN
Creator: EHS, Denver
Date Approved: 2002 -May -15
Level 2
The potential exists for the emergency to extend beyond Company property. Therefore,
outside municipal services and the state regulatory agencies may need to be alerted
and kept informed of the situation. immediate notification to the supervisor is
mandatory.
Examples of Level 2 emergencies include:
- An oil or saltwater spill of any magnitude that leaves the lease and flows onto
private, state or federal property, or that may enter a stream, river, pond, or dry
drainage.
- An employee or contractor injury accident (either industrial or vehicular) resulting in
hospitalization.
Property damage resulting from fires, explosions, impact, or contacts that exceeds
the safety threshold of the equipment or the structure.
- Leak in a high-pressure natural gas pipeline that cannot be controlled by a manual
valve closure, but that does not represent an immediate danger to persons in the
area.
Severe thunderstorm warning issued by the National Weather Service for an area
where operating personnel are present.
Level 3
Safe operating control has been lost, or a fatality has occurred, or public safety is
jeopardized, or there is a significant and ongoing environmental impact.
Examples of Level 3 emergencies include:
- An oil or saltwater spill of any magnitude that enters a watercourse and threatens
the intake of a municipal or private water supply.
- Any leak or spill (controlled or uncontrolled) that causes the evacuation of nearby
residences, buildings or facilities, or causes significant environment damage.
A fire, explosion, impact, or contact resulting in the destruction of company property,
injury to the general public and/or damage to private or public structures.
An employee or contractor injury accident (either industrial or vehicular) resulting in
a fatality.
- Uncontrolled flow of flammable natural gas mixtures.
- Rupture of a natural gas pipeline.
- Report of a bomb threat.
- Tornado warning issued by the National Weather Service for an area where
operating personnel are present.
The decision to reclassify the emergency level will be made by the On -Site Commander
or a senior company representative. Emergency situations will be called down in
consultation with the Field Emergency Manager, Emergency Coordination Officer and
government agencies, as required.
RGNPLAN.000
E1v,� ���.
Encana Oil & Gas IUSAI Inc.
Page 2 of 8
USA REGION
-- 'DATE LAST REVISED: 2004 -Jan -21
EMERGENCY RESPONSE PLAN
creator: EHS, Denver
Date Approved; 2002 -May -15
RISK ASSESSMENT
As company employee(s) or designated representative(s) first on the site, you are
empowered to make an assessment of the level of risk. ONLY if life safety is assured,
can immediate actions be taken to gain control, shut down, isolate, depressurize or
contain the event in an effort to minimize the overall impact. The Company sponsors
tools to assist in the risk assessment:
Basic risk questions you ask yourself before acting:
1. What could go wrong?
2. What is the impact on my values?
3. What is the impact on the Company's values?
4. What can I do about it?
Risk Assessment Matrix
This tool identifies the company's core value areas and enables the assessment of the
impact of the event, the likelihood and probability of the event escalating, and the
recommended actions to control the risks. See copy of Risk Matrix included in the back
pocket of this manual.
ReN%.AN.DOC
ENCANA.
EriCana Oil & Gas (USA) Inc.
Page 3 of 8
USA REGION
DATE LAST REVISED: 2004 -Jan -21
Functional Roles
EMERGENCY RESPONSE PLAN
Creator: EHS, Denver
Date Approved: 2002 -May -15
FUNCTIONAL ROLES OF THE EMERGENCY RESPONSE PLAN
There are seven functional roles involved in an emergency response, commonly
referred to as an Incident Command Structure. The nature and emergency level of the
event determine the involvement of these functional roles as illustrated in the table.
Emergency Level
3 2 1
Functional Roles
1)
On -Site Commander (most senior Company employee or Company
representative on the scene)
2)
Emergency Coordination Officer (typically the area supervisor or the person
first contacted by the on site commander or deputy on-site commander)
3)
Tactical Support Team (typically available operators and other competent
personnel in close enough proximity to the emergency area to be of assistance)
4)
EHS Support (Primary EHS contacts for each Business Unit and Sub Business
Unit as Identified on the respective field notification charts)
5)
Field Emergency Manager (typically the Sub Business Lead, their designate
or the person first contacted by the emergency coordination officer)
6)
Region Emergency Manager (Business Unit Leader and other necessary
EHS, Business Services as required)
7)
Region Emergency Management Team (Business Unit Leaders, EHS, Human
Resources, Legal and other necessary Business Services)
NOTIFICATION OF NEXT-OF-KIN
— At least two people should make the notification in person, not through an
intermediary.
— Check with the local or state police before notification is attempted, as they have
specialized departments who will also be attempting that function.
— Representatives conducting the notification should not have any time pressures, so
they are available to support the next-of-kin.
— Present only the facts; do not speculate. Do not discuss personal views of liability or
fault. Be prepared to listen to what people are trying to say and allow the next-of-kin
to vent their emotions.
Offer assistance; document key issues and concerns. Do not make promises that
cannot be kept. Follow up on relatives' requests.
— Document the details of anyone who appears to be having trouble coping with the
incident so that helshe can be given prompt psychological support.
RGNPIAN.DOC
ENCANA.
Page 4 of 8
USA REGION, -
:DATE LAST REVISED:: 2004 -Jan -21.
EMERGENCY RESPONSE PLAN
creator. EHS, Denver
Date Approved: 2002 -May -15
— Do not leave the next of kin alone. Offer to contact a neighbor, friend, relative,
minister, doctor or counsellor.
— Leave your name and telephone number with family members.
— Ensure the next-of-kin are protected from media harassment as required.
— If a contractor's employees are involved, a senior official of that company should be
called to begin their notification process. A communication link should be
maintained between the contractor and the Company until all notification issues are
addressed.
NEWS MEDIA
It is important to develop and maintain a good working relationship with the news media
from the outset of any emergency. The way that both field and corporate personnel
interface with reporters will affect the public perception of the company and the
effectiveness of our response. The news media have a responsibility to report on the
incident. We have a responsibility to provide accurate information in a timely,
consistent, and professional manner.
Sometimes the particulars of the incident are not known. Until the facts are clear,
answers to media queries should be as follows:
"On (date) / at (time) there has been a (what) at (where) that involved company
(facilities, employees, equipment). "A complete statement will be issued by
the Company as soon as the facts have been determined; until then no further
information is available."
Until Media Relations has been engaged, the Emergency Coordination Officer will deal
with media inquiries.
Under no circumstances will the name of any accident victim be released to the public
before the next-of-kin are notified.
When the facts become known, a Senior Company employee will, in conjunction with
Media Relations, prepare a statement for release to the news media, if appropriate.
Media Management - Do's
— Exhibit a professional, co-operative but firm attitude and remain low-key at all
times.
RGNPIAN.DOC
ENCANA..
EnCana Gil & Gas (USA) Inc.
Page 5 of 8
USA REGION
DATE LAST REVISED: 2004 -Jan -21
EMERGENCY RESPONSE PLAN
Creator. EHS, Denver
Date Approved: 2002 -May -15
— Know the location and telephone numbers of company spokespersons.
— Know the whereabouts of all media in your party at all times.
— Offer to follow up requests for information about the incident, rather than answer
questions yourself.
Media Management - Don'ts
— Don't try to please photographers by allowing unauthorized photo opportunities.
— Don't allow media in "No go" areas. If they insist, request back up.
— Don't feel compelled to answer questions. You are not a spokesperson. "I don't
know" is a good answer.
— Don't get into a confrontation with the media. It may become the story.
— Remember - Any statements made by Company employees' and/ or contractors
that may in any way deal with root cause, fault or liability have the potential to
negatively impact the corporate reputation.
Interview Tips
— Look directly at the reporter as you answer the question. When you finish an
answer and the reporter doesn't speak — wait and don't continue speaking to
break the silence.
— Control the pace of your answer; speak calmly and deliberately. Keep it simple!
Avoid using industry jargon or technical terms.
— Express concern for individuals affected by the mishap. State that your company
is striving to rectify the situation as quickly as possible, and that you are diligently
following a plan.
— Listen to the question. Ask to have it repeated if necessary. Don't speculate as
to the cause. "It's too early to tell but an investigation will determine the cause of
the accident".
If you don't know, say so. Offer to find out and provide the answer later.
— Anything you say to a reporter at any time may be reported. Never offer to
comment "off the record". Remember you are still "on the record", even after the
camera has been turned off.
— Don't speak or comment for or speculate about other parties.
— Document reporter's name, organization, phone, and fax numbers.
RGNPLAN.DOC
E1v�.
Fnfana MI R. Am IIISAI Inr
Page 6 of 8
USA REGION
- DATE LAST REVISED: 2004 -Jan -21
EMERGENCY RESPONSE PLAN
creator: EHS, Denver
Date Approved: 2002 -May -15
INVESTIGATION AND WORK RESUMPTION
Following an accident where a serious injury or fatality has occurred, government
agencies will investigate. When possible, write down the name, company, and
telephone number of every person on location at the time of the incident. Their
information could be valuable during the investigation.
All government investigators should be asked to present their credentials upon arrival at
the accident scene and, upon verification, are to be afforded full cooperation. Answer
the regulatory agency questions but do not speculate on any answers.
The EHS Regional Support will coordinate internal investigations and follow-up written
reports to any agency with the assistance of the Field Emergency Manager and Legal
Counsel.
The Emergency Coordination Officer shall ensure that all evidence is preserved in its
original state. Do not allow removal of any equipment (evidence) that was on site at the
time of the incident. If, due to some unusual circumstance, an item of evidence must be
removed, do not allow it to be altered or destroyed and document its handling and
whereabouts.
Work at the scene must not resume until permission has been obtained from the local,
state and/or federal regulatory agencies. In some cases, work shall not resume until
Loss Control/ Insurance (insurance adjusters) has visited the site. The Emergency
Coordination Officer and EHS Regional Support shall be responsible for obtaining that
permission.
EnCana utilizes the Incident Investigation Report Form and the Time and Event Log
Form to capture all aspects of the incident. The Time and Event Log and Incident
Investigation Report Form should be provided to the EHS Business Unit representative.
These forms are included in the front and back covers of the ERP manual.
REGULATORY REPORTING REQUIREMENTS
Business Unit EHS support will ensure that the regulatory agencies are notified
appropriate to the nature of the emergency.
An accident that is fatal to one or more employees or causes the hospitalization of three
or more employees shall be reported by the Business Unit EHS support to the nearest
OSHA Area Office either orally or in writing within 8 -hours of occurrence.
RGNPLAN.DOC
ENCANA.
EnWana 0i18 Gas (USA) Inc.
Page 7 of 8
USA REGION DATE LAST REVISED: 2004 -Jan -21
EMERGENCY RESPONSE PLAN
Creator. EHS, Denver
Date Approved: 2002 -May -15
If the accident involves a contractor's employee, verbal or written notification to OSHA
must be made within the required 8 -hour time frame. The Business Unit EHS support
ensures that appropriate OSHA reporting has taken place.
EMERGENCY TIME and EVENT LOG
The response to emergencies can be a hectic and stressful experience. One method to
reduce the anxiety is to immediately begin a time and event log. The log is simple form
used to document incident facts, communications, discussion details/ times and
decisions made. A completed action log is very valuable information to recollect the
chronological order of events for causal investigations, inquiries or any continuous
improvement reviews.
CHANGE MANAGEMENT
Maintaining accurate emergency response information is the responsibility of all staff.
Any misrepresentation of contact names or contact numbers or changes should be
promptly brought to the attention of the Business Unit EHS Support.
Changes to Emergency Response Plan
The annual update will be used to modify the ERP with respect to:
• Personnel.
• Telephone numbers.
• Resident lists (if any).
• Health considerations.
• Assistance requirements.
• Road systems and evacuation routes.
• Other area facilities, pipelines and facility operations.
• Agency/regulation changes.
• Debriefing results after drills or actual emergencies.
• Evaluations of recommendations of company or contract personnel, or agency
representatives.
RGNPLAN.DOC
ENCANA.
FnCana ail R Gas II ISA1 Inc.
Page 8 of 8
Soil Conservation, Sedimentation,
and
Erosion Control Plan
Soil Conservation, Sedimentation, and Erosion Control Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
1.2 Goals and Objectives 1
2.0 Responsibilities 1
2.1 EnCana 1
2.2 Contractor 2
3.0 Soil Conservation Measures 2
3.1 Clearing 2
3.2 Topsoil Conservation 2
3.3 Restoration 3
4.0 Erosion and Sediment Control Measures 3
4.1 Sediment Barriers 4
4.1.1 General Requirements 5
4.1.2 Straw Bales 5
4.1.3 Silt Fences 6
4.2 Waterbars 6
4.3 Trench Breakers 7
4.4 Trench Dewatering 8
4.5 Mulching 8
4.5.1 Straw Mulch 9
4.5.2 Rock and Other Vegetative Debris Mulch 9
4.5.3 Erosion Control Matting 9
5.0 Monitoring and Maintenance 10
5.1 Construction 10
5.2 Post -Construction 11
LIST OF ATTACHMENTS
Attachment 1—Typical Construction Details
Attachment 2—Erosion Control Checklist
Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
1.0 INTRODUCTION
This Soil Conservation, Sedimentation, and Erosion Control Plan (plan) describes measures to be
taken by EnCana Oil and Gas (USA) Inc. (EnCana) and its contractors (Contractor) to salvage
topsoil and minimize erosion during construction, operation, and maintenance of the project.
Measures identified in this plan apply to work within the defined project right-of-way, access
roads, temporary use areas, and other areas used during construction of the project.
EnCana and Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating construction on the project.
1.1 Purpose
The purpose of this plan is to describe prescribed methods to protect topsoil; control and
minimize soil erosion and resulting sedimentation; encourage revegetation, restoration, and
stabilization of disturbed soils on the project; and to protect the pipeline from erosion during and
after pipeline construction and restoration. This plan was developed as the implementing
document for relevant mitigation measures contained in the Environmental Assessment.
1.2 Goals and Objectives
Short-term objectives of this plan are to conserve and protect topsoil, to control erosion and
sedimentation, to protect water quality and aquatic resources, to encourage reclamation success
and to minimize impacts to adjacent land uses and ecological resources. Properly executed
construction practices, and ongoing evaluation by EnCana and Contractor personnel, will ensure
the continued functioning of erosion and sediment control measures.
Long-term objectives include control of erosion and sedimentation, as well as restoration of
topography, water resources, soils, and vegetation to a condition similar to that which existed
prior to disturbance. Monitoring activities during the construction, operations, and maintenance
phases will evaluate the success of the erosion control and revegetation efforts. The Reclamation
Plan provides erosion and revegetation post -construction monitoring and maintenance
procedures following completion of the project. In addition, as described in the Plan of
Development, a long-term monitoring program over the life of the pipeline will occur as part of
EnCana's pipeline operations activities to ensure that right-of-way stabilization and revegetation
is successfully achieved.
2.0 RESPONSIBILITIES
2.1 EnCana
EnCana will be responsible for ensuring that the Contractor meets the standards defined in this
plan to retain topsoil where required and to install and maintain sediment and erosion control
measures. Additionally, EnCana will be responsible for meeting the long-term restoration and
soil stabilization standards after the project is completed.
Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
2.2 Contractor
The Contractor will be responsible for conducting grading and topsoil separation activities,
installing and maintaining temporary and permanent erosion control measures, and restoring
original contours on the right-of-way. The Contractor is responsible for monitoring the
effectiveness of the installed devices and correcting any conditions that do not meet the
specifications of this plan. EnCana's Environmental and Construction Inspectors will ensure that
the Contractor properly installs and maintains erosion control measures.
Installation of most erosion control devices will be performed during the construction phase.
Erosion control measures implemented during construction may include waterbars, trench
breakers, silt fence sediment barriers, and straw bale sediment barriers. Permanent erosion
control measures implemented during restoration may include seedbed preparation, seeding,
waterbars, trench breakers, permanent mulching, erosion control matting, silt fence sediment
barriers, and straw bale sediment barriers.
3.0 SOIL CONSERVATION MEASURES
3.1 Clearing
Vegetation will be cleared and the construction right-of-way graded to provide for safe and
efficient operation of construction equipment and inspection vehicles, and to provide space for
the storage of subsoil and topsoil. Construction activity and ground disturbance will be limited to
approved, staked areas.
Clearing requirements are discussed in detail in Section 3.2 of the Plan of Development.
3.2 Topsoil Conservation
Topsoiling requirements are defined in Section 3.2 of the Plan of Development. Topsoil will be
salvaged where required by the BLM and fee -landowners and protected along most of the
pipeline route to facilitate revegetation of the right-of-way after construction is complete.
Topsoil will be segregated using one of the following methods: from either the full -work area
(full -right-of-way method), from the trenchline only (trenchline only method), or from the
trenchline and working side (trench and working side method). On any lands requiring grading,
the topsoil will be stripped from the entire portion of the right-of-way that requires grading.
On BLM lands administered by the WRFO, all available topsoil up to a depth of 6 inches will be
removed from the trenchline only. On any lands requiring grading, the topsoil will be stripped
from the entire portion of the right-of-way that requires grading.
On fee -lands, topsoil will generally be stripped up to a depth of 6 inches from the trenchline;
however, at the fee -landowner's request, more than 6 inches of topsoil may be salvaged and/or
topsoil will be salvaged across the full -width of the right-of-way or a portion thereof. On any
lands requiring grading, the topsoil will be stripped from the entire portion of the right-of-way
that requires grading. Up to 12 inches of topsoil will be stripped across the full -width of the
right-of-way in irrigated agricultural lands. Fee -landowner requirements are listed in the Fee -
2 Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
Lands Line List included as Attachment 2 of the Plan of Development.
Topsoil will be stockpiled separate from subsoil and will not be used to pad the trench or
construct trench breakers. Dry drainages or washes that cross the right-of-way will not be
blocked with topsoil or subsoil piles. Topsoil and subsoil will be placed on the banks of the
drainage. Gaps will be left periodically in the topsoil and subsoil windowed to avoid ponding and
excess diversion of natural runoff during storm events.
3.3 Restoration
After the final installation of the pipeline, all disturbed portions of the construction workspace
(including the right-of-way, travel lane, and temporary use areas) will be returned to pre -
construction grades and contours. Topsoil will then be replaced over the right-of-way from the
approximate area in which it was stripped.
Revegetation will be the primary method to stabilize soils and ensure permanent erosion control
over the long term. Revegetation techniques, including decompaction and seeding are presented
in detail in the Reclamation Plan. Every effort will be made to complete final cleanup and
installation of permanent erosion control measures within 30 days after final backfilling is
completed.
Permanent waterbars and/or sediment barriers (e.g., certified weed -free straw bales and/or silt
fences) will be installed across the right-of-way upslope of dry drainages, waterbodies, and
wetlands. Straw mulch will be required for stabilization for dry drainage and waterbody
streambanks with over 30 percent slope and other areas as directed by the BLM Authorized
Officer or field representative. The mulch will extend up the banks 100 feet or until the slope is
less than 30 percent, whichever is less. Erosion control matting will be required for stabilizing
dry drainage and waterbody streambanks with over 40 percent slope and other areas as directed
by the BLM Authorized Officer or field representative. The matting will extend up the banks 100
feet or until the slope is less than 40 percent, whichever is less. Additional details relevant to
waterbody and wetland restoration are discussed in the Waterbody Crossing and Wetland
Protection Plan and the Reclamation Plan.
4.0 EROSION AND SEDIMENT CONTROL MEASURES
The following general environmental protection measures will be implemented to minimize
environmental impacts during construction and operation of the project.
• Install temporary erosion and sediment control devices immediately after initial soil
disturbance and will be maintained throughout construction and restoration, as necessary,
until replaced by permanent erosion control measures.
• Limit disturbance during construction to the minimum necessary to efficiently complete
construction activities.
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Soil Conservation, Sedimentation, and Erosion Control Plan
• Cease all activities on BLM roads when road surfaces become saturated to a depth of three
inches.
• Prohibit mud blading of BLM roads. Vehicles may be towed through the mud provided they
stay within the original roadway and do not cause rutting greater than three inches.
• Complete construction, cleanup, and reclamation as quickly as possible to keep the time
period between grading, trench excavation, backfilling, and final restoration/reclamation to a
minimum.
• Minimize cut and fills to reduce the amount of exposed slopes.
Temporary and permanent erosion control measures will be installed to control erosion and
transport of sediment. Erosion and sediment controls will be used and maintained during all
phases of construction. Selection of appropriate erosion controls will be selected based on soil
properties, steepness of the slope, and anticipated surface flow or runoff. Erosion control
measures will include sediment barriers, waterbars, erosion control fabric, and vegetative and
rock mulch.
Temporary control measures will effectively reduce erosion and sedimentation to sensitive
resources during construction. These temporary erosion control measures will be installed
concurrently with construction earthwork and will be maintained throughout the course of
construction. When necessary, these measures may be left in place along with permanent
measures during the post construction period until effective revegetation has been reestablished.
Sediment barriers and waterbars (as described below) will be the primary measures for
temporary erosion control used on the project.
Interim erosion control measures will temporarily stabilize portions of the disturbed construction
area near sensitive resources if construction is delayed for significant periods following
disturbance.
Permanent erosion control measures will minimize erosion and sedimentation after construction
until revegetation efforts have effectively stabilized the construction area. Installation of
permanent erosion control measures should be performed within 30 days following backfilling of
the trench.
In general, temporary erosion control measures will be removed after permanent erosion control
measures have been installed.
The following sections review materials, installation requirements, and performance criteria for
temporary and permanent erosion and sediment control measures.
4.1 Sediment Barriers
Sediment balTiers are temporary sediment barriers designed to slow down water flow and to
4 Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
intercept suspended sediment conveyed by sheet flow, while allowing runoff to continue down
gradient. These barriers are used to prevent sediment delivery off of the construction area as well
as to divert water off the construction area. Sediment barriers may include silt fence, straw bales,
excelsior logs, or sandbags.
Sediment barriers are typically installed at the base of slopes at road crossings and wetlands and
waterbodies; slopes adjacent to wetlands or waterbodies; and around topsoil or subsoil stockpiles
at wetlands or flowing waterbodies. Sediment barriers may be installed at the edge of the
workspace in culturally or biologically sensitive areas. Sediment barriers will be installed
immediately after initial ground disturbance.
The requirement to install a sediment barrier is dependent on the slope angle (when a hillside
slopes in multiple directions, the slopes can off -set each other and reduce the need for sediment
barriers), slope length and soil type (texture and coarse fragment content). While typically used
only during construction, silt fences and straw bale sediment barriers may be left in place
following seeding, possibly for a complete growing season.
See the Typical Straw Bale Sediment Barrier and Typical Silt Fence Sediment Barrier in
Attachment 1 for additional information.
4.1.1 General Requirements
Sediment barriers placed at the base of a slope will be at least 6 feet from the toe of the slope,
where possible, in order to increase ponding volume. The ends of the sediment barrier will be
turned upslope to capture sediment.
Sediment barriers will be placed so as not to hinder construction activities. If silt fences or straw
bale sediment barriers are placed across the construction area (adjacent to waterbodies, wetlands,
or roads) where construction traffic is allowed to cross, provisions will be made for traffic flow.
An approximately 15 -foot -wide gap will be provided along the silt fence or straw bale right-of-
way, with the ends of the sediment barrier turned slightly upslope. A drivable earth berm will be
installed and maintained across the gap immediately upslope of the sediment barrier (ends of the
sediment barrier will tie into the drivable earth berm); alternatively, straw bales will be installed
across the gap with 24 inches of overlap with the adjacent sediment barrier at the end of each
day.
If sediment loading is noted during regular inspections to be at or greater than 50 percent of
barrier capacity, sediment behind the barrier will be spread on the disturbed right-of-way uphill
of the sediment barrier. Loose stakes, loosely abutted bales, damaged bales, or damaged or
undermined sections of silt fence will be repaired or replaced as necessary.
4.1.2 Straw Bales
Straw bale sediment barriers consist of a right-of-way of tightly abutted straw bales placed
perpendicular to the runoff direction with the ends turned upslope. The barriers are typically one
bale high, placed on the fiber -cut edge (tie not in contact with the ground) in a 4 -inch deep
Piceance Gathering Pipeline Project 5
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
trench, and anchored securely with two wooden stakes driven through each bale. A small amount
of soil is then piled across the upslope side of the straw bale barrier.
Only straw bales that are certified to be free of noxious weeds will be used. Excelsior logs, such
as Bon Terra BioWattle-FX or equivalent approved by the Environmental Inspector, may be
substituted for straw bales. Installation will be as recommended by the manufacturer.
When straw bales or excelsior logs are used as a temporary substitute for waterbars, the same
spacing noted for waterbars will be used (see Section 4.2).
4.1.3 Silt Fences
Commercial filter fabrics, with sufficient strength to prevent failure will be provided by the
Contractor. The height of a silt fence will not exceed 36 inches and the fabric will be cut from a
continuous roll of fabric with splices only at support posts, with a minimum 6 -inch overlap and
both ends of fabric securely attached to the post. Support posts will be a maximum of 10 feet
apart.
The bottom edge of silt fences will be installed in a trench excavated approximately 6 inches
wide by 6 inches deep and refilled with compacted soil, unless on-site constraints dictate
otherwise (e.g., rock). Silt fences will be attached to supporting posts by staples or wire.
If additional support is needed to contain wet spoil, or to provide added protection near a
sensitive resource, either wire mesh or straw bales may be placed immediately behind the silt
fence on the down -gradient side. If wire mesh is used, the wire will be attached to the support
posts, prior to installation of the fabric, with heavy duty wire staples at least I -inch long, wire
ties, or hog rings. The wire will be keyed into the trench at least 2 inches, and extended up the
posts to the top of the filter fabric.
4.2 Waterbars
Waterbars (slope breakers) are utilized in various forms (e.g., rolling dips on access roads,
drivable berms across travel ways, and waterbars on slopes) during project construction and after
final grade restoration. Waterbars are utilized for the purpose of reducing the velocity and
concentration of runoff and dispersing runoff into stable, well -vegetated, or adjacent rocky areas
to prevent excessive sheet erosion and formation of a gully resulting in transport of sediment off
of the right-of-way onto adjacent areas.
Waterbars shall be installed in sloped areas susceptible to erosion and near the base of slopes
adjacent to wetlands and watercourses. Waterbars will be constructed as berms made from
disturbed soil materials within the construction right-of-way. Topsoil will not be used to
construct waterbars.
Temporary waterbars will be installed concurrently with initial grading operations, and will be
maintained throughout construction. Permanent waterbars will be installed after the right-of-way
grade is restored.
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March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
Waterbar spacing is primarily dependent upon the slope of the right-of-way, the soil erosion
potential, and the general right-of-way configuration. Temporary waterbars will be installed at
the base of slopes adjacent to roads, wetlands, or waterbodies and in sloped areas susceptible to
erosion. Temporary spacing will be determined based on site-specific conditions as determined
by the Environmental Inspector.
Permanent waterbars will be installed across the right-of-way after topsoil replacement.
Permanent waterbars will not be installed on irrigated agricultural lands unless requested by the
fee -landowner. Permanent waterbar spacing will typically be installed at the following intervals:
Slope (percent)
5-15
15-30
30+
Spacing (feet)
300
200
100
Permanent waterbar spacing may be adjusted based on site-specific conditions. Criteria to be
considered for spacing adjustment will include:
• slope angle (side slopes may not require waterbars)
• slope length (broken terrain may reduce effective slope length)
• soil type (texture and coarse fragment content)
• visual sensitivity
• landowner requests
Waterbars will be constructed of existing suitable material (compacted soil), a series of tightly
abutted straw bales, excelsior logs, or burlap bags filled with native soil. Permanent waterbars
will typically be installed with a 2 to 8 percent outfall and will extend slightly past the edge of
the disturbed right-of-way to facilitate drainage off of the right-of-way. Drainage or outfall from
waterbars shall be directed into natural drainage swales and stable, well -vegetated or non-erosive
(rocky) areas. The drainage from the slope breaker outlets may be further controlled with energy -
dissipating devices which may include rock or sediment barriers based upon site-specific
conditions.
The Contractor will regularly inspect and repair waterbars during construction to maintain their
effectiveness. Waterbars worn down by heavy construction traffic, or filled with sediments will
be repaired as needed, and the sediments will be spread on the disturbed right-of-way uphill of
the waterbar.
See Typical Waterbars in Attachment 1 for additional information.
4.3 Trench Breakers
Trench breakers consisting of polyurethane foam or sandbags will be installed around the pipe in
the trench to restrict or slow ground water flow along the trench. Topsoil will not be used to
construct trench breakers. Trench breakers will be installed in the trench prior to backfilling on
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March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
steep slopes and slopes adjacent to waterbodies, wetlands, and improved roads. An engineer or
similarly qualified professional will determine the need for, and spacing of, trench breakers.
Otherwise, trench breakers will be installed at the same spacing as, and upslope of, permanent
waterbars. See Typical Trench Breaker in Attachment 1 for additional information.
4.4 Trench Dewatering
The Contractor will be responsible for proper dewatering of the trench, where necessary. Trench
dewatering will comply with applicable permit requirements. Dewatering discharge will be
directed onto a stable surface and will utilize a section of geotextile fabric or plywood to prevent
scouring during discharge. If dewatering operations take place near waterbodies or wetlands, a
number of strategies may be implemented to prevent heavily sediment -laden water from reaching
sensitive resources. These strategies include:
• Locate dewatering discharges as far as practicable from waterbodies and wetlands
(considering local topography, vegetation, and soils).
• Minimize duration of dewatering discharges by scheduling dewatering operations
immediately prior to lowering in, tie-ins, or backfilling.
• Minimize disturbance of the trench (i.e., additional digging) to the extent practicable until the
majority of the water is pumped out.
• Use dewatering structures and/or sediment bags to remove heavy sediments from discharges
when dewatering near (within approximately 200 feet of) waterbodies, wetlands, or other
sensitive resources, as needed. See Typical Straw Barrier Dewatering Structure in
Attachment 1 for additional information.
Applicable permits for hydrostatic test dewatering will be obtained and complied with. Specific
dewatering requirements related to hydrostatic test dewatering are discussed in the Strength
Testing Plan.
4.5 Mulching
Mulching is the application of noxious weed -free straw, wood fiber, rock, or other vegetative
material to disturbed soils to minimize the effects of wind or rain on exposed soils. During rainy
conditions, mulch reduces the impact of rainfall and slows the flow of water down the slope.
Mulch also optimizes the soil regime necessary for successful revegetation, especially on dry,
sandy sites. Mulch (as opposed to erosion control mats described in Section 4.5.3) would
typically be used across large sections of the right-of-way to reduce wind erosion and raindrop
impact.
After final restoration and seeding, permanent mulch applications will be applied to slopes
greater than 30 percent, within 100 feet of waterbodies and wetlands or until the slope is less
than 30 percent, and where determined by the BLM Authorized Officer or field representative.
8 Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
4.5.1 Straw Mulch
Certified weed -free straw mulch will be anchored into the seedbed using a mechanical crimper
specifically designed to crimp mulch to a depth of 2 to 3 inches. Acceptable straw mulch
crimpers include:
• mechanical crimper
• backhoe with crimper forks
• tracked equipment tracking up and down slopes (restricted to areas where other methods will
not work)
• hand -punching with round -pointed shovel
• equivalent approved by the Environmental Inspector
A regular farm disc or a cheeps -foot packer will not be used. If a straw mulch blower is used,
strands of the mulching material will be at least 8 inches long to allow anchoring.
Mulch will be uniformly applied over at least 75 percent of the ground surface at a rate of 2
tons/acre.
4.5.2 Rock and Other Vegetative Debris Mulch
Vegetative mulch and excess rock may be used to reduce erosion potential by providing
additional surface relief structure. Where approved by the BLM, vegetative debris salvaged
during clearing and grading operations will be distributed across the right-of-way. Layering of
rock may be used on the surface of erodible soils in some critical areas to reduce erosion and
restore appearance of native surface. Suitable sites include naturally rocky slopes and areas that
have a natural gravel, cobble, or boulder veneer on the surface. Suitable sites will be determined
in conjunction with the BLM or fee -landowner.
4.5.3 Erosion Control Matting
Erosion control matting will be installed after final grade restoration to reduce rain impacts on
soils, to control erosion, and to stabilize steep slopes and waterbody banks where determined by
the Environmental Inspector. Erosion control matting will typically be used on slopes greater
than 40 percent, within 100 feet of waterbodies or wetlands until the slope is less than 40
percent, and locations identified by the BLM Authorized Officer or field representative.
Acceptable matting for use on steep slopes will be North American Green SC 150 BN (a
straw/coconut matrix sewn between two natural fiber nets) or equivalent approved by the
Environmental Manager. Matting acceptable for streambank stabilization will be North
American Green C125 BN (a coconut fiber matrix sewn between two natural fiber nets), Bon
Terra CF7 mats (100 percent coir (coconut) fiber woven into a high strength matrix), or
equivalent approved by the Environmental Manager. Matting will be woven with biodegradable
netting.
Mats will be furnished in continuous rolls of 30 feet or greater with a minimum width of 4 feet.
Staples will be made of wire, 0.091 inch in diameter or greater, and have a "U" shape with legs 8
Piceance Gathering Pipeline Project 9
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
inches in length and a 2 -inch crown. Wire staples will be driven into the ground for the full
length of the staple legs. Alternatively, wood pegs (0.5 -inch diameter) may be used to secure the
erosion control fabric.
Installation and stapling of erosion control matting will follow procedures specified in the details
included in Attachment 1. For streambank installations, mats will be laid parallel (upper mat
overlapping lower mat in a shingle pattern) to the waterbody to a point above the top of the bank.
The erosion control mats identified above for streambank stabilization are designed to handle
flow and can be placed under the ordinary high water mark of the streambank. Native material
(rocks, logs, etc,) may be used in conjunction with the matting to aid in stabilization of banks.
During regular erosion control monitoring, erosion control matting will be inspected for
washouts, adequate staking, and loss of matting. Damaged or undermined matting will be
repaired or replaced as necessary.
See Typical Erosion Control Matting Slopes and Typical Erosion Control Matting Streambanks
in Attachment 1 for additional information.
5.0 MONITORING AND MAINTENANCE
The Contractor will be responsible for ensuring that erosion control measures are fully
functional, continually monitoring erosion control measures along the right-of-way during
construction, and completing timely repairs of erosion control structures as needed.
The Construction and Environmental Inspectors will inspect erosion control measures along the
right-of-way as a part of normal daily inspection tasks. The Construction and Environmental
Inspectors will identify needed repairs and notify the Contractor who will then complete the
repairs within 24 hours of notification.
5.1 Construction
Throughout construction, temporary erosion control structures will be inspected daily in areas of
active construction or equipment operation, on a weekly basis in areas with no construction or
equipment operation, and in all areas within 24 hours of each 0.5 -inch or greater rainfall event,
soil and weather conditions permitting. Attachment 2 contains an Erosion Control Checklist.
The Contractor will monitor weather reports and in the event of impending heavy precipitation,
the Contractor will inspect temporary erosion control devices where needed (e.g., areas
considered to have greater potential for erosion, areas where cattle may have damaged erosion
control measures, and areas of active construction) to ensure that erosion control measures have
not been damaged since the last inspection. All temporary erosion control devices found needing
repair or new installation will be repaired immediately. During this period the Contractor will
provide additional personnel, vehicles, and materials to repair erosion control structure damage
where noted during the inspection.
Should structures clog, deteriorate, fail, be damaged, or require maintenance, the Contractor will
10 Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan
conduct repairs or replacements within 24 hours after problems have been identified, weather
and soil conditions permitting.
5.2 Post -Construction
Prior to the completion of construction, the Contractor and EnCana will verify that all erosion
control devices are in place and functional. During the first spring following construction,
EnCana will conduct surveys to evaluate the stability of the right-of-way and the success of the
erosion and sediment control structures. Assessments will be done to evaluate the presence of
erosion indicators such as rills, gullies, etc. If erosion control structures fail or require
maintenance, or if accelerated erosion is observed, EnCana will direct the Contractor to repair
them and conduct remedial actions as soon as possible, recognizing weather and soil conditions,
and site accessibility. Remedial actions could include supplemental seeding, installation of
additional erosion/sediment control materials, maintenance of existing erosion control measures,
additional mulching, or use of matting.
During subsidence and/or reseeding activities in spring 2007, the Contractor will perform
reinstallation, repair, and/or maintenance of temporary sediment devices damaged over the
winter/spring season. In areas where the project is successfully revegetated as defined in the
Reclamation Plan, the Contractor will be responsible for removal and disposal of the temporary
sediment devices.
Temporary sediment devices not removed by the Contractor during subsidence and/or reseeding
activities in the spring and/or summer of 2007 will be maintained by EnCana until revegetation
has been determined successful.
Erosion control monitoring and maintenance efforts will continue after project construction until
successful revegetation is achieved as defined in the Reclamation Plan. Throughout the first year
following construction, erosion control devices will be checked at all locations along the right-
of-way in combination with reclamation and revegetation surveys. Erosion control devices will
be reinstalled, repaired, and/or maintained as necessary.
Piceance Gathering Pipeline Project 11
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan—Attachment 1
ATTACHMENT 1 -TYPICAL CONSTRUCTION DETAILS
Piceance Gathering Pipeline Project
March 2006
WIRE BOUND OR NYLON TIED
4"±
SEE NOTE 3
Ilnhnh hoil 'ilia st11
I1g111111 II 111 III 11II111111I
I
I I ilk III! i111111i liII IfI1 nI
2" x 2" WOODEN STAKE OR REBAR
(MINIMUM 2 STAKES PER BALE)
"KEY" OR DIG IN STRAW
B tESNTEEEXCEPT AS NOTED
INSEDIMENTARY DEPOSITS
ROCC✓
PARENT MATERIAL
ENDPOINT MUST BE HIGHER NGLE
THAN SPILLWAY (TYPICAL) AREVIO STAKE TO�N�RD
it
PPPRREOVVIDUESTIIGAHLTE FIT
., 2 WOODEN STAKES
• _ SPILLWAY �� PER BALE
clahorepyroriits
arlifteatatital
KEY BALE INTO
I/\
�`-. cap®OFBANKB AT BOTH ENDSAF ROPRIAT AS
APPROPRIATE {I` /'
12" OR TO
RESISTANCE
PROFILE
NOTES:
1. STRAW BALE SEDIMENT BARRIERS SHALL BE INSTALLED AT THE FOLLOWING LOCATIONS:
• THE BASE OF ALL SLOPES ABOVE ROADS, WETLANDS, AND WATERBODIES.
• THE DOWNSLOPE RIGHT-OF-WAY EDGE WHERE ANY OF THE ABOVE-MENTIONED LOCATIONS ARE ADJACENT
TO THE RIGHT-OF-WAY.
• BETWEEN TOPSOIL/SPOIL STOCKPILES AND WATERBODIES OR WETLANDS AS NEEDED.
• ALONG R.O.W. BOUNDARIES IN WETLAND CONSTRUCTION.
• AS DIRECTED BY THE COMPANY'S REPRESENTATIVE.
2. STRAW BALE SEDIMENT BARRIERS SHALL CONSIST OF A ROW OF ST W BALES, PLACED
ON THE FIBER -CUT EDGE (TIES NOT IN CONTACT WITH THE GROUND . BALES SHALL BE
TIGHTLY ABUTTED TO ONE ANOTHER. THE BARRIER SHALL BE ONE ALE HIGH. ONLY
CERTIFIED "NOXIOUS WEED -FREE" STRAW SHALL BE USED.
3. ENTRENCH 'KEY") STRAW BALES INTO THE GROUND TO A DEPTH OF 4" EXCEPT IN FROZEN, SATURATED,
OR EXTREMELY ROCKY SOILS. PLACE PARENT MATERIAL ON UPSTREAM SIDE OF STRAW BALES
TO PREVENT UNDERMINING.
4. WALK ON STRAW BALES TO INSURE ADEQUATE BALE -TO -SOIL CONTACT.
5. ANCHOR STRAW BALES SECURELY IN PLACE WITH TWO WOODEN OR STEEL REBAR STAKES
DRIVEN THROUGH THE TOPS OF THE BALES. THE STAKES SHALL PENETRATE THE GROUND A DISTANCE
OF 12" UNLESS ROCK OR AN IMPERMEABLE LAYER IS ENCOUNTERED:
• THE FIRST, CENTER AND END BALES OF THE BARRIER SHALL HAVE STAKES DRIVEN
VERTICALLY THROUGH THE BALE.
• BALES, OTHER THAN THOSE LOCATED AT THE ENDS OR CENTER OF THE BARRIER,
SHALL HAVE THE FIRST STAKE DRIVEN THROUGH THE TOP OF THE BALE AT AN
ANGLE SO THAT THE STAKE PASSES THROUGH THE PREVIOUSLY PLACED BALE,
IN ORDER TO PROVIDE TIGHT CONTACT BETWEEN BALES. THE SECOND STAKE
SHALL BE DRIVEN VERTICALLY THROUGH THE TOP OF THE BALE.
DRAWING DEPICTED S SUPERSEDD BY WRITTEN
STANDARD, SCOPE OF WORK OR UNE DST.
REVISIONS
NO.
RATE
DESCRIPTION
BY
CHKD
APER.
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL STRAW BALE SEDIMENT BARRIER
EROSION CONTROL
DATE 10/14/04
APPROVED BY: -
SCALE: N.T.S.
CST -P -1100-A190.1
SH. 1 OF 1
T -BAR OR STAKE
AREA TO BE PROTECTED
SEE DETAILS BELOW
RN
T -BAR OR STAKE
SIDE VIEW
OF SILT FENCE
T -BAR OR STAKE
FILTER FABRIC_- FILTER FABRIC
WITHOUT TRENCH IN
ROCKY AREAS ONLY
MIN. 6'
WITH TRENCH
6
MIN.
NOTES:
1. SILT FENCE WILL BE UTILIZED AT:
• THE BASE OF ALL SLOPES ABOVE ROADS, WETLANDS, AND WATERBODIES.
• THE DOWNSLOPE RIGHT-OF-WAY EDGE WHERE ANY OF THE ABOVE MENTIONED LOCATIONS ARE
ADJACENT TO THE RIGHT-OF-WAY.
• BETWEEN TOPSOIL/SPOIL STOCKPILES AND WATERBODIES OR WETLANDS, AS NEEDED.
• ALONG R.O.W. BOUNDARIES OF WETLAND CONSTRUCTION, AS NEEDED.
• AS DIRECTED BY THE COMPANY REPRESENTATIVE.
2. THE SILT FENCE SHALL BE CONSTRUCTED AS FOLLOWS:
• FABRIC USED FOR THE SILT FENCE SHALL BE A "STANDARD STRENGTH" GEOTEXTILE, SUCH AS
MIRAFI 100X OR AN APPROVED EQUIVALENT.
• THE FABRIC SHALL BE CUT FROM A CONTINUOUS FABRIC ROLL.
• THE HEIGHT OF THE FENCE SHALL NOT EXCEED 36".
• SPLICES SHALL ONLY BE DONE AT POSTS AND SHALL CONSIST OF A MINIMUM OF 6" OF OVERLAP
WITH BOTH ENDS SECURED TO THE POST.
• POSTS SHALL BE POSITIONED A MAXIMUM OF 10' APART.
• POSTS SHALL CONSIST OF 2"X2" WOODEN STAKES, OR EQUIVALENT, OF SUFFICIENT LENGTH TO EXTEND
A MINIMUM OF 12" INTO THE GROUND.
• FABRIC SHALL BE STAPLED OR WIRED TO POSTS A MAXIMUM OF EVERY 9".
3. THE SILT FENCE SHALL BE INSTALLED AS SPECIFIED BY THE MANUFACTURER OR AS FOLLOWS:
• A TRENCH, 6" WIDE AND 6" DEEP, SHALL BE EXCAVATED ALONG THE CONTOUR.
THE POST SHALL BE DRIVEN INTO THE BOTTOM OF THE TRENCH ON THE
DOWNSTREAM SIDE OF THE FILTER FABRIC. THE TRENCH SHALL BE BACK FILLED
AND COMPACTED, ENSURING 6" OF FENCE IS BURIED WITHIN THE TRENCH.
• IN AREAS WHERE THE TERRAIN IS T00 ROCKY FOR TRENCHING, A 6"
GROUND FLAP WITH ROCK FILL TO HOLD IT IN PLACE SHALL BE USED.
DRAWIN° DEPICIED IS SUPERSEDED BY WRIITDI
STANDARD, SCOPE OF WORK OR UNE UST.
REVISIONS
NO.
DATE
DESORPTION
BY
CHKD
IPPR
TRIGON
I -=EPC
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL SILT FENCE SEDIMENT BARRIER
EROSION CONTROL
DATE 10/14/04
APPROVED BY: -
SCALE: N.T.S.
CST -P -1260-A180.1
SH. 1 OF 2
NOTES:
• SILT FENCES PLACED AT THE TOE OF A SLOPE SHALL BE SET AT LEAST 6' DOWN GRADIENT FROM THE TOE
OF THE SLOPE (WHERE POSSIBLE) IN ORDER TO INCREASE PONDING.
• SILT FENCES PLACED AT THE BASE OF SPOIL OR TOPSOIL STOCKPILES SHALL EXTEND AROUND THE BASE OF
THE PILES IN ORDER TO CONTAIN ANY SEDIMENTS AND/OR PREVENT FLOW -AROUND.
• WHEN INSTALLING SILT FENCES IN DRAINAGES EXTEND THE FENCE UP THE CHANNEL BANKS AND TURN BOTH
ENDS AT A SLIGHT ANGLE TOWARDS THE CENYER OF THE RIGHT-OF-WAY.
• UPON THE REQUEST OF THE COMPANY'S REPRESENTATIVE, STRAW BALE OR WIRE MESH SHALL BE USED IN
CONJUNCTION WITH THE SILT FENCE. IF WIRE MESH IS USED, THE WIRE SHALL BE ATTACHED TO THE POSTS USING
WIRE TIES OR HEAVY DUTY STAPLES PRIOR TO INSTALLATION OF THE FABRIC. THE WIRE SHALL BE "KEYED INTO
THE TRENCH AT LEAST 2 AND EXTEND UP THE POSTS TO THE TOP OF THE FABRIC.
• IF REQUIRED, A 15' GAP SHALL BE LEFT IN THE SILT FENCE TO ACCOMMODATE TRAFFIC ON TEMPORARY
CONSTRUCTION ROADS. HOWEVER, A SECTION OF SILT FENCE OR A DRIVABLE EARTH BERM TIED INTO ADJACENT
SILT FENCE SHALL BE USED TO CLOSE THE GAP AT THE END OF EACH DAY. THE SILT FENCE USED TO CLOSE
THE GAP MUST OVERLAP THE ENDS OF THE PERMANENT SILT FENCE FOR A MINIMUM OF 24", AND SHALL BE
"KEYED" INTO THE GROUND THE SAME AS THE FILTER FABRIC ON EITHER SIDE OF THE GAP.
4. SILT FENCES SHALL BE CHECKED AND MAINTAINED ON A REGULAR BASIS. THE DEPTH OF THE ANCHOR TRENCH
SHALL BE ADJUSTED IF UNDERMINED. SHOULD INSPECTION REVEAL SEDIMENT LOADING AT OR NEAR 50% CAPACITY,
THE SEDIMENT SHALL BE REMOVED AND PLACED IN AN AREA WHERE IT SHALL NOT REENTER THE SILT FENCE
IMPOUNDMENT OR A WATERWAY.
5. SILT FENCE SHALL BE REMOVED ONLY AS DIRECTED BY THE COMPANY'S REPRESENTATIVE.
6. EROSION CONTROL STRUCTURES SHALL BE INSPECTED DAILY IN AREAS OF ACTIVE CONSTRUCTION.
STRUCTURES SHALL BE INSPECTED WEEKLY AT INACTIVE CONSTRUCTION AREAS AND WITHIN 24 HOURS
OF EACH 0.5 INCH RAINFALL EVENT. STRUCTURES SHALL BE REPAIRED AS NECESSARY.
SEDIMENT BARRIER
ACROSS ROW
KEYED INTO
DRIVABLE EARTH BERM
STRTAWEBEAppLES OR
gLE
EARTH IBERMACRROSS 30
VEHICLE CROSSING ix
SILT FENCE, STRAW BALES OR
MAINTAINED DRIVABLE BERM VHLECRIG
WATERBODY OR
WETLAND
MATS OR BRIDGE
PROFILE
DRIVABLE BERM NOTES:
1. A MAINTAINED DRIVABLE EARTH BERM MAY BE INSTALLED ACROSS THE VEHICLE CROSSING IN LIEU OF SILT FENCE
OR STRAW BALES.
2. BERM MUST BE TIED INTO SILT FENCE.
3. BERM MUST BE MAINTAINED TO ENSURE SEDIMENT TRAPPING CAPACITY. DRAW TS DEPICTED IS SUPERSEDED GT WRITTEN
STANDARD. SCOPE Of WORK OR UNE UST.
REVISIONS
NO.
DATE
DESCRIPTION
Err
CHKD
IPPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL SILT FENCE SEDIMENT BARRIER
EROSION CONTROL
DATE 10/14/04
APPROVED TM -
SCALE: MTS.
CST -P -1180-A180.2
SH. 2 OF 2
s
oowSlope
lot
1'
IRO
SILT FENCE, STAKED STRAW BALES,
ROCK, OR STABLE VEGETATED AREA
• AS AN ENERGY DISSIPATER
11,
NOTES: kvOirOP
or IP
1. WATERBARS SHALL BE CONSTRUCTED OF COMPACTED NATIVE SOIL. TEMPORARY WATERBAR SPACING WILL BE DETERMINED
BASED ON SITE-SPECIFIC CONDITIONS AS DETERMINED BY THE COMPANY REPRESENTATIVE. PERMANENT WATERBARS WILL
TYPICALLY BE INSTALLED AT THE FOLLOWING SPACING:
% SLOPE SPACING (FEET)
5-15 300
15-30 200
30+ 100
2. WATERBARS SHALL BE 18" DEEP (AS MEASURED FROM THE TROUGH TO THE TOP OF THE WATERBAR).
4. THE OUTLET OF THE WATERBAR MUST FREELY DISCHARGE ALL RUNOFF OFF THE DISTURBED R.O.W.
INTO A STABLE, WELL VEGETATED AREA OR INTO AN ENERGY DISSIPATOR.
5. WATERBARS SHALL EXTEND SLIGHTLY BEYOND ARE EDGE OF THE CONSTRUCTION RIGHT-OF-WAY
TO DIRECT RUNOFF INTO STABLE, WELL -VEGETATED AREAS.
DRAWING OFPICIED IS SUPERSEDED FORMER
STANDARD, SCOPE OF WOIE( OR UNE USI.
REVISIONS
NO.
DATE
DESCRIPTIO!
BT
CHKO
APPR
TRIGON
=E°PC
ENGINEERING • PROCUREGENT • CONSTRUCTION
TYPICAL WATERBARS
DATE 10/14/04
APPROVED BY: -
SCALE: N.TS.
CST -P -1280-A2202
SH. 1 OF 2
LIMITS OF
R.O.W. -- DISTURBED R.O.W.
BOUNDARY
"L" OR "J" HOOK
SILT FENCE
ENERGY 8
DISSIPATER
EDGE OF
DISTURBED R.O.W
STRAW BALE
ENERGY
DISSIPATER
ROCK
DISSIPATER
STABLE
VEGETATED
AREA
2' MIN.
WO: wt
4'
2-8%(r•/
KEY SILT FENCE
INTO SLOPE BREAKER
IFLOW
IFLOW i
KEY STRAW BALE
INTO SLOPE BREAKER
1 fOW t
KEY ROCK INTO
SLOPE BREAKER
PLAN VIEW
R.O.W.
BOUNDARY
18"
WATERBAR CROSS SECTION DETAIL
NOTES:
1. THE OUTLET SHALL CONTAIN AN ENERGY DISSIPATOR IF THE COMPANY REPRESENTATIVE DETERMINES EXISTING VEGETATION
IS NOT SUFFICIENTLY STABLE TO PREVENT EROSION. THE ENERGY DISSIPATOR SHALL BE CONSTRUCTED
AS FOLLOWS:
• OUTFALL END OF THE DISSIPATOR SHOULD BE LOWER THAN WATERBAR END;
• SILT FENCE, STRAW BALE OR ROCK DISSIPATORS SHOULD BE KEYED INTO THE END OF THE WATERBAR;
• PROVIDE ENOUGH AREA INSIDE "L" TO CAPTURE AND HOLD SEDIMENT.
DRAWING DEPICTED IS SUPERSEDE BY RIMIER
STANDARD, SCOPE OF WORK OR UNE UST.
REVISIONS
DATE
DESCRIPTION
BY
CHKD
APPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTIO
TYPICAL WATERBARS
DATE 10/14/04
APPROVED BR -
SCALE: N.T.S.
CST -P -1280-A220.1
SH. 2 OF 2
TOPSOIL OR
NATIVE MATERIAL
KEY SLOT (6"DEEP X
12" WIDE) INTO
UNDISTURBED TRENCH
WALL AND BOTTOM
NOTES
TRENCH LIMIT
SLOT LIMIT
1 KEY BREAKER 6"
BELOW PADDING
IN ROCK OR
CROSS SECTION BOULDER AREAS
TRENCH BREAKER
PIPELINE
12"
SACK LIMIT
r12"
TOPSOIL OR
NATIVE MATERIAL
M
vorsz
SIDE VIEW
1. TRENCH BREAKERS SHALL BE INSTALLED:
• ON SLOPES ALONG THE TRENCH LINE WHERE THE NATURAL DRAINAGE PATTERN, PROFILE, AND TYPE OF BACKFILL
MATERIAL MAY RESULT IN LOSS OF BACKFILL MATERIAL OR ALTERATION OF THE NATURAL PATTERN;
• AT THE BASE OF SLOPES ADJACENT TO WATERBODIES AND WETLANDS;
• WHERE NEEDED TO AVOID DRAINING A WETLAND•
• ON UPLAND SLOPES, AT THE SAME SPACING AS 1 SLOPE BREAKERS AND UP SLOPE OF SLOPE BREAKERS;
2. OPEN WEAVE HEMP OR JUTE SACKS SHALL BE FILLED WITH SAND OR SUBSOIL. POLYURETHANE FOAM MAY BE USED
WHEN APPROVED BY COMPANY REPRESENTATIVE.
3. BREAKER SPACING AND CONFIGURATION MAY BE CHANGED AS DIRECTED BY COMPANY. DEPTH OF DITCH MAY VARY WITH
SITE CONDITIONS.
4. ALL MATERIALS SHALL BE SUPPLIED BY CONTRACTOR.
DMWMC DEPICTED IS SUPERSEDED BY WRBTED
STANDARD, SCOPE OF WORK OR UNE UST.
REVISIONS
NO.
DATE
DESCRIPTION
BY
CHKD
MPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTIO
TYPICAL TRENCH BREAKER
DATE 10/14/04
APPROVED BY: -
SONE: N.T.S.
CST -P -1260-A900
SH. 1 OF 1
STRAW BALES
GENTLE SLOPE -
NATURAL GRADE
SPILLPAD
(SEE NOTE 4)
DISCHARGE PIPE OR DISCHARGE HOSE
DIFFUSER
(IF REQUIRED)
SHEET FLOW /
1
"
xDISCHARGE
ws
SPILLPAD
(SEE NOTE 4)
2"X2"
STAKES OR REBAR
STAKES
GENTLE SLOPE -
NATURAL GRADE
// �/ MIN. 4" RECESS
// / RUNOFF
MIN. 12"
v
SECTION A -A
NOTES:
1. INSTALL A STRAW BALE DEWATERING STRUCTURE WHEREVER IT IS NECESSARY AND AS DIRECTED BY
THE COMPANY REPRESENTATIVE TO PREVENT THE FLOW OF HEAVILY SILT LADEN WATER INTO
WATERBODIES OR WETLANDS.
2. DISCHARGE SITE SHALL BE WELL VEGETATED AND THE TOPOGRAPHY OF THE SITE SUCH THAT WATER WILL
FLOW INTO THE DEWATERING STRUCTURE AND AWAY FROM ANY WORK AREAS. THE AREA DOWN SLOPE FROM
THE DEWATERING SITE MUST BE REASONABLY PLANE OR STABILIZED BY VEGETATION OR OTHER MEANS TO
ALLOW THE FILTERED WATER TO CONTINUE AS SHEET FLOW.
3. ANCHOR STRAW BALES SECURELY IN PLACE WITH TWO WOODEN STAKES OR REBAR. ENTRENCH ("KEY") STRAW
BALES INTO THE GROUND TO A DEPTH OF 4".
4. DIRECT THE PUMPED WATER ONTO A STABLE SPILL PAD CONSTRUCTED OF STRAW BALES, ROCK FILL, WEIGHTED
TIMBERS, OR WOVEN GEOTEXTILE STAKED TO THE GROUND SURFACE (SUCH AS MIRAFI 600X, TERRAFIX 400W)
OR AN APPROVED EQUIVALENT.
5. DISCHARGE RATES SHALL BE SUCH THAT WATER WILL NOT OVERFLOW THE TOP OF THE STRUCTURE.
6. MANUFACTURED FILTER BAGS ARE A SUITABLE ALTERNATIVE TO STRAW BALE STRUCTURES FOR
TRENCH DEWATERING.
7. INSTALL AN ENERGY DISSIPATOR IF THE DISCHARGE VELOCITY IS ERODING THE SOILS.
REVISIONS
NO.
DATE
DESCRIPTION
BV
CHM
MPR
TRIGON
E:PC
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL STRAW BARRIER
DEWATERING STRUCTURE
DATE 10/14/04
APPROVED BY: -
SCALE: N.TS.
CST-14-1000-IIXX1
SH. 1 OF 1
�- EDGE TO EDGE
OVERLAP - 6"
MININUM
Ies
ANCHOR AT TOP
OF HILL IN
6"X6" TRENCH
END TO END
OVERLAP - 12"
MINIMUM
NOTES:
1. EROSION CONTROL MATTING (BLANKETS)_SHALL BE USED AT THE FOLLOWING LOCATIONS:
• ALL SLOPES 40% OR GREATER.
• AS DIRECTED BY THE BLM AUTHORIZED OFFICER OF FIELD REPRESENTATIVE.
2. THE EROSION CONTROL MAT SHALL BE MADE OF BIODEGRADABLE NATURAL FIBER OR AN APPROVED EQUIVALENT. EROSION
CONTROL MATS SHALL BE FURNISHED IN CONTINUOUS ROLLS OF 30' OR GREATER WITH A MINIMUM WIDTH OF 4'.
3. THE EROSION CONTROL MAT SHALL BE BON TERRA CS2 OR NORTH AMERICAN GREEN SC150 OR SC150BN OR AN APPROVED
EQUIVALENT WITH THESE SPECIFICATIONS:
• 70% STRAW AND 30% COCONUT (COIR) FABRIC.
• WEIGHT OF 0.5 LBS YD'.
• UNDERLAIN WITH P OTODEGRADABLE PLASTIC NETTING OR NATURAL FIBER NET AND OVERLAIN WITH UV STABILIZED
PLASTIC NETTING OR NATURAL FIBER NET.
4. STAPLES SHALL BE MADE OF 11 GAUGE WIRE, U -SHAPED WITH 8" LEGS AND A 2" CROWN AND SHALL BE DRIVEN INTO THE
GROUND FOR THE FULL LENGTH OF THE STAPLE LEGS. LONGER STAPLES MAY BE REQUIRED IN LOOSE OR SANDY SOILS.
5. MATTING SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS OR AS STATED BELOW:
• THE TOP OF THE BLANKET SHALL EXTEND 3' PAST THE UPPER EDGE OF THE SLOPE.
• ANCHOR 'KEY") THE UPPER EDGE OF THE BLANKET INTO THE SLOPE IN A 6" WIDE BY 6" DEEP TRENCH. BLANKET ROLL
SHALL BE ON UPHILL SIDE OF TRENCH. DOUBLE STAPLE EVERY 12" BEFORE BACKFILLING AND COMPACTING TRENCH.
• BRING MAT ROLL BACK OVER THE TOP OF THE TRENCH AND CONTINUE TO ROLL DOWN SLOPE. STAPLE EVERY 12" WHERE
MAT EXITS THE TRENCH AT TOP OF SLOPE.
• THE EDGES OF PARALLEL BLANKETS SHALL BE OVERLAPPED A MINIMUM OF 6" AND STAPLED EVERY 12" THE LENGTH OF
THE EDGE.
• WHEN BLANKETS ARE SPLICED DOWN SLOPE TO ADJOINING MATS, THE UPPER BLANKET SHALL BE PLACED OVER THE
LOWER MAT (SHINGLE STYLE) WITH APPROXIMATELY 12" OF OVERLAP. STAPLE THROUGH THE OVERLAPPED AREA EVERY 12".
• STAPLE DOWN THE CENTER OF THE BLANKET(S). TWO STAPLES IN EVERY SQUARE YARD.
• STAPLE ACROSS THE BOTTOM OF THE EROSION CONTROL MATTING EVERY 12".
6. THE EROSION CONTROL MATTING SHALL MAKE UNIFORM CONTACT WITH THE SOIL UNDERNEATH. WITH NO BRIDGING OF RILLS
OR GULLIES.
7. MONITOR FOR WASHOUTS, STAPLE INTEGRITY OF MAT MOVEMENT, PRIOR TO COMPLETION OF CONSTRUCTION, REPLACE OR
REPAIR AS NECESSARY.
REVISIONS
NO.
DATE
DESCRIPTION
CHKD
APPR,
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL EROSION CONTROL
MATTING SLOPES
DATE 10/14/04
APPROVED ER -
SCALE: N.T.S.
CST -P-1000 -)C0(3
SH. 1 OF 1
STAKE TO SLOPE
WITH STAPLES
DOUBLE
STAPLES
DOUBLE
STAPLES
W W
4/
BURY TOEOF
MAT TO SECURE
END TO END
OVERLAP - 12" MINIMUM
W
W W
INSTALL MAT OVER SLOPE BREAKER,
- IF PRESENT. ANCHOR ("KEY") THE
r W UPPER EDGE OF THE BLANKET INTO
THE SLOPE IN A 6" WIDE AND 6"
• 4, DEEP TRENCH.
EROSION CONTROL
OVERLAP - 6"
EDGE TO EDGE
TYPICAL �RCAM \ OVERLAP 6"
OW
NOTES:
1. EROSION CONTROL MATTING (BLANKETS) SHALL BE USED AT THE BANKS OF ALL WATERBODIES WITH SLOPES 40%
OR GREATER.
2. THE TYPE OF EROSION CONTROL MAT SHALL BE MADE OF BIODEGRADABLE NATURAL FIBER. EROSION CONTROL MATS
SHALL BE FURNISHED IN CONTINUOUS ROLLS OF 30' OR GREATER WITH A MINIMUM WIDTH OF 4'.
3. THE EROSION CONTROL MAT SHALL BE BON TERRA CF7 OR NORTH AMERICAN GREEN SC125BN OR AN APPROVED
EQUIVALENT WITH THESE SPECIFICATIONS:
• 100% WOVEN COCONUT (COIR) FABRIC.
• WEIGHT OF 1.2 LBS/YD2.
• 50% OPEN AREA.
4. STAPLES SHALL BE MADE OF 11 GAUGE WIRE, U -SHAPED WITH 8" LEGS AND A 2" CROWN AND SHALL BE DRIVEN INTO THE
GROUND FOR THE FULL LENGTH OF THE STAPLE LEGS. LONGER STAPLES MAY BE REQUIRED IN LOOSE OR SANDY SOILS.
5. MATTING SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS OR AS STATED BELOW:
• THE TOP OF THE BLANKET SHALL EXTEND 2' PAST THE UPPER EDGE OF THE ORDINARY HIGH WATER MARK.
IF A SLOPE BREAKER IS PRESENT ON THE APPROACH SLOPE, THE BLANKET SHALL EXTEND OVER THE CREST AND THE
TROPH OF THE SLOPE BREAKER.
• INSTALL BLANKET(S) ACROSS THE SLOPE IN THE DIRECTION OF WATER FLOW.
• ANCHOR ("KEY") HE UPPER EDGE OF THE BLANKET INTO THE SLOPE IN A 6" WIDE BY 6" DEEP TRENCH. DOUBLE
STAPLE EVERY 12"BEFORE BACKFILLING AND COMPACTING TRENCH.
• ANCHOR ("KEY") THE UPPER EDGE OF THE BLANKET INTO THE SLOPE IN A 6" WIDE BY 6" DEEP TRENCH. DOUBLE
STAPLE EVERY 12" BEFORE BACKFILLING AND COMPACTING TRENCH.
• THE EDGES OF PARALLEL BLANKETS SHALL BE OVERLAPPED A MINIMUM OF 6" AND STAPLED EVERY 12" THE LENGTH OF
THE EDGE.
• WHEN BLANKET ENDS, THE UPSTREAM BLANKET SHALL BE PLACED OVER THE DOWNSTREAM BLANKET (SHINGLE STYLE) WITH
AT LEAST 12" OF OVERLAP. STAPLE THROUGH THE OVERLAPPED AREA EVERY 12".
• STAPLE DOWN THE CENTER OF THE BLANKET(S). WITH THREE STAPLES IN EVERY SQUARE YARD.
• STAPLE ACROSS THE BOTTOM OF THE EROSION CONTROL MATTING EVERY 12".
6. THE EROSION CONTROL MATTING SHALL MAKE UNIFORM CONTACT WITH THE SOIL UNDERNEATH WITH NO BRIDGING OF RILLS
OR GULLIES.
7. MONITOR FOR WASHOUTS, STAPLE INTEGRITY OR MAT MOVEMENT PRIOR TO COMPLETION OF CONSTRUCTION. REPLACE OR
REPAIR AS NECESSARY.
REVISIONS
NO.
DATE
DEEM:MDR
BY
CNXO.APPR
TRIGON
ENGINEERINO • PROCUREMENT • CONSTRUCTION
TYPICAL EROSION CONTROL
MATTING STREAMBANKS
DATE 10/14/04
APPROVED BY: -
SCALE: N.TS.
CST-P-1000-X%X4
SH. 1 OF 1
Soil Conservation, Sedimentation, and Erosion Control Plan Attachment 2
ATTACHMENT 2 -EROSION CONTROL CHECKLIST
Piceance Gathering Pipeline Project
March 2006
Soil Conservation, Sedimentation, and Erosion Control Plan—Attachment 2
EROSION CONTROL CHECKLIST
For the week ending:
Last precipitation event / amount:
Erosion control measures were evaluated daily in areas of active construction, weekly in areas not under active construction, and
within 24 hours in areas receiving a 1/2" or greater precipitation event. Areas requiring maintenance have been documented in the
Daily Environmental Reports.
Milepost
Station Range
Construction
Status
Erosion Control Type
Begin
End
Feature
(e.g., wash,
slope, access
road)
Active
>
•..
CO
c
—
B
a
E
o
0
Water Bars
Drivable Berms
Trench Breakers
Silt Fence
Straw Bales
Mulch
Comments
Piceance Gathering Pipeline Project
March 2006
A2-1
Spill Prevention, Containment,
and
Countermeasure Plan
Spill Prevention, Containment, and Countermeasure Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
1.2 General Overview 1
1.3 Regulatory Overview 1
2.0 Contractor Guidelines 2
2.1 Certifications, Acknowledgements, and Designations 2
2.1.1 Certifications 2
2.1.2 Amendments 2
2.1.3 Responsible Person(s) 2
2.2 Facilities Description and Inventory of Materials 3
2.2.1 Site Map 3
2.2.2 Inventory 3
3.0 Hazardous Materials Management 4
3.1 Overview of the Hazardous Materials Proposed For Use 4
3.2 Training 4
3.3 Vehicle Refueling and Services 5
3.4 Equipment Inspection and Decontamination 5
3.5 Transportation of Hazardous Materials 5
3.6 Storage of Hazardous Materials 6
3.6.1 Physical Storage Requirements 6
3.6.2 Container Labeling Requirements for Hazardous Wastes 7
3.7 Disposal of Hazardous Wastes 7
3.8 Contaminated Containers 8
3.9 Waste Oil Filters 8
3.10 Used Lubricating Oils 8
3.11 Inspection and Recordkeeping 9
4.0 Contaminated Sites 9
5.0 Spill Control and Countermeasures 9
5.1 Physical and Procedural Response Methods 10
5.1.1 On -Site Equipment 11
5.2 Training 11
6.0 Notification and Documentation of Spill Procedures 11
6.1 Required Notification 12
6.1.1 Agency Notification 12
6.1.2 Fee -Landowner Notification 13
6.1.3 Reporting Criteria 13
6.2 Documentation 13
LIST OF ATTACHMENTS
Attachment 1—Required Contractor Submittals
Attachment 2—Inspection Logs and Spill Report Forms
Attachment 3—Reportable Quantities
Piceance Gathering Pipeline Project
March 2006
Spill Prevention, Containment, and Countermeasure Plan
1.0 INTRODUCTION
This Spill Prevention, Containment, and Countermeasure Plan (plan) describes measures to be
taken by EnCana Oil and Gas (USA) Inc. (EnCana) and its contractors (Contractor) to reduce the
risks associated with the use, storage, transportation, production, and disposal of hazardous
materials (including hazardous substances and wastes) and petroleum products. In addition, this
plan outlines the required spill prevention and response (cleanup) procedures for the project.
In general, hazardous materials and cleanup equipment will be stored at contractor yards.
Material Safety Data Sheets (MSDS) will be maintained at contractor yards throughout the
construction period.
The Contractor will prepare and have EnCana's Project Manager review and approve a Spill
Prevention, Containment, and Countermeasure Plan (SPCCP) prior to any storage of hazardous
substances or petroleum products. EnCana will have 10 days to review submitted plans.
Measures identified in this plan apply to work within the project area defined as the right-of-way,
access roads, temporary use areas, and other areas used during construction of the project.
EnCana and the Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating construction on the project.
1.1 Purpose
The purpose of this plan is to provide a description of hazardous materials management, spill
prevention, and spill response/cleanup measures associated with the construction, operation, and
maintenance of the project. In addition, this plan provides the Contractor with requirements and
guidance for the creation of its SPCCP. This plan was developed as the implementing document
for relevant mitigation measures contained in the Environmental Assessment.
1.2 General Overview
This plan includes the following components:
• an introduction,
• a description of the spill prevention procedures related to vehicle refueling and servicing and
the transportation, storage, and disposal of hazardous materials,
• guidelines for developing the Contractor's SPCCP,
• a description of the physical and procedural methods for spill control and cleanup, and
• an overview of the notification and documentation procedures to be followed in the event of
a spill.
1.3 Regulatory Overview
Major legislation pertaining to hazardous materials includes the Comprehensive Environmental
Response, Compliance, and Liability Act (CERCLA), the Resource Conservation and Recovery
Piceance Gathering Pipeline Project
March 2006
Spill Prevention, Containment, and Countermeasure Plan
Act (RCRA), the Clean Air Act, and the Clean Water Act. Numerous other federal, state, and
local regulations also govern the use, storage, transport, production, and disposal of hazardous
materials. This plan is intended to comply with and compliment existing regulations pertaining to
the safe use of hazardous materials. Persons responsible for handling hazardous materials for this
project will be trained in the proper use and management of the materials and will be familiar
with all applicable laws, policies, procedures, and best management practices (BMPs) related to
them.
2.0 CONTRACTOR GUIDELINES
The following sections provide specific guidelines for the preparation of the SPCCP by the
Contractor. In all cases, the Contractor will provide all information requested in Attachment 1,
Required Contractor Submittals. In addition, the Contractor will complete the relevant
documentation for the counties where they are working and where the contractor yards are
located.
2.1 Certifications, Acknowledgements, and Designations
2.1.1 Certifications
As required on page A1-1 of Attachment 1 and the applicable county forms, Contractor will
certify that all of the information provided in the SPCCP is accurate and complete to the best of
their knowledge. The Contractor will also certify that they are committed to implementing the
SPCCP as written.
2.1.2 Amendments
In completing this certification, the Contractor will agree to make all necessary and appropriate
amendments to the SPCCP and submit any such amendment to EnCana and the appropriate
county, state, and/or federal authorities within 7 days of finding an amendment is necessary.
Amendments to the SPCCP will be necessary under any of the following circumstances:
• 100 percent or more increase of a previously disclosed material,
• any handling of a previously undisclosed hazardous material subject to inventory
requirements (as defined on the "Contractor's Potential Spill Sources" and "Contractor's
Hazardous Substances Inventory" forms included in Attachment 1),
• a change in formulation of a previously disclosed material (e.g., solid to liquid), or
• a change of business address, name, or ownership.
2.1.3 Responsible Person(s)
The Contractor is responsible for contacting county representatives to determine county
requirements for Hazardous Materials Management Plans. Generally, counties will provide
guidelines and forms for completion and submittal to the county. As required in Attachment 1
and on the applicable county forms that the Contractor will obtain, the Contractor will designate
a primary emergency coordinator for hazardous materials management and emergency response.
Two alternates will also be identified. Business, residential, and cellular or pager telephone
2 Piceance Gathering Pipeline Project
March 2006
Spill Prevention, Containment, and Countermeasure Plan
numbers will be provided for all three persons as necessary, to allow for contact on a 24-hour
basis. Primary and alternate emergency coordinators will be knowledgeable of the chemicals and
processes involved in the Contractor's operation. They will have full access to all facilities,
including locked areas, and must have the authority to commit EnCana resources. They will also
have stop work authority to prevent impacts (potential or actual) to environmental resources.
2.2 Facilities Description and Inventory of Materials
The Contractor's submittals will be provided to EnCana. EnCana will provide submitted
information to the jurisdictional agencies as appropriate.
2.2.1 Site Map
The Contractor is required to provide a site/facility map for each contractor yard indicating
storage and safety precautions for hazardous materials and hazardous wastes. The Contractor's
site map will, at a minimum, indicate the following:
• orientation and scale
• total land area in square feet
• access and egress points
• buildings and/or temporary trailers
• parking lots
• adjacent land uses
• surrounding roads, storm drains, and waterways (including waterbodies and wetlands)
• locations of hazardous materials and hazardous waste storage
• underground and aboveground tanks
• containment or diversion structures (dikes, berms, retention ponds)
• shutoff valves and/or circuit breakers
• location of emergency response materials and equipment
• location of SPCCP and MSDS
• location of emergency assembly area
• location of clean up equipment within the yard
All maps must be provided on standard 81/2- by 11 -inch paper.
2.2.2 Inventory
The Contractor will provide a complete inventory to EnCana of all hazardous substances that
will be used (refer to Title 40, CFR, Parts 116 and 302). All inventory forms required by the
relevant county will be provided by the Contractor as part of their SPCCP. This inventory will be
provided to EnCana's Environmental Manager prior to construction and updated as necessary
during construction of the project as required in Section 2.1.2.
Piceance Gathering Pipeline Project 3
March 2006
Spill Prevention, Containment, and Countermeasure Plan
3.0 HAZARDOUS MATERIALS MANAGEMENT
Construction, operation, and maintenance of the project will require the use of certain potentially
hazardous materials such as fuels, explosives, and herbicides. By definition, hazardous materials
(substances and wastes) have the potential to pose a significant threat to human health and the
environment based upon quantity, concentration, or chemical composition. Generally, hazardous
materials will be stored in contractor yards and not on the right-of-way. When stored, used,
transported, and disposed of properly as described below, the risks associated with these
materials can be reduced substantially.
3.1 Overview of the Hazardous Materials Proposed For Use
The following project -specific measures pertain to all vehicle refueling and servicing activities as
well as the storage, transportation, production, and disposal of hazardous materials (substances
and wastes). These measures are intended to prevent the discharge of fuels, oils, gasoline, and
other harmful substances to waterbodies, groundwater aquifers, and/or other sensitive resource
areas during project construction.
Hazardous materials (substances) used during project construction may include solvents,
explosives, and other substances. In addition, petroleum products such as gasoline, diesel fuel,
lubricating oils, and hydraulic fluid will be used. Some of these materials will be used in
relatively large quantities in contractor yards and on the right-of-way to operate and maintain
equipment during construction. Explosives may be used for blasting rock on portions of the
right-of-way. The use of explosives for this project is discussed in detail in the Blasting Plan.
Smaller quantities of other materials such as herbicides, paints, and other chemicals will be used
during project operation and maintenance. These materials will be used to control noxious weeds
and facilitate revegetation on the right-of-way, and to operate and maintain processing and meter
stations during the life of the project.
Additional materials may be necessary at other locations along the right-of-way (e.g., wide
waterbody crossings, hydrostatic test stations) and at off -right-of-way contractor yards. Listings
of other hazardous materials that will be used during construction, operation, and maintenance of
the project will be identified on the Hazardous Substances Inventory form included in
Attachment 1. EnCana will compile and update the inventory of hazardous materials used or
stored on the project as needed throughout the life of the project. This information will be
provided to the appropriate regulatory agencies as required.
3.2 Training
All project personnel will receive basic spill prevention training as part of the
environmental/safety training class. The Contractor is required to maintain a record of those
workers who have received environmental/safety training and ensure that only trained employees
are allowed to work on the project. In addition, all Contractor personnel who will be involved
with the transportation and storage of fuels or hazardous substances, equipment maintenance, or
spill response will be required to attend a higher level training class given by the Contractor as
described in Section 5.2.
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Spill Prevention, Containment, and Countermeasure Plan
3.3 Vehicle Refueling and Services
Construction vehicles (e.g., trucks, bulldozers, etc.) and stationary equipment (e.g., pumps,
generators, etc.) will be fueled and serviced in upland areas at least 200 feet from waterbodies
and wetlands. If stationary equipment cannot be located at least 200 feet from waterbodies and
wetlands because of topographic conditions or space limitations, special precautions (e.g. placing
pumps and small refueling cans in secondary containment structures) will be taken to prevent the
spill or release of hazardous materials into the waterway. Fueling will not occur within 200 feet
of private wells or 400 feet of municipal wells. When selecting refueling areas, consideration
will be given to slopes and other topographic conditions. Refueling locations will generally be
flat to minimize the chance of spilled substance reaching a waterbody. In most cases, rubber -
tired vehicles will be refueled and serviced at local gas stations or contractor yards off the right-
of-way. Tracked vehicles will typically be refueled and serviced by fuel and service vehicles on
the right-of-way.
Every effort will be made to minimize the threat of a fuel spill during refueling and servicing.
Fuel and service vehicles will carry a minimum of 20 pounds of suitable absorbent material to
handle potential spills. In addition, all vehicles will be inspected for leaks prior to being brought
on-site and regularly throughout the construction period. In the event that a leak is found,
equipment will not be allowed to operate until all leaks have been repaired. Vehicles will also be
equipped with fire -fighting equipment as specified in the Fire Prevention and Suppression Plan.
Construction equipment requiring maintenance which might result in the draining or leaking of
fluids will be serviced only after a 12 mil plastic liner has been installed between the equipment
and the soil. This liner must be placed in such a manner that all fluid is contained.
Washing of construction vehicles (such as concrete trucks) will be allowed only in upland areas
at least 200 feet from waterbodies and wetlands. Washing areas will be contained with berms or
barriers to prevent migration of wastewater and sediments into waterbodies. Waste concrete
material will be removed and properly disposed of once it has hardened.
3.4 Equipment Inspection and Decontamination
Prior to moving equipment onto the right-of-way, all equipment will be checked for leaks and
drips, and any necessary repairs will be completed prior to removal from the contractor yard.
3.5 Transportation of Hazardous Materials
Procedures for loading and transporting fuels and other hazardous materials will meet the
minimum requirements established by the Department of Transportation (DOT) and other
pertinent requirements. At all times, hazardous materials will be transported in DOT approved
containers. Prior to transporting hazardous materials, appropriate shipping papers will be
completed. Transportation of hazardous materials will be allowed only on approved access roads.
Vehicles carrying hazardous materials will be equipped with shovels, barrier tape, 4 to 6 mil
plastic bags, personal protective clothing, and spill pads to contain a small spill should one occur
during transport. In addition, vehicles transporting such materials will be properly signed
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Spill Prevention, Containment, and Countermeasure Plan
(placarded) and marked. Prior to transporting hazardous materials, vehicles will be inspected for
leakage and other potential safety problems. The Contractor will ensure that vehicle drivers are
properly trained to respond to and report spills, leakage, and/or accidents involving hazardous
materials (see Section 5.2 of this plan).
All hazardous materials used for the project will be properly containerized and labeled at all
times, including during transportation. Smaller DOT approved containers will be used on-site to
transport needed amounts of hazardous materials to a specific location. Transfer of materials
from large to small containers will not be done by hand pouring, but will be accomplished using
appropriate equipment including pumps, hoses, and safety equipment. These smaller service
containers will also be clearly labeled. Special provisions apply to the transportation of
explosives and are discussed in the Blasting Plan.
3.6 Storage of Hazardous Materials
Hazardous materials will be stored in contractor yards and designated temporary use areas
located at least 200 feet from the edge of waterbodies and wetlands. Stationary equipment
(pumps, diesel powered generators, etc.) will be located at least 200 feet from the edge of
waterbodies and wetlands. If storage areas cannot be located at least 200 feet from waterbodies
and wetlands because of topographic conditions or space limitations, special precautions will be
taken to prevent the spill or release of hazardous materials into the waterway. These precautions
will include limiting the quantity and amount of time such materials are stored near the
waterbody or wetland, providing secondary containment, and using trained personnel to monitor
activities at the storage site. Storage of greater than 55 gallons of hazardous materials will not be
permitted within 200 feet of waterbodies or wetlands. Cleanup materials, including absorbent
spill pads and plastic bags, will also be stored in these areas. Hazardous materials will not be
stored in areas subject to flooding or inundation.
3.6.1 Physical Storage Requirements
• Security—Hazardous materials will be stored in secure areas to prevent damage, vandalism,
or theft. During construction hours, hazardous materials may be stored temporarily on the
right-of-way but overnight storage on the right-of-way will be prohibited. All storage
containers will remain sealed when not in use and storage areas will be secured (gated,
locked, or guarded) at night and during non -construction periods.
• Storage Containers—Containers will be compatible with the hazardous materials or wastes
stored. If the container leaks or becomes damaged, the substance must be transferred to a
container in good condition. The Contractor will inspect containers at least weekly to
discover any leaks in the containers or the containment systems. Containers used for
transportation must comply with the DOT requirements, including those in Title 49 CFR Part
173.
• Secondary Containment—Secondary containment will consist of bermed or diked areas that
are lined and capable of holding 110 percent of the volume of the stored material plus any
potential precipitation accumulation and will be provided for fuel and oil tanks stored on-site.
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Spill Prevention, Containment, and Countermeasure Plan
• Container Management—Containers holding hazardous substances will be kept closed
during transfer and storage, except when it is necessary to add or remove the substance.
• Incompatible Wastes—Wastes that are incompatible with other wastes will not be placed in
the same container, or in an unwashed container, that previously held an incompatible
material.
• Ignitable or Reactive Substances—Substances that may ignite or are reactive must be located
at least 50 feet from the construction yard boundary. "NO SMOKING" signs will be
conspicuously placed wherever there is a hazard from ignitable or reactive waste. Examples
of ignitable wastes are paint wastes, certain degreasers, thinners and solvents (petroleum
distillates), epoxy resins, and adhesives. An example of reactive waste that may be found at
construction yards is permanganate and manganese wastes from dry cell batteries.
• Stormwater—It may be necessary to drain accumulated stormwater from within the
secondary containment areas that contain the fuel storage tanks. If the stormwater has been
contaminated, absorbent pads or booms will be used to remove floating petroleum products.
After the contamination has been removed, the stormwater will be left to evaporate, if
possible, otherwise it will be disposed of in an appropriate manner. Prior to disposal, the
Environmental Inspector will check for sheen or other evidence of contamination.
3.6.2 Container Labeling Requirements for Hazardous Wastes
The Contractor will comply with the following labeling requirements for any on-site container
(including tanks) used to store accumulated hazardous wastes. The containers will be labeled as
required in Title 40 CFR Part 262 and will contain at least the following information:
• chemical name (oil, diesel, etc.),
• accumulation start date and/or the date the 90 -day storage period began, and
• the words "Hazardous Waste" and warning words indicating the particular hazards of the
waste, such as "flammable", "corrosive", or "reactive".
3.7 Disposal of Hazardous Wastes
The Contractor will be responsible for ensuring that all hazardous wastes generated during their
operations are collected regularly and disposed of in accordance with all applicable laws. If state
laws pertaining to waste disposal are more stringent than federal laws, state laws will take
precedence. The Contractor will determine details on the proper handling and disposal of
hazardous waste, and will assign responsibility to specific individuals prior to construction of the
project.
Hazardous wastes typically include chemicals, spent batteries, and other items. The Contractor
will ensure that every effort will be made to minimize the production of hazardous waste during
the project including, but not limited to, minimizing the amount of hazardous materials needed
for the project; using alternative non -hazardous substances when available; recycling usable
materials such as paints and batteries to the maximum extent; and filtering and reusing solvents
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Spill Prevention, Containment, and Countermeasure Plan
and thinners whenever possible.
Any Contractor (generator) producing more that 100 kilograms per month of hazardous waste
must apply for an EPA Identification Number. Contractors (generators) producing less than 100
kilograms per month are considered conditionally exempt small quantity generators. A generator
can store hazardous wastes on-site for a period of up to 90 days without having to obtain a permit
as a storage facility, or as a small quantity generator up to a total of 1000 kilograms.
3.8 Contaminated Containers
Containers that once held hazardous materials as products or which held hazardous wastes must
be considered as potential hazardous wastes due to the residues of hazardous contents that may
persist. In order for the container to be handled as non -hazardous waste, regulations require that
the container be essentially empty and that certain handling requirements for the empty container
be followed, including the following:
• The containers must be empty, which means as much of the contents have been removed as
possible so that none will pour out in any orientation.
• Empty containers less than 5 gallons will be disposed of as a non -hazardous solid waste.
• Empty containers greater than 5 gallons, will be:
returned to the vendor for re -use,
sent to a drum recycler for reconditioning, or
- used or recycled on-site.
3.9 Waste Oil Filters
Used, metal canister oil filters can be managed as solid waste as long as they are thoroughly
drained of free-flowing oil (oil exiting drop -by -drop is not considered free-flowing); the filters
are accumulated, stored, and transferred in a closed, rainproof container. Waste oil filters are best
drained by puncturing and gravity draining while the filter is still hot.
3.10 Used Lubricating Oils
Waste lubrication oil, including contaminated soil and rags, have specific requirements for
storage, transportation, and disposal. The Contractor is considered a "Used Oil Generator" and as
such must meet the following requirements:
• Have a SPCCP certified by a registered Professional Engineer and approved by EnCana.
• Conduct spill prevention briefings to ensure adequate understanding by all workers.
• Label all storage containers "Used Oil".
• • Ensure storage containers do not have visible leaks and have secondary containment equal to
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Spill Prevention, Containment, and Counter,neasure Plan
110 percent, plus potential precipitation.
• Designate an individual who is accountable for managing oil spills.
• Hire a subcontractor with an EPA identification number for the transportation of used oil, or
limit transported quantities to 55 gallons.
• Dispose of used oil in a manner consistent with state and federal regulations.
• Provide documentation if required.
3.11 Inspection and Recordkeeping
The Contractor will inspect all storage facilities on a regular basis, but not less than weekly. The
Weekly Hazardous Materials Inspection Log in Attachment 2 will be used to record the
condition of the facility. The Contractor will provide a copy of the weekly inspection log to
EnCana's Environmental Inspector. In addition to the weekly log, the Contractor will maintain
records for hazardous materials and hazardous wastes as required by all applicable federal, state,
and local regulations and permit conditions. Record keeping requirements include:
• hazardous material/waste inspection log,
• transportation documents (e.g., bills of lading, manifests, shipping papers, etc.),
• training records, and
• spill report forms.
EnCana's Environmental Inspector will monitor, inspect, document, and report on the
Contractor's compliance with all hazardous materials and hazardous waste management
practices.
4.0 CONTAMINATED SITES
This general procedure is included as a contingency in the event that unexpected or unknown
(pre-existing) contaminated sites are encountered during the course of construction. During the
course of construction, some potential exists for encountering contaminated soils, groundwater,
or other materials. Should such a situation develop where there is a reasonable basis for believing
that contaminated materials have been encountered (where contamination is suggested by visible
indications or unusual odors), the Contractor will stop work and immediately notify the
Environmental Inspector. The Environmental Inspector will complete notifications as required in
Section 6.1. Contaminated sites will be cleaned up as discussed in Section 5.1.
5.0 SPILL CONTROL AND COUNTERMEASURES
The measures described in Section 3.0 of this plan are intended to prevent the spill of hazardous
materials during normal project construction, operation, and maintenance activities. However,
not all potential spill situations can be reasonably foreseen or prevented. The following section
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Spill Prevention, Containment, and Countermeasure Plan
outlines the physical and procedural steps to be taken in the event of a spill. In general, the
Contractor will:
• Specify in their SPCCP specific containment and cleanup procedures.
• Provide necessary materials and labor.
• Perform all reporting and documentation, as required. Notification and documentation of
spills is discussed in greater detail in Section 6.0 of this plan.
5.1 Physical and Procedural Response Methods
Physical response actions are intended to ensure that all spills are promptly and thoroughly
cleaned up. However, the first priority in responding to any spill is personnel and public safety.
Construction personnel will be notified of evacuation procedures to be used in event of a spill
emergency. In general, the first person on the scene will:
• Attempt to identify the source, composition, and hazard of the spill or stain.
• Isolate and stop the spill and begin clean up of the spill or stain, if possible (i.e., if it is safe).
• Contain spills or stains, of unknown substances, in a barrel or plastic to prevent migration,
store properly, and obtain a sample of the unknown substance for laboratory analysis.
• Notify appropriate personnel and initiate reporting actions.
• Initiate evacuation of the area if necessary.
Persons should only attempt to clean up or control a spill if they have received proper training.
Untrained individuals will immediately notify the Contractor's primary or alternate emergency
coordinators.
In general, expert advice will be sought to properly clean up major spills. For spills on land,
berms will be constructed to contain the spilled material and prevent migration of hazardous
materials or petroleum products toward waterways. Dry materials will not be cleaned up with
water or buried. Contaminated soils will be collected using appropriate machinery, stored in
suitable containers, and properly disposed of in appropriately designated areas off-site. After
contaminated soil is recovered, all machinery utilized will be decontaminated, and recovered soil
will be treated as used oil if contaminated with petroleum products (refer to Section 3.10) or
hazardous waste if contaminated with hazardous waste (refer to Section 3.7). Contaminated
cleanup materials (absorbent pads, etc.) and vegetation will be disposed of in a similar manner.
For major spills, cleanup will be verified by sampling and laboratory analysis.
If spilled materials reach water, booms and skimmers will be used to contain and remove
contaminants. Other actions will be taken as necessary to clean up contaminated waters. Cleanup
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Spill Prevention, Containment, and Countermeasure Plan
materials including absorbent spill pads and plastic bags will be placed on-site at waterbodies
and wetlands when construction is occurring within 200 feet of these areas.
5.1.1 On -Site Equipment
The following equipment will be maintained on-site with each crew using heavy equipment for
use in cleanup situations:
• shovels
• absorbent pads/materials
• personal protective gear
• fire fighting equipment
• medical first-aid supplies
• phone list with emergency contact numbers
• storage containers
5.2 Training
The Contractor will provide spill prevention and response training to appropriate construction
and personnel. Persons accountable for carrying out the procedures specified herein will be
designated prior to construction and informed of their specific duties and responsibilities with
respect to environmental compliance and hazardous materials. The Contractor is required to
maintain a record of those workers who have received training. Note that this training is in
addition to the general environmental/safety training that will be conducted by the Contractor.
The Contractor's training will be provided to inform appropriate personnel of site-specific
environmental compliance procedures. At a minimum, this training will include the following:
• a review of EnCana and Contractor SPCCPs, and discussion of individual responsibilities,
• an overview of all regulatory requirements,
• methods for the safe handling/storage of hazardous materials and petroleum products,
• spill prevention procedures,
• operation and location of spill control materials,
• inspection procedures for spill containment equipment and materials,
• emergency response procedures,
• use of personal protective equipment (PPE),
• procedures for coordinating with emergency response teams, and
• standard information regarding a spill to be provided to EnCana for agency notification (see
Section 6.1.1).
6.0 NOTIFICATION AND DOCUMENTATION OF SPILL PROCEDURES
Notification and documentation procedures for all spills that occur during project construction,
operation, or maintenance will conform to applicable federal, state, and local laws. Adherence to
such procedures will be the top priority once initial safety and spill response actions have been
taken. The following sections describe the notification and documentation procedures, and
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Spill Prevention, Contaimnent, and Countermeasure Plan
should be implemented in conjunction with the response procedures listed in other sections of
this plan.
6.1 Required Notification
Notification will begin as soon as possible after discovery of a release. The individual who
discovers the spill will contact EnCana's Environmental Inspector. If the Environmental
Inspector determines that the spill meets the criteria for immediate verbal notification of
government agencies (see Section 6.1.4, Reporting Criteria) and/or determines that the spill may
threaten human health or the environment, he/she will immediately notify EnCana's
Environmental Manager who will make the required agency notifications as described below. On
BLM lands, all spills greater than 1 gallon and any spill that threatens or enters a waterbody or
wetland will be reported. Prior to beginning the notification process, the individual initiating
notification should obtain as much information as possible to clearly document and communicate
the situation. See Section 6.1.1 for standard information that will be requested by agencies.
The following mandatory notifications will be made by the Environmental Manager. The
appropriate government agencies will be selected based on the geographic location of the spill
site.
• 911 will be called if the spill is deemed to be an emergency
• GJFO BLM, Grand Junction, CO—(970) 244-3000
• WRFO BLM, Meeker, CO—(970) 878-3800
• National Response Center (NRC)—(800) 424-8802 for amounts exceeding the federal
reportable quantity for that material (Reportable Amounts are included in Attachment 3)
• Colorado Department of Health and Environment—(303) 692-3500 non -emergency
• Colorado Department of Health and Environment—(303) 756-4455 emergency
• Colorado State Patrol (Grand Junction)—(970) 248-7278
• Colorado State Patrol (Craig)—(970) 824-6501
• Local Emergency Management—notified at the following numbers:
- Garfield County, Glenwood Springs, CO—(970) 945-9151
- Rio Blanco County, Meeker, CO—(970) 878-5023
6.1.1 Agency Notification
When notifying a regulatory agency, EnCana's Environmental Manager will provide the
following information:
• current threats to human health and safety, including known injuries, if any
• spill location, including landmarks and nearest access route
• reporter's name and phone number
• time and date the spill occurred
• type and estimated amount of hazardous materials involved
• potential threat to property and environmental resources
• status of response actions
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Spill Prevention, Containment, and Countermeasure Plan
6.1.2 Fee -Landowner Notification
When a spill poses a direct and immediate threat to health and safety and/or property, the fee -
landowners potentially affected by the spill will be directly notified by EnCana. The Alignment
Sheets included as Attachment 1 of the Plan of Development delineate land ownership along the
entire right-of-way and will be used to determine affected fee -landowners. Immediate
notification of fee -landowners is required for all situations in which the spill poses a direct and
immediate threat to health and safety and/or property.
6.1.3 Reporting Criteria
The Contractor will report to EnCana's Environmental Inspector all hazardous substance releases
regardless of size, any spill which threatens or enters any waterbody, any petroleum spill larger
than 25 gallons, and spills of any substance that are over 1 gallon in size on BLM lands. Verbal
reports are required immediately following a major spill when doing so would not delay clean up
or administration of urgent medical care. EnCana's Environmental Inspector will determine if
the spill meets the following criteria for immediate agency notification:
• any release of hazardous material over the applicable reportable quantities (refer to
Attachment 3—List of Reportable Quantities)
• a spill which threatens or enters a waterbody or wetland
• a petroleum spill over 25 gallons
• any spills greater than 1 gallon on BLM lands
6.2 Documentation
The Contractor will maintain records for all spills. Agencies that EnCana verbally notified of a
release will be provided written notification by EnCana within 30 days. Within 24 hours, the
Contractor will provide a written report (see Attachment 2) to EnCana for all reportable spills
requiring agency notification.
The Contractor will record spill information in a daily log. The following is a list of items that
should be included in the daily log (as appropriate, based on the spill incident):
• time and date of each log entry
• name of individual recording log entry
• list of all individuals notified, including time and date
• type and amount of material spilled
• resources affected by spill
• list of response actions taken, including relative success
• copies of letters, permits, or other communications received from government agencies
throughout the duration of the spill response
• copies of all outgoing correspondence related to the spill
• photographs of the response effort (and surrounding baseline photographs if relevant)
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 1
ATTACHMENT 1 -REQUIRED CONTRACTOR SUBMITTALS
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 1
CERTIFICATIONS, ACKNOWLEDGEMENTS, AND DESIGNATION OF
EMERGENCY COORDINATORS FORM
In addition to all relevant county forms, Contractor will complete and submit the
following information:
GENERAL INFORMATION
Business Name
Facility Street Address
City County Zip Code Phone
Mailing Address (if different)
City Zip Code
EMERGENCY COORDINATOR
Primary Emergency Coordinator Business Phone
Pager/Cellular Phone
1st Alternate Business Phone
Pager/Cellular Phone
2nd Alternate Business Phone
OWNER/OPERATOR CERTIFICATION
Pager/Cellular Phone
I certify under penalty of law that I have personally examined and am familiar with the
information submitted in the Spill Prevention, Containment, and Countermeasure Plan and
believe the information is true, accurate, and complete.
Print Name of Owner/Operator Signature of Owner/Operator Date
REGISTERED PROFESSIONAL ENGINEER CERTIFICATION
Having examined the facility and being familiar with 40 CFR, Part 112, I attest that the
Hazardous Material Management and Spill Prevention, Containment and Countermeasure Plan
has been prepared in accordance with good engineering practices.
Print Name of Registered PE Signature of Registered PE Date
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 1
EMERGENCY CHECKLIST
DIAL 911 FOR EMERGENCY RESPONSE*
Emergency Coordinator: ( ) (_)
First Alternate: ( ) ( )
Second Alternate: ( ) ( )
Contractor
Telephone Number
Address
EMERGENCY NUMBERS
Emergency Response 911
Colorado State Patrol (Grand Junction) (970) 248-7278
Colorado State Patrol (Craig) (970) 824-6501
Poison Control Center (800) 342-9293
Toxic Information Center (800) 233-3360
Nearest Hospitals Phone:
Phone:
AGENCY NOTIFICATIONS (To be made by EnCana Environmental Manager)
National Response Center (NRC) (800) 424-8802
GJFO BLM, Grand Junction, CO (970) 244-3000
WRFO BLM, Meeker, CO (970) 878-3800
Colorado Department of Health and Environment (non -emergency) (303) 692-3500
Colorado Department of Health and Environment (emergency) (303) 756-4455
Local Emergency Management
Garfield County, Glenwood Springs, CO (970) 945-9151
Rio Blanco County, Meeker, CO (970) 878-5023
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 7
CONTRACTOR'S SITE MAP
Contractor site map will, at a minimum, depict the following:
• orientation and scale
• total land area in square feet
• access and egress points
• buildings and/or temporary trailers
• parking lots
• adjacent land uses
• surrounding roads, storm drains, and waterways (including waterbodies and
wetlands)
• locations of hazardous materials and hazardous waste storage
• underground and aboveground tanks
• containment or diversion structures (dikes, berms, retention ponds)
• shutoff valves and/or circuit breakers
• location of emergency response materials and equipment
• location of SPCCP and MSDS
• location of emergency assembly area
• location of clean up equipment within the yard
All maps must be provided on standard 8'h- by 11 -inch paper.
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 1
CONTRACTOR'S POTENTIAL SPILL SOURCES
Contractor will identify all sources of potential spills, including tank overflow, rupture or
leakage. Spill Prevention, Control and Countermeasure information must be included for
all containers larger than 660 gallons, or that have a total capacity of 1320 gallons at one
location that contain oil, including petroleum, fuel oil, sludge, oil refuse, and oil mixed
with waste, as required in 40 CFR Part 112.
(1) Material: Total Quantity
Location of use:
Potential direction of flow: Maximum rate of flow:
Structures or equipment to contain spills:
(2) Material: Total Quantity
Location of use:
Potential direction of flow: Maximum rate of flow:
Structures or equipment to contain spills:
(3) Material: Total Quantity
Location of use:
Potential direction of flow: Maximum rate of flow:
Structures or equipment to contain spills:
(4) Material: Total Quantity
Location of use:
Potential direction of flow: Maximum rate of flow:
Structures or equipment to contain spills:
AI -4 Piceance Gathering Pipeline Project
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 1
CONTRACTOR'S HAZARDOUS SUBSTANCES INVENTORY
Contractor will identify all hazardous substances which will be used or stored on the
project to EnCana.
(1) Material:
Location of use:
Storage location:
Expected Quantity On Hand:
(2) Material:
Location of use:
Storage location:
Expected Quantity On Hand:
(3) Material:
Location of use:
Storage location:
Expected Quantity On Hand:
(4) Material:
Location of use:
Storage location:
Expected Quantity On Hand:
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March 2006
Spill Prevention, Containment, and Countermeasure Plan—Attachment 2
ATTACHMENT 2—INSPECTION LOGS and SPILL REPORT FORMS
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 2
HAZARDOUS MATERIALS AND WASTES INSPECTION LOG
For each item listed below, Contractor will indicate whether existing conditions are acceptable
(A) or unacceptable (U). Contractor will inspect all storage facilities on a regular basis, but not
less than weekly. Contractor will keep records of all inspections on file. Contractor will provide a
copy of the completed form to the Environmental Inspector on a weekly basis.
STORAGE AREAS FOR FUELS, LUBRICANTS, AND CHEMICALS
General
Construction yard or storage areas secured
Storage areas properly prepared and signed
Material Safety Data Sheets available
SPCCP available
Emergency response equipment available on-site
Hazardous Materials Management
No evidence of spilled or leaking materials
Incompatible materials separated
All containers labeled properly and securely closed
All containers upright
No evidence of container bulging, damage, rust, or corrosion
Secondary Containment Areas
Containment berm intact and capable of holding 110% of material stored plus precipitation
Lining intact
No materials overhanging berms No materials stored on berms
No flammable materials used for berms
Compressed Gases
Cylinders labeled with contents
Cylinders secured from falling
Oxygen stored at least 25 feet away from fuel
Piceance Gathering Pipeline Project A2-1
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 2
HAZARDOUS MATERIALS AND WASTES INSPECTION LOG
HAZARDOUS WASTE MANAGEMENT
Waste Container Storage
No evidence of spilled or leaking wastes
Adequate secondary containment for all wastes
Separate containers for each waste stream -no piles
Waste area not adjacent to combustibles or compressed gases
All containers securely closed
Bungs secured tightly
Open -top drum hoops secured
All containers upright
No evidence of container bulging, corrosion
No severe container damage or rust
Containers are compatible with waste
No smoking and general danger/warning signs posted
Waste Container Labeling
Containers properly labeled
Name, address and EPA ID number or ID Number of generator listed (Not required if
Contractor is an exempt small quantity generator.)
Accumulation start date listed
Storage start date listed
Chemical and physical composition of waste listed
Hazardous property listed
Non -Hazardous Waste Areas
No litter in yard
No hazardous wastes or used oil mixed with trash
Empty oil and aerosol containers for disposal are completely emptied
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Spill Prevention, Containment, and Countermeasure Plan—Attachment 2
HAZARDOUS MATERIALS AND WASTES INSPECTION LOG
CORRECTIVE ACTIONS TAKEN (Required for all unacceptable conditions)
Date: Contractor:
Inspected by:
Signature:
Piceance Gathering Pipeline Project A2-3
March 2006
Spill Prevention, Containment, and Countermeasure Plan—Attachment 2
SPILL REPORT FORM
The Contractor must complete this form for any hazardous material spill regardless of
size, any spill that enters waterbodies or wetlands, any petroleum spill greater than 25
gallons, and any spill greater than 1 gallon on BLM lands. The form must be submitted to
the EnCana Environmental Inspector within 24 hours of the occurrence.
Responsible Party or Company
Company Name:
Company Field Address:
Company Field Contact/Title:
Company Field Contact Phone:
Reporting Party
Name:
Title:
Phone:
Location of Spill
County and Legal Description:
Nearest Pipeline Milepost:
Nearest Landmark(s):
Nearest Access Road:
Nearest Waterbody:
Name of Landowner:
Spill Information
Date and Time of Spill (if known):
Date and Time of Discovery:
Spill Material and Amount:
Area of Impact (length x width x depth):
Cause of spill:
Response Information
Containment, Cleanup, and Disposal
Procedures Undertaken
Further Response Actions Needed:
Notifications
Date of Landowner Notification:
Dates and Names of Agencies Notified:
Piceance Gathering Pipeline Project
March 2006
A2-5
Spill Prevention, Containment, and Countermeasure Plan—Attachment 3
ATTACHMENT 3 -REPORTABLE QUANTITIES
Piceance Gathering Pipeline Project
March 2006
Spill Prevention, Containment, and Countermeasure Plan Attachment 3
REPORTABLE QUANTITIES
This table lists the substances that may be used during construction and the Federal
reportable quantity. If the Contractor is using substances not listed on this table, the
Contractor shall provide an updated table that lists the substance and reportable
quantity.
Substance
Federal Reportable Quantityl
Diesel Fuel
None listed
Gasoline
None listed
Engine Oil
None listed
Cutting Oil
None listed
Hydraulic Oil
None listed
Pipe Dope
None listed
Solvents
None listed
Grease
None listed
Acetone Solvent
5,000 pounds
Paint
None listed
1Per 40 CFR 302.4
Specific state requirements are listed below:
Colorado
• Any quantity of pollutant or contaminant discharged to surface or groundwater.
• Any release of petroleum products 25 gallons or greater.
• Any quantity of hazardous substance that exceeds the reportable quantity in 40 CFR 302.4.
Piceance Gathering Pipeline Project A3-1
March 2006
Stormwater Pollution
Prevention Plan
Stormwater Pollution Prevention Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
2.0 Project Scope 1
2.1 Project Description 1
2.1.1 Project Maps 1
2.2 Construction Sequence 2
2.2.1 Pipeline Construction 2
2.3 Estimated Disturbance 2
2.4 Soil Data and Runoff Coefficient 2
2.5 Vegetation 3
2.6 Receiving Waters 3
2.7 Potential Pollution Sources 3
2.8 Non-Stormwater Discharges 3
3.0 Best Management Practices 4
3.1 Erosion and Sediment Controls 4
3.2 Materials Handling and Spill Prevention Controls 4
3.2.1 General Spill Control Measures 4
4.0 Final Stabilization and Long -Term Stormwater Management 4
5.0 Other Controls 5
6.0 Maintenance and Inspection 5
6.1 Maintenance 5
6.2 Inspection 5
6.2.1 Construction 5
6.2.2 Post -Construction 6
LIST OF ATTACHMENTS
Attachment 1—Soils and Vegetation
Piceance Gathering Pipeline Project
March 2006
Stornnvater Pollution Prevention Plan
1.0 INTRODUCTION
This Stormwater Pollution Prevention Plan (plan) describes measures to be taken by EnCana Oil
and Gas (USA) Inc. (EnCana) and its construction contractors (Contractor) for erosion, sediment,
and stormwater pollution control practices to be implemented and maintained during pipeline
construction activities.
Measures identified in this plan apply to work within the project area defined as the right-of-way,
temporary use areas, and other areas used during construction of the project.
EnCana and Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating construction on the project.
1.1 Purpose
The risk of stormwater, erosion, and sediment pollution is minimized by the use of appropriate
construction methods and equipment and the short duration and limited area involved. The
erosion, sediment, and stormwater pollution control practices prescribed herein further avoid or
reduce the impact of soil erosion, sedimentation, and stormwater pollution on or adjacent to the
proposed project right-of-way.
This plan is required to be developed and kept on-site as part of the Construction Stormwater
Permit from the Colorado Department of Public Health and Environment (CDPHE) Water
Quality Control Division (WQCD). This plan summarizes information available in the Plan of
Development (POD); Spill Prevention, Countermeasure, and Containment Plan; Soil
Conservation, Sedimentation, and Erosion Control Plan and the Reclamation Plan.
2.0 PROJECT SCOPE
2.1 Project Description
EnCana received approval in November 2005 from the Bureau of Land Management (BLM) for
a right-of-way grant under Section 28 of the Mineral Leasing Act of 1920, as amended, to
authorize the construction, operation, and maintenance of the Meeker Pipeline and Gas Plant
Project (Meeker Project). The project will involve the construction and operation of a natural gas
processing plant and 205 miles of up to 36 -inch diameter buried natural gas, natural gas liquids
(NGL) and water pipelines and related aboveground appurtenances in Garfield and Rio Blanco
Counties, Colorado, and Uintah County, Utah. The Piceance Gathering Pipeline Project is a
portion of that project and involves construction of approximately 49 miles of 36 -inch diameter
natural gas pipeline and related aboveground appurtenances.
2.1.1 Project Maps
Project maps are included in Attachment 1 of the Plan of Development. The project maps present
the construction centerline, access roads, surface waterbodies, and elevation contours.
Piceance Gathering Pipeline Project
March 2006
Stormwater Pollution Prevention Plan
2.2 Construction Sequence
The project will be constructed beginning summer 2006. Construction activities are anticipated
to last 6 months.
2.2.1 Pipeline Construction
General pipeline construction will involve clearing, grading, topsoiling, trenching, stringing,
bending, welding, coating, padding where required, lowering -in, backfilling, cleanup, and
revegetation.
Vegetation will be cleared and the construction right-of-way graded to provide for safe and
efficient operation of construction equipment and inspection vehicles, and to provide space for
the storage of subsoil and topsoil. Once clearing has been performed to remove any obstacles or
debris, grading will be conducted where necessary to provide a reasonably level surface for the
operation and passage of heavy construction equipment. Topsoil will be salvaged where required
by the BLM and fee -landowners. A typical ditch will be excavated after topsoiling activities are
complete. The depth and width of the ditch will vary depending upon pipe diameter and soil
types. Subsoil material will be stockpiled separately from topsoil stockpiles. Based on field
conditions, gaps will be made in topsoil and subsoil stockpiles to avoid ponding or excessive
diversion of natural runoff during storm events.
Pipe installation will include stringing, bending for horizontal or vertical angles in the alignment,
welding the pipe segments together, x-ray inspection, coating the joint areas to prevent corrosion,
and then lowering -in and padding. Backfilling will begin after a section of pipe has been
successfully placed in the ditch. Backfilling the trench will generally use the subsoil previously
excavated from the trench, except in rocky areas where imported select fill material maybe
needed.
Cleanup and restoration of the surface along the right-of-way and any temporary use areas will
be performed by removing any construction debris and by performing final grading to the
finished contour. Steps will be taken to minimize erosion, restore the natural ground contour, and
account for trench settling as described in the Soil Conservation, Sedimentation, and Erosion
Control Plan. Restoration seeding will be performed in accordance with fee -landowner and BLM
requirements as described in the Reclamation Plan.
2.3 Estimated Disturbance
Construction of the project would disturb approximately 750 acres of land, including the pipeline
construction right-of-way, temporary workspace areas, and related aboveground appurtenances.
2.4 Soil Data and Runoff Coefficient
The project crosses through the 24 soil mapping units. Attachment 1 includes a description of
soil mapping units that will be crossed by the proposed project and a summary of physical and
environmental parameters for each soil type.
2 Piceance Gathering Pipeline Project
March 2006
Stornnvater Pollution Prevention Plan
The runoff coefficient value is the percentage of precipitation volume that is not absorbed by the
surface. The runoff coefficient for the project area prior to construction is between 0.20 and 0.79.
The runoff coefficient for the project area after construction would increase due to loss of
vegetation, but would return to pre -construction levels as the right-of-way revegetates and
stabilizes to pre -construction vegetative ground cover conditions.
2.5 Vegetation
The proposed pipeline project would cross through eight vegetation types. Vegetation types and
dominant species are detailed in Attachment 1.
2.6 Receiving Waters
The project area is located within the Colorado River basin. The proposed project crosses 6
perennial waterbodies, 40 intermittent waterbodies and 5 wetland/riparian areas. A list of
waterbodies and wetlands crossed by the project is included in the Waterbody Crossing and
Wetland Protection Plan. Perennial waterbodies are expected to have flow at the time of
construction and intermittent waterbodies are expected to be dry during the construction period.
2.7 Potential Pollution Sources
Activities associated with construction of the project that may affect stormwater include clearing
and grading; access road modifications; vehicle operation, maintenance and fueling; painting
aboveground facilities; coating pipe joints; and herbicide application to control noxious weeds.
Petroleum based products, lubricants, herbicides, cleaning solvents, paints and coatings may be
used during construction of the proposed project and could affect the quality of stormwater
discharges if not managed correctly.
Soil disturbed by construction is the most likely potential pollution source and is addressed by
erosion and sediment controls in the Soil Conservation, Sedimentation, and Erosion Control Plan
summarized in Section 3.1. The potential for accidental spills or leaks will be minimized by
adherence to the Spill Prevention, Containment, and Countermeasure Plan, which is summarized
in Section 3.2.
2.8 Non-Stormwater Discharges
Construction dewatering and hydrostatic test dewatering are the only non-stormwater discharge
that may occur from the project area during the construction period. Construction dewatering
may be required when groundwater and/or stormwater enters the trench. Construction dewatering
and hydrostatic test dewatering activities will comply with CDPHE WQCD Minimal Industry
Discharge Permit requirements. Dewatering discharge will be directed onto a stable, well -
vegetated surface and will utilize a section of geotextile fabric or plywood to prevent scouring. If
dewatering operations take place near waterbodies or wetlands, a number of strategies may be
required to prevent heavily sediment -laden water from reaching sensitive resources. Specific
dewatering requirements related to hydrostatic test dewatering are discussed in the Strength
Testing Plan.
Piceance Gathering Pipeline Project 3
March 2006
Stonmvater Pollution Prevention Plan
3.0 BEST MANAGEMENT PRACTICES
3.1 Erosion and Sediment Controls
The potential for erosion and sediment transport is greatest in areas where ground surfaces have
been disturbed and soil is exposed to physical agents such as wind and water. In an effort to
protect existing water quality, both temporary and permanent BMPs and other erosion control
measures have'been designed to minimize the effects of erosion caused by stormwater runoff. In
most cases, a combination of vegetative, structural, and stormwater management practices are
used to control erosion and transport of sediment. Typical BMPs drawings are included in
Attachment 1 of the Soil Conservation, Sedimentation, and Erosion Control Plan.
Erosion and sediment controls will be used and maintained during all phases of construction.
Selection of appropriate erosion controls will be selected based on soil properties, steepness of
the slope, and anticipated surface flow or runoff. All control measures will be maintained as
necessary until the general permit is terminated.
Additional information is provided in the Reclamation Plan; Soil Conservation, Sedimentation,
and Erosion Control Plan; and the Waterbody Crossing and Wetland Protection Plan.
3.2 Materials Handling and Spill Prevention Controls
Attachment 1 in the Spill Prevention, Containment, and Countermeasure Plan lists the substances
expected to be used during construction, the expected volumes stored in the construction storage
yard, the expected intensity of use during construction and reportable quantities. Attachment 1
also contains the Contractor's site map, which includes locations of hazardous materials;
containment and/or diversion structures; and location of cleanup equipment.
3.2.1 General Spill Control Measures
To prevent the accidental release of hazardous materials and petroleum products, construction,
operation, and maintenance activities shall comply with the Spill Prevention, Containment, and
Countermeasure Plan. The Spill Prevention, Containment, and Countermeasure Plan:
• Identifies emergency notification and state agency names and phone numbers that shall be
contacted in the event of a spill;
• Requires sufficient supplies of absorbent and barrier materials on hand to allow for rapid
containment and recovery of spills; and
• Includes instructions for the collection and disposal of waste, soil, and other materials
generated during, and clean-up of, a spill.
4.0 FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT
Measures used to achieve final stabilization have been addressed in Section 3.1.2 and measures
to control sediment pollutants in stormwater discharges have been addressed in Section 3.1.1.
After construction has been completed, no petroleum or chemical products or hazardous
4 Piceance Gathering Pipeline Project
March 2006
Stornnvater Pollution Prevention Plan
materials will be used on or stored in the construction right-of-way and construction storage
yard; therefore, no additional measures are required to prevent these materials from entering
stormwater discharges.
5.0 OTHER CONTROLS
In addition to requirements in the Spill Prevention, Containment, and Countermeasure Plan and
installation of erosion and sediment control measures, the following good housekeeping practices
will be implemented to prevent or minimize potentially polluting construction materials from
contact with stormwater:
• Construction of the project will be scheduled during the dry season, if feasible, to minimize
stormwater pollution potential and to control pollutants in the stormwater discharges.
• Dust abatement measures, in accordance with the Fugitive Dust Control Plan, will be
implemented for control of airborne dust along the construction right-of-way and on unpaved
access roads
• Regular disposal for garbage, rubbish, construction wastes, and sanitary waste will be
maintained at all times during construction. Sanitary sewage facilities (portable chemical
toilets) will be provided at all work locations. Sanitary waste will be collected and removed
for disposal at an appropriate licensed sewage disposal facility.
6.0 MAINTENANCE AND INSPECTION
6.1 Maintenance
The Contractor will be responsible for ensuring that erosion control measures are fully functional
and for continually monitoring erosion control measures along the right-of-way and completing
timely repairs of erosion control structures as needed. EnCana's Environmental Inspector, with
assistance from EnCana's Construction Inspectors will be responsible for ensuring that the
Contractor is in compliance with this plan. Maintenance will be performed on an as -needed basis
based on the results of inspections conducted at the construction storage yard and along the
construction right-of-way.
All erosion and sediment controls and other protective measures identified in this plan will be
maintained in an effective operating condition. If site inspections indicate that BMPs are not
operating effectively, maintenance will be performed promptly, within 24 hours and before the
next anticipated storm event, to maintain continued effectiveness of stormwater pollution
controls.
6.2 Inspection
6.2.1 Construction
Throughout construction, the temporary erosion control structures will be inspected daily in
areas of active construction or equipment operation, on a weekly basis in areas with no
Piceance Gathering Pipeline Project 5
March 2006
Siormwater Pollution Prevention Plan
construction or equipment operation, and in all areas within 24 hours of each 0.5 -inch or greater
rainfall event, soil and weather conditions permitting. The Contractor will complete the
Hazardous Materials and Wastes Inspection Log on a weekly basis and will provide the
Environmental Inspector with a copy of the completed form each week. Inspection and
maintenance measures are detailed in the Spill Prevention, Countermeasure, and Containment
Plan and the Soil Conservation, Sedimentation, and Erosion Control Plan.
6.2.2 Post -Construction
Erosion control monitoring and maintenance efforts will continue after project construction until
successful revegetation is achieved as defined in the Reclamation Plan. Throughout the first year
following construction, erosion control devices will be checked at all locations along the right-
of-way in combination with reclamation and revegetation surveys. Erosion control devices will
be reinstalled, repaired, and/or maintained as necessary.
Final stabilization of the construction project will be considered completed once it has been
determined by EnCana that the project's total herbaceous (seeded species plus desirable
volunteers) cover is at least 70 percent of that on adjacent land, and species composition is
comprised of a mix of seeded species and desirable volunteers from adjacent communities.
Copies of all records and information resulting from monitoring activities required by this permit
will be retained by EnCana for a minimum of three years.
6 Piceance Gathering Pipeline Project
March 2006
Stormwater Pollution Prevention Plan—Attachment 1
ATTACHMENT 1—SOILS and VEGETATION
Piceance Gathering Pipeline Project
March 2006
Starmwater Pollution Prevention Plan—Attachment 1
Soil Mappine Units and Parameters
Soil
Mapping
Unit
Slope
Permeability Permeability
Available
Water
Capacity
Surface
Runoff
Erosion
Hazard
Hydrologic
Group
Arvada loam
1 to 20
Very slow
Moderate
moderately
rapid
severe
D
Barcus
channery
loamy sand
2 to 8
rapid
low
slow
moderate
A
Blazon
moist-
Rentsac
complex
8 to 65
Blazon—
moderately
slow
Rentsac—
moderately
rapid
low
rapid
moderate to
very high
C, D
Castner
channery
loam
5 to 50
moderate
very low
medium to
rapid
moderate to
very high
C
Forelle loam
3 to 8
moderate
high
medium
moderate to
high
B
Glendive fine
sandy loam
---
moderately
rapid
moderate
slow
slight
B
Hagga loam
---
moderately
slow
high
slow
slight
B, D
Happle very
channery
sandy loam
0 to 12
moderate
low
medium
high
B
Happle-Rock
outcrop
association
25 to
65
moderate
low
rapid
high
B, D
Havre loam
0 to 4
moderate
high
medium
slight
B
Heldt clay
loam
6 to 12
Slow
Moderate
Medium
moderate
C
Irigul
channery
loam
5 to 50
moderate
very low
medium to
rapid
very high
D
Irigul-
Parachute
complex
5 to 30
moderate
Irigul—very
low
Parachute—
low
Irigul—
medium to
rapid
Parachute—
medium
Irigul—
slight to
high
Parachute—
moderate to
very high
B, D
Piceance Gathering Pipeline Project
March 2006
Al -1
Stormwater Pollution Prevention Plan—Attachment 1
Soil Mappine Units and Parameters
Soil
Mapping%�
Unit
Slope
Permeability
Available
Water
Capacity
Surface
Runoff
Erosion
Hazard
Hydrologic
Group
Irigul-
Starman
channery
loams
5 to 35
moderate
very low
medium to
rapid
moderate to
very high
D
Nihill
channery
loam
6 to 25
moderately
rapid
low
slow
severe
B
Northwater-
Adel
complex
5 to 50
moderate
Northwater—
moderate
Adel—high
Northwater—
medium to
rapid
Adel—
medium
high to very
high
B
Parachute-
Irigul-Rhone
association
25 to
50
moderate
Parachute—
very low
Irigul—very
low
Rhone—
moderate
rapid
very high
B, D
Parachute-
Rhone loams
5 to 30
moderate
Parachute—
low
Rhone—high
medium
Parachute—
moderate to
very high
Rhone—
moderate to
high
B
Patent loam
3 to 8
moderate
high
medium
moderate
C
Redcreek-
Rentsac
complex
5 to 30
moderately
rapid
very low
medium
moderate to
high
C, D
Rentsac
channery
loam
5 to 50
moderately
rapid
very low
rapid
moderate to
very high
C
Silas loam
1 to 12
moderate
high
slow
slight to
very high
B
Torriorthents-
Rock outcrop
complex
15 to
90
moderate
very low
very rapid
very high
D
Yamac loam
2 to 5
moderate
moderate
medium
slight
B
Al -2
Piceance Gathering Pipeline Project
March 2006
Stornnvater Pollution Prevention Plan—Attachment 1
Vegetation Communities Along the Project Route
Pinyon -Juniper woodland occurs on warm, dry sites on mountain slopes, mesas, and plateaus and
includes the pinyon pine and at least one of three juniper species. Habitats in western Colorado
most often include the Utah juniper and Rocky Mountain juniper, depending on elevation. Within
the project area, the elevation range for this plant community is typically between 5,000 and
7,000 feet. Only pinyon is present at the upper elevation range, but at the lower elevation range
pinyons are less common and juniper is dominant.
Mountain shrub occurs at elevations above semidesert shrublands and pinyon -juniper woodlands
and below montane forests. Depending on elevation, slope, exposure, and soil types, these shrub
communities can be dominated by a variety of deciduous shrub species, most often Gambel oak
and mountain mahogany. Understory species associated with this community typically reflect the
local exposure and moisture content of the soils. Xeric shrub communities often support
sagebrush, rabbitbrush, Mormon tea, and scattered pinyon pine and Utah juniper. Mesic
communities support serviceberry and mountain mahogany as occasional co -dominant species
and snowberry, sagebrush, and chokeberry as primary understory species. Skunkbush sumac,
antelope bitterbrush, and squaw apple may also occur as secondary understory species.
Sagebrush steppe occurs along canyon bottomlands and extends onto mesas and plateaus. These
communities are dominated by big basin sagebrush, black sagebrush, and sand sagebrush. Other
species commonly associated with this community include rabbitbrush, bitterbrush, broom
snakeweed, several grass species, and mixed cacti. Often associated with this community type are
other shrub dominate communities, including greasewood, four -wing saltbush, and shadscale.
Douglas fir forest occurs between 5,600 to 9,000 feet elevation. At higher elevations this cover
type is widespread, but at lower elevations it is typically restricted to north -facing slopes. In the
vicinity of the proposed project, these communities may occur as pure Douglas fir stands or
mixed with aspen.
Aspen woodland occurs between 5,600 to 11,000 feet elevation on northern exposures and
protected slopes. Typically, sites that support well established aspen woodlands have deeper, less
rocky soils than sites dominated by coniferous species. Aspens can tolerate a wide variety of soil
and local climate conditions as long as they do not suffer prolonged periods of high temperatures
or drought. Aspen woodlands often support a robust and diverse understory of shrubs, grasses,
and herbaceous plants. In the project area snowberry, serviceberry, and common juniper are
common understory species.
Grass and forb occurs as a mosaic within the sagebrush shrublands and pinyon -juniper
communities and agricultural lands, in areas of fine deep soils or where disturbance is common.
Dominant species of this community type can include arrowleaf balsamroot, gumweed, mule's
ear wyethia, prairie junegrass, western wheatgrass, lupine, and Kentucky bluegrass.
Piceance Gathering Pipeline Project A I -3
March 2006
Stormwater Pollution Prevention Plan—Attachment 1
Vegetation Communities Along the Project Route
Riparian communities usually occur as narrow zones at the edge between stream and river
ecosystems and adjacent upland ecosystems. They have distinct vegetation and soil characteristics
that result in a combination of high species diversity and high productivity. Emergent wetlands,
most typically wet meadows and marshes, commonly occur in valley bottoms associated with
sub -irrigated soils and surface drainages. Soil chemistry and duration of inundation influence the
composition of these vegetation communities. These communities can be dominated by shrub
wouldow or emergent species including water sedge, beaked sedge, Nebraska sedge, Baltic rush,
bulrush, tufted hairgrass, redtop, and reedgrass. Vegetation communities observed along the
pipeline alignments that have riparian and wetland biological characteristics include herbaceous
riparian, sub -irrigated hay meadow, exotic riparian, sedge, and wouldow.
Disturbed soil is described as a community type because of its prevalence in the project area and
its potential suitable for some plant and wildlife species, including noxious weeds. Areas of
disturbed soil occur along much of the proposed pipeline corridor. Previously constructed
pipeline corridors, roads, pads, and other ground disturbances have resulted in areas of disturbed
soil through out the project.
Al -4 Piceance Gathering Pipeline Project
March 2006
Strength Testing Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
2.0 Hydrostatic Testing Procedures 1
2.1 Water Sampling 2
2.2 Water Sources 2
2.3 Discharge Locations 2
2.4 Pumps 2
2.5 Safety Measures 3
2.6 Test Sections and Pressures 3
2.7 Cleaning the Pipeline 4
2.8 Filling the Pipeline 4
2.9 Testing the Pipeline 4
2.10 Depressurizing the Pipeline 5
2.11 Dewatering the Pipeline 5
2.12 Drying the Pipeline 5
3.0 Records 5
Strength Testing Plan
1.0 INTRODUCTION
This Strength Testing Plan (plan) identifies measures to be taken by EnCana Oil and Gas (USA)
Inc. (EnCana) and its contractors (Contractor) to ensure internal cleanliness, the strength of the
pipeline and facilities and that no leaks exist. The plan will be carried out in accordance with the
following:
• United States Department of Transportation (DOT), 49 CFR Part 192, Sub -Part J—Test
Requirements
• DOT, 49 CFR Part 195, Sub -Part E—Pressure Testing
• Colorado Department of Public Health (CDPHE)—Water Quality Control Division (WQCD)
Measures identified in this plan apply to work within the project area defined as the right-of-way
and other areas used during hydrostatic and pneumatic pressure testing of the pipeline and
facilities.
EnCana and Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating strength testing operations on the project.
1.1 Purpose
The purpose of this plan is to define the necessary measures that are to be implemented during
strength testing to ensure the safety of all pipeline construction personnel and the general public.
This plan describes safety standards and practices that will be implemented during construction
of the project to minimize health, safety, and environmental concerns related to strength testing
on the project. This plan also identifies measures relating to water quality that will be
implemented during withdrawal and disposal of hydrostatic test water.
This plan was developed as the implementing document for relevant mitigation measures
contained in the Environmental Assessment.
2.0 HYDROSTATIC TESTING PROCEDURES
The following procedures will be implemented by the Contractor during hydrostatic testing
operations. This section of the plan describes pre -testing requirements, the typical sequence of
activities associated with the pressure testing operations and notifications required by EnCana
and the Contractor.
EnCana is responsible for securing the necessary permits from the governing authorities for the
use and disposal of test water. EnCana will also comply with the rules and regulations of the
DOT and CDPHE WQCD. EnCana will provide Contractor with a copy of the
withdrawal/discharge permits and Contractor shall keep copies onsite at all times during the
testing operations.
The test water withdrawn and discharged by the Contractor will be in compliance with regulatory
Piceance Gathering Pipeline Project 1
April 2006
Strength Testing Plan
notification requirements and sufficient notice will be provided to EnCana to make water
sampling arrangements, as necessary.
2.1 Water Sampling
Hydrostatic test water sampling will be performed in accordance with CDPHE WQCD Minimal
Industry Discharge permit requirements. Prior to any filling operations, EnCana's Environmental
Inspector will obtain any required water samples from each source to allow time for lab analysis.
Whenever water sampling is required, sample bottles will be obtained from a certified testing
laboratory. Analysis of the samples will be in accordance with permit requirements. Each bottle
will be marked with:
• source of water with pipeline station number,
• date taken,
• laboratory order number, and
• name of person taking sample.
EnCana's Environmental Inspector will be notified at least 72 hours prior to obtaining water
and/or discharging water and the Contractor will provide the Environmental Inspector access for
sampling.
2.2 Water Sources
All water used for the hydrostatic testing will be obtained from approved sources.
Approximately 12.7 million gallons of water will be required for hydrostatic testing.
Water sources have not yet been finalized, but water would be obtained from a combination of
sources, including EnCana's water rights at the Colorado River, Piceance Creek and a nearby
spring. When surface water sources are used, EnCana will use screens on the intake hoses to
prevent the entrapment of fish or other aquatic species. EnCana will monitor the appropriation
rate to ensure that an adequate downstream flow is maintained to support aquatic life.
2.3 Discharge Locations
Hydrostatic test water discharge will comply with all requirements of the CDPHE WQCD
Minimal Industry Discharge Permit. Potential discharge locations are Parachute Creek, Piceance
Creek, and unnamed tributaries to Parachute and Piceance Creeks.
2.4 Pumps
The pumps used to fill the pipeline shall have sufficient capacity to fill the line at a rate of not
less than 800 gpm. If pumps for hydrostatic testing are used within 200 feet of any waterbody or
wetland, secondary containment measures (such as bermed depressions lined with visquene
plastic, plastic troughs, or other containment structure) will be implemented to prevent any
spilled fuels or oils from reaching the waterbody or wetland.
2 Piceance Gathering Pipeline Project
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Strength Testing Plan
2.5 Safety Measures
The Contractor will provide for the safety of all pipeline construction personnel and the general
public during hydrostatic test. The Contractor will:
• Place warning signs in or near populated areas.
• Restrict access to the area involving the hydrostatic test (i.e., test shelter, manifolds, pressure
pumps, instruments, etc.) to only those personnel engaged in the testing operations.
• Prohibit major pipeline work not directly associated with the test operations around the
pipeline sections being tested. While the pipeline facilities are being pressurized and during
the test all personnel not required for direct operations (checking for leaks, tightening
gaskets, checking valve status, operating pumps, recording data, etc.) will be restricted from
the area where the pipeline is being tested.
• Provide and maintain a reliable transportation and communication system during the test
operations whereby all personnel directly involved in the test will be able to communicate
test status or problems that develop during the test.
• Check all hoses, fittings, connectors, and valves for proper pressure rating.
• Restrain and secure fill and discharge lines/hoses.
2.6 Test Sections and Pressures
Each pipeline will be strength tested to prove its integrity and substantiate the Maximum
Allowable Operating Pressure (MAOP). All pressure tests shall meet the requirements of 49
CFR 192, Subpart J or 49 CFR 195, Subpart E.
Natural gas pipelines will be strength tested to a minimum pressure of 110 percent of the MAOP
for Class 1 pipe locations and 125 percent of the MAOP for Class 2 pipe locations. For Class 1
pipe, minimum test pressure is 1628 psi and MAOP is 1480 psi. For Class 2 pipe, minimum test
pressure is 1850 psi and MAOP is 1480 psi.
Due to the test water pressure gradient caused by the difference in elevation along the proposed
routes, the pipelines will be tested in sections to maintain hydrostatic tests within the established
test pressures. To ensure test integrity, leak determination, and repair capability, the maximum
allowable test pressure, of each section, will not exceed 100% of SMYS or 1.5 times the pressure
rating of the lowest ANSI rated valve or flange in the system. The hydrostatic tests will normally
be performed in sequence, transferring water from one test section to another as practical.
Piceance Gathering Pipeline Project 3
April 2006
Strength Testing Plan
2.7 Cleaning the Pipeline
Upon completion of the pipe lowering and backfilling operations and prior to filling the pipeline
for a hydrostatic test, each section of the pipe to be tested shall be cleaned.
The Contractor shall clean the pipeline by blowing with air, a wire brush type pig(s), with
aluminum sizing plate through the interior of the line a sufficient number of times to clean any
rust, scale, slag, dirt or other debris which may be in the pipeline. Following, the pipeline shall
be cleaned using compressed air to propel a reinforced poly type pig. The cleaning pig shall be
run through each test section until each section has been cleaned before filling the pipeline with
water for testing. EnCana's Test Inspector will be present for the first and last brush pig run to
compare their respective conditions and will be present to approve the cleanliness of the line.
2.8 Filling the Pipeline
Prior to filling a test section with water, the Contractor will make a final check to verify the
following:
• valve body drain plugs have been removed, carefully cleaned, taped (Teflon) and replaced;
• all mainline valves are in open position;
• valves have been greased, stroked, and the packing tightened; valve stops are properly set; all
pipe and bolt connections are tight;
• test manifolds are properly fabricated and tested;
• pumps and compressors are in good working condition;
• instruments are ready for use (proper charts installed, clocks wound, correct calibration, etc.);
and
• pigs are properly installed.
A pipeline pig will be placed ahead of the water to separate the remaining air in the line from the
hydrostatic test water. The pipeline shall be filled at a rate of not less than 800 gpm.
After completion of the filling operation, the pipeline water temperature and turbulence will be
allowed to stabilize. The Contractor will check the pressure on each end of the test section and
compare with calculated pressures to confirm the specified test pressure for the section.
2.9 Testing the Pipeline
The duration of the test will be not less than 8 hours, with the pressure maintained at or above the
minimum test pressure at all points in the pipeline section. The test will be accepted upon proof
of no leakage.
In the event of a leak during testing, the leak will be repaired as directed by EnCana's Test
Inspector and the above test repeated until a satisfactory test is obtained on the section.
4 Piceance Gathering Pipeline Project
April 2006
Strength Testing Plan
2.10 Depressurizing the Pipeline
After the test has been presented by the Contractor as a successful test and accepted by EnCana's
Test Inspector, the pipeline will be depressurized as soon as practical.
2.11 Dewatering the Pipeline
The Contractor will be responsible for discharging the test water in accordance with CDPHE
WQCD Minimal Industry permit requirements.
The Contractor will utilize an energy -dissipating device (straw bale structure) to prevent scour,
erosion, and damage to vegetation and the rate of discharge will be monitored to prevent the
device from being ineffective. Discharge lines will be sufficient in strength and will be securely
supported and constrained at the discharge end to prevent whipping during the dewatering
operation. Water must be disposed of using good engineering judgment so that all federal, state,
and local environmental requirements are met.
If required, test water will be sampled during discharge in accordance with CDPHE WQCD
Minimal Industry Discharge permit requirements.
2.12 Drying the Pipeline
Following the dewatering of individual pipeline sections, these sections will be cleaned of
loosely adhered mill scale, rust, dirt, and other debris by the use of air propelled pigs.
To facilitate drying, several sections of pipeline may be welded together, cleaned, and dried in
one continuous section.
3.0 RECORDS
In accordance with applicable regulations, the Contractor shall maintain complete and
comprehensive records of all hydrostatic and pneumatic tests and of related activities such as
filling, pressuring, stabilizing, dewatering, etc.
All records shall be clearly identified with respect to the specific piping systems to which they
apply, and all records shall be accurately dated. In addition to the general requirements above,
such forms shall at a minimum include:
• a description of the facility tested and the test apparatus;
• logs showing dead weight pressure readings and ambient temperature readings, with the date
and time of each reading. Any other activities or events pertinent to the test shall be noted on
the log sheets, including the following:
- date and time of test,
- identification of piping system,
test medium, pressure and duration,
automatic 24 hour pressure -time and temperature -time recording chart, including manual
Piceance Gathering Pipeline Project 5
April 2006
Strength Testing Plan
recording of pressure gauge readings at each additional station,
test medium temperature at definite time intervals,
a summary of leaks and repair methods, and
the names and company affiliation of persons recording the test data;
• pressure and temperature recorder charts showing the date and time stop and start of
recording;
• weather conditions during testing;
• elevation variations, whenever significant for the particular test (over 100' for liquids line);
• calibration certificates for dead weight gauges and records of field calibrations of pressure
and temperature instruments;
• make, style number and condition of all pigs used in filling and dewatering; and
• any remarks pertinent to any phase of the test.
6 Piceance Gathering Pipeline Project
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Transportation Management Plan
Transportation Management Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
2.0 Responsibilities 1
2.1 EnCana 1
2.2 Contractor 1
3.0 Access to the Project Right -of -Way 1
3.1 Existing Roads
3.1.1 Federal, State, and County
3.1.2 Private
3.2 Access Road Maintenance
2
2
2
2
2
3.2.1 Maintenance
3.2.2 Straightening, Widening, Cut and
3.2.3 Resurfacing
3.3 Wet Weather Access
3.4 Controlling Off -Highway Vehicle Use of
4.0 Transportation Management Practices
4.1 Notifications
Fill, and Culverts 2
2
3
the Right -of -Way 3
3
3
4.2 Construction Methods 3
4.2.1 Bore 3
4.2.2 Open -Cut 4
4.3 Safety and Traffic Flow Management 4
4.4 Fugitive Dust Control 4
4.5 Erosion Control 4
LIST OF ATTACHMENTS
Attachment I—Access Roads and Road Crossings
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March 2006
Transportation Management Plan
1.0 INTRODUCTION
This Transportation Management Plan (plan) describes measures to be taken by EnCana Oil and
Gas (USA) Inc. (EnCana) and its contractors (Contractor) to access the right-of-way and
maintain public access around construction areas. The plan also describes pipeline construction
procedures for road crossings.
Measures identified in this plan apply to work within the project area defined as the right-of-way,
access roads, temporary use areas, and other areas used during construction of the project.
EnCana and Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating construction on the project.
1.1 Purpose
The purpose of this plan is to provide project personnel and agencies with a description of the
access and transportation related activities associated with construction. The management
practices and activities in this plan are intended to minimize transportation -related impacts. This
plan was developed as the implementing document for relevant mitigation measures contained in
the Environmental Assessment.
2.0 RESPONSIBILITIES
2.1 EnCana
EnCana will ensure that project personnel understand the requirements for travel to and from the
right-of-way on access roads as discussed below in Section 3.0.
2.2 Contractor
The Contractor is responsible for maintenance on all access roads, while ensuring that all
stipulations on the use, maintenance, and/or improvements on these roads are met. All access
roads will be maintained in accordance with fee -landowner agreements, BLM requirements and
road use permits, county requirements, and EnCana directives. No damage to the subsurface of
surfaced (dirt or graveled) access roads will be allowed on BLM roads and use of such access
roads will cease when rutting is greater than three inches. The Contractor will return all disturbed
roads and appurtenances to equal or greater than pre -construction conditions.
Where pipeline construction crosses roads, the Contractor will ensure that public access is
maintained by providing safe access through or around construction.
3.0 ACCESS TO THE PROJECT RIGHT-OF-WAY
Existing roads will be used to access the right-of-way. EnCana will not construct any new access
roads on BLM lands during construction, operation, or maintenance of the project.
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Transportation Management Plan
3.1 Existing Roads
3.1.1 Federal, State, and County
EnCana will acquire state and county road use permits and the Contractor will be responsible for
following any maintenance or improvement requirements associated with the road use permits.
3.1.2 Private
EnCana will obtain fee -landowner agreements for any use of private roads. All conditions agreed
to with the fee -landowner must be met by the Contactor for continued use of the road.
3.2 Access Road Maintenance
Improvements to access roads may be needed in some areas to accommodate oversize and heavy
construction equipment. In general, roadway improvements will involve the least amount of site
disturbance and earthwork necessary to make the roads useable for project use. Road
improvements may include grading, straightening, widening, adding drainage controls (e.g.,
crown and ditch, waterbars, rolling dips, etc.) adding culverts, cut and fills, and resurfacing. All
maintenance will conform to landowner, county, and BLM requirements. No maintenance or
improvements will be allowed on any road not approved for improvements. All maintenance and
improvements will be completed in accordance with project requirements.
EnCana will ensure that all required cultural surveys and agency authorizations are obtained
prior to any surface disturbing activities.
3.2.1 Maintenance
Grading will be the primary method of maintenance on most roads. Roads will be maintained at
pre -construction conditions or improved in accordance with permit requirements. Existing
maintained roads (gravel or dirt surfaced) can be graded as necessary, providing there is no
disturbance outside the existing roadbed. Two -tracks or unmaintained roads will require cultural
surveys prior to grading.
3.2.2 Straightening, Widening, Cut and Fill, and Culverts
Due to the size of vehicles that will use access roads, some improvements beyond grading may
be required. These improvements will only be accomplished with EnCana approval and with
BLM approval on BLM lands and landowner approval on fee -lands.
EnCana will identify areas where straightening, widening, cut and fill, and/or culverts may be
required on BLM lands. These areas will be flagged for field review by the BLM. No
improvements will occur until agency approval is received and cultural surveys are completed.
3.2.3 Resurfacing
Paved roads that are crossed with the open -cut method or otherwise damaged will be repaved
within 24 hours unless a shorter or longer time frame has been stipulated in the permit.
2 Piceance Gathering Pipeline Project
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Transportation Management Plan
The Contractor will protect the road surface with used tires or suitable equivalent prior to
crossing paved roads with tracked equipment.
3.3 Wet Weather Access
On BLM roads, a maximum of three inches of rutting will be allowed. All activity shall cease
when soil or road surfaces become saturated to a depth of three inches unless otherwise approved
by the BLM Authorized Officer or field representative. There shall be no mud blading of roads.
Vehicles may be towed through the mud providing they stay within the original roadway and do
not rut deeper than 3 inches.
3.4 Controlling Off -Highway Vehicle Use of the Right -of -Way
Measures will be provided to control the use of the right-of-way and prevent unauthorized travel
along the right-of-way by off-highway (OHV) vehicles. Measures may include leaving the right-
of-way in a roughened state and scattering vegetative debris across the surface, placing dirt
berms, rock, or vegetative barriers at intersections with existing roads, and randomly placing
boulders, logs, and stumps across the right-of-way to discourage OHV use.
On BLM WRFO lands, EnCana will redistribute large, woody material salvaged during clearing
operations over the portion of the right-of-way from which the trees and brush were originally
removed. Woody materials dispersed across the right-of-way will not exceed 3 to 5 tons/acre.
EnCana will be responsible for purchasing and installing OHV signage developed by the BLM
WRFO. Efforts to control unauthorized off-road vehicle use will continue throughout the life of
the project.
4.0 TRANSPORTATION MANAGEMENT PRACTICES
EnCana will acquire all necessary permits for road crossings. Attachment 1 lists the roads
crossed by the pipeline routes. The Contractor will comply with all permit stipulations,
including, but not limited to, oversize and overweight restrictions.
4.1 Notifications
The Contractor will be responsible for notifications to the county and state highway departments
as needed. The Contractor will notify EnCana at least 7 days in advance of all BLM and private
road crossings. The Contractor will provide a second notification to EnCana 72 hours in advance
so that EnCana can notify the BLM and private landowners 24 hours in advance of planned road
crossings.
4.2 Construction Methods
4.2.1 Bore
Major roads (i.e. Rio Blanco County Roads 24 and 26) will be crossed by boring to avoid traffic
disruptions. Boring requires the excavation of a pit on each side of the feature, the placement of
boring equipment in the pit, then boring a hole under the road at least equal to the diameter of the
Piceance Gathering Pipeline Project 3
March 2006
Transportation Management Plan
pipe. Once the hole is bored, a prefabricated pipe section will be pushed through the borehole.
For long crossings, sections may be welded onto the pipe string just before being pushed through
the borehole. There will be little or no disruption to traffic at road or highway crossings that are
bored.
4.2.2 Oven -Cut
The majority of the roads would be crossed by the open -cut method if approved by the county
and BLM. Where open -cut crossings are conducted, the Contractor will detour or control traffic
during construction to minimize delays at these locations. If reasonable delays are not feasible, at
least one lane of traffic will be left open. Most open -cut road crossings will be completed within
24 hours. All roads will be maintained in such a way to allow access for emergency vehicles.
4.3 Safety and Traffic Flow Management
The Contractor will begin and end construction activities after the average workday, as practical,
to minimize traffic congestion impacts to the public. The construction yards will be used as the
primary parking area for personal vehicles, and the majority of pipeline construction workers
will be transported to the construction right-of-way by buses, as practical.
Appropriate traffic control signs will be used any time there is construction within 20 feet of any
road, at all equipment crossings of improved roads (paved or gravel), and when a high volume of
traffic will be entering or existing an improved road from the right-of-way. Flag persons, signs,
barricades, guard rails, safety fence, and signals will be placed and maintained at road crossings
as required in BLM, state, or county permit stipulations. In the absence of such regulations, The
Contractor will place signs 500 feet in each direction from the crossing identifying that
construction or flagmen are ahead. Flagmen will be used on each side of the road crossing
whenever equipment is working in or crossing over any improved road. Flagmen will be
equipped with orange safety vests and stop/slow signs.
Posted speed limits will be observed on highways, county roads, BLM roads, and posted private
roads.
4.4 Fugitive Dust Control
Fugitive dust will be controlled as described in the Fugitive Dust Control Plan.
Whenever vehicles or equipment will access a paved road directly from the right-of-way, a
construction entrance to the paved structure will be used. The Contractor will keep all paved
roadways free of accumulated mud and dirt. Construction entrances will be constructed in
accordance with state county road permit stipulations.
4.5 Erosion Control
Waterbars will be placed upslope of all improved roads to keep sediments from reaching the
road, as detailed in the Soil Conservation, Sedimentation, and Erosion Control Plan.
4 Piceance Gathering Pipeline Project
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Transportation Management Plan—Attachment 1
ATTACHMENT 1—ACCESS ROADS and ROAD CROSSINGS
Piceance Gathering Pipeline Project
March 2006
Transportation Management Plan—Attachment 1
ACCESS ROADS
Milepost
Access Road
Designation
Point of Public Access
Access Road
Description
-4.3
unnamed road
Garfield CR215
dirt
-4.0
unnamed road
Garfield CR215
dirt
-3.8
American Soda
Garfield CR215
paved
-3.2
American Soda
Garfield CR215
paved
-1.0
unnamed road
Garfield CR215
dirt
0.5
unnamed road
Garfield CR215
dirt
4.7
East Fork access road
EnCana NPR Road
dirt
5.0
unnamed road
EnCana NPR Road
dirt
5.3
unnamed road
EnCana NPR Road
dirt
5.5
Exxon Middle Fork
Access Road
EnCana NPR Road
dirt
7.0
Exxon Road
Exxon Middle Fork
Access Road
paved
7.6
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
8.2
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
9.8
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
10.1
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
10.2
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
11.0
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
11.6
Exxon Road
Exxon Middle Fork
Access Road/Divide
Road
paved
11.8
Divide Road
Sprague Gulch /Cow
Creek
dirt
12.8
Divide Road
Sprague Gulch /Cow
Creek
dirt
13.7
Divide Road
Sprague Gulch /Cow
Creek
dirt
20.4
Divide Road
BLM 1009A
dirt
20.4, 30.5
BLM 1009
Rio Blanco CR5
dirt
Piceance Gathering Pipeline Project
March 2006
AI -1
Transportation Management Plan—Attachment 1
ACCESS ROADS
Milepost
Access Road
Designation
Point of Public Access
Access Road
Description
20.7
BLM 1000
BLM1179A
dirt
24.2
BLM 1009A
Rio Blanco CR5
dirt
30.9
unnamed road
Rio Blanco CR5
dirt/gravel
31.5
unnamed road
Rio Blanco CR5
gravel
33.9
BLM 1011
Rio Blanco CR5
dirt
34.1, 35.1
unnamed road
Hunter Creek Road
dirt
35.4
Hunter Creek Road
Rio Blanco CR5
gravel
36.4
unnamed road
Rio Blanco CR5
two track
36.5
unnamed road
Rio Blanco CR69
two track
37.9
Rio Blanco CR 26
Rio Blanco CR5
paved
39.0
unnamed road
Rio Blanco CR5
gravel
41.4
Rio Blanco CR24
Rio Blanco CR5
paved
42.4
Meeker Gas Plant Access
Rio Blanco CR5
paved
A1-2 Piceance Gathering Pipeline Project
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Transportation Management Plan -Attachment
ROAD CROSSINGS
Milepost
Road Crossing
Road Crossing Description
3.8
American Soda
paved
3.8
American Soda
paved
2.3
Garfield CR 215
paved
4.9
EnCana NPR Road (East Fork)
dirt
5.1
EnCana NPR Road (Middle)
dirt
5.5
Exxon Middle Fork Access Road
dirt
9.8
Exxon Middle Fork Access Road
dirt
9.9
Exxon Middle Fork Access Road
dirt
10.2
Exxon Middle Fork Access Road
dirt
11.8
Divide Road
dirt
12.8
Divide Road
dirt
13.7
Divide Road
dirt
20.7
BLM 1000
dirt
23.5
unnamed road
dirt
23.7
unnamed road
dirt
24.1
unnamed road
dirt
24.2
BLM 1009A
dirt
25.0
unnamed road
two track
30.6
unnamed road
dirt
30.9
unnamed road
dirt/gravel
31.5
unnamed road
gravel
33.9
BLM 1011
dirt
34.1, 34.8, 35.0,
35.1, 35.2
unnamed road
dirt
35.4
Hunter Creek Road
gravel
36.4
unnamed road
two track
36.6
unnamed road
two track
37.8
unnamed road
gravel
37.9
Rio Blanco CR26
paved
39.1
unnamed road
gravel
41.4
Rio Blanco CR24
paved
43.0
Meeker Gas Plant access
paved
43.7
Meeker Gas Plant access
paved
44.2
Meeker Gas Plant access
paved
44.5
Rio Blanco CR83
dirt
Piceance Gathering Pipeline Project
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Al -3
Waterbody Crossing and
Wetland Protection Plan
Waterbody Crossing and Wetland Protection Plan
TABLE OF CONTENTS
1.0 Introduction 1
1.1 Purpose 1
2.0 Responsibilities 1
2.1 EnCana 1
2.2 Contractor 1
3.0 Definitions 2
4.0 Construction Methods 2
4.1 General Requirements 2
4.1.1 Flagging 2
4.1.2 Hazardous Materials 2
4.2 Floodplains 2
4.3 Dry Drainages 3
4.4 Vehicle and Equipment Crossings 3
4.5 Clearing and Grading 3
4.5.1 Waterbodies 3
4.5.2 Wetlands 4
4.6 Waterbody Installation 4
4.6.1 General Requirements 4
4.6.2 Open -Cut 5
4.7 Wetland Installation 6
4.7.1 General Requirements 6
4.7.2 Dry Conditions 6
4.7.3 Standing Water or Saturated Soil Conditions 6
5.0 Erosion Control and Restoration 7
5.1 Erosion Control 7
5.2 Restoration 7
LIST OF ATTACHMENTS
Attachment 1—Waterbody and Wetland Crossings
Attachment 2— Typical Construction Details
Piceance Gathering Pipeline Project
March 2006
Waterbody Crossing and Wetland Protection Plan
1.0 INTRODUCTION
This Waterbody Crossing and Wetland Protection Plan (plan) describes measures to be taken by
EnCana Oil and Gas (USA) Inc. (EnCana) and its contractors (Contractor) for construction
activities in and around dry drainages, waterbodies, and wetlands. Methods and procedures in
this plan have been included in United States Army Corps of Engineers (Corps) Nationwide
Permit 12 Pre -Construction Notification.
Measures identified in this plan apply to work within the project area defined as the right-of-way,
access roads, temporary use areas, and other areas used during construction of the project.
EnCana and Contractor personnel are to be thoroughly familiar with this plan and its contents
prior to initiating construction on the project.
1.1 Purpose
This plan is designed to minimize the environmental impacts to floodplains, wetlands,
waterbodies, and dry drainage crossings. This plan has been developed as the implementing
document for relevant mitigation measures contained in the Environmental Assessment.
A list of waterbodies and wetlands crossed by the project is included in Attachment 1.
2.0 RESPONSIBILITIES
2.1 EnCana
EnCana will be responsible for ensuring that the Contractor uses the methods described in this
plan. EnCana will also ensure that environmental oversight of the project includes pre -
construction marking and flagging of all waterbodies and wetlands as described in Section 4.1.1.
The Environmental Inspector will ensure that the Contractor constructs through sensitive
resources as required in this plan and will also ensure that all marking and flagging remains in
place and is visible throughout construction.
2.2 Contractor
The Contractor will be responsible for implementing the methods prescribed in this plan to meet
site-specific conditions. The Contractor will ensure that all methods employed are installed and
maintained correctly. It is the Contractor's responsibility to monitor the effectiveness of the
installed devices and to correct any conditions that do not meet the requirements of this plan.
The Contractor will be responsible for ordering and maintaining an inventory of environmental
control supplies and materials to meet daily construction requirements as well as meeting
emergency conditions. Prior to any right-of-way clearing and grading, the Contractor will have
sufficient environmental protection supplies and materials on hand to initiate installation of
erosion control devices. This includes straw bales, silt fence, and other materials.
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Waterbody Crossing and Wetland Protection Plan
3.0 DEFINITIONS
Floodplain: Relatively flat area or lowlands adjoining a body of standing or flowing water that
has been or might be covered with water.
Waterbody: Includes any natural or artificial waterbody, river, or drainage with perceptible flow
at the time of crossing, and other permanent waterbodies such as ponds (both natural and stock
ponds) and lakes.
Wetland: Includes any area that satisfies the requirements of the current federal methodology
for identifying and delineating wetlands.
4.0 CONSTRUCTION METHODS
Specific construction methods will be determined by the Contractor utilizing the requirements of
this plan as the minimum acceptable standards.
4.1 General Requirements
4.1.1 Flagging
EnCana will sign and/or flag the following boundaries at least 72 hours prior to any clearing or
grading, or before any construction crew is within 1 mile of any wetland or waterbody.
• Limits of the right-of-way in waterbodies and wetlands (survey flagging)
• Edges of wetland boundaries ("Wetland Boundary" sign)
• Limits of 200 -foot buffers for fueling and concrete coating activities ("No Refueling" sign)
4.1.2 Hazardous Materials
The Contractor will comply with the requirements included in the Spill Prevention, Containment
and Countermeasure Plan. The Contractor will not store hazardous materials, chemicals, fuels,
lubricating oils, or perform concrete coating activities within 200 feet of any waterbody or dry
drainage. Equipment or vehicles that are crossing or working within 200 feet of waterbodies will
not be refueled unless the Environmental Inspector gives a specific exception. If any hazardous
material must be temporarily stored or transferred within 200 feet of a waterbody (i.e. stationary
pumps), then it must be placed within a secondary containment structure as specified in the Spill
Prevention, Containment and Countermeasure Plan.
4.2 Floodplains
The following requirements apply to all 100 -year floodplain crossings:
• Cross drainages perpendicular to the stream channel, where topographic conditions allowed.
• Bury pipelines at least 5 feet deep in areas within the 100 -year floodplain and/or use
acceptable engineering practices to ensure negative buoyancy during flood events.
2 Piceance Gathering Pipeline Project
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Waterbody Crossing and Weiland Protection Plan
4.3 Dry Drainages
Dry drainage crossings will be constructed using the same upland, mainline construction
methods that will be used along the rest of the right-of-way, except that spoil will be placed
outside the channel. During cleanup and reclamation, the pre -construction profiles and contours
(including meanders of the drainage bed) of dry drainages will be re-established. Mulch and
erosion control matting will be installed in accordance with requirements for waterbodies and
wetlands as discussed in Section 5.1.
4.4 Vehicle and Equipment Crossings
Before construction, temporary bridges will be installed across waterbodies to allow construction
equipment to cross. Bridges may include clean rock fill over culverts, timber mats supported by
flumes, railcar flatbeds, flexi-float apparatus, or other types of spans. Typical drawings for
equipment bridges are included in Attachment 2. Construction equipment will be required to use
the bridges, except the clearing crew who will be allowed one pass through the waterbodies
before the bridges are installed.
Equipment bridges will be one of the following types:
• portable bridges that span the channel
• clean rock riprap and flumes
• timber equipment mats
Each bridge will be designed to allow for the maximum predicted flows for the timeframes that it
will be in place, including all anticipated precipitation events. The Contractor will also maintain
bridges so that soil from equipment or the bridge abutment is prevented from entering any
waterbody. All equipment bridges will be removed as soon as possible after permanent seeding.
4.5 Clearing and Grading
4.5.1 Waterbodies
Clearing adjacent to waterbodies will involve the removal of trees and brush from the
construction right-of-way and additional temporary use areas. Clearing and grading at waterbody
crossings will be limited to that needed to construct the crossing. During clearing, the root
systems will be left in place except over the trenchline and in areas that require grading. Root
systems may also be removed along the travel lane to allow safe passage by rubber -tire vehicles.
Sediment barriers may be installed at the top of the waterbody bank if no herbaceous strip exists.
Initial grading of the herbaceous strip will be limited to the extent needed to create a safe
approach to the waterbody and to install bridges.
During clearing, sediment barriers will be installed and maintained across the right-of-way
adjacent to waterbodies and within additional temporary use areas to minimize the potential for
sediment runoff in accordance with the Soil Conservation, Sedimentation, and Erosion Control
Plan. Silt fence and/or straw bales located across the working side of the right-of-way will be
removed during the day when vehicle traffic is present and will be replaced each night.
Piceance Gathering Pipeline Project 3
March 2006
Waterbody Crossing and Wetland Protection Plan
Alternatively, drivable berms may be installed and maintained across the right-of-way in lieu of
silt fence and/or straw bales. The Contractor will maintain these devices in functioning order
until construction activities, including reclamation, have been completed.
4.5.2 Wetlands
Construction equipment working in wetlands will be limited to that essential for right-of-way
clearing, trench excavation, pipe fabrication and installation, backfilling, and right-of-way
restoration. In areas where there is no reasonable access to the right-of-way except through
wetlands, non-essential equipment will be allowed to travel through wetlands only if the ground
is firm enough or has been stabilized to avoid rutting. Foreign material (upland soil, rock, tree
stumps, etc.) will not be imported into the wetland to stabilize the working area. If standing
water or saturated soils are present, equipment will work from, and access across, timber
equipment mats. If the wetland is dry, equipment can use the right-of-way for access on an as -
needed basis with as much traffic as possible routed around the wetland.
Clearing of vegetation in wetlands will be limited to trees and shrubs that will be cut flush with
the surface of the ground and removed from the wetland. To avoid excessive disruption of
wetland soils and the native seed and rootstock within the wetland soils, stump removal, grading,
topsoil segregation, and excavation will be limited to the area immediately over the trenchline. A
limited amount of stump removal and grading may be conducted in other areas if dictated by
safety-related concerns.
During clearing, sediment balTiers, such as silt fence and staked straw bales, will be installed and
maintained adjacent to wetlands and within additional temporary use areas as necessary to
minimize the potential for sediment runoff in accordance with the Soil Conservation,
Sedimentation, and Erosion Control Plan. Sediment barriers will be installed across the full
width of the construction right-of-way at the base of slopes adjacent to wetland boundaries. Silt
fence and/or straw bales installed across the working side of the right-of-way will be removed
during the day when vehicle traffic is present and will be replaced each night. Alternatively,
drivable berms may be installed and maintained across the right-of-way in lieu of silt fence or
straw bales. Sediment barriers will also be installed within wetlands along the edge of the right-
of-way, where necessary, to minimize the potential for sediment to run off the construction right-
of-way and into wetland areas outside the work area.
4.6 Waterbody Installation
4.6.1 General Requirements
The following requirements apply to all waterbody crossings.
• Prohibit concrete coating, refueling activities, and hazardous material, chemical, fuel, or
lubricating oil storage within 200 feet of any wetland, waterbody or riparian area.
• Fabricate pipe segments for the crossing in adjacent temporary use areas.
• Use concrete -coated pipe and/or set -on weights to provide negative buoyancy, as required.
4 Piceance Gathering Pipeline Project
March 2006
Waterbody Crossing and Wetland Protection Plan
• Install temporary equipment bridges across flowing waterbodies.
• Strip topsoil from the streambanks along the trenchline and stockpile at least 10 feet from
waters edge.
• Store subsoil at least 10 feet from the waters edge and locate behind sediment barriers or
other containment structures.
• Limit in -stream work to the construction equipment necessary to dig the trench, lower -in the
pipe, and backfill the trench.
• Cross waterbodies during periods of low flow and make every effort to complete all in -
stream work within 24 hours.
• Bury the pipeline at least 5 feet below the bottom of each jurisdictional drainage.
• When trench dewatering is necessary, locate dewatering structures in upland areas so that no
heavily silt -laden water reaches a waterbody. Dewatering requirements are discussed in the
Soil Conservation, Sedimentation, and Erosion Control Plan.
• Restore streambanks as soon as possible after installation of pipe. Pre -construction bed and
bank contours will be reestablished, streambanks revegetated, and erosion control fabric will
be installed to stabilize the streambanks.
• Maintain erosion and sediment control measures until streambanks and adjacent upland areas
are stabilized.
4.6.2 Open -Cut
The open -cut crossing method will involve trenching through the waterbody while water
continues to flow through the trenchline. Trackhoes will excavate a trench in the flowing
waterbody from one or both of the waterbody banks. Equipment operating within the waterbody
will be limited to that needed to construct the crossing. EnCana will place spoil excavated from
the trench a minimum of 10 feet from the edge of the waterbody for temporary storage.
Sediment barriers will be installed where necessary to prevent sediment and excavated spoil
from entering the water. Earthen trench plugs will be left in place on both banks of the
waterbody until immediately before pipe installation in order to separate the waterbody trench
from the upland trench to prevent water from being diverted into the upland portions of the
pipeline trench and to keep muddy water that accumulates in the upland trench from flowing into
the waterbody. Once the trench is excavated, the prefabricated segment of pipe will be installed
in the trench at least 5 feet under the streambed. The trench will then be backfilled with native
streambed spoil and the streambanks restored to pre -construction contours.
Piceance Gathering Pipeline Project 5
March 2006
Waterbody Crossing and Wetland Protection Plan
4.7 Wetland Installation
4.7.1 General Requirements
The following requirements apply to all wetland crossings.
• Limit construction equipment working in wetlands to that essential for clearing, trench
excavation, pipe fabrication and installation, backfilling, and restoration.
• Cut shrubs flush with the surface of the ground.
• Limit stump removal, grading, topsoil segregation, and excavation to the area immediately
over the trenchline to avoid excessive disruption of soils and the native seed and rootstock
within the soils.
• Install sediment barriers to minimize the potential for sediment runoff into surface waters.
Erosion and sediment control measures will be maintained until wetlands and adjacent
upland areas are stabilized.
• When trench dewatering is necessary, locate dewatering structures in upland areas so that no
heavily silt -laden water reaches a waterbody. Dewatering requirements are discussed in the
Soil Conservation, Sedimentation, and Erosion Control Plan.
• Prohibit concrete coating, refueling activities, and hazardous material, chemical, fuel, or
lubricating oil storage within 200 feet of any wetland or riparian area.
4.7.2 Dry Conditions
Prior to trenching, all topsoil up to 12 inches in depth will be stripped from over the trenchline. If
the wetland is located on a sidehill, topsoil will be stripped from the entire area being graded.
Topsoil will be stockpiled in a location where it will not be mixed with any upland soils or
wetland subsoil. Care will be taken to ensure that the area stripped over the trenchline is wide
enough to include topsoil over trench sidewalls that may slough off due to high groundwater.
Sediment barriers will be installed between the spoil piles and the edge of the right-of-way where
there is a potential for material to leave the right-of-way.
4.7.3 Standing Water or Saturated Soil Conditions
Every attempt will be made to remove and stockpile all topsoil up to 12 inches in depth as
directed above in Section 4.6.1. Timber equipment mats will be used to stabilize the work area, if
needed. Sediment barriers will be placed on the downslope edge of the right-of-way if the
wetland continues beyond the right-of-way or both edges of the right-of-way if there is a
potential for material to leave the right-of-way.
The pipe section needed for each wetland crossing will be built in an upland area and tie-in
locations will be in upland areas, where possible, with a soft trench plug between the tie-in
location and the wetland. Tie-in locations that require dewatering will use a dewatering structure
6 Piceance Gathering Pipeline Project
March 2006
Waterbody Crossing and Wetland Protection Plan
that is located outside the wetland boundary, so that no heavily silt -laden waters reach any
waterbodies or wetlands. Dewatering requirements are discussed in the Soil Conservation,
Sedimentation, and Erosion Control Plan.
A typical wetland crossing detail is provided in Attachment 2.
5.0 EROSION CONTROL AND RESTORATION
5.1 Erosion Control
Immediately after initial ground disturbance, temporary erosion control measures will be
installed. This will include at a minimum, sediment barriers at the base of all slopes along the
right-of-way leading to waterbodies and wetlands. All temporary controls will be maintained
until permanent erosion control is in place as defined in the Soil Conservation, Sedimentation,
and Erosion Control Plan. After pipe installation, trench breakers will also be placed at the base
of slopes leading to waterbodies and wetlands. Waterbars will be placed just below the trench
breakers to carry off any excess water into vegetated areas.
Streambanks and slopes above dry drainages, waterbodies and wetlands require additional
stabilization beyond the replacement of original contours and other normal erosion control
requirements. Stabilization of waterbody banks with on-site materials (e.g. placing felled trees
along the streambanks) will be determined on-site by the Environmental Inspector. Straw mulch
will be required for stabilization for dry drainage and waterbody streambanks with over 30
percent slope and other areas as directed by the BLM Authorized Officer or field representative.
The mulch will extend up the banks 100 feet or until the slope is less than 30 percent, whichever
is less. Erosion control matting will be required for stabilizing dry drainage and waterbody
streambanks with over 40 percent slope and other areas as directed by BLM Authorized Officer
or field representative. The matting will extend up the banks 100 feet or until the slope is less
than 40 percent, whichever is less. Installation and stapling of erosion control matting will follow
procedures specified in the details. For streambank installations, mats will be laid parallel (upper
mat overlapping lower mat in a shingle pattern) to the waterbody to a point above the top of the
bank. As mentioned above, native materials (rocks, logs, etc.) may be used in conjunction with
the matting to aid in stabilization of berms. Refer to the Soil Conservation, Sedimentation, and
Erosion Control Plan for additional information on mulching and erosion control matting.
5.2 Restoration
Original meanders, profiles, and other contours of waterbodies and 25 feet up each waterbody
bank (as measured from waters edge) will be restored, final cleanup concluded, seeding
accomplished, and mulching or erosion control mats installed, prior to the end of the following
time frames.
• waterbodies-24 hours after initial in -stream disturbance
• wetlands—within 10 days of backfilling
There are exceptions to these time frames, as note on the following page.
Piceance Gathering Pipeline Project 7
March 2006
Waterbody Crossing and Wetland Protection Plan
• Seeding and installation of erosion control matting may be deferred until final cleanup (i.e.,
the temporary bridge is removed and waterbody banks across the travel lane are restored to
pre -construction conditions) if the streambanks and all disturbed slopes above the waterbody
are stabilized with an application of mulch extending 25 feet up the slope.
• Temporary bridges or other materials (e.g. timber mats) required for access will not have to
be removed until they are no longer needed. All other areas at the crossing, not needed for
the bridge abutments, must meet the requirements above.
• Very steep or incised waterbody banks with the likelihood of further erosion will not have
the original contour restored. These waterbody banks will be restored at a 1.5 to 1 slope
(horizontal to vertical), which is equivalent to 67 percent slope. Transition from adjacent
slopes, to those reclaimed over the right-of-way, will be made to prevent erosion between
these transitions, and to minimize eddying at the toe of these slopes.
• If reclamation and seeding is deferred more than 10 days after final grade restoration near
waterbodies and wetlands, all disturbed slopes above waterbodies and wetlands will be
temporarily stabilized by applying straw mulch for a minimum distance of 200 feet above the
edge of the waterbody or wetland.
8 Piceance Gathering Pipeline Project
March 2006
Waterbody Crossing and Wetland Protection Plan—Attachment 1
ATTACHMENT 1—WATERBODIES and WETLANDS
Piceance Gathering Pipeline Project
March 2006
Waterbody Crossing and Wetland Protection Plan -Attachment 7
the Project
Milepost
.............._.. _.__ .. __
Flow Regime
Name
perennial
Intermittent
Wetland/
Riparian
-4.2
Unnamed Tributary to Parachute Creek
X
-3.6
Unnamed Tributary to Parachute Creek
X
-3.5
Unnamed Tributary to Parachute Creek
X
-2.7
Unnamed Tributary to Parachute Creek
X
-2.7
Wheeler Gulch
X
-2.7
Low Cost Ditch
X
-2.0
Low Cost Ditch
X
-1.7
Unnamed Tributary to Low Cost Ditch
X
-1.4
Unnamed Tributary to Low Cost Ditch
X
-1.2
Low Cost Ditch
X
-1.0
Low Cost Ditch
X
-0.6
Low Cost Ditch
X
-0.4
Low Cost Ditch
X
0.5
Granlee Ditch
X
0.7
Granlee Ditch
X
1.0
Granlee Ditch
X
1.0
Granlee Ditch
X
2.1
Granlee Ditch
X
2.9
Granlee Gulch
X
4.9
East Fork of Parachute Creek
X
5.2
Middle Fork of Parachute Creek
X
5.4
Middle Fork of Parachute Creek
X
10.8
Unnamed Tributary to the West Fork of
Parachute Creek
X
11.6
Unnamed Tributary to the West Fork of
Parachute Creek
X
12.0
Unnamed Tributary to the West Fork of
Parachute Creek
X
12.3
Unnamed Tributary to the West Fork of
Parachute Creek
X
11.6
Unnamed Tributary to the West Fork of
Parachute Creek
X
11.9
Unnamed Tributary to the West Fork of
Parachute Creek
X
12.1
Unnamed Tributary to the West Fork of
Parachute Creek
X
14.9
Unnamed Tributary to the West Fork of
Parachute Creek
X
15.3
Unnamed Tributary to the West Fork of
Parachute Creek
X
Piceance Gathering Pipeline Project
March 2006
Al-!
Waterbody Crossing and Wetland Protection Plan—Attachment 1
Waterbodies and Wetlands Crossed by the Project
Milepost
Name
Flow Regime
perennial
Intermittent
Wetland/
Riparian
16.2
Unnamed Tributary to the West Fork of
Parachute Creek
X
16.7
Unnamed Tributary to the West Fork of
Parachute Creek
X
17.1
Unnamed Tributary to the West Fork of
Parachute Creek
X
17'7
Unnamed Tributary to the West Fork of
Parachute Creek
X
17.9
Unnamed Tributary to the West Fork of
Parachute Creek
X
18.1
Unnamed Tributary to the West Fork of
Parachute Creek
X
18.6
Unnamed Tributary to the West Fork of
Parachute Creek
X
18.9
Unnamed Tributary to the West Fork of
Parachute Creek
X
19.1
Unnamed Tributary to the West Fork of
Parachute Creek
X
31.4
Willow Creek
X
X
33.2
Unnamed Tributary to Big Jimmy Gulch
X
33.3
Big Jimmy Gulch
X
35.4
Hunter Creek
X
35.5
Unnamed Tributary to Hunter Creek
X
38.0
Fawn Creek
X
38.6
Piceance Creek
X
38.8
Piceance Creek
X
39.9
Piceance Creek
X
X
39.9
Dudley Gulch
X
40.5
Unnamed Wetland
X
41.7
Unnamed Wetland
X
42.4
Piceance Creek
X
X
AI -2
Piceance Gathering Pipeline Project
March 2006
Waterbody Crossing and Wetland Protection Plan—Attachment 2
ATTACHMENT 2- TYPICAL CONSTRUCTION DETAILS
Piceance Gathering Pipeline Project
March 2006
SEE NOTE 3 A
I..1• •1•. 1• •1. •1..1....1..1..1
FLOW
FLOW
ARMOR
IF NEEDED
(SEE NOTE 6)
TOP OF BANK
•I• i.. I.• 1.... p. p•I
PLAN VIEW
INSTALL ROCK SCOUR PROTECTION
UNDER ENDS OF FLUME PIPE UNLESS
OTHERWISE APPROVED BY THE
COMPANY'S REPRESENTATIVE
USE CLEAN ROCK TO FORM STABLE
APPROACH ROAD EXTENDING BACK
FROM WATERS EDGE
FLUME TO BE LONG ENOUGH FOR
STABLE FILL SLOPES
INSTALL FLUME WITH
INVERT BELOW STREAMBED
PROFILE
SECTION A -A
NOTES:
1. THIS FIGURE APPLIES TO FLOWING WATERBODIES.
2. UTILIZE APPROACH FILLS OF CLEAN ROCK MATERIAL, TIMBER MATS, SKIDS, OR OTHER SUITABLE MATERIALS TO
AVOID CUTTING THE BANKS WHEREVER FEASIBLE. CLEAN ROCK MATERIAL WILL NOT BE USED FOR APPROACH
FILLS IN WETLANDS.
3. CONSTRUCT SEDIMENT BARRIERS ACROSS THE ENTIRE CONSTRUCTION R.O.W. TO PREVENT SILT LADEN WATER AND
SPOIL FROM FLOWING BACK INTO WATERBODY. BARRIERS MAY BE TEMPORARILY REMOVED TO ALLOW CONSTRUCTION
ACTIVITIES BUT MUST BE REPLACED BY THE END OF EACH WORK DAY. SILT FENCE, STRAW BALES, SAND BAGS
AND DRIVABLE BERMS MAY BE USED INTERCHANGEABLY.
4. INSTALL A STEEL FLUME PIPE AND PROVIDE A MINIMUM OF 12" OF COVER OR 1/3 DIAMETER FOR
FLUMES > 36" IN DIAMETER.
5. CREATE OVERFLOW AREA TO ACCOMMODATE FLASH FLOOD EVENTS IF POSSIBLE.
6. ARMOR THE INLET AND/OR OUTLET WITH LARGER ROCK OR OTHER SUITABLE MATERIAL WHERE REQUIRED BY
THE COMPANY'S REPRESENTATIVE.
7. REMOVE ROCKFILL AND FLUME AS SOON AS POSSIBLE AFTER PERMANENT SEEDING UNLESS OTHERWISE DIRECTED
BY COMPANY REPRESENTATIVE. THE STRUCTURE IS TO BE REMOVED IF THERE IS MORE THAN ONE MONTH BETWEEN FINAL
GRADING AND SEEDING, AND ALTERNATIVE ACCESS TO THE CONSTRUCTION R.O.W. IS AVAILABLE.
8. RESTORE AND STABILIZE BED AND BANKS TO APPROXIMATE PRE -CONSTRUCTION CONDITIONS.
9. DISPOSE OF ROCK AS DIRECTED BY COMPANY REPRESENTATIVE.
REVISIONS
NO.
DATE
DESCRIPTION
BY
CHKD
IPPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL ROCKFILL & FLUME
WATERBODY BRIDGE
DATE: 10/14/04
APPROVED BY: -
SCALE: N.TS.
CST -P -1000-A315
SH. 1 OF 1
o
WATERBODY
(-.)i11l�d III
p. ��
-
-
:,1
L-)1)1
I PLAN
III4
'IF
1 .
SEE NOTE 4
1
SEE NOTE 3&6
0
IT11 11:S! 11 .-1
PROFILE
NOTES:
1. THIS TYPE OF BRIDGE IS GENERALLY USED ON NARROW CROSSINGS, LESS THAN 20 FEET WIDE WITH APPROPRIATE BANK
CONFIGURATION. MULTIPLE MATS MAY BE LAYERED FOR HEAVIER EQUIPMENT CROSSINGS.
2. BRIDGE SHOULD BE TEMPORARILY REMOVED IF HIGH WATER RENDERS IT UNSAFE TO USE.
3. IF REQUIRED, UTILIZE APPROACH FILLS OF CLEAN ROCK MATERIAL, TIMBER MATS, SKIDS OR OTHER SUITABLE MATERIALS
TO AVOID CUTTING THE BANKS WHEREVER FEASIBLE. ENSURE ADEQUATE FREEBOARD. AS REQUIRED, ENSURE THAT FILL
MATERIAL IF USED DOES NOT SPILL INTO WATERCOURSE INCLUDING REMOVAL OF DIRT FROM DECK DURING OPERATION.
CLEAN ROCK MATERIAL WILL NOT BE USED FOR APPROACH FILLS IN WETLANDS.
4. CONSTRUCT SEDIMENT BARRIERS ACROSS THE ENTIRE CONSTRUCTION R.O.W. TO PREVENT SILT LADEN WATER AND
SPOIL FROM FLOWING BACK INTO WATERBODY. BARRIERS MAY BE TEMPORARILY REMOVED TO ALLOW CONSTRUCTION
ACTIVITIES BUT MUST BE REPLACED BY THE END OF EACH WORK DAY. SILT FENCE, STRAW BALES, SANDBAGS OR DRIVABLE
BERMS MAY BE USED INTERCHANGEABLY.
5. REMOVE BRIDGES AS SOON AS POSSIBLE AFTER PERMANENT SEEDING UNLESS OTHERWISE DIRECTED BY COMPANY
REPRESENTATIVE. THE STRUCTURE IS TO BE REMOVED IF THERE IS MORE THAN ONE MONTH BETWEEN FINAL GRADING AND
SEEDING, AND ALTERNATIVE ACCESS TO THE CONSTRUCTION R.O.W. IS AVAILABLE.
6. DISPOSE OF ANY ROCK AS DIRECTED BY COMPANY REPRESENTATIVE.
7. RESTORE AND STABILIZE BED AND BANKS TO APPROXIMATE PRE -CONSTRUCTION CONDITIONS.
DRAWING DEPICTED S SUPERSEDE BE WRITTEN
STANDARD. SCOPE OF WORK OR UNE UST.
REVISIONS
N0.
DATE
DFSCRIPIION
BY
CIYm
MPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL TIMBER MAT
WATERBODY BRIDGE
DATE 10/14/04
APPROVED BY: -
SCALE: N.TS.
CSE -P -1000-A350
SH. 1 OF 1
SPOIL PILE
CHANNEL
SPOIL
CONSTRUCTION R.O.W. WIDTH
EXTRA TEMPORARY WORKSPACE
(•)
TOPSOIL
10 MP.)
CHARNEL
SPOIL
SPOIL PILE
I I '
DRY CHANNEL
`\ � - TOPSOIL
PIPE WELDED, COATED
AND WOWED
PLAN VIEW CIF NECESSARY)
NOTES:
1. METHOD APPLIES TO CROSSINGS WHERE NO FLOWING WATER IS PRESENT AT THE TIME OF CROSSING.
2. CONTRACTOR MAY "MAINLINE THROUGH" THE CROSSING OR UP TO BOTH SIDES OF THE CROSSING; STRING, WELD, COAT,
AND WEIGHT OF NECESSARY), USING THE MAINLINE CREW WITH THE PIPE SKIDDED OVER THE CROSSING.
3. NO REFUELING OF MOBILE EQUIPMENT WITHIN 200 FEET OF DRY CHANNEL. REFUEL STATIONARY EQUIPMENT AS
PER THE HAZARDOUS MATERIALS MANAGEMENT AND SPCCC PLAN.
4. IF A TEMPORARY EQUIPMENT CROSSING IS INSTALLED, IT MUST BE BUILT IN ACCORD WITH APPLICABLE DRAWINGS.
5. IN AGRICULTURAL LAND, STRIP TOPSOIL FROM SPOIL STORAGE AREA. TOPSOIL AND SUBSOIL WILL BE STOCKPILED
OUTSIDE THE CHANNEL.
6. IF NECESSARY, CONSTRUCT SEDIMENT BARRIERS ACROSS THE ENTIRE CONSTRUCTION R.O.W. FOLLOWING CLEARING AND
GRADING AND MAINTAIN UNTIL CONSTRUCTION OF THE CROSSING. EROSION CONTROL MEASURES SHALL BE REINSTALLED
IMMEDIATELY FOLLOWING BACKFILLING OF TRENCH AND STABILIZATION OF BANKS. BARRIERS MAY BE TEMPORARILY REMOVED
TO ALLOW CONSTRUCTION ACTIVITIES BUT MUST BE REPLACED BY THE END OF EACH WORK DAY.
7. IN -STREAM SPOIL TO BE STOCKPILED OUTSIDE OF THE CHANNEL.
8. BACKFILL WITH NATIVE MATERIAL.
9. RESTORE CROSSING CHANNEL TO APPROXIMATE PRE -CONSTRUCTION PROFILE AND SUBSTRATE.
10. RESTORE CROSSING BANKS TO APPROXIMATE ORIGINAL CONDITION AND STABILIZE, AS REQUIRED.
11. ALL DIMENSIONS INDICATED SHALL BE DETERMINED BY ACTUAL CONSTRUCTION CONDITIONS.
REVISIONS
NO.
DATE
DESCRIPTION
BY
CURD
APPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL NON -FLOWING WATERBODY
CROSSING OPEN CUT TRENCH
DATE 10/14/04
APPROVED 8Y: -
SCALE: N.TS.
CST -P -1150-A280
SH. 1 OF 1
SPOIL PRE
SEDIMENT
BARRIER
CONSTRUCTION R.O.W. WIDTN
TRENCH
n
t
3
EXTRA TEMPORARY WORKSPACE
(ITP.)
TOPSOIL
B=—
a•�
TYlmuE mm. R101ommaw m 1
again.
Y�■�Y�YSI- Nom mires.■=■um
NOTE 7 I FLOW SOFT PLUG
(SEEN OTE ) g11 1 , WATERBOOT
..w■uw�..�►�■■I m■nsss
MONIS
roam EMI Mar
SETXMFN1
BARRIER
IN -STREAM
IN -STREAM
SPOIL
SEDIMENT
DARER
SPOIL PILE
10' (TYP.
9 8
yC2
8 C aA 6tiKt
^mss
SEDIMENT
BARRIER
TOPSOIL
RPE wane. COATED
PLAN VIEW (W N
IDGICESIWOED
NOTES:
1, CONTRACTOR SHALL TRENCH UP TO BOTH SIDES OF CROSSING; STRING, WELD, COAT AND WEIGHT (IF NECESSARY)
USING THE MAINLINE CREW. IN STREAM EXCAVATION, LOWERING -IN, AND BACKFILL WILL UTILIZE TRACKHOES WORKING
FROM THE BANKS.
2. SCHEDULE CROSSING DURING LOW FLOW PERIOD IF POSSIBLE.
3. COMPLETE ALL IN -STREAM ACTIVITIES WITHIN 24 HOURS IF FEASIBLE.
4. NO REFUELING OF MOBILE EQUIPMENT WITHIN 200 FEET OF WATERBODY. REFUEL STATIONARY EQUIPMENT
AS PER THE HAZARDOUS MATERIALS MANAGEMENT AND SPCCC PLAN.
5. INSTALLATION OF TEMPORARY EQUIPMENT CROSSING IS REQUIRED AT ALL FLOWING WATERBODIES. IF A TEMPORARY
EQUIPMENT CROSSING IS INSTALLED, IT MUST BE BUILT IN ACCORD WITH APPLICABLE DRAWINGS.
6. IN AGRICULTURAL LAND, STRIP TOPSOIL FROM SPOIL STORAGE AREA.
7. CONSTRUCT SEDIMENT BARRIERS ALONG THE SIDES OF STOCKPILES AND ACROSS THE ENTIRE CONSTRUCTION R.O.W. TO
PREVENT SILT LADEN WATER AND SPOIL FROM FLOWING BACK INTO WATERBODY. BARRIERS MAY BE TEMPORARILY
REMOVE TO ALLOW CONSTRUCTION ACTIVITIES BUT MUST BE REPLACED BY THE END OF EACH WORK DAY.
8. IN -STREAM SPOIL TO BE STORED OUT OF THE STREAM CHANNEL A MINIMUM OF 10 FEET FROM THE WATERS EDGE
AND WITHIN THE CONSTRUCTION R.O.W.
9. TRENCH THROUGH WATERCOURSE USING MAINLINE EXCAVATION EQUIPMENT WHERE PRACTICAL.
10. INSTALL SOFT PLUGS AT THE EDGE OF STREAM BANKS UNTIL JUST PRIOR TO PIPE INSTALLATION TO CONTROL.
WATER FLOW & TRENCH SLOUGHING.
11. MAINTAIN STREAM FLOW THROUGHOUT CROSSING CONSTRUCTION.
12. BACKFILL WITH NATIVE MATERIAL.
13. RESTORE WATERBODY CHANNEL TO APPROXIMATE PRE -CONSTRUCTION PROFILE AND SUBSTRATE.
14. RESTORE STREAM BANKS TO APPROXIMATE ORIGINAL CONDITION AND STABILIZE, AS REQUIRED.
15. ALL DIMENSIONS INDICATED SHALL BE DETERMINED BY ACTUAL CONSTRUCTION CONDITIONS.
DRAWING OEPK'IE0 IS SUPERSEDED BY WRIMN
STANDARD, SCOPE OF WORK OR UNE UST.
REVISIONS
DATE
DESCRIPTIO!
BY
CHID
IPPR.
TRIGON
=EPC
ENGINEERING • PROCUREMENT • CONSTRUCTIO
TYPICAL FLOWING WATERBODY
CROSSING OPEN CUT TRENCHED
DATE 10/14/04
APPROWD BY: -
SCALE N.T.S.
CST -P -1150-A275
SH. 1 OF 1
R.O.W.
BOUNDARY
TEMPORARY
CONSTRUCTION
R.O.W.
SEDIMENT BARRIER
AS REQUIRED
TOPSOIL -
(SEE NOTE 9)
NATURAL \�
GRADE
SEDIMENT BARRIER,
AS REQUIRED
(SEE NOTE 9)
TRENCH
TRENCH
SPOIL
R.O.W.
BOUNDARY
Q
& PIPELINE
TEMPORARY
CONSTRUCTION
R.O.W.
TIMBER MATS
AS REQUIRED
ALTERNATIVE
TOPSOIL
7 -STORAGE AREA
SPO
L SIDE
WORKING SIDE
TEMPORARY
WORKSPACE
PERMANENT EASEMENT TEMPORARY
(SEE NOTE 1) WORKSPACE
CONSTRUCTION RIGHT-OF-WAY (SEE NOTE 1)
IsaL
SPOIL
PROFILE
TIMBER MATS
/ AS REQUIRED
PLAN VIEW
SEDIMENT BARRIER
AS REQUIRED
(SEE NOTE 9)
STU1 • S, WHERE PRESENT,
NOT TO BE REMOVED
(SEE NOTE 5)
ALTERNATIVE
TOPSOIL
STORAGE AREA
* W W *
W *
* *
* W• *
W *
* W *
W W W +
W
i i WETLAND W i
\SEDIMENT BARRIER
AS REQUIRED
(SEE NOTE 9)
DRITMG DEPICTED IS SUPERSEDED BY WRRTEN
STANDARD. SCOPE OF WORK OR UNE IST.
REVISIONS
NO.
DATE
DESCRIPTION
BY
CHID)
IPPR
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTIO
TYPICAL
WETLAND CROSSING
DATE: 10/14/04
APPROVED BY: -
SCALE: N.T.S.
CST -P -1480-A080.1
SH. 1 OF 2
NOTES:
1. CONSTRUCTION RIGHT-OF-WAY WIDTHS WLL VARY.
2. THE SAME LAYOUT APPLIES WHETHER CONSTRUCTION R.O.W. DOES OR DOES NOT ABUT A FOREIGN R.O.W.
3. LOCATE ANY TEMPORARY USE AREAS OUTSIDE OF WETLAND.
4. CLEARING OF VEGETATION AND TREES IS PROHIBITED BETWEEN TEMPORARY USE AREA AND THE EDGE
OF THE WETLAND.
5. CUT VEGETATION AND TREES OFF AT GROUND LEVEL, LEAVING EXISTING ROOT SYSTEMS IN PLACE WHEREVER
PRACTICABLE, AND REMOVE CUTTINGS FROM THE WETLAND FOR DISPOSAL.
6. LIMIT CONSTRUCTION EQUIPMENT TO ONE PASS THROUGH WETLANDS TO THE EXTENT PRACTICABLE.
7. NO REFUELING OF EQUIPMENT WITHIN 200 FEET OF WETLAND EXCEPT IN ACCORDANCE WITH THE HAZARDOUS
MATERIALS MANAGEMENT AND SPCCC PLAN.
8. IF SATURATED AT TIME OF CONSTRUCTION, CONSTRUCTION EQUIPMENT WLL OPERATE FROM TIMBER MATS.
9. AVOID ADJACENT WETLANDS. INSTALL SEDIMENT BARRIERS IMMEDIATELY AFTER INITIAL GROUND DISTURBANCE AND
AT THE EDGE OF THE CONSTRUCTION R.O.W. ALONG THE WETLAND AS DIRECTED BY THE COMPANY'S REPRESENTATIVE.
10. THIS DRAWING REFLECTS "TRENCH ONLY" TOPSOIL STRIPPING METHOD.
11. SALVAGE UP TO 12" OF TOPSOIL OVER TRENCH. MAINTAIN SEPARATION BETWEEN TOPSOIL AND TRENCH SPOIL.
12. LEAVE GAPS IN TOPSOIL AND SPOIL PILES AT OBVIOUS DRAINAGES. DO NOT USE TOPSOIL FOR PADDING.
AVOID SCALPING VEGETATED GROUND SURFACE WHEN BACKFILLING SPOIL PILE.
13. IN UNSATURATED CONDITIONS, SPOIL MAY BE USED TO STABILIZE THE WORKING SIDE.
14. IF SATURATED AT TIME OF CONSTRUCTION, LEAVE HARD PLUGS AT THE EDGE OF WETLAND UNTIL JUST PRIOR TO
TRENCHING.
15. TRENCH THROUGH WETLANDS.
16. LOWER -IN PIPE, INSTALL TRENCH BREAKERS AT WETLAND EDGES AS DIRECTED BY THE COMPANY'S REPRESENTATIVE
TO PREVENT DRAINAGE. BACKFILL UPON COMPLETION OF CONSTRUCTION.
17. REMOVE ALL TIMBER, RIPRAP OR EQUIPMENT MATS FROM WETLANDS UPON COMPLETION OF CONSTRUCTION.
18. RESTORE GRADE TO NEAR PRE -CONSTRUCTION TOPOGRAPHY AND REPLACE TOPSOIL, WHERE SALVAGED, WITHOUT
A CROWN OVER THE TRENCH.
19. TOPSOIL AND TRENCH SPOIL RELATIVE POSITIONS CAN, AS DIRECTED BY THE COMPANY'S REPRESENTATIVE, BE
REVERSED.
GRAVING DEPICTED E SUPERSEDED BY WRHIDN
SUNDN1D, SCOPE OF WORE OR UNE USE.
REVISIONS
N0.
DATE
DESCRIPIKKI
DB
CHID)
MPR.
TRIGON
ENGINEERING • PROCUREMENT • CONSTRUCTION
TYPICAL
WETLAND CROSSING
DATE 10/14/04
APPROVED BY: -
SCALE: NTS.
CST -P -1260-A380.2
SH. 2 OF 2
Garfield County Development Plan Attachment 1
ATTACHMENT 1 -LINE LIST
Piceance Gathering Pipeline Project
April 2006
Owne ship South to North
PICEANCE GATHERING MAINLINE PIPELINE
Parcel No. 1 Landowner Contacts Names and Numbers Township, Range and Section Minerals
GARFIELD COUNTY
240902200148
American Soda LLP
2717 County Rd. 215
Parachute
C/O Solvay Chemicals
Attn: Steve Kovar
P.O. Box 27328
Houston, TX 77227-7328
7 South, Range 96 West
Sec. 2:S/2N/2;
6 South. 96 West
Sec. 34:lying SW of Co. Road 215;
Sec. 35: SWSW;
Peyton / Lilly etal
217113300020
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 17th Street Ste 2600
Denver, CO 80202
Bob Weaver
720-876-3513
Bob,Weavertwencana.com
6 South, Range 96 West
Sec. 33: SENE;
Sec. 34: Lot 10- NWSW;
Sec. 34: Lot 11- SWSW;
EnCana elal
217133200019
Williams Production RMT Co.
GO Logan & Firmin
3615 S Huron SI, Ste 200
Englewood, CO 80110
Williams Production RMT Co.
C/O Logan & Fimline
3615 S Huron St, Ste 200
Englewood, CO 80110
6 South, Range 96 West
Sec. 33: N/2NE;
Sec. 34: NENE
Sec. 28: 5/2SE; NWSE;
Williams; etal
217129100005
Puckett Land Company
Attn: Robert E. Puckett
5460.5. Quebec Street
Greenwood Village, CO 80111
Puckett Land Company
Attn: Robert E. Puckett
5460 S. Quebec Street
Greenwood Village, CO 80111
303-773.1094,0
email: kcoombes(tgwest.net
(Robert's assistant)
6 South; Range 96 West
Sec 28: S/2NW; NWNW; SW/4
Sec. 29; E2NE;
Unocal etal
217118100008
Chevron Texaco Shale Oil
Company
Attn: Lee W. Parker
11111 S. Wilcrest Drive
Houston, TX 77099
Lee W. Parker
281-561-4725
LeeParkerechevrontexaco.com
6 South, Range 96 West
Sec. 20:NWNW; S/2NW; pt. or
NE1/4;
Sec. 20:E/2SW; p1. of SE1/4;
Sec. 17: Lots 4.10, 11, 14, 15 & 17;
Sec. 8; Lots 1&24WI2NE;
Lots 384 WI25E;
Chevron etal
217104100021
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 17th Street Ste2600
Denver, CO 80202
Bob Weaver
720-876-3513
Bob:Weaver(dencana.com
6 South, Range 96 West
Sec. 9: ALL;
Sec. 4: ALL;
EnCana etal
213527300015
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 17th Street Ste 2600
Denver, CO 80202
Bob Weaver
720-876-3513
Bob.Weaver(ozencana.com
5 South, Range 96 West
Sec. 36: lying NE of Co Rd 215:
PI. of 5E1/4; N/2;
Sec. 25: ALL;
EnCana etal
191727400012
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 171h Street Ste. 2600
Denver, CO 80202
BobWeaver
720-876-3513
Bob.Weaver(fpencana.com
5 South, Range 95 West
Sec. 30 &19: ALL;
EnCana Mal
213527300015
EnCana Oil & Gas (USA)
Attn: Bob Weaver
95017th Street Ste 2600
Denver, CO 80202
Bob Weaver
720-876-3513
Bob.Weaverf&encana.com
5 South, Range. 96 West
Sec. 24,23,14, 11, 10, 3,
ALL:
4 South, Range 96 West
Sec. 34 ALL: Sec. 33 SE
EnCana etat
213507300003
213527300015
Oldland, Reuben Gerald and
Stephanie D.
14667 County Rd. 5
Meeker, CO 81641
Jerry Oldland
970-878-4711
970.878-5745
4 South, Range 96 West
Sec. 33: W2
USA
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 17th Street Ste 2600
Denver, CO 80202
Bob Weaver
720-876-3513
Bob.WeavertNencana.cnm
5 South, Range 96 West
Sec. 4, 9, 8: ALL
EnCana etal
213507300003
Oldland, Reuben Gerald and
Stephanie D.
14667 County Rd. 5
Meeker, CO 81641
Jerry Oldland
970.878.4711
970-878-5745
5 South, Range 96 West
Sec. 7: S/2NE; NESE; Lots 1,2,3
USA
ENCANA PROPRIETARY
USE PURSUANT TO COMPANY INSTRUCTIONS
The information contained herein
is deemed reliable but not guaranteed.
04/14/2006 1
Ownership South to North
PICEANCE GATHERING MAINLINE PIPELINE
Parcel No.
Landowner
Contacts Names and Numbers
Township, Range and Section
Minerals
213701200011
Uphoff, Eva Christine & Timothy
James 1/2 int.
Eva Christine 1/2 int.
17037 County 5
Rife. CO 81650
Spokesman:
Jerry Oldland
14667 County Road 5
Meeker, C0 81641
970-878-4711
970-878-5745
5 South, Range 97 West
Sec. 1: SESE; S/2NW; NWSW;
Getty etal
213701300010
Getty Oil Co. Vendor #1471
CIO Chevron Texaco Property
Tax
P.0, Box 285
Houston, TX 77001
Attn: Lee W. Parker
11111 8. Wilcresl Dr.
Houston, TX 77099
281.561.4725
I.eeParker(alchevrontexaco.com
5 South, Range 97 West
Sec 1: NW1/4; SENW; SWSE;
S/2SW;
Getty etas
213701200001
Uphoff, Eva Christine & Timothy
James 112 int.
Eva Christine 1/2 int.
17037 County 5
Ririe, CO 81650
Jerry Oldland
970-878-4711
970-878-5745
5 South, Range 97 West
Sec. 1; S/2NW; NWSW;
Sec. 2; S/2NE; N/2SE; NW1/4;
Sec. 3; EJ2NE; NWNE; NENW;
Minerals: Getty etal
213715300009
Getty Oil Co. Vendor#1471
0/0 Chevron Texaco Property
Tax
P.0.8ox 285
Houston, TX 77001
Attn:. Lee W. Parker
11111 S. Wildest Dr.
Houston, TX 77099
281-561-4725
LeeParkertthchevrontexaco.com
5 South, Range 97 West
Sec.3; SWNE; SENW; W/2NW;
Getty/ Chevron eta/
191335100007
Exxon Corp. 83.8 %
P.O. Box 2567
Houston, TX 77252-2567
Attn: Brent Patterson
mlthew.d.brown{olexxonmobil.com
4 South, Range 97 West
Sec. 34; Undivided 83.8%
Exxon Mobil / Levy
Brothers/ Umpleby
elal
ronald.m,smitht exxonmobil.com
Bob Weaver will handle Ron Smith,
Surface
191335100007
Levy Brothers, LLC 10.6 %
5715 N. Western
Oklahoma City, OK 73118
4 South, Range 97 West
Sec. 34; Undivided 10.80%
Exxon Mobil / Levy
Brothers/ Umpleby
etal
191335100007
Cara V. Lockett& Comerica
Bank-
Texas Co - Trustees of the
Susan
G. Umpleby Peasner Royally
Trust
0.70%
P.O. Box 75000
Detroit, Michigan 48275-3228
5 South, Range 97 West
Sec. 34:Undivided 0.70%
Exxon Mobil / Levy
Brothers/ Umpleby
etal
191335100007
Stanley Lockett & Comerica Bank
Texas Co- Trustees of the Cara
Virginian Umpleby Lockett
Royalty
Trust0.70 %
P.O. Box 75000
Detroit, Michigan 48275-3228
5 South, Range 97 West
Sec. 34; Undivided 0.70%
Exxon / Levy Brothers/
Umpleby/ elal
191335100007
Thomas, Joanna U Trust 1.05 34
2306 Stutz Place
Midland, TX 79705
5 South, Range 97 West
Sec. 34; Undivided 1.05%
Exxon / Levy Brothers/
Umpleby/ eta/
191335100007
Hinman. Connie Trust .96 %
1833 Dovondale Circle
Charleston, WV 25314
5 South, Range 97 West
Sec. 34; Undivided .98%
Exxon l Levy Brothers/
Umpleby/ etal
ENCANA PROPRIETARY
The information contained herein
USE PURSUANT TO COMPANY INSTRUCTIONS is deemod reliable but not guaranteed.
04/14/2006 2
Ownership South to North
PICEANCE GATHERING MAINLINE PIPELINE
Parcel No.
Landowner
Contacts Names and Numbers
Township, Range and Section
Minerals
191335100007
Umpleby, Stuart A. Trust 1.05 %
4007 49th Street NW
Washington, DC 20016
5 South, Range 97 West
Sec. 34; Undivided 1.05%
Exxon / Levy Brothers!
Umpleby/ etal
BLM-WRFO
73544 Hwy 64
Meeker, CO 81641
Penny Brown
970.878-3810
4 South, Range 97 West
Sec. 22, 27; ALL
USA
RIO BLANCO COUNTY
188311200002
M.T.W. Ranch, LLC
2212 Common Street
Lake Charles, LA 70601-2212
Ray Morgan. Sr.
337-436.0594 Office
337-480-1277 Home
337-878-3810
3 South, Range 97 West
Sec. 35: E/2E/2:
Sec, 26: W/2NE; SE1/4;
Sec. 23: SWSE; WI2N W;
Heirs of Frank S.
Hofues, Dec.Und. 1/4
R.F. Magor III Und, 1/4
R.Dean Hawn Und. 1/8
Kenneth Gundedand
Und. 3/8
BLM-WRFO
73544 Hwy 64
Meeker, CO 81641
Penny Brown
970-878-3810
3 South, Range 97 West
Sec 23: All exc. W/2NW; SWSE;
USA
188311200002
M.T.W. Ranch, LLC
2212 Common Street
Lake Charles, LA 70601-2212
Ray Morgan, Sr.
337-436-0594 Office
337-480-1277 Home
337-878-3810
3 South, Range 97 West
Sec.23: W/2NW; SWSE;
Sec. 14: E/2NW; SWSW;
Sec. 22: SENE; S/2SE:
Exxon 1/4
Shell Frontier Oil Co:
3/4
188311200002
M.T.W. Ranch, LLC
2212 Common Street
Lake Charles, LA 70601-2212
Ray Morgan. Sr.
337-436.0594 Office
337-480-1277 Home
337-878-3810
3 South, Range 97 West
Sec. 14: E/2NW: SWSW;
Exxon 1/4
Shell Frontier Oil Co.
3/4
BLM-WRFO
73544 Hwy 64
Meeker, CO 81641
Penny Brown
970-878-3810
3 South, Range 97 West
Sec. 15: ALL;
Sec. 10: ALL;
Sec. 3: ALL;
USA
1661
EnCana Oil &.Gas (USA)
Attn: Bob Weaver
950 17th Street Ste 2600
Denver, CO 80202
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 171h Street Ste 2600
Denver. CO 80202
2 South, Range 97 West
Sec. 21: NE1/4;
Sec. 27: W/2W/2:
EnCana 33%
Oil Shale Corp: 51%
Puckett Land 16%
1861271000305
Lov Land Company
439 County Rd. 5
Rifle, CO 81650
C.W. (Bill) Brennan
Nacny Brennan
439 CR 26
Rine, CO 81650
970-878-4763
Son, Jim Brennan 970-942-8096
Michael A. Kuzminski, atty
744 Horizon Dr., Ste 300
Grand Junction, CO 81501
970-241-5500
kuzminski,tdwmk.com
2 South, Range 97 West
Sec. 21: N/2NW; SWNW;
Lov Land Co
Exxon Corp. 83.8 %
P.O. Box 2567
Houston, TX 77252-2567
Attn: Brent Patterson
mtihew.d.brown(nlexxonmobit.com
ronatd.m.smith&Sexxonmobil.com
Bob Weaver will handle Ron Smith,
Surface
2 South, Range 97 West
Sec. 16; NW1/4; E/2SW: W/2SE;
Exc. 1+1- acre in W/2SE:
Sec. 9: SW1/4; S/2NW: NWNW:
NWSE;
Exxon
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 17th Street Ste 2600
Denver, CO 80202
EnCana Oil & Gas (USA)
Attn: Bob Weaver
950 17th Street Ste 2600
Denver, CO 80202
2 South, Range 97 West
Sec. 4: W/2W2;
EnCana 33%
Oil Shale Corp: 51%
Puckett Land 16%
ENCANA PROPRIETARY
USE PURSUANT TO COMPANY INSTRUCTIONS
The information contained herein
is deemed reliable but not guaranteed.
04/14/2006 3
Ownership South to North
PICEANCE GATHERING MAINLINE PIPELINE
Parcel No.
Landowner
Contacts Names and Numbers
Township, Range and Section
Minerals
166121200004
Lov Land Company
439 County Rd. 5
Rifle, CO 81650
C.W. (Bill) Brennan
Nancy Brennan
439 CR 26
Rifle. CO 81650
970-878-4763
Son, Jim Brennan 970-942-8096
Michael A, Kuzminskl, atty
744 Horizon Dr., Ste 300
Grand Junction, CO 81501
970-241-5500
kuzminski(oldwmk.com
2 South, Range 97 West
Sec. 16: SWSW, less
small parcel
Sec. 21: N/2NW, SWNW
2 South, Range 97 West
Sec. 16: NW, ESW, WSE
Sec. 9: NWNW, SNW,SW,
NWSE
Lov Land
Exxon
166109300002
Exxon Mobil Corporation
PO Box 53
Houston, TX 77001-0053
Attn: Brent Patterson
(Bob Weaver will handle)
Ron Smith, Surface
1631333300006
EnCana Oil & Gas (USA) Inc.
Attn: Bob Weaver
950 17th St. Ste 2600
Denver, CO 80202
Bob Weaver
720-876-3513
2 South, Range 97 West
Sec. 4: W/2W/2;.
Sec. 5: FJ2NE, NESE;
1 South, Range 97 West
Sec. 33: W/2W/2;
Sec. 28: WI2SW;
Sec. 29: E/2SE:
EnCana
BLM-WRFO
73544 Hwy 64
Meeker, CO 81641
Penny Brown
970-878-3810
1 South, Range 97 West
Sec. 29: N/2;
Sec. 20: ALL:
Sec. 19: ALL;
USA
ENCANA PROPRIETARY The information contained herein
USE PURSUANT TO COMPANY INSTRUCTIONS is deemed reliable but not guaranteed.
04/14/2006 4
Garfield County Development Plan Attachment 2ai
ATTACHMENT 2 -FULL-SIZE OWNERSHIP MAP
Piceance Gathering Pipeline Project
April 2006
1'r
v9
Vt y2
sS4'�f� %31a� ti kr
E b 1x f ^4+;4
?a ay..
o_
kFk
i3
I ;
fe
ti
44141
Garfield County Development Plan Attachment 3
ATTACHMENT 3 -INDIVIDUAL OWNERSHIP MAPS
Piceance Gathering Pipeline Project
April 2006
PROPOSED RIGHT OF WAY LENGTH ACROSS AMERICAN SODA. LLP PROPERTY = B.231.$ FT.
A SRS
rn
S A O
i�$ T
IgD
is
20
I0) E�
1 I
InSi)
70 I
fc
I I
�I
m �_
P
OO,Z W La
Z
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wr
i
i;oJ pg i
0
Z
4 D
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yu o9 dT
AN' Z
r R
uy
0
8
0
8
`I LNnoo a13132NO
oad2:1o1oo
PLM9MS
bA BY:
A
LV
REIT
PLV[YSO Br:
EINCANA.
n:mau w win 2
mA
(71) Pxx-TF
*NAMED Ot
SKETCH
xacCT
10011400:
OAIE
BY
na.
PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF AMERICAN SODA, L.L.P.
9204.000 p4A "' EG -9204A-8503
GARFIELD COUNTY, COLORADO
WILLIAMS PRODUCTION RMT Co.
POINT OF
TERMINATION
0 500
SCALE: 1.-500.
ENCANA OIL & GAS
F OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
33434
43
T -6-S, R -96-W
OWMER
MoE3 L
CEXYoW
POINT OF
BEGINNING
T -7-S, R -96-W
I
PROPOSED RIGHT OF WAY LENGTH ACROSS ENCANA OIL & GAS. INC PROPERTY = 1,499.8 FT.
A
CARO, Br.
LV
a
A
A
ENCANA.
T.S 1b.1s..h.,.77o 1-3:lf
TCS
0$3),77-;7m
PGMOTtD
SKETCH
PROJECT
euuyu
IXSCXNaw
OAX
ev
r=540;
PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF ENCANA OIL & CAS
ma"' 9204.000 0R""44 `"' EC -9204A-8504 R`.' 0
a
GARFIELD COUNTY, COLORADO
PUCKETT LAND COMPANY
29
32
POINT OF
TERMINATION
28
33
27
0
2000
SCALE: 1-.2000'
1-g OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
WILLIAMS PRODUCTION RMT CO.
T -6-S, R -96-W_ 32133
T -7-S, R -96-W
514
POINT OF
BEGINNING
ENCANA OIL & GAS
33 34
4 3--
PROPOSED RIGHT OF WAY LENGTH ACROSS WILLIAMS PRODUCTION RMT CO. PROPERTY a 4.582.7 FT.
RE* 0WS
II
0RR4V DT:
II
II
II
0404 R
NY
REN
AMY.° BY.
ENCANA.
4040 t..M (W,a D,%w
,wneno... Tma(-nn
Po) w1 --mo
II
II
")140420 BY.
SKETCH
PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF WILLIAMS PRODUCTION RMT CO.
04x.... m a,. 4RPR. 54.'+E' Y=2000' 4Ro'E"' 9204.000 I0".4 N°EC- 9204A-5508 IRE¢0
GARFIELD COUNTY, COLORADO
CHEVRON TEXACO SHALE CO.
20 21
28
POINT OF
TERMINATION
E OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
0 000 600
SCALE; 1'=600'
PUCKETT LAND COMPANY
POINT OF
BEGINNING
YALIAMS PRODUCTION RMT CO.
29128 T -6-S, R-96-W
_�
32I 33
PROPOSED RIGHT OF WAY LENGTH ACROSS BUREAU OF LAND MANAGEMENT PROPERTY = 082.8 FT.
RNIMS
A
09.AIH 8Y:
A
T%
REN
d
FEML%(5 tlw
ENCANA.
:=wm t vn„a ae.
`.f... )ros)-ati
(R))9))-)YJO
A
APPROHtz fit
SKETCH
6
rcsuarav
DML
DV
SC?W 1'x600'
PROPOSED ENCANA CAS PIPELINE UPON PROPERTY
OF PUCKETT LAND COMPANY
I'R":" 'a 9204.000
°'T" N0' EC -9204A-8511 "0
GARFIELD COUNTY, COLORADO
5
618
7
CHEVRON TEXACO SHALE OIL CO.
8
17
18 20
19
19
20
E OF A PROPOSED
PERMANENT EASEMENT
do RIGHT OF WAY
514
819
0 1000 2000
L�u
SCALE )'..2000'
POINT OF
TERMINATION
30
29
16
R
POINT OF
BEGINNING
PUCKETT LANG COMPANY
PROPOSED RIGHT OF WAY LENGTH ACROSS CHEVRON TEXACO SHALE OIL CO. PROPERTY = 12511.81
MAW ec
8
0%Qt0 PT
NY
REN
A
``.
.Jb•0bp, .ts 12•VDa rynn1iR111
tp, 1>)) o-11"
/DYP01E0 0 ..
SKETCH
n
YN11QR
48
C"1CRP0?4
0M0
BY
PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF CHEVRON TEXACO SHALE OIL CO.
St.". p.,.2000. "DRC"
e0 9204.000 I-'" EC -9204A-8510 facto
EVA CHRIS11NE UPHOFF, et al
GARFIELD COUNTY, COLORADO
REUBEN GERALD
OLDLAND, et of
UNION OIL
POINT OF POINT OF
RE-ENTRY EXIT
¢ OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
8
POINT OF
TERMINATION
I
4 3 —
9.410 1Q
T-4—S
T— 5—S
¢ OF A PROPOSED I '
PERMANENT EASEMENT —j
& RIGHT OF WAY
1
231 24
0 2000 4000
Imo
SCALE: t'.• 4000'
094
m u
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1
L-___ 23j 24
ENCANA 011 & GAS
26 25
26 25
35 36
It
_ T—S—S
T-6-5
5
8
CHEVRON TEXACO SHALE OIL CO.
PROPOSED RIGHT OF WAY ACROSS ENCANA OIL & GAS PROPERTY= 67,492.2 FT.
POINT OF I
BEGINNING
A
DRAW. et
A
LV
REN
PMMD et
ENCANA.
! ' E ;77.:77 ;;os9-?:„
1713)048 •o-nro
APPROVED et
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SKETCH
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e"
St."' 1'.4000'
PROPOSED ENCANA GAS PIPELINE UPOF PROPERTY
OF ENCANA OIL & GAS, INC.
"""i''' 9204,000 peA"Yew EC -9201A-5505 1"e0
J
GARFIELD COUNTY, COLORADO
I
1
UNION OIL
q OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
34 35
4 3
POINT OF
TERMINATION I
POINT OF
BEGINNING
ENCANA OIL & GAS. INC
3 2
R
I
p
�1000 1000
SCALE; 1'=1000'
T-4-5, R -96—W
T -5—S, R -96-W
PROPOSED RIGHT OF WAY LENGTH ACROSS UNION OIL PROPERTY= 5670.1 FT.
-6a
n1," BY)
A
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REN
0
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ENCANA.
ai6A6AI HAw,°ml°°°a.«�, noes rl
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PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF UNION 011
P1OJC N0. 9204.000 omAts"° EC -9204A--8507 IRO°'0
GARFIELD COUNTY, COLORADO
32 33
r
0 500 1000
SCALE: 1'-1000'
REUBEN GERALD OLDLAND, et al
E -OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
32 33
5 4
POINT OF
PONT OF BEONNING
TERMINATION
ENCANA OIL & GAS
UNION OIL
T-4—S/R-96—W
T-5-S/R-96—W
PROPOSED RIGHT OF WAY LENGTH ACROSS REUBEN GERALD OLDLAND, et al PROPERTY = 1252.02 FT.
Rtvsxvs
04AMI BY:
a
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TX
REN
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ENCANA.
4.14 Rwn, mil 7NO1i--2T11
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PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF REUBEN GERALD OLDLAND, et al
MIXCIIa 9204.000 °R�MMGN0. EC -9204A-8513 R['"0
GARFIELD COUNTY, COLORADO
EVA CHRISRNE UPHOFF, et 01
POINT OF 1
TERMINATION 7
1
5
0
600
IND. 2' BRASS CAP SCALE: 1'=800'
4PD 9923-GL0'
OF A PROPOSED
12 ERMANENT EASEMENT
& RIGHT OF WAY
END. Y BRASS CAP
A9'D '1917 -CLO'
R
POINT OF
BEGINNING
7
12 d
REUBEN GERALD OLDLAND, et al
POINT OF
COMMENCING
END. 2' BRASS CAP
MYD 9917-GL0'
PROPOSED RIGHT OF WAY LENGTH ACROSS REUBEN GERALD OLDLAND, et al PROPERTY= 5087.3 FT.
ENCANA OIL & GAS
d
LV
0
RE11
A
MMKD Or
ENCANA.
4549 leap Canted Chis
(]p) 977-7772
IPNPOKD D7.
GG
SKETCH
DATE
SC41: 1X800'
PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF RUEBEN GERALD OLOLAND, et al
'RDAD' N0. 9030.000 °a"' NY EC -9204A-8501 IRE"- 0
END. 2. I.P. w/CAP
Mkt '1938 -CLO' IND. 2' BRASS OAP
Mkt '1923-0.0'
35
GARFIELD COUNTY, COLORADO
EVA CHRISTINE UPHOFF, et al
RECEPTION. NO. 311600
G.C.C.R.O.G.C.C.
34
MO. 2' BRASS CAP
Mkt '1938-010'
MD. 2' BRASS CAP
141(0 1928-0.0'
35
2
/36
1
N
0 1000 2000
SCALE: 1l'=2000'1
040. 3' BRASS GAP
Mkt '1917-GL0'
T-4-S/R-97-W 36
T-5-S/R-97-W 1.716
3
POINT OF
TERMINATION
3 1 2
10 111
IF OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
040. 2' BRASS CAP
GETTY OIL CO.
POINT OF
TERMINATION
11 112
EVA CHRISTINE UPHOFF, et al
RECEPTION NO. 311600
G.C.C.R.O.G.C.C.
6
7
POINT OF
BEGINNING
REUBEN GERALD OLDLAND, et o
PROPOSED RIGHT OF WAY LENGTH ACROSS EVA CHRISTINE UPHOFF, et of PROPERTY= 11,134.8 FT,
Rl 0$S
0
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REN
4N(140 BY..
ENCANA.
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0.¢
Er
BM..S=
SCALE : 1 =2000'
PROPOSED ENCANA GAS PIPELINE UPON
PROPERTY OF EVA CHRISTINE UPHOFF, et DI
r"""° 9204.000 "AIN"' EC -9204A-8502 °LY" 0
PROPOSED RIGHT OF WAY LENGHT ACROSS GEM OIL, Co. PROPERTY a 7,611.9
'co l[0 .11130
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SKETCH
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PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF GETTY OIL CO.
n°1"1". 9204.000 °PA"` N0. EC -9204A-8512
0
0
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Roane er
'CANA.
614./.4C( 't 40 606.1x1. 44,4iti 11
(713)177-1100
8
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PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF EXXON -LEVY 8RO.
HBLCI P' 9204,000
WW1". EC -9204A-8506 rift
16
21
I
21 22
28 27
GARFIELD COUNTY, COLORADO
POINT OF
TERMINATOR
5RIO BLANCO COUNTY
2 GARFIELD COUNTY
OF A PROPOSED
PERMANENT EASEMENT
& RIGHT OF WAY
28 27
33 34
POINT OF
BECINNIING
1
I
14
23
26
23
BUREAU OF LAND
MANAGEMENT
27
26
34 35
I
I
0 1000 2000
! � I
SCALE! t'=2000`
— 14113
23 24
2324
2625
R 26I 24
EXXON CORP.— LEVY BROTHERS, LLC.
CARA V. LOCKETT
(Lett-;pL v ;
PROPOSED RIGHT OF WAY LENGTH ACROSS BIM PROPERTY = 11,312.8 FT.
35 J 36
R RR
75,
A
<ftt* 0*
Q
R[BH"[O 0r.
ENCANA.
•-.t.o .,s. 77044 211
P0)00.7710
A
Q
n
0.11,50110 Bx
SKETCH
A
o[5'A')Dfx
0001
87
MK
5CA1e I••=2000'
PROPOSED ENCANA GAS PIPELINE UPON PROPERTY
OF BUREAU OF LAND MANAGEMENT
"'um" 9204.000 °RA""2 "° EC -9204A-8509 I1v0
Garfield County Development Plan—Attachment 4
ATTACHMENT 4 -AMERICAN SODA SURFACE USE EASEMENT AGREEMENTS
Piceance Gathering Pipeline Project
April 2006
±k,
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fit
-
4 i r -A7 71.0 �J1
x
1 16 i1�N r fi3i 4' V
:TUR;: T0:
Mon Ener;,y ;:fining Division
ttn: 0.J.Taylor, I:gr. of Land
. e. fox 76CC
os .":n2cles, CA 90051
CQ
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Q
MEMORANDUM OF AGREEMENT
0091( 633 P?GE46i
THIS MEMORANDUM, (herein called "Memorandum") made and
entered into as of the 7th day of April, 1982,.by and among:
ATLANTIC RICHFIELD COMPANY, California Corporation, whose
office address is 555 Seventeenth Street, Denver, Colorado,
80217, herein called "Arco";
CHEVRON SHALE OIL COMPANY, a California Corporation and
EATON SHALE COMPANY, a Colorado Corporation,. both wholly owned
subsidiaries of Standard Oil Company of California, whose.
office address is 1625 Broadway, Suite 2150, Denver, Colorado,
80202, together herein called "Chevron";
EXXON CORPORATION, a New Jersey Corporation, whose office
address is 3131 South Vaughn way, Aurora, Colorado, 80014, herein
called "Exxon";
MOBIL OIL CORPORATION, a New York Corcoratian, whose office
address is One Denver Place, 999 18th Street, Denver, Colorado,
80202, herein called "Mobil";
THE OIL SHALE CORPORATION, a Delaware Corporation and a
wholly owned subsidiary of Tosco Corporation, whose office address
is 11100 E, Bethany Drive, Aurora, Colorado,. 80014, herein called
"TOSC";
EXXON COMPANY, U.S.A., (a division of Exxon Corporation, as
Operator of the Colony Shale Oil Project owned by Exxon and TOSC),
whose office address is 3131 South Vaughn Way, Aurora, Colorado,
80014, herein called "Exxon U.S.A." and
UNION OIL COMPANY OF CALIFORNIA, a California Corporation,
whose office address i, 461 South Boylston Street, Los Angeles,
California, 90017, herein called "Union".
687K 633 rf6c462
Arco, Chevron, Exxon, Mobil, TOSC, and Union are herein
together called "Parties" or separately called "Party".
WI T N E S 5 E T R:
WHEREAS, the owner of a mining property has the right
of condemnation under Colorado law for a pipeline. easement across
other party's land that is needed for water, mining and milling
purposes and the Parties have expressed an intention to exercise
their rights of condemnation against each other unless the Parties
are willing to enter into an agreement to create easement for
pipelines, communication lines and accessories related thereto
that willservice each Party's respective mining property, such
easements are herein together called. the "Service Corridor".
WHEREAS, each Party as owner on January 1,,1982 of its re-
spective landsdescribed on Exhibits"A-1" through "A-5" and
the Parties, (as owners on January 1, 1982 of mining properties
located in Garfield or Rio Blanco counties, State of Colorado,
within Townships 4 and 5 South, Ranges 95 and 96 West, and
Township 6 South, Ranges 95, 96 and 97 West and Sections 1, 2,
3, 5, 11 and 12, Township 7 South, Range 96 West and Sections
6 and 7, Township 7 South, Range 95 West, all 6th p.m.) intend
to establish a Service Corridor as shown on Exhibit "8".
WHEREAS, reference is hereby made to the executed copies
of that certain Agreement (including its exhibits) made and
entered into the 7th day of April, 1982, by and among the Parties
00 633 rac€463
creating the Service. Corridor .and by this reference said Agree-
ment is incorporated herein and made a' part hereof in all respect
as though fully set forth herein and hereafter called "Agreement".
NOW THEREFORE: In consideration of the premises and of the
mutual covenants and agreements of the Parties and other good and
valuable consideration, the receipt and sufficiency of which is
hereby acknowledged, it is agreed by and among the Parties as
follows:
Service Corridor
Pursuant to and in accordance with the Agreement, each Party
does hereby grant (without warranty of title, except For the ex-
pressed special warranty for the period from January 1, 1982 to
date of recording of the. instrument of conveyance) to the other
Parties a beneficial interest in the Service Corridor. Each
Party will confirm to the other Parties its grant or its receipt
of its right, title and interest in the Service Corridor by its
execution and delivery to all other Parties the recordable
instruments necessary to vest more fully in each of the Parties,
its respective interest in the. Service Corridor. In the event
of any conflict between this Memorandum and the Agreement, the
Agreement shall control.
Counterparts
This Metorandum of Agreement ;ray be executed in any number
of counterparts, each of which when so executed shall be deemed
to be an original and all of which taken together shall constitute
one and the same instrument.
Cn^K 633 esGF464
Inurement
This and all provisions hereof shall inure to the benefit
of andshall be binding upon the Parties and their respective
successors and assigns the provisions hereof shall be deemed to
be covenants running with the Service Corridor.
IN WITNESS WHEREOF, the Parties have caused this Memorandum
to be effective as of January 1, 1982.
ATLANTIC RICHFIELD COMPANY
BY7- :..,..�
enior vice President
CHEVRON SHALE OIL COMPANY
By /G'..727J tr_.
b. R. Loper; President
EATON SSHALE COMPANY
EXXON CORPORATION
ilBYE S /0,,nrcd\
fres Attorney-tn-Fact and'
as Exxon Company, U.S.A.,
as Operator of the Colony
Shale Oil Project
MOBIL OIL CORPORATION
THE OIL SHALE CORPORATION
."-44-014
R. • Vc..__ t�
{i
Vice President ".-",,=-c'
UNION OIL COMPANY OF CALIFO-NXA
Tay';
Attofn'ey--i
a t u,y
0n 633 ftGE465
EXHIBIT A-1
Grantors' Lands
(Exxon and. TOSC)
Township 7 South, Range 95 Hest, Gth P.M.
Section(s) 6, 7:
A parcel of land situate in the SW 1/4 of Section 6 and Lot 3
of Section 7, all in Township 7 South, Range 95 West of the
Sixth Principle Meridian, Garfield County, Colorado. tMore
particularly described as follows:
Beginning at the Southwest corner of said Section 6, said point
being the True Point of Beginning;
Thence S 88°39'55"E along the South line of said Section 6,
236.53 feet to a point on the center of the Wilcox Canal;
Thence leaving the South line of Section 6 the following
courses and distances along the center of said canal N
11°15'16" E - 191.69 feet;
Thence N 22°08153"E - 318.41 feet;
Thence M 9°43'44"E - 87.00 feet;.
Thence N 9°17109"W - 253,35 feet;
Thence N 24037'00"E - 106.40 feet;
Thence N 40038146"E - 1045..65 feet;
Thence N 0°57102"W - 138,46 feet;'
Thence N 23°20'55"W - 133.55 feet;
Thence N 19°12'14'8 - 149.40 feet;
Thence N 32.046'38"E - 153.88 feet;
Thence 11 18042120"E - 377.55 feet to a point on the Borth
line of Lot 6 of said Section 6 and the center of said Wilcox
Canal;
Thence leaving said canal, 5 86°42'48"E along the North line
of said Lot 6 - 11.74 feet to the Northeast corner of said Lot
6;
Thence 5 0°54'17"W along the East line of said Lot 6 -
131.0.75 feet to the Southeast corner of the aforementioned Lot
6;
Thence 3 8.7°41'08"E along the North lineof the SE 1/4 of the
SW 1/4 of said Section 6 - 320.08 feet to a. point on the
tiortht,'esterly Right--of--Way of the New 1-70 Highwy;
Thence 5 59009'35'W along said Right -of -Hay - 3.61 feet;
Thence continuing alone said Right -of -Way on a curve to the
.left, the center cf which bears S 30°50'25"E - 1839.09 feet
anarc distance of 1055.00 feet;
Thence the following courses and distances along said
Right -of -Way,
S 26°17'330';1 - 132.92 feet;
Thence S 26°17'05"W - 20.90 feet;
Thence 5 29030'05"w - 411.10 feet;
Thence 5 27°47'05"W - 334.20 feet;
Exhibit 'A-1"
page 1 of 2 pages
enox 633 r46<466
Thence 5 25°45'35"S; - 263.10 feet;
Thence S 43°07'05"11 - 110.80 feet;
Thence S 54°32'05"41 - 10.10 feet;
Thence 5 55°32'35"S1 - 77,63 feet;
Thence leaving said Right -of -Way N 73°51'50'W - 249.75 feet
to a point on the West line of said Lot 3 which line is also
the West line of aforementioned Section 7.
Thence N0°54'10"E along the West line of said Lot 3 - 609.06
feet to the SW corner of aforementioned Section 6 and the True
Point of Beginning and the terminus of this description.
Section 6: A parcel of land situate in the NW 1/4 of the SE
1/4, the SE 1/4 of the SW 1/4 and Lot 9, all in Section 6,
Township 7 South, Range 95 West of the Sixth Principle
Meridian, Garfield County, Colorado. Noce particularly
described as follows:
Beginning at the 1/4 corner common to Sections 6 and 7,
Township 7 south, Range 95 West;
Thence N 1008'44"E along the West line of Lot 9 - 1287.97
feet to the NW corner of said Lot 9 and the Southeasterly
Right -of -Way of the New I-70 Highway and the true Point of
Beginning;
Thence N 1°08'44"E along the west line of the NW 1/4 of the
SE 1/4 of said Section 6 - 79.05 feet to a point on the
Southeasterly Right -of -Way of the New 1-70 Highway;
Thence continuing along said southeasterly Right -of -Way N
59058'551E - 750.35 feet to the intersection with a point on
the Northwesterly Right -of -Way of the existing U.S. Highway No.
6 and 24;
Thence S 41°55'59W along said Northwesterly Right -of -Way
1822.50 feet to the intersection with a point on the
Right -of -Way of the New I-70 Highway;
Thence S 77059105"W along said New Right -of -Way - 301.02 feet;
Thence continuing along said New I-70 Right -of -Way N
84039'55`41 - 189.90 feet;
Thence continuing along said New i-70 Right -of -Way tl
44°48'.05"E - 1339,83 feet toa point on the North line of the
SE 1/4 of the SW 1/4 of aformentioned Section 6;
Thence continuing along New 1-70 Right -of -Way, being the same
line as the North line of said SE 1/4 of the-sW 1/4, S
87°41'08"E - 106.10 feet to the Northwest corner of Lot 9 and
the True Point of Beginning and the terminus of this
description.
Exhibit `A-1"
page 2 of 2 pages
:ti
60oK 633 NAG'?
EXHIBIT A-2
Grantor's Lands
(Mobil)
Township 7 South, Range 95 west, 6th P.N.
Section 6: Lot 5 and that part of lots 6 and 10 lying northwesterly
of the. Wilcox Canal.
coax 633 r:c€468
EXHIBIT k-3.
Grantor's Lands
(Union)
Township 7 South, Range 96 West, 6th P.M.
Section 1: NE 1/4 SE 1/4, S 1/2 0E 1/4, Lot 2.
(Union File 97635.5)
Section 1; The S1/2SEL/4, the NW1/4SE1/4 and the NE1/4SW1/4,
excepting therefrom that part thereof described as
follows, to -wit, beginning at a point on the west line
of said SE1/4 which is 458 feet from the southwest
corner of said SE1/4, thence south on said line to
said southwest corner, thence east to the southwest
corner of the SE1/45E1/4 of said Section 1, thence 761
feet east along the south line of said S£1/4SE1/4
thence north 362 feet, thence westerly to the point of
beginning, hereby granting to said second party, its
successors and assigns, a right-of-way for a road
twenty feet in width, across said excepted part, to
give access to and from said granted part to the
County road, said right-of-way to be in place as the
road is now constructed thereon.
(Union File 17635.6)
Section 1: Lot 4, S 1/2 NW 1/4, NW 1/4 SW 1/4
(Union File 47628)
Section 2; Lot 2, S 1/2 ME 1/4.
(Union File 47670)
Section 2: That part of Lot 3 described as follows: beginning at
a point whence the Section corner common toSections
34 and 35 Tp. 6S., R. 96 W. 6th P.M., and Sections 2
and 3, Tp. 7 S., R. 96 W. 6th P.t4., bears S. 89044'
W. 1393.53 feet; thence N. 89°44' E. 1273.53 feet;
thence S. 4°46' W. 741 feet to the northeasterly
right of way line of the Parachute Creek Toad, thence
N. 58053' W. 1415 feet along. said right of way line
to the point of beginning, containing 10.80 acres,
more or less.
(Union File @76698)
Exhibit 'A-3"
page 1 of 7 pages
'.t
(333 icE.i69
Township 6 South, Rance 96 West, 6th P.H.
Section 35 (and Section. 2, Township 7 S): A tract of land in the
southwest one-quarter of the southwest one-quarter (SV 1/4
SW 1/4) of Section 35, described as beginning at the section corner
common to Sections 34 and 35, Township 6 South, Range 96 West of the
6th Principal Meridian and Sections 2 and 3, Township 7 South, Range
96 West of the 6th Principal Meridian, thence north 0°02' west 811
feet to the southwesterly right of way of the Parachute Creek Road,
thence south 58053' east 1557 feet along said right of way line,
thence south 89044' west 1333.53 feet to the point of beginning,
containing 12.31 acres, more or less, and a tract of land described,
as Lots 3 and 4 and the south one-half of the northwest one-quarter
(8 1/2 HW 1/4) of Section 2, except that part lying south and west
of the center line of Parachute Creek conveyed to Maude 8;. Cline by
deed recorded in Book 123 at page 186 of Garfield County records,
containing 81.66 acres, more of less, according to United States
Government Survey and except for that part of Lot 3 described as
beginning at a point whence the section corner common to Sections 34
and 35, Township 6 South, Range 96 Vest of the 6th Principal
Meridian and Sections 2 and 3, Township 7 South, Range 96 West of
the 6th Principal Meridian, bears south 89°44" west 1393.53 feet,
thence north 89044' east 1273.53 feet, thence south 4°46' west
741 feet to the northeasterly right of way line of the Parachute
Creek County Pond, thence north 58°51' west 1415 feet along said
right of way line to the point of beginning, containing 10,80 acres
more or less,
(Union File ;766638)
Section 35: SW 1/4 SW 1/4, except the 12.31 acres described by
metes and bounds as a portion of Union file #76638, supra.
(Union File 47669A)
Section 34 (and Section 3, Township 7S): Beginning at the Southeast
corner of the Southeast one-quarter (SE 1/4) of Section 34) Township
6 South, Range 96 West, Sixth Principal Meridian, thence running
North 17 chains and 78 links, thence West 2° North 15 chains and
15 links, thence South 23 chains, thence West 40 North 5 chains
and 21 links, thence South 15 chains and 68 links, thence East 20
chains, thence North 20 chains, to the place of beginning containing
65 acres, more or less,
(Union File #7668A)
Exhibit °A-3°
page 2 of 7 pages
811OX 683 rdcE4'70
Section 34: The North Half of the Southeast Quarter (N 1/2
SE 1/4) and that part of the South Half of the Southeast Quarter (S
1/2 SE 1/4) lying north of the County Road except the west 10 acres
of the Northwest Quarter of the Southeast Quarter (NW 1/4 SE 1/4)
and that part of the west 20 rods of the Southwest Quarter of the
Southeast Quarter (SW 1/4 SE 1/4) lying north of the County Road,
also except the east 10 acres of the best Iialf of the Northwest
Quarter of the Southeast Quarter (W 1/2 Nil 1/4 SE 1/4) and that part
of the east 20 rods of the Hest Half of the Southwest Quarter of the
Southeast Quarter (W 1/2 SW 1/4 SE 1/4) lying north of the County
Road.
(Union File 17664)
Section. 34: The East ten acres of the W 1/2 NW 1/4 SE 1/4 and that
part of the East 20 rods of the 1/2 SN 1/4 SE 1/4 lying north of
the county road.
(Union File 17680)
Section 34: The west 10 acres of the northwest one-quarter of the
southeast one-quarter (NW 1/4 SE 1/4) and that part ofthe west 20
rods of the southwest one-quarter of the southeast one-quarter (SW
1/4 SE 1/4) lying north of the county road and the east 10 acres of
the north-east one-quarter of the southwest one-quarter (NE 1/4 SW
1/4) and that part of the east 20 rods of the southeast one-quarter
of the southwest one-quarter (SE 1/4 SW 1/4) lying north of the
county road.
(Union File 07683)
Section 34: The West Half of the East Half of the Northeast Quarter
of the Southwest Quarter (%T 1/2 E 1/2 NE 1/4 SW 1/4) and that part
of the West Half of the East Half of the Southeast Quarter of the
Southwest Quarter (W 1/2 E 1/2 SE 1/4 SW 1/4) lying North of the
County Road.
(Union File 176.81)
Section 34: The Southeast Quarter of the Northwest Quarter (SE 1/4
NW 1/4), the Northeast Quarter of the Southwest Quartet (NE 1/4 SW
1/4) and that part of the Southeast Quarter of the Southwest Quarter
(SE 1/4 SW 1/4) lying North of the County Road as now constructed.
(Union File 17675B)
Exhibit 'A-1°
page 3 of 7 pages
onoK 633 ra (4.';.1.
Section 34: The SU 1/4 NI; 1/4 and that part of the NU 1/4 SW 1/4
lying North and Uest of a line described as beginning at a point,
Corner No. 1, on the Westerly right of way line of the County Road,
whence the West quarter corner of Section 34, Township 6 South,
Range 96 West of the 6th 2.4!. bears North 830 42' Uest 1316 feet;
thence North 88° 01' Hest 363.5 feet to Corner No, 2; thence South
10 58' Uest 634.1 feet to Corner No. 3; thence North. 88° 04'
West 714.7 feet to Corner No. 4; thence South 10 56' West 559.7
feet to Corner No. 5; thence North 880 04' West 167 feet to Corner
No. 6 to a point on the 1;est line of said Section 34;
EXCEPTING that part described as follows:
Beginning at a point 0, whence the quarter corner common to Sections
33 and 34, Township 6 South, Range 96 West, bears South 42° 39'
West .1376.9feet;
thence. South 75° 37' East 435.8 feet to Corner No. 1; thence North
o° 08' Uest 436 feet to Corner No. 2; thence North 89° 59' West
784.4 feet to Corner No. 3; thence South 320 49' East 45.57 feet
to Corner No. 4; thence South 48° 40' East 450 feet to the point
of beginning.
The lands herein granted and conveyed containing in all 53 acres,
more or less.
(Union File 47694 -
40rris)
Section(s) 34, 27, and 28:. A tract of land comprised of Lot
Thirteen (13) of the southwest one-quarter of the southwest
one-quarter (SW 1/4 SW 1/4) of Section Twenty-seven (27), Lot
Thirteen (13) of the south half of the south half (8 1/2 S 1/2) of
Section Twenty-eight (28) and Lot Two (2) of the northwest
one-quarter of the northwest one-quarter (NW 1/4 NW 1/4) of Section
Thirty-four (34).
(Union File t7666A)
Section 33.: The East 10 acres of the NE 1/4 of the NE 1/4; and that
part of the NE 1/4 of the NE 1/4 described as follows: Beginning at
a point whence the 1/4 corner common to Sections 33 and 34, said
Township 6, bears South 23°18' East 2376.5. feet, said point being
the SE corner of the Sandstrom land; thence North 26006' East
along the Sandstrom easterly line, 554.4 feet to the North line of
said NE 1/4 NE 1/4; thence East to the NW corner of..the East 10
acres of said NE 1/4 NE 1/4; thence South along the Uest line of
said East 10 acres Lc the Benton Lane, being a point 20 feet North
Exhibit °A-3"
page 4 of 7 page
vox 633 NeE4t'?2
of the South line of said NE 1/4 NE 1/4; thence West along the North
line of said Benton Lane, 682 feet; thence North 845 feet to the
Southerly line of the Sandstrom land; thence -South 83°44' East
along the Sandstrom southerly line, to the point of beginning.
(Union File #7694 -
Bruckner)
Section 33: A certain tract of land containing 6.266 acres, more or
less, described as follows, to -wit: Beginning at a point, Corner
No, 1, whence the 1/4 Corner common to Section Thirty-three (33) and
Thirty-four (34), bears S 23°18' E. 2376.5 feet; :Thence N.
26°08' E. 554.4feet to Coener No. 2 thence N. 88°36' 11, 695.6
feet to Corner No. 3; thence S. 4° E. 468.7 feet to Corner No.
4; thence S. 83°44' E. 425.1 feet to Corner No. 1, the point of
beginning.
(Union File $76668)
Section (s) 33, 28; Beginning at a point in the North and South
center line of Section 33, Tp. 6 S., R. 96 W. of the 6th P.N., which
point bears S. 1°22' E. 250 feet from the N 1/4 corner of said
section 33; thence S. 1°22' E. 50 feet along said center line of
Section 33; thence southeasterly to a point in the east boundary
line of the NW 1/4 NE 1/4 of Lot 2, of said Section 33, which point
bears S 1°05' E. 472 feet from the NE corner of said Lot 2; thence
N. 1°05' W. 472 feet to the NE .corner of said Lot 2; thence N.
6055' W. 4.42 feet along the E. boundary of the 517 1/4 SE 1/4 of
lot 12, of Sec. 28, Tp. 6 S., R. 96 W. of the 6th P.N.; thence N
49 18' W. 74 feet; thence 5 60°02' W. 1460 feet to the place of
beginning, containing 17.38 acres, more or less; according to survey
and map made by G.M. Meinsen on March 25, 1942, said map being
hereby referred to and made a part hereof and being on file in the
office of the County Clerk and Recorder of said Garfield County, and
together with a tract of land situated in the SE 1/4 SW 1/4, 5W 1/4
SE 1/4 Section 28, and the NW 1/4 NE 1/4 Section 33, all in Tp. 6
S., R. 96 W. of the 6th P.M., and more fully described as follows;
Beginning at the 8 1/4 corner of said Section 28; thence S 1°22'
E. 250 feet; thence N 60002' E. 1460 feet; thence N 49°18''w.
255 feet; thence N 50°41' W. 89.12 feet; thence S 56°31' W.
1274.86 feet to the South line of said Section 28; thence N.
88°39' E. 55.1 feet to the point of beginning, containing 8.72
acres more or less.
(Union File @7687)
Section 28: A tract of land described as becinning at a point in
the South line of Sec. 28, Tp, 6 S., R. 96 A., 6th P.N., which point
.bears $ 88039' B. 1676.6 feet from the South 1/4 cornet of said
Sec. 28; thence N. 1°10' W. 1318 feet to a point in the North line
of the SW 1/4 SW 1/4 of Lot 10 of said Sec. 28; thence N. 89°50'
E. along said North line of said Lot 10 to the center line of
Exhibit "A-3"
page 5 of 7 pages
aO.K 633 NGE473
Parachute Creek, thence Southeasterly down the center line of said
Parachute Creek to its intersection with the South line of said Sec.
28, thence S. 88°39' W. along the South line of said Sec. 28, to
the place of beginning; and beginning at a point in the North line
of the SW 1/4 SE 1/4 of (or] Lot 12 of Sec. 28, Tp. 6 S., R. 96 W.,
6th P.11., which point bears S. 89°50' W. 535 feet from the NE
corner of said Lot 12; thence S. 89°50' W. 416 feet along the
North line of said Lot 12; thence 5. 45044' E. 116.8 feet; thence
S. 20°02' W. 302.5 feet; thence S. 34°15' W. 59 feet; thence N.
82026' E. 272 feet; thence N. 29°25' E. 116 feet; thence N.
27°04' E. 313 feet to the place of beginning, except right of way
for the County road as now located containing 2.59 acres, more or
less; and beginning at a point in the South line of said Sec. 28
which point bears S. 88039.' W. 224 feet from the South quarter
corner of said Sec. 28, thence N. 41°43' E. 492.7 feet; thence N.
1007' E. 384 feet; thence. S. 57°27' W. 1167 feet; thence S.
18°08' W.147.5 feet to a point in the South line of said Sec, 28;
thence N. 88°39' E. 695.6 feet along the South line of said Sec.
28 to the place of beginning, containing 8.59 acres, more or less.
All according to survey and map made,by,G.M. Heinsen on March 25,
1942 said map being on file in the office of the County Clerk and
Recorder of said Garfield County. Alsothe right to use Lanes No. 1
and 2 being lanes 20 feet in width, the center lines of which are
described in the hereinabove referred to map, reference to which is
hereby made for a more complete description of said lanes and the
right to use Lanes Nos. 5, 6 and 7 designated and described in said
hereinabove referred to map reference to which is hereby made for a
more complete description of said lanes; and a tract of land
situated in the SE 1/4 SW 1/4 and SW 1/4 5E 1/4 Sec. 28, Tp. 6 S.,
R. 96 W., of the 6th P.M., and more fully described as follows:
Beginning at a point whence the 5 1/4 corner of said Sec. 28 bears
N. 88039' E. 55.1 feet; thence N. 5.6031' E. 1274.86 feet; thence
N. 50041' W. 481.88 feet; thence S. 29°25' W. 116.0 feet; thence
S. 82°26' W. 272.0 feet; thence S. 57°59' N. 233.0 feet; thence
S.. 1°07' W. 384.0 feet; thence S. 41°43' W. 492.7 feet to the
South line of said Sec. 28; thence N. 88°39' E. 168.9 feet to the
point of beginning containing 10.47 acres more or less.
(Union File 37676)
Section 28: All of Lot 8, Sec. 28, containing 40.28 acres; also
beginning at a point in the Worth line of the Southwest Quarter of
the Southeast Quarter (SW 1/4 SE 1/4) of Got 12, of Sec. 28, T. 6
S., R. 96 W. of the 6th P.M., which point bears S. 89050' W. 951
ft. from the northeast corner of said Lot 12, thence S. 89050' W.
1148 ft. along the north line of said Lot 12 produced, thence S.
18 32' E. 962 ft., thence N. 57°27' E. 702 ft., thence N.
57°59' E. 233 ft., thence N. 34°15' E. 59 ft., thence N.
20002' E. 302.5 ft., thence N. 45044 W. 115.8 ft. to the place
of beginning, excepting right-of-way for the County road as now
located and containing 15.97 acres, more or less; also beginning at
Exhibit "A-3"
e 6 of 7 pages
BOOK 683 eeci'174
the northeast corner of said Southwest Quarter of the Southeast
Quarter (SW 1/4 SE 1/4) of Lot 12, thence S. 0°55' E. 857 ft.
along the east line of said Lot 12, thence N. 49018' W. 329 ft.,
thence N. 50°41' W. 571 ft., thence N. 27°04' E. 313.ft. to a
point in the north line of said Lot 12, thence N. 89°50' E. 535
ft. along the north line of said Lot 12 to the place of beginning,
excepting right-of-way for the County road as now located, and
containing 8.41 acres, more or less, all according to survey and nap
made by G.N. Heinsen on March 25, 1942, said map being hereby
referred to and made a part hereof and being on file in the office
of the County Clerk and Recorder of said Garfield County; also the
right to use Lane No. 1, being a lane 20 ft. in width, the center
line of which is described in said hereinabove referred to map, and
the right to use Lanes Nos. 3, 4, 5, 6 and 7 designated and
described on said map, reference to which is hereby made for a more
complete description of said lanes; also that part of the Northeast
Quarter of the Southwest Quarter (NE 1/4 SW 1/4) of said Sec. 28
described as follows; beginning at the the Southwest Quarter (NE 1/4
SN 1/4), thence N. 214 ft., thence N. 47° W. 463 ft., thence S.
50°W. 798 ft., thence E. 965 ft., to place of beginning,
containing 6.45 acres, more or less; also that part of the South
Half of the Southwest Quarter (S 1/2 SW 1/4) of said Sec. 28
described as follows: Beginning at a point which is 453 ft. E. of
the northeast corner of the Southwest Quarter of the Southwest
Quartet (SW 1/4 547 1/4) of said Sec. 28, thence W. 67.5 ft. to
Parachute Creek, thence in a southeasterly direction along said
Parachute Creek 200 ft. to a fence now constructed and in place,
thence in a northeasterly direction along said fence 621 ft. to the
point of beginning, containing 1 acre, more or less; also beginning
at a point where the east and west center line of the South Half (S
1/2) of said Sec. 28 intersects the westerly line of the County road
as now constructed and in place, thence W. along said center line to
a point on the west bank of the Low Cost Ditch, as now constructed
and in place, thence southerly along said west bank to a point where
said bank intersects the northerly line of what is known as the
Wheeler Road as now constructed and in place, thence along said
northerly line to a point where it intersects the said westerly line
of the County road, thence along said westerly line of the.County
road to the intersects the said westerly line of the County road,
thence along said westerly line of the County road to the point of
beginning, containing. approximately 1-1/2 acres and being in the
Southwest Quarter of the Southeast Quarter (SW 1/4 SE 1/4) and the
Southeast Quarter of the Southwest Quarter (SE 1/4 SW 1/4) of said
Sec, 28; there is also hereby granted the right to use the. said
Wheeler Road from the said west bank of the Low Cost Ditch, westerly
to Parachute Creek during such tines as there is no water for
domestic purposes in the said Low Cost Ditch.
(Union File 47677)
Exhibit •-
.'
page 7 of 7 pages
er)ox 633 r7sf47:3
EXHIBIT A-4
Grantor's Lands
(Arco)
Township 6 South, Range 96 west, 6th P.M.
Section 28: Lot 4 (also described as NW/4 NW/4).
Section 26: 5/2 NW/4 and that part of the NU/4 SW/4 (also
described as Lot 9) described as follows, to -wit:
Beginning at the northwest corner of said NW/4.SW/4;
thence south 757 feet; thence east 15 feet; thence
north 640, east 106 feet; thence north 89°east 64
feet; thence south 630 east 196- feet; thence north
42° east 261 feet; thence south O1° east 97 feet;
thence south 35° east 116 feet; thence south 100
west 63 feet; thence south 46° west 90 feet; thence
south 11° east 214 feet; thence south 42° east 270
feet; thence east 450 feet to the southeast corner of.
said N47/4 SW/4; thence north 1320 feet; thence west
1320 feet to point of beginning; ALSO, the 11E/4 SW/4
except that part of said. NE/4 SU/4 described as
follows, to -wit: Beginning at the southeast corner of
said NE/4 SW/4; thence north 214 feet; thence north
470 west 463 feet; thence south 504 west 798 feet;
thence east 965 feet to point of beginning, said
exception containing 6.45 acres, more or less.
Section 29: Lots 1, 5, 6 and 7 (also described as the E/2 NE/4 and
N/2 SE/4).
Unix €333 mE476
EXHIBIT A -5
Grantor's Lands
(Chevron)
Township 6 South, Rance 96 West of the 6th P. M.
Section 20:
Abstract 43706 - The Southeast Quarter of Section 20, Township 6
South, Range 96 West of the. 6th P. M., and the East half of the
Southwest Quarter of Section 20 Township 6 South, Range 96 West of
the 6th P. M., all under the re -survey of July 20, 1914. (*) Except
that part of the N 1/2 NW 1/4 SE 1/4 conveyed to Doris J. Kerlee by
Document No. 169987 and except the right to use the North 60 feet of
the NE 1/4 SW 1/4 of said Section 20 as a driveway for livestock.
(* Editorial Note: This exception does not fall within corridor
land) .._
Abstract 418)6 - That part of the S 1/2 NE. 1/4 Section 20, Township
6 South, Range 96 West of the 6th 12.. M., lying East of the line
described in and by Document No. 74060, recorded in Book 125 at page
'13, Garfield County records. Except a 60 foot strip heretofore
conveyed to the Eaton Investment Company, es described in and by
Document No. 77468, recorded in Book 125 at Page 311, Garfield
'County records.
Document No, 74060 - ...Conveys: Beginning at a point which is
North 41° West 332 from the S.E. section corner of Section 20, Tp.
6, S.R. 96 W., thence North 490 West 69 feet; thence North 21°
West 35 feet; thence North 30 North 76 feet; thence North 16°
East 116 feet; thence North 300 West 36 feet; thence North 680
West 87 feet; thence North 56°30' East 282 feet; thence North.
16° West 220 feet; thence North 400 West 58 feet; thence North
260 West 53 feet; thence North 130 West 100 feet; thence North
820 East 61 feet; thence North 21° East 151 feet; thence North
300 West 219 feet; thence North 480 West 100 feet; thence North
260 West 61 feet; thence. North 90 West 86 feet; thence North
370 West 212 feet; thence South 810 West 63 feet; thence North
590 West 369 feet; thence North. 350 West 100 feet; thence North
210 East 100 feet; thence North. 490 East 182 feet; thence North
210 West 151 feet; thence North 230 West 99 feet; thence North
10" west 123 feet; thence North 16° West 195 feet; thence North
120 East 154 feet; thence North 470 West 97 feet; thence North
89 West 227 feet; thence North 550 West 71 feet; thence North
60 East 245 feet; thence North 540 West 102 feet; thence West 94
feet; thence North 400 West 117 feet; thence North 110 West 114
feet; thence East to center line of County Road 1005 feet; thence
along center line of said road 60 feet to North line of SE 1/4 NE
1/4 Section 20; thence East along said North line of SE 1/4 NE 1/4
to the N.E. corner of SE 1/4 NE 1/4; thence South along the East
line of Section 20, 3440 feet; thence South 50° West 330 feet to
the point of beginning, containing 95.17 acres, more or 'less...
Exhibit "A-5"
page 1 of 4 pages
wink 633 NGE477
' Document No. 77468 = (Abstract 43643) - A tract of land situated in
the SW 1/4 NE 1/4 of Section 20, Township 6 South, Range 96 West of
the 6th P. M., and more particularly described as follows: A strip
of land 60 feet in width, the North line of said stripdescribed as
beginning at a point whence the quarter corner to Sections 17 and
20, Township 6 South, Range 96 West of the 6th P. M., bears North
18058' West 1396 feet and on a line with the line fence between
the John and Jacqueline Cox land and the John Crawford land, thence
East along the line of said fence to. the County Road. It being the
intent to convey a strip of land 60 feet in width from the County
Road Westerly along the Southerly line of the Cox land to and upon
the 10.94 acres asconveyed in and by Document No. 77468.
Section (s) 20, 17:
Abstract 11718 - The S 1/2 5 1/2 SE 1/4 and the S 1/2 SE 1/4 SW 1/4
of Section 17, and the t4 1/2 NE 1/4 of Section 20, Township 6 South,
Range 96 West of the 6th P. M., and all ditch and water rights
belonging or appertaining to said lands.
Excepting from the above any and all conveyances heretofore made to
others described in Document 447666; 4106208; 1106196 and #106217.
Document No, 47666 - ,..Conveys: Beginning at N.W. corner of NW 1/4
NE 1/4, Section 20, Tp, 6, S.R. 96 W.; East 12 rods to point of
intersection of West bank ofParachute Creek, with North line NW 1/4
NE 1/4; thence 8. Easterly along West bank 21 1/2 rods; across Creek
to tree on East Bank at dam across how Cost Ditch; thence South
Westerly along East bank 13 1/2 rods to tree; thence 17 rods East of
the West line of said NW 1/4; thence South across Creek to West
Bank; thence South Easterly along West hank to intersection of West
Bank with South line of NW 1/4; thence West along South line to West
line of NW 1/4; thence North to placeof beginning. Also all of N
1/2 SW 1/4 NE 1/4; Section 20, Tp. 6, S.R. 96 W., lying West of West
bank of Parachute Creek and North 15 rods of said N 1/2, lying East
of West Bank of Creek. Also that part of S 1/2 SW 1/4 NE 1/4 West
of center line of. Parachute Creek, and 6/10 of 1 cubic foot of water
per second of tine from Jangle Ditch and Ditch right for same,.,
Document No: 106208 = (Abstract 43875) - 39.60 acres of NE 1/4
Section 20, Township 6 South Range 96 West. .Described as follows,
to -wit:
A tract of land in the N 1/2 NE 1/4 Section 20, Township 6 South,
Range 96 West of the 6th P. M., described as follows: Beginning at
a point whence the Northeast corner of Section 20, Township 6,
South, Range '96 West of the 6th P. M., bears North 3 degrees 12
minutes West 436 feet, thence West 2312 feet, thence South 14049'
West 38 feet,,thence South 18052' West 132.9 feet, thence South
14°49' East 169.8 feet, thence South 75009' East 126.9 feet,
thence South 43015' East 78.9 feet, thence South 21044' East
Exhibit "A•-5"
page 2 of 9 pages
8r0 633 ,.r4.7S.
358.9 feet, thence South 28°31' West 135.9 feet, thence North
88025' East 928 feet, thence East 1196 feet, thence North 3012'
West 845 feet to the point of beginning, containing 39.60 acres,
more or less excepting, however, a strip of land 50 feet wide being
the right of way from the Low Cost Ditch, as now constructed on the
ground, as described in the Deed, from said Grantors herein to the
owners of the Low Cost Ditch.
Document Ho, 106196 - . Conveys: A strip of land 50 feet in
width, the center line of which is described as follows:
Beginning at a point whence the N.E. corner of Section 20, Tp. 6,
S.R. 96 W. bears North 41025' East 1710 feet; thence North
48045' West 126 feet; thence North 34000' West 238 feet; thence
North 50037' West 294 feet; thence North 30027' West 182 feet;
thence North 8035' West 240 feet; thence North 17°40' West 202
feet; thence North 30°05' West 276 feet; thence North 16°06'
West 238 feet; thence North 32010' West 115 feet; thence North
48025' feet 262 feet; thence North 20000' West 83 feet; also a
perpetual easement and right-of-way for a road_for the benefit of
parties of the 2nd part; their heirs and assigns, over, along and
across the following strip of land to -wit:
Beginning at a point, the intersection of the center line of the Low
Cost Ditch and the North boundary line of the $ 1/2 8 1/2 SE 1/4
Section 17, Tp. 6, S.R. 96 W.; thence East 917 feet to the County
Road, as now in place and constructed; thence South 16 feet;. thence
West 908 feet; thence North.20000' West 17 feet to place of
beginning...
Document No. 106217 - . Conveys: Beginning at a point the.
intersection of the center line of the Low Cost Ditch, and the North
boundary line of the S 1/2 5 1/2 $4 1/4 Section 17, Tp. 6, S.R. 96
W. 6th P. M., whence the Southeast corner of said Section 17, bears
South 74027' East 2387 feet; thence Easterly along said boundary
line 40 feet, thence Northerly 165 feet; thence Westerly 150 feet;
thence Southerly 165 feet; thence Easterly along said boundary line
110 feet to the point of beginning, containing 0.569 acres, more or
less. The above described land is purchased for a ditch
right-of-way headgate and dam site, for the use of the Low Cost
Ditch from ParachuteCreek. Parties of the second part agree to
install a bridge and keep same in condition for use of party of
first pact...
Abstract ;358 (Editorial note: describes lands also described by
Abstract @1718 and its exceptions) - The NW 1/4 of Section 20,
Township 6 south, Range 96 West of the 6th P. M. And, that part of
the NE 1/4 ofSaid Section 20 described as beginning on the quarter
corner common to Sections 17 and 20, Township 6; thence South
0050' west 1320 feet, thence South 89°52' East 533.35 feet,
thence North 28°31' East 135.9feet, thence North 21044' West
358.9 feet, thence North 43015' West 78.9 feet, thence North
7509' West 126.9 feet, thence North 14°49' West 169.9 feet,
thence North 18052' East 132..9 feet, thence North 14°49' East
Exhibit "-'.-5"
page 3 of 4 pages
mu 633 t;.ci4719
151.9 feet, thence North 51°11' East 165.9 feet, thence North
54°26' West 241.85 feet, thence North 7°12' East 97.9 feet,
thence North 87°59' West 254.9 feet to the point of beginning.
Section 17:
Abstract 459 - The 5 1/2 of that certain tract of land as follows,
to -wit; The 5 1/2 NE 1/4; the SE 1/4 NW 1/4 and the North 3/4ths of
the SE 1/4 and of the E 1/2 SW 1/4 of Section 17, Township 6 South,
Range 96 West of the 6th P. M., containing 150 acres. Together with
ditch and water rights connected therewith in the Jangle Ditch, the
Purdy Ditch, and the Crawford Enlargement of the Granlee Ditch.
Section 17:
Abstract 43419 - The S 1/2 NE 1/4, SE 1/4 NW 1/4, North 10 acres of
the NE .1/4 SE 1/4, north 10 acres of NW 1/4 SE 1/4, and North 10
acres of NE 1/4 SW 1/4, containing 150 acres, all in Section 17,
Township 6 South, Range 96 West of the 6th P. M. The ditch and
water rights used in connection with said lands in the Benson and
Barnett Ditch, the Purdy Ditch; the Jangle Ditch; the Granlee Ditch;
the Crawford Enlargement of the Granlee Ditch and the Garden Gulch
Ditch.
Section(s) 17, 8:
Abstract 02325
Section 0: SE 1/4 SE 1/4
Section 17: NE 1/4 NE 1/4
Together with the Francis 5. Cox interest in and to the Granlee
Ditch and the water rights connected therewith.
Exhibit "A--5"
page 4 of 4 pages
5
SERVICE
CORRIDOR
•
r COUNTY ROAD Na 215
10
15
4
NM 633 racE4SO
SCALE
1=4000
32
T6S
T 75
36
EXHIBIT B
MEMORANDUMOF AGREEMENT
DATED APRIL 7,1982 BETWEEN
ARCO,CHeVFION,EXXON,MOBIL
TOSC,EXXON U.S.A.,ANDUNION
to
12 jPARACH
LORADO RIER
31
6
WMK 633 rzcE4S.1.
STATE OF (mfrLn.4 , )
ss.
COUNTY OF i( tyrwp-CAY
The foregoing instrument was =eknowledged: before me this
day of —,%net! , 1982, by ,,.�r_. `2-2-2n.cy(•,
as Senior Vice President, for and on behalf of Atlantic Richfield
Company.
Witness my hand and official seal.
My Notarial Commission e
772.4n -4-c441, Cc, +:I1 {4-€.4
NOTARY PUBLIC
SS'S . ,,' !Pa -,,....c, co 8o 20 z,
yry tcmmisr:on o.[p'vc, Oct. 22, ISM
)
The foregoing instrument was acknowledged before me this
day of Jt.,c , 1982, by A. R. Loper, as President, for and
on behalf of Chevron Shale Oil Company.
Witness my hand and official seal.
My Notarial Convnission expires
ept
2$198
STATE OF
COUNTY OF
,)
ss.
pm( 633 ncE482
The foregoinginstrument was acknowledged before me this`4
day of .-1„,. , 982, by B. R. Loper, as President, for and on ----
behalf of Eaton Shale Company.
Witness my hand and official seal.
1-1-2,,,.��� -!
NOTARY POpLIC
)
jay tq misix i', il:� ',:fit. R4,, 9
My Notarial Commission expires
STATE r A 1) )
) ss.
COUNTY 0
The foregoing instrument was acknowledged before me this
day of ,nEl , 1982, by �tf'k' ('ouJ
Its -At t ney- n --_act, for and on beha f ox Exxon Corporation.
Witness my hand and official seal.
�y !
ry Itk P + {
NOTARY PUBLIC
My Notarial Commission expires My Commis on:xgl,e
—sills. Vaughn Way
Aurora, CO am
urfE 633 rr.,E4S3
STATE OF c?/r`;,/...(:ix,,,2,)
ss.
COUNTY OF/43 /Ji f r'/rJ )
The foregoing instrument was acknowledged before me this ,C?./5r
day of 1��<te_ 1982, by R ^..-Uawter. as Sender Vice President,
for and on behalf of The Oil Shaie"CprporatThr es,,
Witness my hand and official seal.
it12OM�r 1
c rus IFC 7 _E: /tr- A . %.f --fit-. o
•NOTAkY PUBLIC
My Notarial Commission expires A -'Cr• 'cit%
STATE OF (4.da )
ss.
COUNTY OF JM{N-L/)i )
The foregoing instrument was acjcnowledg d before me this ,-01
25`
day of /,(,r , 1982, by !j, :/ 444.,1- , as
Its-Att rnev In -Fact, for and on all of Mqbil Oil Corporation.
Witness my hand and official seal.
r«natrn
SANDRA L OAILEY
NOTARY PUBLIC
:TATE OF COLORADO
MyCanmasJoxfp,e
Noveniber 5.. 1985
My Notarial Comaissiol
NOTARY PUBLIC
aanx 633 NcE4S4
STATE OF cA11FORNia ___—.. )
ss.
COUNTY OF LOS ANGELES
The foregoing instrument was acknowledged before me this ,y,a.
day of . 11u eh„ , 1982, by B. J. Taylor, as Its Attorney -In -:act,
for andton behalf of Union Oil Company of California.
Witness my hand and official seal.
oFricAL SEAL
GLORYN G. McKEE
NoTArY PUP1-CALIMRNI{
1.02 ts+Ctt[S CAurv71"
1MM° &puts 4141 4. 1989
My Notarial Cormnissxon expire
NOTARY PUBLIC
Garfield County Development Plan Attachment 5
ATTACHMENT 5-OLDLAND SURFACE USE EASEMENT AGREEMENT
Piceance Gathering Pipeline Project
April 2006
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ENCANA,.
EnCana 00 & Gas (USA) Inc.
March 18, 2006
Rueben Gerald & Stephanie D. Oldland
14667 County Road 5
Rifle CO 81650
Dear Jerry & Stephanie,
EnCana oil & Gas (USA) Inc.
2717 CR 215, Suite 100
Parachute, CO 81635
tel: 970-285-2608
fax: 970-285-2691
www.encana.com
EnCana Oil & Gas (USA) Inc. is filing a request for a Special Use Permit from Garfield County to
construct a 36 inch pipeline from the American Soda Plant in Parachute CO north across lands into Rio
Blanco County.
At this time Garfield County has requested that EnCana Oil & Gas send you a letter confirming that we
have entered into negotiations with you to secure the right of way across lands you own within Garfield
County located in Section 7, Township 5 South Range 96 West, of the e° P.M,
If it ie agreeable with' you, please sign below, verifying that EnCana Oil & Gas has entered into these
negotiations with you and that you have no objection to the installation of the pipeline.
1 have enclosed a self addressed stamped envelope for your convenience, if you should have any
questions or concerns; please call me at the number listed below. Thank you for your cooperation in this
Sincerely,
Mike Mohror
Contract Landman
EnCana Oil & Gas (USA) Inc.
970-948-6083
Acknowledgement:
We the undersigned have entered into negotiations for the right of way with EnCana Oil & Gas (USA) Inc.
and have no objections to the installation of the pipeli e.
y: Jerry Oldiand & Stephanie Oldland'
Garfield County Development Plan Attachment 6
ATTACHMENT 6-UPHOFF SURFACE USE EASEMENT AGREEMENT
Piceance Gathering Pipeline Project
April 2006
714
ENCANA,.
EnCana Oil & Gas (USA) Inc.
EnCana Oil & Gas (USA) Inc.
2717 CR 215, Suite 100
Parachute, CO 81635
March 18, 2006
Eva Christine & Timothy Uphoff
C/O Jerry Oldland
14667 County Road 5
Rifle CO 81650
Dear Eva Christine & Timothy,
tel: 970-285-2608
fax: 970-285-2691
wwur.encana.com
EnCana Oil & Gas (USA) Inc. is filing a request for a Special Use Permit from Garfield County to
construct a 36 inch pipeline from the American Soda Plant in Parachute CO north across lands info Rio
Blanco County.
At this time Garfield County has requested that EnCana Oil & Gas send you a letter confirming that we
have entered into negotiations with you to secure. the right of way across lands you own within Garfield
County located in Sections 1, 2 & 3, Township 5 South Range 97 West, of the 6th P.M.
If it is agreeable with you, please sign below, verifying that EnCana 011 & Gas has entered into these
negotiations with you and that you have no objection to the installation of the pipeline.
I have enclosed a self addressed stamped envelope for your convenience, if you should have any
questions or concerns; please call me at the number listed below. Thank you for your cooperation in this
matter.
Sincerely,
A,0„.
Mike Mohror
Contract Landman
EnCana Oil & Gas (USA) Inc.
970-948-6083
Acknowledgement:
We the undersigned have entered into negotiations for the right of way with EnCana Oil & Gas (USA) Inc.
and hno objections to the installation of the pipeline.
By: Jerry Oldland
Representative for Eva Christine Uphoff & Timothy Uphoff
Pipeline Construction Specifications
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 1 of 138
Table of Contents
1.0 GENERAL 6
1.1 AUTHORITY OF THE COMPANY REPRESENTATIVE 6
1.2 COMPLIANCE WITH ALL AUTHORITIES 6
1.3 CONFLICTING SPECIFICATIONS AND DRAWINGS 6
1.4 DRAWING MATERIAL LISTS 7
1.5 SAFETY 7
1.6 ENVIRONMENTAL 7
1.7 NOTIFICATIONS 8
1.8 TEMPORARY CONSTRUCTION PERMITS 9
1.9 RECORDS 9
1.10 RIGHT-OF-WAY AND APPROVED WORK AREA 10
1.11 CONFINEMENT TO WORK AREA 11
1.12 RESPONSIBILITY REGARDING EXISTING UNDERGROUND UTILITIES OR
STRUCTURES 11
1.13 APPEARANCE OF RIGHT-OF-WAY 12
1.14 DAMAGED PIPE 12
2.0 SAFETY 12
2.1 PREVENTION OF DAMAGE TO EXISTING PIPELINE FACILITIES 13
2.2 HIGH VOLTAGE HAZARD 13
2.3 FIRE CONTROL 13
2.4 LIGHTING 14
2.5 RADIOGRAPHIC SOURCE RADIATION 14
2.6 EXCAVATIONS 14
2.7 INTOXICANTS AND DRUGS 14
2.8 FIREARMS 15
2.9 HIGH PRESSURE HAZARDS 15
2.10 NOISE 15
2.11 DUST 15
2.12 MITIGATION OF INDUCED VOLTAGE EFFECTS 16
3.0 ENVIRONMENTAL REQUIREMENTS 20
3.1 GENERAL 20
3.2 INFORMING AND INSTRUCTING WORKERS 21
3.3 ENVIRONMENTAL RESPONSE TEAM 21
3.4 APPROVED WORK AREAS 23
3.5 CULTURAL RESOURCE SITES 23
3.6 THREATENED AND ENDANGERED SPECIES 23
3.7 BORROW AND EXCESS MATERIAL DISPOSAL SITES 23
3.8 SPILL PREVENTION, CONTAINMENT, AND COUNTERMEASURE PLAN 24
3.9 SOLID WASTE DISPOSAL 24
3.10 HAZARDOUS MATERIALS 25
4.0 SURVEY 26
4.1 SURVEYS BY COMPANY 26
4.2 SURVEYS BY CONTRACTOR 27
5.0 Clearing, Grading and temporary erosion and sedimentation control 28
5.1 GENERAL 28
5.2 ONE CALL 29
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 2 of 138
5.3 CLEARING
5.4 WATER CROSSINGS
5.5 WETLANDS
5.6 TOP SOIL CONSERVATION
5.7 GRADING
6.0 TEMPORARY EROSION AND SEDIMENTATION CONTROL
6.1 GENERAL
6.2 SEDIMENT BARRIERS
6.3 TEMPORARY SLOPE BREAKERS (WATER BARS)
6.4 DRAINAGE CHANNELS OR DITCHES
6.5 TEMPORARY MULCHING
6.6 WIND EROSION
7.0 UNLOADING, HAULING AND STRINGING ALL MATERIALS
7.1 DELIVERY POINTS AND STOCKPILES OF COMPANY SUPPLIED MATERIALS
37
7.2 DIVERSIONS AND RESHIPMENTS 37
7.3 MATERIAL CHECKING 38
7.4 UNLOADING AND SHIPPING DELAYS 39
7.5 UNLOADING, HAULING AND STRINGING 39
7.6 STORAGE 39
7.7 SURPLUS MATERIAL 39
7.8 STOCKPILE SITES 40
7.9 STRINGING 40
7.10 STRINGING RIGHT-OF-WAY AND ROAD CONDITIONS 41
7.11 TEMPORARY STOCKPILE SITES 42
8.0 TRENCHING 42
8.1 GENERAL 42
8.2 TRENCH SPECIFICATIONS 42
8.3 FOREIGN PIPELINE AND UTILITY CROSSINGS 44
8.4 DIKES, LEVEES, FIREWALLS 45
8.5 SPOIL BANK 45
8.6 EXCAVATING NEAR IN-SERVICE PIPELINES 46
8.7 OPEN TRENCH 46
8.8 TRENCH DEWATERING 46
8.9 ARCHAEOLOGICAL AND PALEONTOLOGICAL RESOURCES 47
9.0 BLASTING 47
9.1 GENERAL 47
9.2 DRILLING SAFETY 48
9.3 USE, STORAGE AND TRANSPORTATION OF EXPLOSIVES 48
9.4 CONTRACTOR'S BLASTING PROCEDURE 48
9.5 BLASTING PROCEDURE QUALIFICATION 50
9.6 CONTROLLED BLASTING 51
9.7 BLASTING NEAR BURIED UTILITIES 51
9.8 BLASTING IN OR NEAR WATER BODIES 52
9.9 BLASTING SAFETY 52
9.10 LIGHTNING HAZARD 53
9.11 EXCESS ROCK 53
10.0 BENDING 53
29
30
31
31
33
33
33
34
36
36
37
37
37
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 3 of 138
10.1 GENERAL 53
10.2 BENDING REQUIREMENTS 54
10.3 METHOD OF BENDING 55
10.4 FITTING OF BENDS 55
10.5 DAMAGE TO PIPE 55
10.6 RIPPLES 55
10.7 TEST BEND 56
11.0 WELDING 56
11.1 GENERAL 56
11.2 PIPELINE AND FACILITY WELDING 56
11.3 NONDESTRUCTIVE EXAMINATION 56
11.4 RIGHT TO INSPECT 57
11.5 OPEN ENDS 57
11.6 SWABBING 57
11.7 SKIDDING 57
11.8 PUPS 58
11.9 SCHEDULING 58
11.10 WELDING AND NDE SPECIFICATIONS 58
12.0 FABRICATION & INSTALLATION 59
12.1 GENERAL 59
12.2 FABRICATION AND TESTING 59
12.3 DIMENSIONS OF FABRICATED ASSEMBLIES 59
12.4 HANDLING AND STORAGE OF MATERIALS 60
12.5 WELDING OF VALVE ASSEMBLIES 60
12.6 PREHEATING 60
12.7 FLANGED CONNECTIONS 60
12.8 VALVE TORQUE -TUBE PROTECTION 61
12.9 VALVE ASSEMBLIES 61
12.10 BOLT TORQUING AND FLANGE MAKE-UP 62
13.0 EXTERNAL PIPE COATINGS 66
13.1 GENERAL 66
13.2 COATING SYSTEMS 66
13.3 HANDLING 66
13.4 WELD COATING 66
13.5 DAMAGE FROM WELDING 66
13.6 FIELD INSPECTION 66
13.7 HOLIDAY DETECTION 67
13.8 COATING REPAIRS 67
13.9 COATING OF FIELD WELD AREAS 68
13.10 REPAIRS TO EXISTING COATINGS 69
13.11 COATING SYSTEMS FOR VALVES AND FITTINGS 69
13.12 ADDITIONAL PROTECTION UNDER WEIGHTS 69
13.13 ROCKSHIELD 69
13.14 HOLIDAY SURVEY AFTER BACKFILL 70
13.15 COATING SYSTEM FOR FLANGED JOINTS 70
13.16 POLYURETHANE FOAM 70
13.17 ENVIRONMENTAL CONSIDERATIONS 70
14.0 CONCRETE: WEIGHTS, FOUNDATIONS AND CONTINUOUS COATING 71
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 4 of 138
14.1 GENERAL
14.2 SET ON WEIGHTS
14.3 CONTINUOUS CONCRETE COATING
14.4 CURING TIMES
14.5 SULFATE RESISTING CEMENT
14.6 SAMPLE CONCRETE MIXES
15.0 LOWERING -IN PIPE
15.1 GENERAL
15.2 LAYING WITHOUT SLACK LOOPS,
15.3 AS -BUILT
16.0 CATHODIC PROTECTION
16.1 CATHODIC TEST LEADS
16.2 TEST LEAD CONNECTIONS
16.3 FOREIGN PIPELINE CROSSINGS
17.0 BACKFILLING
17.1 DEBRIS
17.2 PADDING PROCEDURE
17.3 BACKFILLING PROCEDURE
17.4 FOUNDATIONS
71
72
72
73
74
74
75
75
76
76
76
76
76
76
77
77
77
78
79
17.5 STATION YARDS, MAINLINE VALVES, AND OTHER FENCED ENCLOSURES79
17.6 TRENCH BREAKERS 80
17.7 OPEN TRENCH FOR TESTING AND APPURTENANCES 80
17.8 OPEN TRENCH AHEAD OF BACKFILL 81
17.9 ROADS 81
18.0 RAILWAY, HIGHWAY AND ROAD CROSSINGS 83
18.1 GENERAL 83
18.2 OPEN -CUT 84
18.3 TUNNELING 85
18.4 ROCK BORING 86
18.5 SLICK BORING 86
18.6 PROTECTION OF ROAD CROSSING BACKFILL 88
18.7 DEVIATION FROM DRAWINGS 88
19.0 WATERBODY CROSSINGS 88
19.1 GENERAL 88
19.2 SCHEDULE 89
19.3 EASEMENT AND WORK SPACE 89
19.4 MAJOR/SENSITIVE WATERBODY CROSSINGS (N/A) 90
19.5 OTHER WATERBODY CROSSINGS 90
19.6 VEHICLE ACCESS/EQUIPMENT CROSSINGS 90
19.7 WATERBODY CROSSING METHODS 91
19.9 TRENCHING - FLOWING WATERBODIES 94
19.10 PIPE INSTALLATION - FLOWING WATERBODIES 95
19.11 BACKFILLING - FLOWING WATERBODIES 95
19.12 STABILIZATION AND RESTORATION OF BANKS AND SLOPES 96
20.1 GENERAL 96
20.2 EASEMENT AND WORKSPACE 97
20.3 GENERAL WETLAND CROSSING PROCEDURES 97
20.4 SPECIFIC WETLAND CROSSING PROCEDURES 98
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 5 of 138
20.5 VEHICLE ACCESS/EQUIPMENT CROSSING 99
20.6 TEMPORARY SEDIMENT CONTROL 100
20.7 RESTORATION AND RECLAMATION 100
21.0 HORIZONTAL DIRECTIONAL DRILL (NOT APPLICABLE) 100
22.0 CLEANING, FILLING, HYDROSTATIC TESTING, DEWATERING, AND DRYING
101
22.1 GENERAL 101
22.2 TESTING EQUIPMENT, MATERIALS AND RELATED FACILITIES 102
22.3 TESTING PROCEDURE 105
22.4 TEST OF OTHER APPURTENANCES 116
22.5 RECORDS 117
23.0 IN-LINE INSPECTION FOR DEFORMATION (CALIPER PIG SURVEY) 119
23.1 GENERAL 119
23.2 CONTRACTOR SUPPLIED FIELD SERVICES AND EQUIPMENT 119
23.3 COMPANY SUPPLIED SERVICES AND EQUIPMENT 120
23.4 PRELIMINARY AND FINAL REPORTS 120
23.5 FAULTY SURVEYS 121
23.6 REPAIR OF PIPELINE AS INDICATED BY ELECTRONIC INSPECTION 121
23.7 REPAIR PROCEDURE 122
23.8 ACCEPTANCE CRITERIA 122
24.0 CONSTRUCTION TIE- INS 122
24.1 GENERAL 122
24.2 FINAL TIE-INS 123
24.3 TIE-INS AT CHANGES IN WALL THICKNESS 123
24.4 COMPLETION OF TIE-INS 124
24.5 SUPPORT OF PIPE TO MINIMIZE EFFECTS OF SETTLEMENT 124
25.0 CLEANUP, RESTORATION AND REVEGETATION 124
25.1 GENERAL 124
25.2 REGRADING 125
25.3 SOIL COMPACTION 125
25.4 TOPSOIL REPLACEMENT 126
25.5 ROCK REMOVAL 126
25.6 PERMANENT EROSION AND SEDIMENT CONTROL 127
25.7 REVEGETATION 129
25.8 FENCE REPAIR AND RESTORATION 132
25.9 PIPELINE SIGNS AND AERIAL MARKERS 132
25.10 ROADS AND BRIDGES 132
25.11 SURPLUS MATERIALS 133
25.12 ACCEPTANCE OF WORK 133
26.0 FENCING 133
26.1 GENERAL 133
26.2 FENCE MATERIALS 133
26.3 GATES 134
26.4 MATERIAL SPECIFICATIONS 135
26.5 INSTALLATION 135
27.0 PAINTING 136
27.1 SURFACE PREPARATION 136
27.2 APPLICATION 137
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 6 of 138
1.0 GENERAL
This document contains COMPANY's Pipeline Construction Specification, hereinafter
referred to as "Specification", to be utilized during the fabrication and/or installation of
pipelines for COMPANY.
Local, State and Federal regulations, ordinances, statutes or codes shall govern where
compliance is mandatory. Requirements, however, of this Specification shall apply when
they are more exacting or do not conflict with such regulations, ordinances, statutes or
codes.
1.1 AUTHORITY OF THE COMPANY REPRESENTATIVE
The COMPANY Representative shall have the right to inspect all Work to the end
that the results contracted for will be attained, but they shall not have the right to
direct or supervise the details of said Work. The CONTRACTOR, being an
"Independent CONTRACTOR", shall have full power and authority to select the
means, methods, and manner of performing the Work. The Work shall be done to
the satisfaction of the COMPANY Representative and in accordance with the
Contract, Drawings and Specifications.
1.2 COMPLIANCE WITH ALL AUTHORITIES
1.2.1 The CONTRACTOR shall comply with all the regulations, codes and laws of the
various local, county, state and federal governments and other bodies having jurisdiction
over operations and utilities, such as safe practices, blasting, roads, waterways,
underground facilities, railroads and others that may be encountered in the course of
carrying out the Work.
1.2.2 The CONTRACTOR shall provide flag persons and shall supply, install and
maintain all temporary signs and other devices necessary for warning road users of
construction activities. Such signs and devices and placement thereof shall conform to the
Specifications of the agency having jurisdiction over the crossing. In addition the
CONTRACTOR shall comply with all state regulations respecting such devices, for the
particular state in which the work is being performed.
1.3 CONFLICTING SPECIFICATIONS AND DRAWINGS
1.3.1 The COMPANY Representative will decide all questions which may arise as to the
quality or acceptability of materials furnished and the Work performed, the manner or
performance and the rate of progress of the Work and the interpretations of the Drawings
and Specifications.
1.3.2 This Specification, the Drawings, Special Provisions and all supplemental
documents are essential parts of the Contract, and a requirement appearing in one is as
binding as though appearing in all. In case of discrepancy, figured or field verified
dimensions shall govern over scaled dimensions, Drawings shall govern over
Specifications and Special Provisions shall govern over both Specifications and Drawings.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 7 of 138
1.4 DRAWING MATERIAL LISTS
The material lists on Drawings are not intended to be binding for the quantities of materials
to be furnished and installed by the CONTRACTOR. The material lists are intended to be
used as a guide and a method of clarifying details on the drawings by means of item
numbers. CONTRACTOR shall check all quantities by making its own material take -offs;
and should bear in mind that it is to perform and complete all Work represented on the
Drawings, and supplemented by material lists and Specifications, in accordance with
accepted practices of the construction industry.
1.5 SAFETY
The CONTRACTOR shall take all reasonable precautions to ensure that labor
employed by it and its SubCONTRACTORs on the rights-of-way or premises of the
COMPANY comply with the COMPANY's EnCana Safety Guidance Manual. The
CONTRACTOR shall furnish the COMPANY copies of its Safety and Health
Handbook before the CONTRACTOR commences its field Work. The CONTRACTOR
shall not introduce any hazardous materials such as asbestos -containing materials,
PCB's, lead or other hazardous materials as a part of the construction materials
used on this project. The CONTRACTOR must provide an affirmative statement for
COMPANY records that states none of these materials were used during
construction of the pipeline.
1.6 ENVIRONMENTAL
1.6.1 The environmental -related Specifications contained herein are as important and
enforceable as all other engineering and construction Specifications. The CONTRACTOR
is liable for all fines and penalties imposed by environmental regulatory agencies for non-
compliance with permits obtained by CONTRACTOR, or supplied by COMPANY to
CONTRACTOR in advance of work.
1.6.2 The CONTRACTOR shall promptly inform COMPANY of inconsistent permit
conditions or inconsistencies between permits and COMPANY Specifications.
1.6.3 The COMPANY will utilize Environmental Inspectors to monitor the
environmental aspects of this project. The primary responsibility of the Environmental
Inspector will be to observe project activities in the field and monitor compliance with, and
provide interpretation of, the environmental protection measures identified in these
environmental Specifications and in the environmental permits and approvals issued for
this project. The Environmental Inspector will have "stop activity' authority in cases where
CONTRACTOR's actions may result in imminent and serious environmental damage.
Stop activity authority by the Environmental Inspector will apply only to the activity in
question, not to the spread or project as a whole.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 8 of 138
1.7 NOTIFICATIONS
1.7.1 The CONTRACTOR is required to notify COMPANY's Representative prior to
commencing any phase of the work as detailed in these Specifications. The
CONTRACTOR shall also keep COMPANY'S Representative informed regarding the
location of all work crews, on a daily basis, as well as immediately notifying COMPANY's
Representative regarding work stoppages or shutdowns.
1.7.2 The CONTRACTOR shall notify, in writing, both COMPANY's Representative
and the authority having jurisdiction over any road, railroad, canal, drainage ditch, river,
foreign pipeline, or other utility, at least 72 hours (excluding Saturdays, Sundays, and
Statutory Holidays), or as specified on the applicable permit(s), prior to commencement of
pipeline construction, in order that the said authority may appoint an Inspector to ensure
that the crossing is constructed in a satisfactory manner. Copies of the written notification
shall be forwarded to COMPANY's Representative. The CONTRACTOR shall make
personal contact with an authority representative, allowing sufficient time to permit an
Inspector to be present at the crossing site, at the time of commencement of construction.
The CONTRACTOR shall be familiar with and comply with the requirements in the
Waterbody Crossing and Wetland Protection Plan and the Spill Prevention, Containment
and Countermeasure (SPCC) Plan included in Exhibit "G".
1.7.3 Prior to any detonation of explosives in the vicinity of a loaded line, dwellings,
structures, overhead or underground utilities, farm operations or public crossings, a
minimum of 48 hours notice shall be given to the COMPANY Representative.
1.7.4 The CONTRACTOR shall notify COMPANY's Representative immediately of any
instance of non-compliance with these Specifications.
1.7.5 The CONTRACTOR shall notify COMPANY's Representative immediately of any
spill of a potentially hazardous substance.
1.7.6 The CONTRACTOR shall immediately notify COMPANY's Representative of the
discovery of previously unreported historic property, other significant cultural materials, or
suspected human remains uncovered during pipeline construction activities.
1.7.7 The CONTRACTOR shall notify the COMPANY Representative a minimum of
seven (7) days or as directed by the authority having jurisdiction, in advance of work in
proximity to waterbodies and a minimum of three (3) days in advance of any in -stream
activity, including access installation and commencement of trenching. Notice of in -stream
activity must be made in writing.
1.7.8 The CONTRACTOR shall note that COMPANY is required to provide regulatory
authorities notice of the performance of a mainline test. Notice of any changes or
modification to the schedule is required as soon as such changes are known and in any
event not less than 72 hours prior to the commencement of the test.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 9 of 138
1.7.9 The CONTRACTOR shall advise COMPANY 3 days prior to utilization of any
borrow sites.
1.7.10 The CONTRACTOR shall provide COMPANY one (1) months notice of his
intentions to use an offsite facility to fabricate assemblies. COMPANY reserves the right
to determine the acceptability of the facility
1.7.11 At least 72 hours prior to commencing activities, CONTRACTOR shall notify
COMPANY's Representative of intent to appropriate water from, or discharge water to,
specific waterbodies for the purpose of hydrostatic testing or to appropriate water for
directional drilling.
1.8 TEMPORARY CONSTRUCTION PERMITS
Permits and licenses of a temporary nature necessary for the prosecution of the Work
shall be secured by the CONTRACTOR. The CONTRACTOR shall give all notices and
comply with all laws, ordinances, rules and regulations bearing on the conduct of the Work
as drawn and specified. Where the Specifications or the Drawings conflict with local
conditions, or City, County, or State ordinances, the CONTRACTOR shall notify the
COMPANY Representative, who shall then notify the CONTRACTOR in writing of the
approved changes to resolve the issue.
1.9 RECORDS
1.9.1 Pipeline Safety Regulations (U.S. Department of Transportation) and Regulatory
Agencies' regulations require that COMPANY preserve certain records and file as -
constructed drawings of the pipeline facilities.
1.9.2 CONTRACTOR shall record, on a daily and monthly basis, water used for
horizontal directional drilling and water used for pipeline hydrostatic testing. Copies of
such records shall be provided to COMPANY's Representative upon completion of the
activity.
1.9.3 On all spreads, CONTRACTOR shall record and provide to COMPANY's
Representative, the date, time, location, total volume, maximum rate, and methods of all
water discharged to the ground or surface water in association with hydrostatic testing.
1.9.4 The CONTRACTOR shall keep copies at appropriate work areas and shall
provide COMPANY's Representative with copies of Material Safety Data Sheets (MSDS)
for all chemicals used during construction of the pipeline including but not limited to paints,
primers, solvents, herbicides, fertilizers, coating materials, drilling fluids, methanol, and
foam for trench breakers. Hazardous waste manifests will be provided to COMPANY's
Representative on a weekly basis or as appropriate.
1.9.5 The CONTRACTOR shall remove seed labels, as each bag is emptied, and
submit the labels to COMPANY's Representative at the time of seeding.
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1.10 RIGHT-OF-WAY AND APPROVED WORK AREA
1.10.1 COMPANY will provide a construction right-of-way within which the pipeline
system shall be located and installed. No clearing, grading or other construction activities
shall occur outside approved, surveyed and flagged or staked construction work areas
without prior written approval from COMPANY's Representative.
1.10.2 All work shall be conducted within the approved construction right-of-way limits
as shown on the Construction Drawings. No clearing, grading or other construction
activities shall occur outside approved, surveyed and flagged or staked work areas without
prior written approval from COMPANY's Representative.
1.10.3 Subject to Article 1.7.12, the CONTRACTOR shall obtain approval from
COMPANY's Representative prior to negotiating any further work space adjacent to
COMPANY's rights-of-way (staging areas, CONTRACTOR yards, access roads, stockpile
sites, etc.) in order to ensure that no environmental, archeological or landowner
considerations are jeopardized.
1.10.4 The CONTRACTOR shall ensure that one copy of all agreements between itself
and landowners is kept on file at all times in the on-site construction office. Furthermore,
these copies shall be made available for perusal by COMPANY whenever requested.
1.10.5 The Construction Line List provides detailed instructions concerning access,
right-of-way clearing and restoration. The CONTRACTOR shall be controlled and bound
by any and all provisions or instructions contained in the Construction Line List.
1.10.6 The CONTRACTOR shall be responsible for preparing the permanent right-of-
way, the temporary work space and any site access for construction. This work
preparation includes but is not limited to clearing brush, grading where required, erecting
temporary fences, gaps and barricades, installing ramps, culverts, etc. The
CONTRACTOR shall maintain all temporary fences and gates. In addition, the
CONTRACTOR shall be responsible for carefully dismantling and restoring all fencing at
any existing facilities.
1.10.7 The CONTRACTOR shall note that work space may be limited wherever physical
barriers exist (i.e. terrain, trees, buildings, ponds, aboveground structures, etc.) or in
sensitive areas as described in the Contract Documents, the Construction Line List and
the Drawings. These barriers may limit the full availability of the work space. The
CONTRACTOR shall allow for such partial restrictions and plan its operations accordingly.
The work space that has been arranged by COMPANY is shown on the Construction
Drawings and/or in the Construction Line List.
1.10.8 All approved access roads and routes, both public and private, and ancillary sites
shall be prepared and maintained by the CONTRACTOR. The CONTRACTOR shall
restore access roads and ancillary sites to their original condition. This work shall meet
with the approval of the applicable landowner(s) and/or agencies. On BLM roads, a
maximum of three (3) inches of rutting shall be allowed. The CONTRACTOR shall cease
activities when soil or road surfaces become saturated to a depth of three (3) inches
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unless otherwise approved by the BLM Authorized Officer. The Contractor shall not mud
blade BLM roads.
1.10.9 The CONTRACTOR shall notify EnCana 's Representative upon contract award
where ramps across railways will be required for construction access. Application
procedures will differ, depending on the railway owner. At no time shall the Contractor
contact Railway Companies without first notifying EnCana 's Representative.
1.10.10 The CONTRACTOR shall minimize the use of the full temporary work space
width to the extent practicable. Where wetlands are encountered, every effort shall be
made to minimize the extent of work space utilization through the wetlands with a view to
minimizing the disruption of natural habitat.
1.10.11 The CONTRACTOR shall ensure that construction through agricultural areas is
completed in a manner which minimizes interference or inconvenience to
landowners/tenants and their agricultural operations. Landowner/tenant access to their
property shall be maintained at all times, including providing openings in the topsoil and
spoil piles and leaving ditch plugs across the trench at various locations.
1.11 CONFINEMENT TO WORK AREA
1.11.1 Pipeline construction activities shall be confined to the construction right-of-way,
and approved access routes. CONTRACTOR transport and service vehicles parked along
the right-of-way shall be located so as not to impede progress of the work, or in any way
prevent ready access of COMPANY's Representative, surveyors and inspection crews.
1.11.2 Repeated violations of this Article may result in removal from the job site of the
offending parties.
1.12 RESPONSIBILITY REGARDING EXISTING UNDERGROUND UTILITIES OR
STRUCTURES
1.12.1 The existence and location of underground pipelines and other utilities indicated on
the drawings shall be investigated and verified in the field by the CONTRACTOR before
starting Work. The CONTRACTOR shall, at its own expense, confirm or determine in
advance of actual construction the precise location and actual depth of all utilities and
subsurface structures that either cross or are in close proximity to the proposed pipeline.
1.12.2 The CONTRACTOR shall be responsible for protection of existing utilities,
pipelines, and structures.
1.12.3 All aboveground facilities within 30 feet of the worksite shall be clearly identified
with flagging material by CONTRACTOR's Representative before any mechanical
excavation may commence. Overhead powerlines, telephone lines, CATV or other utility
lines shall be flagged and warning posts installed by the CONTRACTOR.
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1.13 APPEARANCE OF RIGHT-OF-WAY
1.13.1 At no time shall litter be allowed to accumulate at any location on the right-of-way.
The CONTRACTOR shall provide a daily garbage detail with each major construction crew
to keep the right-of-way clear of trash, waste from coating products, skids, defective
materials and all construction and other debris immediately behind his operations, to the
satisfaction of COMPANY, landowners and tenants. Paper from coating products or
lightweight items shall not be permitted to be scattered around by the wind. The right-of-
way shall be maintained in a clean neat condition at all times.
1.13.2 The traveled surfaces of roads, highways, etc. shall be cleaned free of mud, dirt or
any debris immediately after such material has been deposited by equipment traversing
these said roads or exiting from the right-of-way.
1.14 DAMAGED PIPE
1.14.1 Any dents, gouges, scratches or other similar defects shall be brought to the
attention of COMPANY's Representative as soon as they are detected. Detrimental
defects will not be accepted and shall be repaired or cut out of the line as directed by
COMPANY's Representative, regardless as to when or how they may have occurred.
Grinding to remove defects within dented areas will not be permitted.
1.14.2 Gouges, grooves, or scratches may be removed by grinding provided that the
wall thickness is not reduced to less than 95% of the specified nominal wall thickness.
1.14.3 Dents other than those described above will be permitted provided they do not
exceed the following maximum levels specified for each case.
a. As delivered from the pipe mill: Maximum depth of 0.5% of the pipe diameter
and 25% of the pipe diameter in any other dimension.
b. Allowable damage in the field prior to backfill: Maximum depth of 1% of the
pipe diameter and 50% of the pipe diameter in any other dimensions.
c. Allowable damage in the field after backfill: Maximum depth of 2% of the pipe
diameter and 75% of the pipe diameter in any other dimension. Pounding or
jacking to remove dents is prohibited.
1.14.3 Defects greater than those noted above shall be cut out as a cylinder and
replaced by welding a pup joint into the line.
1.14.4 The CONTRACTOR shall repair damage to the pipe coating as required in Article
13.0.
2.0 SAFETY
2.0.1 The CONTRACTOR shall comply with all Federal, State, County and Local safety
regulations pertaining to construction activities.
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2.0.2 The CONTRACTOR shall submit to COMPANY its project specific Safety Policy
and Procedures prior to commencement of construction activities. COMPANY'S EnCana
Safety Guidance Manual, found in Exhibit "G-3", defines the minimum requirements of
these documents.
2.1 PREVENTION OF DAMAGE TO EXISTING PIPELINE FACILITIES
2.1.1 The CONTRACTOR shall be aware the work will be in close proximity to existing
pipelines and aboveground facilities which may be operating at high pressures of 1,000
psig or greater.
2.1.2 In accordance with Article 8.3.2 CONTRACTOR shall develop a project — specific
Foreign Utility Crossing and Daylighting Procedure.
2.1.3 The CONTRACTOR shall exercise extreme caution when working or moving
equipment across difficult right-of-way areas located in close proximity to any operating
facility. Should a machine bog down, slide into or come to rest on top of or in a
dangerously close position in relation to such facilities, the machine shall be immediately
shut down and the COMPANY Representative notified. No attempt shall be made to move
or extricate such a machine until approval has been granted by COMPANY. The
successful CONTRACTOR will also develop and implement a site specific project safety
program/plan. At a minimum, the CONTRACTOR's site specific safety program must meet
the COMPANY'S Pipeline Construction Project Safety Guidelines (Exhibit "G", Volume
3C). The COMPANY recommends that the CONTRACTOR implement a safety rewards
program in order to recognize good behavior or exceptional safe acts of its employees, as
they are observed in the field.
2.2 HIGH VOLTAGE HAZARD
Any pipeline situated within a distance of 1,500 feet measured at right angles from high-
voltage electric power transmission lines is subject to electrostatic and electromagnetic
induced voltages which could be hazardous. The CONTRACTOR shall monitor these
voltages and any hazardous conditions shall be mitigated in accordance with Article 2.12
of this Specification.
2.3 FIRE CONTROL
2.3.1 The CONTRACTOR shall comply with all Federal, State, County and Local fire
regulations pertaining to burning permits and the prevention of uncontrolled fires.
2.3.2 COMPANY's Fire Prevention and Suppression Plan, Exhibit "G-2", defines the
minimum requirements for fire prevention and control measures.
2.3.3 CONTRACTOR shall, at its expense, provide equipment to handle any possible fire
emergency. This shall include, although not be limited to, water trucks, portable water
pumps, chemical fire extinguishers, hand tools such as shovels, axes, chain saws, etc.
and heavy equipment adequate for the construction of fire breaks when required. The
CONTRACTOR shall also be responsible for supplying, and maintaining in working order,
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an adequate supply of COMPANY approved fire extinguishers for each crew that is
engaged in work such as welding, cutting, grinding, burning of brush or vegetative debris,
etc.
2.4 LIGHTING
2.4.1 Whenever it is necessary to work after daylight hours, e.g., hydrostatic testing,
pigging, tie-ins, etc., the CONTRACTOR shall obtain prior COMPANY approval to work by
artificial light.
2.4.2 CONTRACTOR shall supply equipment which will provide an intensity of
illumination that will permit work to be done in a safe manner, without risk of personal
injury or unsatisfactory work. Furthermore, such lighting shall be mounted well above the
line of vision of the workers so that hand signals to equipment operators and others can be
clearly seen.
2.5 RADIOGRAPHIC SOURCE RADIATION
When radiographic equipment is to be used at any work location, the CONTRACTOR shall
ensure that the area is clear and that all personnel are at a safe distance from the
radiation source. This distance shall be determined by the NDE technician and clearly
marked by the placement of signs indicating a radiation hazard. The level of radiation
shall not exceed 0.25 R/hr at these signs while the source is in use.
2.6 EXCAVATIONS
2.6.1 The CONTRACTOR shall abide by and adhere to all OSHA, Federal, State,
County and Local trenching regulations. It is the CONTRACTOR's responsibility to ensure
that it has the latest copies of such trenching regulations. The CONTRACTOR shall utilize
the State's One Call notification system and request utility location prior to any excavation.
Work shall be planned to allow for the required time between the notification and the utility
location such that the flow of work is not disrupted.
2.6.2 Where workers are required to work in the trench (e.g. crossing installations, tie-in
locations, etc.), the CONTRACTOR shall ensure that proper and adequate measures are
taken to ensure the safety of these people (e.g. sheet piling, sloping, cribbing, shoring,
etc.) including provisions for safe and easy access to and from the trench.
2.7 INTOXICANTS AND DRUGS
2.7.1 The use or possession of intoxicants or drugs on COMPANY property, easements
or within any identified project area is prohibited.
2.7.2 Violation of this Article shall be cause for immediate removal from the project of the
person(s) involved.
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2.8 FIREARMS
2.8.1 The possession of firearms on COMPANY property, easements or within any
identified project area is prohibited.
2.8.2 Violation of this Article shall be cause for immediate removal from the project of the
person(s) involved.
2.9 HIGH PRESSURE HAZARDS
The CONTRACTOR shall always be aware of the hazards associated with the various
construction operations (e.g. blasting and hydrostatic testing) and when constructing at, or
close to, foreign utilities and facilities (e.g. high voltage power lines and pipelines operating
under pressure).
2.10 NOISE
In certain localized areas, the CONTRACTOR may be required to modify its operations in
order to control noise levels. Such areas and conditions, if any, will be defined in the
Scope of Work.
2.11 DUST
2.11.1 Dust control is required to meet regulatory requirements and maintain good
working relationships with landowners, regulatory authorities and the general public.
Specific requirements for dust control are described in the Fugitive Dust Control Plan
Exhibit "G-2" and Exhibit "H".
2.11.2 The CONTRACTOR shall control air borne dust levels during rock drilling and other
construction activities. Dust shall be controlled on the construction right of way by wetting
with water where the work site approaches dwellings and farm buildings and in other areas
deemed necessary by COMPANY such as when the line parallels an existing highway.
This shall also apply to approved access routes where dust raised by construction vehicles
may irritate or inconvenience local residents.
2.11.3 Dust control may also be required on roads and access roads used by the
CONTRACTOR and the method of dust control shall be subject to the approval of local
authorities and COMPANY. The CONTRACTOR shall employ water trucks, sprinklers or
magnesium chloride or COMPANY approved tacifier as necessary to reduce dust to
acceptable levels. Magnesium chloride shall only be used on county roads in compliance
with environmental permits and only after the CONTRACTOR has requested and received
approval from the appropriate County Authority.
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2.12 MITIGATION OF INDUCED VOLTAGE EFFECTS
2.12.1 GENERAL
2.12.1.1 Prior to performing work on the pipeline, the CONTRACTOR shall monitor
pipe -to -ground voltages where AC power lines have line -to -ground voltages greater
than 35 KV and the pipeline is installed under the following circumstances:
a. A pipeline located on a power line right-of-way.
b. A pipeline right-of-way located parallel to a power line right-of-way and
the adjacent boundaries are at or within 300 feet of each other.
c. A pipeline extension in accordance with (a) or (b), located within 1,500
feet of an entrance or exit from a power line right-of-way (distance
measured perpendicular from the centerline of nearest power line).
2.12.1.2 Should the pipe -to -ground voltage exceed 15 volts RMS, the CONTRACTOR
shall render the pipe safe for human contact by grounding and/or attaching equipment
potential grids approved by COMPANY, before performing further work on that portion
of the pipeline.
2.12.2 MATERIALS TO BE FURNISHED BY THE CONTRACTOR
2.12.2.1 The CONTRACTOR shall supply all materials mentioned herein.
2.12.2.2 Each grounding crew shall be equipped with the following instrumentation for
measuring induced voltages and currents.
a. Two Bach -Simpson - Model #634HV voltmeters
b. One Bach -Simpson - Model 150 "Amp -Clamp" A/C ammeter
2.12.2.3 Each member of each grounding crew shall be equipped with rubber
insulating gloves and mitts and the following items for grounding:
a. Ground rods shall be 3/4" inch dia. x 6 feet long galvanized steel McGraw
Edison #9706-W or equal.
b. Ground rod clamps shall be Burndy #GAR -6426 or equal.
c. Grounding cable for temporary grounds and bonding shall be AWG
#2/1665 strand copper, neoprene insulated, welding cable.
d. Grounding cable for permanent ground shall be AWG #6/7 strand copper
type RWU-90 XL.
e. Connectors for connecting grounding cables to circumferential clamps or
ground mats shall be Burndy YA2C-L4 or equal.
f. Connectors for connecting grounding cables to tower legs or to pipe ends
shall be Thomas & Betts Cat. No. 31230 or Cat. No. GC -10.
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2.12.3 INDUCED VOLTAGE MEASUREMENT
2.12.3.1 CONTRACTOR's grounding personnel shall measure pipe -to -ground
voltages on all pipe sections as follows:
a. Each day prior to commencement of construction activity and immediately
following termination of construction activity.
b. Prior to any activity involving pipe contact work.
c. As directed by COMPANY.
2.12.3.2 Each time a voltage measurement is made, CONTRACTOR's grounding
personnel shall record the following:
a. location
b. time
c. date
d. pipe -to -ground potential
2.12.4 ELECTRIC POWERLINE COUNTERPOISE
2.12.4.1 The CONTRACTOR when installing pipe on, parallel to or crossing, a power
line right-of-way shall permanently remove any electric utility counterpoise for a
minimum of 25 feet away from the pipe. When paralleling in the power line right-of-
way, the CONTRACTOR shall effectively remove the counterpoise by cutting out a
section of the counterpoise (25 feet) at each tower footing.
2.12.4.2 Location and removal by the CONTRACTOR of counterpoise shall be under
the direction of COMPANY and Electric Power Authority.
2.12.5 GROUNDING PROCEDURE
2.12.5.1 Piping exhibiting a pipe -to -ground voltage of 15V (RMS) or greater shall be
grounded.
2.12.5.2 Pipe grounding shall be accomplished through the use of ground rods either
singularly or in groups although other structures such as casings, zinc ribbon, etc.,
may be used. Grounding to power line towers or counterpoises may only be done with
the permission of the Electric Power Authority and COMPANY. Other structures such
as fences, road culverts, etc., shall not be utilized as ground electrodes.
2.12.5.3 Where the pipeline voltage after grounding facilities have been installed is
30V or greater, procedures for working on the pipeline and equipment attached or
connected thereto shall be established to ensure safe working conditions (e.g. gradient
control mats).
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2.12.5.4 The sequence of connecting or disconnecting grounding facilities to or from
the pipeline is important to prevent arc burns on the pipe. This shall be carried out in
the following order:
a. Connection of grounding facilities:
i. A pipe grounding clamp shall be connected to the pipeline.
H. A grounding cable shall be connected to the grounding rod.
Hi. The grounding cable shall then be connected to the pipe
grounding clamp.
b. Disconnection of grounding facilities
i. The grounding cable shall be disconnected from the pipe
grounding clamp.
H. The grounding cable shall be disconnected from the grounding
rod.
iii. The pipe grounding clamp shall be removed from the pipeline.
2.12.6 BONDING OF PIPING AT TIE-INS AND CUT-OUTS
2.12.6.1 All piping at tie-ins shall be bonded regardless of pipeline voltage. Prior to
bonding where the pipeline voltage is above 15 V, the pipeline shall be grounded in
accordance with Article 2.12.5.
2.12.6.2 Pipe grounding clamps shall be connected to each side of the tie-in before
the bonding cable is connected to the clamps.
2.12.6.3 After the tie-in is made the bonding cable shall be removed and the
grounding system disconnected or removed in accordance with Article 2.12.5.
2.12.6.4 Regardless of pipeline voltage, all piping at cut-outs shall be bonded across
the cut prior to cutting. Where the pipeline voltage is greater than 15V, the pipeline
shall be grounded in accordance with Article 2.12.5 prior to bonding.
2.12.6.5 Pipe grounding clamps shall be connected to the pipelines before the
bonding or grounding cable is connected to the clamps.
2.12.7 GROUNDING OF VEHICLES ON ELECTRIC POWER LINE RIGHTS-OF-WAY
2.12.7.1 All rubber tired vehicles operating on a power line right-of-way shall be
grounded to mitigate capacitive coupling with the power line.
2.12.7.2 Grounding shall be accomplished by attaching to the vehicle frame a chain of
suitable length to maintain contact with the ground.
2.12.7.3 Rubber tired vehicles shall not be refueled within 300 feet of an electric power
line right-of-way unless the two vehicles are electrically bonded prior to
commencement of the refueling operation.
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2.12.7.4 The CONTRACTOR shall post warning signs that are readily visible at each
access point to project work areas that require grounding of rubber tire vehicles. The
CONTRACTOR shall post readily visible warning signs 300 feet on each side of areas
where rubber tired vehicles must be electrically bonded prior to refueling.
2.12.8 STRINGING, WELDING, COATING AND LOWERING -IN OPERATIONS
2.12.8.1 Prior to any activity involving pipe contact work the grounding crew shall
measure the pipe -to -ground voltage.
2.12.8.2 Pipeline sections shall be grounded in accordance with Article 2.11.5.
2.12.8.3 For the lowering -in operation, the coated pipeline shall be handled with non-
conductive slings. Because the coated pipeline may not be effectively grounded during
part of this operation, contact with the bare portion of the pipeline shall be avoided
when removing the support slings from the end of the pipeline.
2.12.9 WORK STOPPAGES DUE TO INCLEMENT WEATHER
2.12.9.1 Since temporary and permanent grounding is not intended to safely mitigate
voltages arising from lightning or power line faults, it may be necessary to halt all
pipeline contact work during inclement weather conditions. Generally, work will be
stopped if one or more of the following conditions prevail:
a. During local electrical storms denoted by visible lightning or the sound of
thunder.
b. During high winds, wet snow or freezing rain.
c. During scheduled switching on the electric power transmission system.
d. Failure by CONTRACTOR to comply with grounding procedures.
2.12.9.2 The CONTRACTOR shall obtain weather information daily from the local
weather office. The CONTRACTOR shall also be in contact with the Electric Power
Authority daily regarding any scheduling of power line changes and shall particularly
ensure that automatic re -closer devices are deactivated during the pipeline
construction period.
2.12.10 FOREIGN STRUCTURES EXPOSED DURING PIPELINE CONSTRUCTION
2.12.10.1 Exposure of any metallic structure during trenching can represent a potential
hazard. Where the pipe -to -foreign structure voltage exceeds 15V (RMS) grounding
shall be carried out as previously described.
2.12.10.2 The pipe shall not be grounded or bonded to a foreign structure without the
permission of the owner of the foreign structure. If the owner will not allow direct
bonding or grounding then the foreign structure shall be isolated from the pipe under
construction by wrapping neoprene sheets around the exposed foreign structure.
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3.0 ENVIRONMENTAL REQUIREMENTS
3.1 GENERAL
3.1.1 In addition to the environmental requirements stated elsewhere in the Contract
Documents, environmental plans, procedures, mitigation agreements and permits for this
project are considered contract Specifications, and will be enforced as such by
COMPANY.
3.1.2 The CONTRACTOR shall designate one, senior -level supervisor for each spread
as the environmental contact.
3.1.3 The CONTRACTOR is liable for all fines and penalties imposed by environmental
regulatory agencies for non-compliance with permits obtained by CONTRACTOR, or
supplied by COMPANY to CONTRACTOR in advance of work, unless such non-
compliance was authorized by COMPANY's Representative.
3.1.4 Prior to arriving at the job site, the CONTRACTOR shall thoroughly clean all
construction equipment, including timber mats, prior to moving the equipment to the
COMPANY job site. CONTRACTOR shall clean the equipment with high-pressure
washing equipment, or other method approved by COMPANY, to prevent the spread of
noxious weeds, insects and soil -borne pests. CONTRACTOR shall also clean equipment
in accordance with COMPANY's Noxious Weed Management Plan, found in Exhibit "G-2".
3.1.5 The CONTRACTOR shall promptly inform COMPANY of inconsistent permit
conditions or inconsistencies between permits and COMPANY Specifications. The
CONTRACTOR shall not initiate contact with regulatory agencies, except those contacts
specifically required in Exhibit "G" of the contract documents. The CONTRACTOR shall
immediately contact COMPANY's Representative if the CONTRACTOR is contacted by a
regulatory agency other than the agencies which the CONTRACTOR is required to contact
in Exhibit "G".
3.1.6 COMPANY will assign one or more Environmental Inspectors to the construction
spread. The Environmental Inspector will report to the Company's Representative. The
Environmental Inspector will monitor the CONTRACTOR's compliance with environmental
permits, clearances, certificates, procedures and other required environmental mitigation
measures.
3.1.7 The Environmental Inspector will communicate instances of non-compliance
directly to CONTRACTOR, COMPANY's Representative, or to both, for corrective action.
3.1.8 The Environmental Inspector will have "stop activity" authority in cases where
CONTRACTOR's actions may result in imminent and serious environmental damage.
Stop activity authority by the Environmental Inspector will apply only to the activity in
question, not to the spread or project as a whole. Once an activity has been stopped, it
may only resume upon approval of the Environmental Inspector or COMPANY's
Representative. The Environmental Inspector will immediately communicate any stop
activity incident to COMPANY's Representative.
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3.2 INFORMING AND INSTRUCTING WORKERS
The CONTRACTOR shall ensure that all persons (CONTRACTOR's and Subcontractors'
Personnel) engaged in work associated with the pipeline's construction are informed of the
special environmental conditions and concerns, and that they attend and receive
environmental training regarding the requirements of all safety and environmental laws,
rules and regulations applicable to the worksite. Different levels of training will be required
for different groups of CONTRACTOR personnel. CONTRACTOR supervisors, managers,
field foremen and other CONTRACTOR personnel designated by COMPANY shall attend
a full-day, comprehensive environmental training session. All other CONTRACTOR
personnel shall attend a one -to -two-hour group training session before the beginning of
construction, and during construction as environmental issues and incidents warrant.
Additional training sessions will be held for newly assigned personnel. All CONTRACTOR
personnel shall attend the training session prior to entering the project right-of-way. All
CONTRACTOR personnel shall sign an acknowledgement of having attended the
appropriate level of environmental training and shall display a hard hat sticker
acknowledging attendance at environmental training. In order to insure successful
compliance with environmental requirements, CONTRACTOR personnel shall attend
repeat or supplemental environmental training, if environmental compliance is not
satisfactory or as new, significant environmental situations occur. All visitors, and any
other personnel without specific work assignments will be required to attend a brief safety
and environmental awareness orientation.
3.3 ENVIRONMENTAL RESPONSE TEAM
3.3.1 The CONTRACTOR shall install and maintain all erosion and sediment control
structures as part of Exhibit "C" Section 1(a)(i) and the Environmental Protection Work,
Section C. The CONTRACTOR shall also provide an Environmental Response Team in
order to respond quickly to unforeseen and emergency situations. The Environmental
Response Team shall be under the direction of COMPANY's Representative who shall
ensure the quality of work performed by the Team. Examples where an Environmental
Response Team would be required are:
i. potential sedimentation of roads, waterbodies, or wetlands as a result of
snowmelt, spring runoff or rainfall
ii. soil erosion
iii. wind erosion
iv. embankment and slope failures
v. spills
3.3.2 COMPANY's continuing commitment to controlling or mitigating environmental
impact resulting from construction requires that the CONTRACTOR ensure that crews,
equipment and material are available to quickly respond to environmental problems. Prior
written approval by COMPANY is required if a local CONTRACTOR is selected to provide
the required crews and equipment.
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3.3.3 The CONTRACTOR shall make available foremen, labor and equipment that will
be responsible for responding to and implementing necessary remedial action for any
environmental requirements. The makeup of a crew and the specific scope of work shall
be as directed by COMPANY. The crew(s) shall be available for activation at any time
throughout the duration of the Contract including Saturdays, Sundays and Statutory
Holidays. When the crews are not activated, they may be assigned duties commensurate
with the Scope of Work. However, upon notification by COMPANY's Representative, the
crew(s) must be able to be assigned immediately so that they will be on site as soon as
possible but not to exceed four (4) hours after receiving the activation request.
3.3.4 On the first day of each week, the CONTRACTOR shall submit to COMPANY's
Representative a list detailing the particular makeup of the Environmental Response
Team, their location and the location of the required equipment. This list shall also be
submitted at any time that the information changes.
3.3.5 The duties of the crew shall include, but not be limited to, the construction of
dikes, ditches and water bars, the installation and maintenance of silt traps and fences,
and pumping of excess water.
3.3.6 Crew size shall be altered to suit the particular situation at the direction of
COMPANY's Representative. A typical crew shall consist of the following make-up:
i. 1 foreman
ii. 3 principal operators/oilers
iii. 1 teamster
iv. 3 laborers
3.3.7 The following material shall be supplied by the CONTRACTOR in quantities as
approved by COMPANY's Representative and shall be available at locations convenient to
the work:
i. swamp mats
ii. T -bar posts
iii. geotextile
iv. geotextile for underwater use
v. straw bales (weed free)
vi. silt fences
vii. plastic snow fence
viii. sand bags
ix. erosion control matting
x. spill kits
xi. geotextile filter bags
3.3.8 The crew shall have immediate access to the following equipment:
i. tracked backhoe (Cat 225 or equivalent)
ii. off-road truck
iii. dozer (D-4 or D-6)
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iv. tracked loader (Cat 955 or equivalent)
v. two, three and eight inch diameter water pumps
vi. mud pumps
3.4 APPROVED WORK AREAS
3.4.1 The CONTRACTOR shall confine project -related activities to work areas that are
approved by COMPANY. These include the construction right-of-way, access roads,
shooflies, pipe storage yards, staging areas, borrow and disposal areas, and
CONTRACTOR field offices and warehouses. The CONTRACTOR shall fence restricted
areas as directed by COMPANY. Other restricted areas may be flagged or fenced by
COMPANY. No equipment or personnel are allowed in restricted areas.
3.4.2 The CONTRACTOR shall notify COMPANY of proposed temporary use areas,
staging areas, access roads, borrow and disposal areas, or off -right-of-way yards, offices
or warehouses that are not identified in the bid documents. COMPANY must obtain
environmental clearances for these areas prior to their use by the CONTRACTOR. The
review process for newly identified areas may take eight (8) weeks or longer and approval
is not guaranteed. COMPANY, at its sole discretion, may chose not to pursue such
approval. The CONTRACTOR is strongly encouraged to use the work areas previously
approved by COMPANY.
3.5 CULTURAL RESOURCE SITES
3.5.1 A Cultural Monitor may be on-site during stripping, grading and trenching
operations and any other excavations that may be required within the easement during the
course of construction. Areas requiring Cultural Monitors are included in the Cultural
Resources Protection Plan included in the Plan of Development in Exhibit "G-2".
3.5.2 If suspected human remains, previously unreported historic properties, or other
significant cultural materials are encountered during construction, The CONTRACTOR
shall stop work immediately to protect the integrity of the find. The CONTRACTOR shall
promptly notify COMPANY Environmental Inspector. The CONTRACTOR shall not restart
work until clearance is granted by COMPANY's Environmental Manager.
3.6 THREATENED AND ENDANGERED SPECIES
Environmental timing restrictions required by the potential presence of threatened and
endangered species are included the Biological Resources Protection Plan included in the
Plan of Development in Exhibit "G-2".
3.7 BORROW AND EXCESS MATERIAL DISPOSAL SITES
3.7.1 Sand, gravel, and other fill material required for construction shall only be taken
from licensed commercial pits and quarries approved by COMPANY. The CONTRACTOR
shall advise COMPANY 3 days prior to utilization of any borrow sites.
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3.7.2 Excess rock, stumps, timber/slash, and excess backfill materials from
construction activities shall only be taken to licensed waste disposal facilities or other
disposal sites approved by COMPANY. The CONTRACTOR shall advise COMPANY
prior to utilization of any disposal sites.
3.8 SPILL PREVENTION, CONTAINMENT, AND COUNTERMEASURE PLAN
The CONTRACTOR shall follow the requirements of the Spill Prevention, Containment,
and Countermeasure (SPCC) Plan included in Exhibit "G-2".
3.9 SOLID WASTE DISPOSAL
3.9.1 The CONTRACTOR shall be familiar with and comply with the requirements for
solid waste disposal described in the Spill Prevention, Containment, and Countermeasure
(SPCC) Plan.
3.9.2 Non -hazardous solid wastes include solid human waste, trash, and other
discarded solid material.
3.9.3 All solid waste which contains (or at any time contained) oil, grease, solvents, or
other petroleum products falls within the scope of the oil and hazardous substances
control, cleanup and disposal procedures of the SPCC Plan. This material shall be
segregated for handling and disposal as hazardous wastes under the provisions of that
plan. No disposal of these hazardous solids shall be permitted except as described in the
SPCC Plan.
3.9.4 The CONTRACTOR shall be responsible for human wastes to be handled and
disposed of exclusively by means of portable self-contained toilets during all construction
operations. Wastes from these units shall be collected by a licensed CONTRACTOR for
disposal only at licensed and approved facilities.
3.9.5 The CONTRACTOR shall remove all trash from the right-of-way on a daily basis.
3.9.6 The CONTRACTOR shall remove from the right-of-way by the completion of
clean-up all construction equipment and materials; and vegetative, rock and other natural
debris unless specifically approved by COMPANY.
3.9.7 The CONTRACTOR shall remove all construction equipment, materials and trash
from CONTRACTOR yards, pipe yards and staging areas when work is completed at each
location.
3.9.8 The CONTRACTOR shall dispose of all solid waste materials at licensed waste
disposal facilities unless otherwise approved by COMPANY. Solid wastes shall not be
disposed of in any other fashion such as unpermitted burying or burning.
3.9.9 All construction waste must be disposed of by the CONTRACTOR according to
applicable state and local requirements. The CONTRACTOR is responsible for verifying
that all construction related wastes are disposed of properly. Waste manifests must be
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retained by CONTRACTOR and shall be made available to COMPANY upon request.
Upon request the CONTRACTOR shall provide to the COMPANY a photocopy of the
disposal/recycling facilities' operating permit or other comparable documentation which
demonstrates the facility is licensed by the state.
3.10 HAZARDOUS MATERIALS
3.10.1 The CONTRACTOR shall familiarize his personnel with and comply with the
requirements for handling hazardous materials as described in the Spill Prevention,
Containment and Countermeasure (SPCC) Plan.
3.10.2 If toxic or hazardous waste materials or containers are encountered during
construction, The CONTRACTOR shall stop work immediately to prevent disturbing or
further disturbing the waste materials. The CONTRACTOR shall immediately notify
COMPANY's Representative. The CONTRACTOR shall not restart work until clearance is
granted by COMPANY's Representative.
3.10.3 The CONTRACTOR shall ensure that all hazardous and potentially hazardous
materials are transported, stored and handled in accordance with all applicable legislation.
Workers exposed to or required to handle dangerous materials shall also be trained in
accordance with the applicable legislation and the manufacturer's recommendations.
Disposal of any hazardous material shall be in compliance with all legislated regulations
and the manufacture's recommendations.
3.10.4 All solid waste which contains, or at any time contained oil, grease, solvents, or
other petroleum products falls within the scope of the oil and hazardous substances
control, cleanup, and disposal procedures of the SPCC. These materials shall be
segregated for handling and disposal as hazardous wastes under the provisions of the
SPCC plan. No disposal of these hazardous solids shall be permitted except as described
in the SPCC Plan.
3.10.5 The CONTRACTOR shall dispose of all hazardous materials at licensed waste
disposal facilities unless otherwise approved by COMPANY. Hazardous wastes shall not
be disposed of in any other fashion, such as unpermitted burying or burning.
3.10.6 All transporters of oil, hazardous substances, and hazardous wastes shall be
licensed and certified according to the applicable state vehicle code. Incidents on public
highways will be reported to the appropriate agencies.
3.10.7 All hazardous wastes being transported off-site shall be manifested. The
manifest shall conform to requirements of the appropriate state agency. The transporter
shall be licensed and certified to handle hazardous wastes on the public highways. The
vehicles as well as the drivers must conform to all applicable vehicle codes for transporting
hazardous wastes. The manifest shall conform to regulations of the DOT 49 CFR
172.101, 172.202, and 172.203.
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4.0 SURVEY
4.1 SURVEYS BY COMPANY
4.1.1 The location of the route for the pipeline is shown on the alignment sheets
included in the Drawings.
4.1.2 COMPANY will notify land owners at least 5 -days prior to the initiation of
construction staking.
4.1.3 The COMPANY will stake the construction right-of-way boundaries and the
centerline of the trench. In addition, COMPANY will stake certain engineering details such
as extra depth trenching, known weighting requirements, heavy wall pipe locations, valve
locations, test lead locations, etc. all as shown on the Drawings. COMPANY will mark
survey station numbers approximately every 200 feet on the working side for progress
reporting and for installation purposes. All survey stakes will be flagged with the universal
color code for utilities and pipeline construction.
4.1.4 COMPANY will stake, on each side of the right-of-way, the approximate location
of the crossing of all underground facilities shown on the Drawings. For foreign pipeline
and utility crossings, survey stakes with flagging shall be placed over crossing facility at
the right-of-way perimeters, and two survey stakes with crossed flagging shall be placed at
the trench line to mark a crossing.
4.1.5 Warning signs prohibiting public access to approved work areas must be posted
at all road crossings, public trail crossings, and other probable access points.
4.1.6 Where the pipeline is to be laid parallel to an existing pipeline or other utility,
suitable markers shall be placed over the center line of the closest existing pipeline or
utility at intervals of 200 ft. Offset stakes shall be placed opposite the corresponding
markers to indicate the center line of the new pipeline.
4.1.7 COMPANY will perform the necessary field survey for any changes or relocations
that might be made in the location of the proposed route. COMPANY will also perform an
as -built survey for the permanent record and will make as -built measurements for the
purposes of determining and adjusting payment to CONTRACTOR under the terms of the
Contract Documents.
4.1.8 COMPANY will co-operate reasonably with CONTRACTOR in arranging staking
operations at such times as to minimize loss or destruction of stakes. However, all costs
for re -staking made necessary by vandalism, theft or by CONTRACTOR's operations shall
be borne by CONTRACTOR.
4.1.9 COMPANY shall have the right to make minor deviations in the pipeline route
and such changes shall in no manner alter the terms of compensation payable under the
Contract except as they are affected by linear measurements of the work completed. The
CONTRACTOR shall be held responsible for the preservation of all stakes and marks. If
any of the stakes or marks or legal bars are carelessly or willfully destroyed or disturbed
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by the CONTRACTOR, its employees or by a subcontractor, the cost of replacing them
shall be borne by the CONTRACTOR.
4.1.10 Where fences exist, progress stakes will be attached to the nearest fence post by
COMPANY just outside the limits of the construction Site. These stakes shall not be
disturbed at any time by CONTRACTOR.
4.1.11 CONTRACTOR shall not disturb, deface, alter, destroy or remove any legal
survey markers. If this should occur, CONTRACTOR will have the marker replaced by a
Registered Surveyor at CONTRACTOR's expense. CONTRACTOR shall be responsible
for obtaining location information of the legal markers in the field before proceeding with
the Work.
4.1.12 The COMPANY requires that some construction as -built survey be conducted
after the pipe is lowered into the trench. CONTRACTOR shall allow adequate time for as -
built survey prior to backfilling.
4.2 SURVEYS BY CONTRACTOR
4.2.1 The CONTRACTOR shall verify all grades, lines, levels and dimensions as
shown on the drawings, and shall report any errors or inconsistencies to the COMPANY.
4.2.2 CONTRACTOR shall perform necessary field surveys for the installation of
casing, bored directionally drilled and open cut crossings, for the proper grading of the
trench and bending of the pipe to properly fit the trench contours, for locating any existing
underground facilities and for other such main installations except for field survey work
specified to be performed by COMPANY.
4.2.3 CONTRACTOR is ultimately responsible for the locating and determining the
depth of all underground facilities prior to trenching operations.
4.2.4 CONTRACTOR shall prepare, for COMPANY review and acceptance, a project -
specific Foreign Utility Day Lighting Procedure, in accordance with article 8.3.2.
COMPANY acceptance of the Foreign Utility Day Lighting Procedure shall not relieve the
CONTRACTOR for liability or harmful consequences of its crossing operations.
4.2.5 CONTRACTOR shall expose all foreign utilities and pipeline crossings by hand
excavation or a hydro -vacuum technique.
4.2.6 CONTRACTOR shall use an electronic pipeline/line locator, to be approved by
COMPANY, along the entire right-of-way prior to grading and trenching to determine the
exact location of all existing facilities which may be encountered and may affect the Work
hereunder. CONTRACTOR shall confirm the location and depth of cover on all buried
utilities to be crossed, to allow COMPANY to determine if any changes in crossing
technique will be required, and to facilitate the installation of foreign pipeline crossing
ramps. This confirmation at each location shall take place in advance of any equipment
crossing, and before any grading or machine excavation work takes place, all in
accordance with the underground facilities exposure requirements of Article 8.3.
l
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4.2.7 CONTRACTOR shall pay particular attention to the elevation and location of
mainline valves and fabricated assemblies to ensure that they are installed level, at the
proper height and free from excessive stresses.
5.0 CLEARING, GRADING AND TEMPORARY EROSION AND SEDIMENTATION
CONTROL
5.1 GENERAL
5.1.1 Prior to commencing construction activities on the construction right of way,
CONTRACTOR shall open fences crossing the right of way and install temporary gates
therein in accordance with Article 26, Fencing.
5.1.2 Before starting clearing and/or grading operations, CONTRACTOR shall
familiarize itself with any special provisions that may be required with the line lists and/or
applicable environmental requirements and shall comply with these provisions.
CONTRACTOR shall take immediate corrective action to rectify any inadvertent
misapplication or oversight of these provisions or environmental controls.
5.1.3 The CONTRACTOR shall use only such roads through farms or other lands as
are designated approved for use as shown on the Construction Drawings. Access roads
shall be maintained in good condition at all times. All commitments made by the
COMPANY to all applicable agencies, regarding access over water bodies and across
wetlands, shall be adhered to by the CONTRACTOR.
5.1.4 The CONTRACTOR shall install and maintain orange safety fence between the
edge of the approved work area and nearby residences (i.e., residences within 50 feet)
such that the fence extends a minimum of 100 feet along the edge of the approved work
areas in both directions from the limits of residence. Orange safety fence will be required
in other areas as specified on the Construction Drawings, the permits and approvals
issued for this project, and/or the construction line lists.
5.1.5 Existing fences and all -terrain -vehicle barriers in approved work areas may be
removed during construction but must be repaired or replaced during restoration.
5.1.6 The CONTRACTOR shall obtain approval from the COMPANY prior to the
commencement of any clearing operations to ensure that clearing of the work space is
consistent to the terms of all landowner agreements. Before clearing operations
commence, the CONTRACTOR shall be familiar with all special provisions relating to
right-of-way secured by the COMPANY, and the CONTRACTOR shall comply with these
provisions as outlined in the Construction Line List and site specific environmental
requirements. Where the COMPANY has obtained approval to clear trees, the
CONTRACTOR shall pile the cut merchantable timber on the right-of-way or temporary
work space or disposed of as directed by the COMPANY.
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5.2 ONE CALL
It shall be the CONTRACTORs responsibility to use the local state's ONE CALL system
prior to commencing construction.
5.3 CLEARING
5.3.1 Gates as specified by COMPANY, either temporary or permanent, must be
installed and maintained along cut fences to contain livestock so they are prevented from
leaving the property or entering the approved work area during construction. Temporary
or permanent gates must also be installed and maintained where requested by the
landowner or land -managing agency. Any gaps in natural barriers used for livestock
control created by construction activity will be fenced according to BLM requirements or
landowner's instructions. Fences and all -terrain -vehicle barriers in approved work areas
may be removed during construction, but must be repaired or replaced by the
CONTRACTOR during restoration. Fences must be constructed in accordance with BLM
requirements as depicted in the Plan of Development included in Exhibit "G" —
Environmental and Safety Documents.
5.3.2 Where a Landowner or tenant has a special request to save particular trees or
shrubs as indicated in the Line Lists, the trees or shrubs shall be flagged by
CONTRACTOR prior to clearing. Snow fencing or other suitable fencing shall then be
erected around the trees or shrubs to protect them from damage during construction at
CONTRACTOR's cost. CONTRACTOR shall use special installation techniques and/or
boring to install the pipeline underneath specimen trees, shrubs shelter belts and/or
windows as specified in the Line Lists.
5.3.3 In order to prevent damage to existing property, pipelines, adjacent trees and
brush, bordering trees shall be felled onto the cleared right of way.
5.3.4 Trees shall be felled away from drainages and water bodies to reduce damage to
aquatic habitat. Trees, debris or soil inadvertently deposited within the high water mark of
any drainage or waterbody shall be immediately removed. Trees shall not be skidded
across a drainage or waterbody.
5.3.5 In clearing the right-of-way and in the performance of the work there under, the
CONTRACTOR shall give due consideration to the interests and property of landowners
and tenants wherever involved and shall carry out and perform its work in a manner which
shall cause a minimum of inconvenience, injury or damage.
5.3.6 Prior to cutting through woodlots or plantations on the right-of-way and
negotiated temporary work space, specimen trees marginal to the right-of-way limit shall
be flagged by the COMPANY and protected from damage by the CONTRACTOR by the
use of such items as rubber tires, snow fences, safety fences, etc.
5.3.7 In order to prevent damage outside the approved construction right-of-way, brush
and trees shall be felled within staked limits. Care shall also be exercised when removing
branches overhanging the right-of-way. Primary branch cuts shall only be made at branch
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intersection using a chain saw or handsaw. All cuts to the tree shall be immediately
protected with tree surgeon paint. Stumps and other loose debris from the right-of-way
shall be cleared a sufficient distance from the trench line so that the spoil bank from the
trenching operations will not fall on any foreign matter that might become mixed with the
excavated soil.
5.3.8 Only experienced woodcutters shall be employed on clearing operations.
5.3.9 Brush and timber encountered on the right-of-way shall be cleared to a width not
exceeding the construction right-of-way width. Vegetation, including tree stumps, shall be
cut flush with the ground with the stumps and root balls left in place, except over the
trenchline, areas requiring topsoiling, and as necessary to create a safe and level
workspace.
5.3.10 On BLM lands, the CONTRACTOR shall salvage 3 to 5 tons/acre of brush and
trees whole. Salvaged brush and trees shall be stockpiled for later use in reclamation.
5.3.11 The CONTRACTOR shall cut merchantable timber into 15 foot lengths and pile
the cut merchantable timber on the right-of-way or temporary work space or disposed of
as directed by the COMPANY. The CONTRACTOR shall have the right to use
unmerchantable timber cut from the right-of-way as necessary to perform the Work, unless
otherwise noted in the Construction Line List or other permits. Nonmerchantable timber,
stumps, and brush must be disposed of by grinding, chipping and spreading on the right of
way or hauling to sites approved by COMPANY. Burning is not allowed.
5.3.12 Grinding and chipping of clearing debris will be considered by COMPANY as an
alternate disposal method. CONTRACTOR shall provide COMPANY with a written
procedure for chipping or grinding clearing debris which will include type of equipment to
be used and method of disposing of chips or grindings. Providing landowners, tenants
and authorities having jurisdiction are in concurrence with the procedure, COMPANY
would grant approval. This method of disposal would not be treated as additional
compensation.
5.3.13 Where chipping is not practicable, nonmerchantable timber, overhanging limbs,
slash stumps, and brush will be disposed of by the CONTRACTOR in accordance with all
applicable permits and state and local regulations. This method of disposal would not be
treated as additional compensation.
5.4 WATER CROSSINGS
5.4.1 Trees, shrubs and riparian vegetation shall be preserved to the extent practicable
near all water crossings and wetlands. Trees within 10 feet of the banks of water
crossings may be removed provided that no rutting or damage to the bank occurs and that
erosions and sediment control measures acceptable to the COMPANY Representative are
installed. Access locations shall also be clearly marked prior to clearing.
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5.4.2 The CONTRACTOR shall minimize the extent of work space utilization through
native vegetation areas, as directed by the COMPANY. This may include minimizing
clearing, grubbing and grading and only stripping topsoil over the trenchline.
5.5 WETLANDS
Where tree removal is necessary in wetland areas they shall be cut flush with the terrain
surface and the stumps left in place (except the trench line), to avoid creating bogholes.
Removal of trees to accommodate future operations shall be avoided, and in any event,
the number of trees removed shall be kept to a minimum.
5.6 TOP SOIL CONSERVATION
5.6.1 Prior to any earth moving or pipe hauling on the site, topsoil shall be stripped and
conserved to depths and widths as indicated in the Plan of Development and
environmental Specifications and as directed by COMPANY. Topsoil requirements are
detailed in the Soil Erosion, Sedimentation, and Erosion Control Plan included in the Plan
of Development in Exhibit "G-2". Equipment for stripping and replacing topsoil shall be
subject to COMPANY approval.
5.6.2 All stripped topsoil shall be stockpiled separately from any subsoil in accordance
with Drawings.
5.6.3 Through agricultural land and in other areas as approved by COMPANY,
CONTRACTOR may strip additional width on the spoil side to allow greater separation of
topsoil and trench spoil to minimize the risk of contaminating the topsoil with subsoil
material clammed out of the trench prior to lowering in, at no additional compensation to
CONTRACTOR.
5.6.4 Wherever grading is required (sidehills, slopes, stream crossings, road crossings,
etc.), the topsoil shall be stripped and stockpiled separately from graded or excavated
subsoil, all at no additional compensation to CONTRACTOR. Additional areas to be used
by CONTRACTOR at each crossing shall be stripped of topsoil prior to placement of any
subsoil material in that area all at no additional compensation to CONTRACTOR.
5.6.5 At locations where topsoil stripping occurs to accommodate grading
requirements, CONTRACTOR shall identify the topsoil piles with a suitably marked survey
stake to minimize the risk of confusion at time of restoration.
5.6.6 Where the working side is not being stripped, topsoil may be used to ramp over a
foreign buried line, except where COMPANY determines that this would harm a particular
soil type.
5.6.7 On BLM lands, topsoil will be salvaged to a depth of six (6) inches over the
trenchline, across the entire right-of-way in areas that require grading, or as other wise
specified by the Environmental Inspector.
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5.6.8 In all unfarmed or in all unsaturated wetlands, topsoil will be graded to a depth of
twelve (12) inches or as other wise specified by the Environmental Inspector.
5.6.9 In actively cultivated agricultural lands, hayfields or residential areas top soil will
be graded up to a depth of twelve (12) inches or as specified by the Environmental
Inspector.
5.6.10 In saturated wetlands, topsoil segregation is not necessary. The Environmental
Inspector will determine if a wetland is too saturated to allow topsoil segregation.
5.6.11 Topsoil and subsoil disturbed during grading operations must not be mixed with
foreign material (e.g., rock, stumps, or slash), and shall be stored in such a way that it is
not prone to erosion, however, it shall not be covered with plastic or other materials.
During grading and excavation, keep spoil in the vicinity of where it was removed.
5.6.12 Topsoil shall not be piled in a manner that increases its water content. Drains
and ditches shall not be blocked by topsoil or subsoil storage piles.
5.6.13 The CONTRACTOR shall place gaps in the topsoil pile periodically to avoid
ponding and excess diversion of natural runoff during storm events. Soil will not be stored
in flowing waterbodies and dry drainages or washes that cross the right-of-way will not be
blocked with spoil.
5.6.14 CONTRACTOR shall provide openings in the topsoil pile for wildlife movement
and where necessary to permit the landowner to move his stock and equipment across the
right of way. These openings shall be spaced at approximately 1 -mile intervals and at well
defined livestock trails and in accordance with the Construction Line list.
5.6.15 The soil conservation requirements listed above shall apply for all construction
work where excavations are necessary including pigging operations, trenching for cathodic
cables or test leads and deep excavations at roads.
5.6.16 The CONTRACTOR shall stabilize the topsoil pile, as directed by the COMPANY
Representative, to minimize topsoil loss by wind erosion during dry conditions or windy
conditions. The selection of an appropriate stabilization method will be made in
consultation with the COMPANY Representative and will include the application of water
to crust the topsoil or if specifically requested, the application of a tackifier. In the event
that significant wind erosion occurs during topsoil handling or wet soil conditions,
COMPANY may direct CONTRACTOR to suspend topsoil handling until conditions
improve.
5.6.17 The COMPANY Representative will advise the CONTRACTOR of appropriate
mitigative measures whenever soils on agricultural land become excessively wet. If
mitigative measures cannot be successfully implemented, the CONTRACTOR shall
temporarily suspend some or all operations as directed by the COMPANY Representative.
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5.7 GRADING
5.7.1 The CONTRACTOR shall grub or otherwise remove all stumps from the trench
line and the space required for spoil storage. Disposal of stumps shall be by chipping
removal from the right-of-way, or as specified in the on the Construction Drawings, in the
contract documents or in the Construction Line List.
5.7.2 Grading shall normally be performed to the extent necessary to accommodate
bending limits, as specified in Article 10, and to provide a safe, level working surface for
construction equipment. Also, grading shall not be taken to the point where it becomes
detrimental to natural drainage and slope stability. However, the extent of grading shall
also be restricted where, in the opinion of the COMPANY, the safety of existing facilities or
utilities are being jeopardized. Graded subsoil materials shall be stockpiled so it can be
returned to its original depth and location.
5.7.3 Spoil from grading shall be stockpiled so as to avoid blocking drainage ditches
and to minimize erosion. Indiscriminate spreading of spoil into treed or crop area will not
be permitted.
5.7.4 Slopes subject to erosion shall after grading, be temporarily protected in
accordance with specified requirements.
5.7.5 When the CONTRACTOR is cutting grade along or across existing pipelines
spoil or mats shall be placed over the existing lines to provide additional separation
between pipeline equipment and the existing pipelines.
5.7.6 If, during the course of grading activities an archaeological site, paleontological
site, or human remains are encountered work in the area of the find will stop immediately
and the area will be flagged or fenced off to protect the integrity of the find. The
CONTRACTOR will immediately notify the Environmental Inspector and the COMPANY of
the find, and work will not restart in the area until mitigation, as deemed acceptable by the
COMPANY, is completed. The COMPANY will be responsible for notifying the appropriate
regulatory and/or law enforcement agencies of the find. Refer to the Plan of Development
in Exhibit "G-2", Cultural Resources Protection Plan and Paleontological Resources
Protection Plan.
5.7.7 CONTRACTOR shall provide openings in the spoil pile for wildlife movement and
where necessary to permit the landowner to move his stock and equipment across the
right of way. Placement of these openings shall coincide with openings in the top soil as
stated in Article 5.6.14. These openings shall be spaced at approximately 1 -mile intervals
and at well defined livestock trails and in accordance with the Construction Line list.
6.0 TEMPORARY EROSION AND SEDIMENTATION CONTROL
6.1 GENERAL
6.1.1 The temporary erosion and sediment control structures shall be installed
immediately after initial disturbance of the soil and maintained throughout construction (on
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a daily basis) and reinstalled as necessary until replaced by permanent erosion controls or
restoration of the right-of-way is complete. The CONTRACTOR will remove temporary
erosion control structures only at the direction of the COMPANY Representative.
6.1.2 The CONTRACTOR shall inspect all temporary erosion control measures at least
daily in areas of active construction or equipment operation, weekly in areas with no
construction or equipment operation, and within 24 hours of each 0.5 inch or greater
rainfall event. The CONTRACTOR shall repair all ineffective temporary erosion control
measures within 24 hours of identification.
6.2 SEDIMENT BARRIERS
6.2.1 The CONTRACTOR shall install straw bale and silt fence sediment barriers to
slow water flow and intercept suspended sediment in accordance with the Soil
Conservation, Sedimentation, and Erosion Control Plan included in the Plan of
Development in Exhibit "G-2". Straw bale and silt fence sediment barriers may be used
interchangeably or together depending on site specific conditions. In most cases, silt
fences will be utilized where longer sediment barriers are required.
6.2.2 The CONTRACTOR shall use mulch and straw bales that are certified as weed
free. Mulch and straw bales shall be certified by the agency granted authority from the
state Department of Agriculture to certify mulch and straw bales.
6.2.3 Mulch and straw bales shall be subject to inspection by the COMPANY
Representative who will have the authority to reject materials that are not certified,
materials not properly labeled or identified as certified, or mulch or straw bales that contain
evidence of noxious weeds or other undesirable species. Mulch or straw bales that are
rejected shall be replaced at the CONTRACTOR's cost.
6.2.4 Sediment barriers shall be installed by the CONTRACTOR for temporary
sediment control below disturbed areas where there is a hazard of off-site sedimentation.
These areas include:
a) The base of slopes adjacent to road crossings.
b) The edge of the right-of-way adjacent to and upgradient of a roadway, flowing
stream, spring, wetland or impoundment.
c) Around topsoil and spoil stockpiles where necessary.
d) At water discharge locations where required, in addition to dewatering structures.
e) Where waterbodies or wetlands are adjacent to the construction right-of-way, the
CONTRACTOR shall install sediment barriers along the edge of the construction
right-of-way as necessary to contain spoil and sediment within the right-of-way.
f) Across the entire construction right-of-way all flowing waterbody crossings.
g) Across the entire construction right-of-way immediately upslope of the wetland
boundary at all wetland crossings.
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h) Along the edge of the construction right-of-way within wetland boundaries, as
necessary to contain spoil and sediment within the right-of-way.
6.2.5 The CONTRACTOR shall install sediment barriers immediately after initial
ground disturbance of the waterbody, wetland or adjacent upland. The CONTRACTOR
shall maintain all sediment barriers throughout construction and reinstall as necessary
(such as after backfilling of the trench).
6.2.6 The CONTRACTOR shall consult with the COMPANY Representative on
spacing or omission of diversion berms in areas that are rocky or erosion resistant. Where
the ground surface is naturally rocky and resistant to erosion, diversion berms may be
omitted or the spacing increased at the discretion of the COMPANY Representative.
6.2.7 The limits of installations will be based on the judgment of COMPANY's
Representative after consideration of slope steepness, slope length and soil type (texture
and coarse fragment content).
6.2.8 Straw bale sediment barriers shall consist of a row of tightly abutted straw bales
placed perpendicular to runoff direction and keyed into the ground. Areas where straw
bales are typically used include the downhill side of a steep side slope above a sensitive
area, minor swales, drain ditches and for protection of stockpiles and other sensitive sites.
The CONTRACTOR shall maintain straw bale sediment barriers by removing collected
sediment and replacing damaged bales. Should regular inspection reveal sediment
loading at greater than 40% full behind a barrier, sediment will be removed and placed in
an area where it will not reenter the barrier or waterway. If straw bale filters cannot be
cleaned out due to access problems, install a new row upslope.
6.2.9 Silt fences shall be used primarily across the full right-of-way at all water body
crossings, around soil and spoil stockpiles, and across slope breaker outlets. Silt fences
shall consist of specially manufactured filter fabric attached to supporting posts. The
CONTRACTOR shall key the base of the fabric into the ground on the upslope side of the
barrier. The depth of the anchor trench shall be adjusted if undermined. Silt fence may be
used in conjunction with other control measures such as straw bales, wire mesh and snow
fence.
6.2.10 Sediment barriers placed at the toe of a slope shall be set at least 6 feet from the
toe of the slope, if possible, in order to increase ponding volume.
6.2.11 Should regular inspection reveal sediment loading at or near 40 percent,
sediment will be removed and placed in the right-of-way where it will not reenter the
sediment barrier impoundment or a waterway.
6.2.12 Sediment control structures shall be placed so as not to hinder construction
operations. If silt fences or straw bale sediment barriers are placed across the entire right-
of-way (waterbodies, wetlands, roads), a provision will be made for temporary traffic flow
through a gap within the structure.
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6.2.13 Immediately following each day's shutdown of construction activities, a row of
straw bales or a section of silt fence will be placed across the upgradient side of the gap
with 24 -inches of overlap at each end of the barrier gap, followed by bales tightly fitted to
fill the 15 -foot gap by the CONTRACTOR. Following completion of the equipment
crossing, the gap will be closed using silt fence or straw bales installed as previously
discussed in this Article. Alternatively, the CONTRACTOR shall install a driveable berm in
this gap
6.2.14 Silt fence and straw bale sediment barriers will be removed only with the
approval of the COMPANY Representative.
6.3 TEMPORARY SLOPE BREAKERS (WATER BARS)
6.3.1 Temporary slope breakers are intended to reduce runoff velocity and divert water
off the construction right-of-way.
6.3.2 The CONTRACTOR shall install temporary slope breakers in areas of steep
slopes or sidehills to prevent erosion at locations approved by the COMPANY
Representative at the following spacing:
Slope (%) Spacing (feet)
5 - 15 300
>15 - 30 200
>30 100
6.3.3 The gradient of each slope breaker shall be 2 to 6 percent. The CONTRACTOR
shall not install temporary slope breakers (water bars) in cultivated land.
6.3.4 Temporary slope breakers shall be constructed of compacted sub -soil, silt fence,
staked straw bales, or sand bags. The CONTRACTOR shall direct the outfall of each
temporary slope breaker to a stable, well vegetated area or construct an energy -
dissipating device at the end of the slope breaker and off the construction right-of-way.
Where slope breakers extend beyond the edge of the construction right-of-way to divert
runoff into stabilized areas, they are subject to approval by the COMPANY
Representative.
6.4 DRAINAGE CHANNELS OR DITCHES
Drainage channels or ditches shall be used on a limited basis to provide drainage along
the right-of-way and at the toe of cut slopes to direct surface runoff across the right-of-way
or away from disturbances and on to natural undisturbed ground. Channels shall be
constructed by the CONTRACTOR during grading operations. Where there is inadequate
vegetation at the channel's outlet, sediment barriers, check dams or other appropriate
measures will be used to prevent erosion as approved by the COMPANY Representative.
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6.5 TEMPORARY MULCHING
6.5.1 Temporary mulch shall consist of certified weed free straw or some functional
equivalent approved by the COMPANY Representative, in accordance with Article 25.6.3.
6.5.2 The CONTRACTOR, where applicable, shall apply temporary mulch at the rates
and in accordance with Article 25.6.3.
6.5.3 The CONTRACTOR will not apply temporary mulch in cultivated areas unless
specifically requested by the landowner or the COMPANY Representative.
6.6 WIND EROSION
6.6.1 The CONTRACTOR shall temporarily suspend topsoil -handling operations when
inordinately windy conditions result in excessive topsoil movement. The CONTRACTOR
shall apply a water spray to crust topsoil stockpiles when topsoil losses from wind are
determined by the COMPANY Representative or the appropriate agency to be
unacceptable.
6.6.2 The CONTRACTOR shall implement other wind erosion control measures as
directed by COMPANY's Representative. The COMPANY Representative shall determine
on a site -by -site basis whether water, snow fences, mulches, tackifiers, barriers such as
straw bales or silt fences, or other measures shall be installed or implemented by the
CONTRACTOR to reduce the potential for damage from wind erosion.
7.0 UNLOADING, HAULING AND STRINGING ALL MATERIALS
7.1 DELIVERY POINTS AND STOCKPILES OF COMPANY SUPPLIED MATERIALS
7.1.1 Mainline pipe, valves, tees, fittings, and other COMPANY supplied materials shall
be delivered F.O.B. to the CONTRACTOR, or as otherwise stated in the SCOPE OF
WORK, SPECIFIC CONDITIONS.
7.1.2 The CONTRACTOR shall receive and record all subsequent material
movements. These records shall be so detailed that the location of the materials will be
known at all times.
7.1.3 The CONTRACTOR shall not mark any pipe, valves, or fitting utilizing field die
stamping.
7.2 DIVERSIONS AND RESHIPMENTS
If, at any time, pipe, valves or other materials are diverted or reshipped to points other
than the original destination, at the request of or for the convenience of the
CONTRACTOR, the expenses of such diversion or reshipment shall be paid by the
CONTRACTOR.
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7.3 MATERIAL CHECKING
7.3.1 The COMPANY shall keep the CONTRACTOR informed as to the locations
where materials are being shipped and/or delivered. The COMPANY and the
CONTRACTOR shall together witness delivery of all material and/or the delivery into the
hands of the CONTRACTOR of all materials. The said materials shall be jointly checked
for quantity and condition by the CONTRACTOR and the COMPANY. The authorized
representatives making such inspections shall make a written record thereof, by use of a
Material Receiving Report, which shall set forth the quantity and condition of the materials,
and upon completion the same shall be signed by the parties making the same; and such
record shall thereafter be conclusive as between the parties thereto.
7.3.2 If materials are received in a damaged condition and/or the quantities listed on
the bill(s) of lading are inaccurate, an inspection shall be made by an agent of the carrier
before unloading or any removal of material takes place. A report detailing the condition of
such load(s) shall then be prepared, copies of which will be made available to all
interested parties, i.e. COMPANY, CONTRACTOR, carrier or Vendor. Upon taking
delivery of the materials, the CONTRACTOR shall be solely responsible for them and all
remedial work required to repair any additional defects or damage detected after this initial
inspection shall be to the CONTRACTOR's account.
7.3.3 Upon receipt of pipe coated with mill -applied fusion bond epoxy and/or abrasion
resistant coating, the CONTRACTOR shall visually inspect all the pipe and the condition of
the coating. Prior to acceptance of the pipe by the CONTRACTOR, the COMPANY
Representative and CONTRACTOR shall jointly agree to the amount of damaged coating
(excluding pinholes) to be repaired by the CONTRACTOR at COMPANY's expense.
7.3.4 Repairs to damaged coatings shall be made using the procedure detailed in the
Coating and Painting Specification, Article 13.0, External Coatings.
7.3.5 The CONTRACTOR may elect to inspect all the pipe, for pinholes, using a
holiday detector in accordance with specified requirements. Any pin-hole defects in excess
of 3 jeeps per joint found during the course of this inspection shall be clearly marked,
recorded and repaired at COMPANY's expense. If the CONTRACTOR elects to waive
the inspection of yard -applied coating for pinholes, any and all subsequent coating repairs
shall be the CONTRACTOR's responsibility. Any costing defects or damage found after
the preliminary inspection shall be repaired at CONTRACTOR's expense.
7.3.6 The COMPANY will endeavor to supply pipe with residual magnetism levels at 30
Gauss or less. The CONTRACTOR shall also measure the residual magnetism in the
pipe prior to acceptance. If the CONTRACTOR elects to waive this measurement, any and
all subsequent costs associated with welding difficulties due to residual magnetism shall
be borne by the CONTRACTOR.
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7.4 UNLOADING AND SHIPPING DELAYS
7.4.1 The CONTRACTOR shall protect and indemnify the COMPANY against any
charge of demurrage, storage or other charges incident to failure of the CONTRACTOR to
promptly unload COMPANY supplied materials upon arrival at the various delivery points.
7.4.2 The COMPANY shall not be liable for costs due to shipping delays except as
expressly provided in the Contract. If there are delays in receipt of materials as identified
within the Scope of Work CONTRACTOR shall take all reasonable appropriate actions to
minimize the cost and schedule impact of such delays.
7.5 UNLOADING, HAULING AND STRINGING
Except where the COMPANY has accepted delivery of material before CONTRACTOR is
on site, CONTRACTOR is responsible for unloading all pipe and materials furnished by
COMPANY promptly upon arrival of such pipe or materials at the various pre -designated
receiving locations.
7.6 STORAGE
7.6.1 The CONTRACTOR shall provide all necessary storage facilities at sites that
provide for adequate security, as acceptable to the COMPANY.
7.6.2 Valves and fittings may be provided to CONTRACTOR with end caps to maintain
internal cleanliness. These caps shall be maintained in place until the valves are installed
in the fabrication. In the event that valve ends are not capped at time of transfer to
CONTRACTOR, CONTRACTOR will seal off the ends to the satisfaction of COMPANY
and maintain this protection until the valves are installed in the fabrication
7.6.3 Small items, supplies, and materials which could be damaged by exposure to the
elements shall be stored under cover in a suitable, secure warehouse until installation.
7.6.4 All costs, including equipment and manpower for handling material at the
COMPANY storage sites, shall be included in the Contract Price.
7.7 SURPLUS MATERIAL
7.7.1 Upon completion of the project, the CONTRACTOR shall assemble, transport
and deliver all surplus materials (including line pipe) to the COMPANY at storage locations
designated by the COMPANY in the Scope of Work, Exhibit "B". Such surplus pipe and
materials shall be transferred from the custody of CONTRACTOR to COMPANY at that
time by means of Material Transfer Form(s).
7.7.2 Scrap materials are the property of the COMPANY and the CONTRACTOR shall
stockpile or dispose of them as instructed by the COMPANY.
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7.7.3 The CONTRACTOR shall cut and bevel pups 10 feet or longer and shall load,
transport, unload and stockpile all surplus pipe, in accordance with Drawing ENT -STD -607
or as directed by the COMPANY.
7.8 STOCKPILE SITES
7.8.1 Stockpile sites for pipe have been acquired and prepared by COMPANY. Pipe
will be provided to CONTRACTOR stockpiled at these sites. See Scope of Work, Exhibit
"B" for details.
7.8.2 CONTRACTOR is required to minimize further disturbance at the stockpile sites.
These stockpile sites are considered part of the construction site and therefore the
requirements of the Contract Documents are applicable to these sites.
7.8.3 CONTRACTOR will review each stockpile site to determine whether any
additional site work is necessary to allow load out of pipe from these sites.
CONTRACTOR shall request in writing from COMPANY any site modifications he deems
necessary to safely load out pipe, 10 days in advance of needing to make these site
changes. COMPANY will review requested changes and where possible, within project
and regulatory guidelines, will work with CONTRACTOR to allow these site improvements.
All costs associated with further site improvements will be at no additional compensation
to CONTRACTOR.
7.8.4 CONTRACTOR shall ensure that appropriate signs are erected at stockpile site
limits and access points to roads in accordance with local authorities and contract
conditions warning the public of construction activities.
7.8.5 Once CONTRACTOR has removed all pipe from a stockpile site any lumber,
spacer rope or stockpile debris shall be cleaned up and disposed of to COMPANY's
satisfaction. CONTRACTOR is required to return the stockpile sites to their original
condition.
7.9 STRINGING
7.9.1 The CONTRACTOR shall provide the necessary trucks and equipment for
hauling and stringing of all materials furnished by the COMPANY to the right-of-way and
shall perform all such work in a manner satisfactory to the COMPANY that will avoid
damage to line pipe, internal and external coatings as applicable, casing pipe, valves and
all other materials.
7.9.2 The CONTRACTOR shall haul to the work site all materials furnished by the
COMPANY. CONTRACTOR shall be responsible for obtaining any special permits or
approvals for the hauling and stringing of pipe joints.
7.9.3 The handling of pipe shall be accomplished by using lined hooks, or equivalent,
of sufficient bearing surface so as not to overstress the steel or damage the end bevel.
During hauling and stringing there shall be no direct contact between adjacent pipes or
pipe and truck. Tie -down chains or cables are not permitted. Only nonmetallic tie -down
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straps shall be used to prevent any possible injurious contact with pipe. Pipe handling
techniques shall be such as to prevent any damage or deformations to the pipe or its
coating. An approved vacuum lift system is also acceptable. The pipe shall be "tested" or
an "A -Frame" to stabilize the pipe when hauling over two lengths of pipe.
7.9.4 Pipe shall be properly supported when placed on the Right -of -Way in such a
manner that will not allow uncontrolled movement of pipe.
7.9.5 No stringing of pipe or other materials shall be performed within 1,500 feet of
blasting and rock excavation while such activity is in progress.
7.9.6 All damage to pipe, valves and fittings caused by lifting cables and rough
handling shall be brought to the attention of the COMPANY and the COMPANY shall
decide if they are to be repaired or replaced by the CONTRACTOR at its expense.
Repairs shall be completed in the presence of COMPANY. COMPANY may choose to
forego this requirement at its discretion.
7.9.7 CONTRACTOR shall haul pipe only on those roads and access trails approved
and developed for the project. Truck drivers determined to have deliberately used access
roads not approved for the project or operating outside the staked working boundaries of
the right-of-way shall be released from the project.
7.9.8 When hauling pipe with an A -Frame structure, the contractor shall not move the
truck with the straps removed from the load until the top layer of pipe is removed.
7.9.9 CONTRACTOR shall string pipe in such a manner so as to leave an access
across the right-of-way to correspond with gaps in the topsoil pile (see Grading
Specification, Article 5.0) to facilitate the passage of farm equipment, livestock and wildlife.
7.9.10 CONTRACTOR shall ensure that minimum disturbance is made to other traffic
using existing roads or access roads.
7.10 STRINGING RIGHT-OF-WAY AND ROAD CONDITIONS
7.10.1 Stringing of pipe, weights and other heavy materials shall be suspended during
periods of extreme wet weather or unstable ground conditions, when continuation of
stringing operations could cause irreparable damage to the right-of-way soil structure or to
access roads. On BLM roads, a maximum of three (3) inches of rutting shall be allowed.
The CONTRACTOR shall cease activities when soil or road surfaces become saturated to
a depth of three (3) inches unless otherwise approved by the BLM Authorized Officer. The
Contractor shall not mud blade BLM roads. The COMPANY may approve the use of low
ground pressure vehicles, for stringing (and other operations) when adverse ground
conditions prevail.
7.10.2 Where the CONTRACTOR is required to cross road ditches to access the right-
of-way, any temporary culverts required to be installed in the ditch shall be supplied by the
CONTRACTOR. The CONTRACTOR shall be responsible for maintaining the ditch in
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good condition during construction; and for the removal of all materials and for cleanup
after construction.
7.11 TEMPORARY STOCKPILE SITES
7.11.1 Where temporary stockpiling of pipe is required, the CONTRACTOR shall
provide all necessary trucks and equipment for the loading, transporting, unloading and
stockpiling operations.
7.11.2 The CONTRACTOR shall stockpile the pipe in accordance with Drawing ENT -
STD -607 and in a manner satisfactory to the COMPANY and shall exercise extreme care
to avoid damage to the pipe.
7.11.3 Pipe to be stored must be supported on the bottom tier by timbers or berms
covered with plastic sheets such that the pipe does not contact the ground or surface
water and shall be sufficiently sloped to assure drainage of water from pipe interior.
7.11.4 Timber for stockpiling shall be supplied by the CONTRACTOR at its expense.
Supporting skids shall be sufficiently leveled prior to placing the pipe to ensure contact
between the pipe and each skid and at the same time maintain full contact between the
nested pipes for the full length of each joint. Chocks shall be used at each skid line and
for each bottom row of pipe to prevent collapse of the stockpile.
7.11.5 Timber supports and chocks must be well -padded with heavy carpet or approved
equal for coated pipe.
7.11.6 Each joint shall be individually placed in a stockpile, i.e., rolling of pipe into a
stockpile will not be permitted. Short lengths shall be stockpiled in the top row of piles. A
short length shall be considered to be any length of pipe 10 feet or more shorter than the
maximum pipe length in the stockpile.
8.0 TRENCHING
8.1 GENERAL
8.1.1 The CONTRACTOR shall employ OSHA approved equipment and methods
required to keep the trench in compliance with the line established by the COMPANY
regardless of the type of soil or rock encountered and regardless of the depth of
excavation necessary.
8.1.2 All equipment and materials that may be necessary to brace or shore the trench in
order to prevent caving and protect workers shall be furnished and removed by
CONTRACTOR, all at no additional compensation to CONTRACTOR.
8.2 TRENCH SPECIFICATIONS
8.2.1 TRENCH WIDTH AND DEPTH
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8.2.1.1 Unless otherwise stated on the Drawings, Utility Line List or Right -of -Way
Line list, the trench shall be a minimum of 18 inches wider that the pipe and of such
depth that the pipe shall have 36 inches minimum cover.
8.2.1.2 In those areas where the soil conditions will not permit the laying of the
coated pipe on the trench bottom, the depth of trench shall also allow for the
placement of underpadding, foam pillows or sandbags to protect the underside of the
installed pipe as required by trench conditions, in accordance with Drawings ENT -
STD -600 and ENT -STD -601.
8.2.1.3 At locations where concrete river weights, saddlebag weights, or other
appurtenances are to be installed, CONTRACTOR shall provide, without additional
compensation, a trench wide and deep enough to permit installation, with the minimum
specified depth of cover over the top of the weight. COMPANY may identify the
weighting requirements after the trench is open. CONTRACTOR shall receive no
additional compensation for trenching modifications to accommodate the weighting
requirements.
8.2.1.4 Cover at drainage ditch locations shall be measured from the top of the pipe
to the invert of the final grade of the re -graded ditch.
8.2.1.5 All stumps and roots encountered in the trench shall be cut back far enough
so that in no instance shall they come in contact with the pipe. No chips or parts of
stumps and roots, rocks or other debris shall be left in•the trench.
8.2.1.6 In side hill locations, the pipe shall be laid in original soil and not in fill
material.
8.2.2 TRENCH GRADING
8.2.2.1 The bottom of the trench shall be cut to a uniform grade so that the full width
of the trench shall be available for providing slack in the line when laid.
8.2.2.2 The trench shall be graded to obtain the specified clearances at all pipelines,
roads and railroad crossings, trenches, ditches, canals, streams or any other
obstructions specified by the COMPANY.,
8.2.3 BEND EXCAVATIONS
At over -bends and side -bends, the CONTRACTOR shall excavate the trench to allow
proper clearance between the inside bend of the pipe and the bottom or side of the
trench to maintain the minimum cover.
8.2.4 ROCK
8.2.4.1 Rock trench is defined as trench excavation in rock that is not rippable and
that cannot reasonably be accomplished using a trenching machine, backhoe, power
shovel, dragline or clam or any combination of these, after two (2) passes with a
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tractor -mounted hydraulically -operated ripper, Caterpillar D-8 or equal, trenching
machine, or by a machine equal to a Caterpillar Model 345 backhoe, equipped with a
rock bucket.
8.2.4.2 Rippable rock shall be considered as shale, hard pan, marine hard pan,
boulders, limestone or other soft rock that can be ripped by a tractor -mounted
hydraulically -operated ripper, Caterpillar D-8 or equal, trenching machine, or by a
machine equal to a Caterpillar Model 345 backhoe, equipped with a rock bucket.
8.2.4.3 Excavation of boulders which can practically be removed from the trench with
a backhoe (Caterpillar 345 or equivalent) is not considered to be rock trench
excavation.
8.2.4.4 The location and length of rock excavation by mechanical means, blasting or
with rock trenchers/saws shall be agreed to and recorded by COMPANY and
CONTRACTOR at the close of each day.
8.2.4.5. Mechanical means of rock excavation is defined as when hoe rams,
jackhammers, or rock splitters are utilized to fracture rock. In areas where the
Contractor elects to utilize mechanical rock excavation, the Company must approve
mechanical excavation in excess of 300 continuous linear feet.
8.2.4.6 Where rock, stones, boulders, gravel and/or other hard materials are in the
bottom of the trench and in the opinion of COMPANY will damage the pipe or pipe
coating, CONTRACTOR shall provide a trench deep enough and wide enough (in
accordance with Article 8.2.1) to accommodate padding (in accordance with Article 13
Pipe and Coating Protection).
8.3 FOREIGN PIPELINE AND UTILITY CROSSINGS
8.3.1 Where trenching operations parallel or cross existing underground facilities such
as pipelines and cables, etc., the CONTRACTOR shall ensure that no damage occurs to
these facilities. The CONTRACTOR shall give proper notification to the authorities having
jurisdiction over such facilities prior to the commencement of the CONTRACTOR's
trenching or boring at these locations and the CONTRACTOR's excavation for these
crossings shall be governed by the requirements of that authority. The CONTRACTOR
shall, with the COMPANY's permission and with permission from the authority, locate and
expose such underground facilities by hand excavation or utilizing hydro -vac equipment
prior to performing any machine excavation near the facility. Authorities may require their
facilities to be exposed by their own employees prior to commencement of the
CONTRACTOR's trenching or boring near their facilities.
8.3.2 CONTRACTOR shall develop a detailed Foreign Utility Crossing and Daylighting
Procedure for review and acceptance by COMPANY Representative, 7 days prior to
undertaking a foreign crossing or starting work in areas where the pipeline parallels
existing pipelines. COMPANY acceptance of the Foreign Utility Crossing and Day Lighting
Procedure shall not relieve the CONTRACTOR for liability or harmful consequences of its
crossing operations.
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8.3.3 The COMPANY will have exercised due diligence in locating foreign utility line
crossings. However, the CONTRACTOR shall confirm the occurrence and location of all
such crossings and notify the owner prior to any trenching activity in the vicinity of the
crossings.
8.3.4 After the buried facility has been located and exposed by probing, hydro-vacing
and/or hand digging, machine trenching shall proceed in accordance with the
precautionary measures specified in CONTRACTOR's Foreign Utility Crossing and
Daylighting Procedure. Where subsequent excavations become necessary, e.g., for tie-
ins or to remedy trench cave-ins, all of the requirements specified above shall be adhered
to. The CONTRACTOR shall install the pipeline across the existing facility such that a
minimum clearance of 24 inches or the requirements of the foreign utility is maintained
between the facility and the pipeline. The CONTRACTOR shall install sandbags in the
space between the pipeline and the foreign facility in accordance with requirements shown
on Drawing ENT -STD -307.
8.3.5 Where the CONTRACTOR is required to cut or disconnect any underground
facilities crossed during trenching, the CONTRACTOR shall restore or replace all affected
facilities as shown on the applicable Drawings, or as directed by the appropriate authority
or the COMPANY.
8.3.6 If construction damage occurs to water pipelines, the water pipeline will be
repaired to the owner's satisfaction. If required, CONTRACTOR shall provide an
emergency source of water for livestock or wildlife.
8.4 DIKES, LEVEES, FIREWALLS
The CONTRACTOR shall install, maintain and reconstruct any temporary facilities
necessary when cutting through existing dikes, levees, fire walls or other control devices
crossed by pipeline trench construction.
8.5 SPOIL BANK
8.5.1 GENERAL
The spoil bank from the trenching operations shall not be placed on any loose debris or
foreign matter which might become mixed during padding and backfilling operations.
8.5.2 DRAINAGE
The CONTRACTOR shall provide and maintain gaps or openings in the spoil bank
periodically to avoid ponding and excess diversion of natural runoff during storm events.
Spoil will not be stored in flowing waterbodies and dry drainages or washes that cross the
right-of-way will not be blocked with spoil. Extreme care shall be exercised to keep all
drainage ditches and waterbodies open and useful.
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8.5.3 TEMPORARY CROSSING PLUGS
CONTRACTOR shall leave in the trench soil plugs to coincide with those breaks left in the
topsoil pile, as specified in Article 5.6.4, to permit the landowner or tenant to move his stock
and equipment across and allow access for wildlife across the trench.
8.6 EXCAVATING NEAR IN-SERVICE PIPELINES
When trenching parallel to an existing pipeline in the same rights-of-way, near the existing
line and deeper than the existing line, care should be taken to leave sufficient distance and
support to ensure said line does not slough off into new excavation. If parallel line is a
coupled high pressure line, it is not permitted to expose more than one coupling at a time.
In all instances, the work should be planned such that the excavation is open a minimum
amount of time.
8.7 OPEN TRENCH
The amount of open trench permitted shall be governed by the stability of the trench and
the prevailing weather conditions, but shall be generally minimized to the extent practical.
The COMPANY Representative shall advise the CONTRACTOR of any restrictions that
may arise as a result of safety, landowner concerns and or environmental concerns. In
any case the COMPANY reserves the right to restrict the amount of open trench of the
CONTRACTOR to a reasonable distance.
8.8 TRENCH DEWATERING
8.8.1 When pumping water from the trench for any reason the CONTRACTOR shall
ensure that adequate pumping capacity and sufficient hose is available to permit
dewatering as follows:
a. All water will be discharged into a stable, well vegetated upland area at least 100
feet back from wetlands and waterbodies. Trench pump -out water containing a
high silt content must not be allowed to flow into any wetland, waterbody, ditch,
or other drainage channel. If a stable, well vegetated upland area is not available
or if water must be discharged in a wetland, all water will be discharge into a
filtering device (e.g., filter bag or straw bale dewatering structure) at least 100
feet back from waterbodies.
b. The CONTRACTOR shall monitor dewatering operations to ensure that
discharge rates and sediment loads do not exceed the capacity of the dewatering
devices. If filter bags are used, one filter bag is required per dewatering pump.
c. Sediment trapped by dewatering devices may be disposed in an upland area or
with the spent dewatering device at a facility approved to accept such waste.
d. Discharged water shall be confined to the approved work area unless both
COMPANY and the impacted landowner or land -managing agency approve to
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the CONTRACTOR stating that water may leave the approved work area on their
property.
8.8.2 The CONTRACTOR shall dewater trench in such a manner that no heavily silt -
laden water flows into any wetland or waterbody.
8.8.3 The CONTRACTOR shall screen the intake hose and keep the hose either one
foot off the bottom of the trench or in a container to minimize entrainment of sediment.
8.8.4 The CONTRACTOR shall discharge trench water and water from well points into
an energy dissipater and sediment filter using one of the following methods:
a. discharging onto splash boards within well -vegetated upland areas.
b. straw bale structures.
c. geotextile filter bags.
8.9 ARCHAEOLOGICAL AND PALEONTOLOGICAL RESOURCES
In the event that archaeological/paleontological sites or human remains are found, the
CONTRACTOR will comply with the procedures outlined in Exhibit "G" for unanticipated
cultural resources and paleontological discovery plans. Resource Inspectors, under the
direct supervision of the COMPANY Representatives, will be on site during trenching
activities in highly sensitive areas. The CONTRACTOR will inform these inspectors if a
potential or likely discovery is made during trenching activities.
9.0 BLASTING
9.1 GENERAL
9.1.1 This Specification shall be used as a guideline by the CONTRACTOR in the
preparation of its Blasting Procedure which shall recognize that blasting may be required
at locations adjacent to existing high pressure pipelines, overhead or underground utilities,
farm operations or public crossings. The CONTRACTOR and its blasting supervisor shall
be thoroughly familiar with and comply with the rules and regulations of OSHA and with all
Federal, State, County and Local regulations governing blasting operations. The
CONTRACTOR shall be familiar with requirements of the Blasting Plan, included in the
Plan of Development in Exhibit "G-2".
9.1.2 No blasting shall be done without approval of the COMPANY Representative.
Prior to any detonation of explosives in the vicinity of a loaded line, dwellings, structures,
overhead or underground utilities, farm operations or public crossings, a minimum of 48
hours notice shall be given to the COMPANY Representative, in order that the appropriate
people can be notified and the upstream and downstream mainline valves can be staffed.
9.1.3 Unless it is specified otherwise, the CONTRACTOR shall obtain all necessary
permits and shall comply with all legal requirements in connection with the use, storage
and transportation of explosives.
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9.1.4 The CONTRACTOR shall at all times protect his workers and the public from any
injury or harm that might arise from drilling dust and the use of explosives. Only workers
thoroughly experienced in handling explosives shall be permitted to supervise, handle,
haul or load and shoot explosives. In those jurisdictions where the licensing of blasters is
mandatory, the CONTRACTOR shall provide the COMPANY Representative, before any
crew assignment, with proof of the required certification for every person so required.
9.1.5 The CONTRACTOR shall use non -electric initiation systems for all blasting
operations. All blasting will be monitored for vibration levels and peak particle velocity.
This work shall be performed by a third -party vibration monitoring consultant hired by and
reporting to the COMPANY Representative. The CONTRACTOR shall therefore arrange
for all detonations to be carried out in cooperation with this consultant.
9.2 DRILLING SAFETY
Drilling shall be performed in accordance with CONTRACTOR's Safety Plan.
9.3 USE, STORAGE AND TRANSPORTATION OF EXPLOSIVES
9.3.1 Unless specified otherwise, the CONTRACTOR shall obtain all necessary
permits for, and shall comply with all Federal, State, County and Local regulations for the
use, storage and transportation of explosives. The CONTRACTOR shall provide the
COMPANY with copies of all permits obtained prior to commencing blasting operations.
9.3.2 The CONTRACTOR shall maintain an inventory and use record for all explosives
and detonating caps which shall be reconciled at the end of each working day, and shall
include the number of misfires and their disposition. The inventory and use record shall be
available for inspection by the COMPANY and jurisdictional authorities at all times.
9.3.3 The CONTRACTOR shall not leave loaded holes overnight, unattended or
unprotected. Explosives shall be only be primed immediately before use. No explosives
or blasting agents shall be abandoned on the rights-of-way.
9.3.4 Federal Regulations that apply include, but are not limited to the following:
a) 27 CFR 181 - Commerce in Explosives
b) 49 CFR 177 - Carriage by Public Highway
c) 29 CFR 1926.900 et seq. sub -part U - Safety and Health Regulations for
Construction - Blasting and Use of Explosives
d) 29 CFR 1910.109 — Explosives and Blasting Agents OSHA
9.3.5 N/A
9.4 CONTRACTOR'S BLASTING PROCEDURE
9.4.1 The CONTRACTOR shall submit to the COMPANY for approval a detailed
Blasting Procedure prior to commencing any blasting operations. COMPANY acceptance
of the Blasting Procedure shall not relieve the CONTRACTOR for liability or harmful
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consequences of its blasting operations. The following information shall be included in the
Blasting Procedure:
Scope of the Blasting Procedure
a) Typical blasting design criteria, including but not limited to:
i. Description of all blasting products and justification for their selection
H. Delay type, pattern and interval
iii. Stemming material
iv. Maximum charge per hole and per delay
v. Method for initiating explosions
vi. Maximum shot hole depth and diameter
vii. Blast vibration monitoring and control
viii. Distance to nearest above and below ground structures
b) Controlled blasting procedures and methods to be employed where the pipeline
route:
i. Parallels or crosses an electrical transmission corridor, cable or pipeline
H. Parallels or crosses a highway or road
Hi. Within or adjacent to treed areas
iv. Approaches within 100 feet of a water well or spring
v. Approaches within 1,000 feet of any residence, building or occupied structure
c) Proposed fly -rock control methods
d) Proposed safety procedures, including references to Federal, State, County and
Local regulations and requirements
e) Environmental mitigation methods and contingency planning with references to
Federal, State, County and Local requirements
f) The dates and hours during which CONTRACTOR proposes to carry out blasting
operations;
g) The safety procedures proposed to be followed including, without limitation, matting
or other protective materials, signs, flag persons, and warning systems;
h) The qualifications and permits held by CONTRACTOR's personnel who shall be
directly responsible for handling and using such explosives;
i) The location(s) where CONTRACTOR proposes to use explosives;
j) drilling patterns, anticipated load factors and detonation procedure;
k) Seismograph equipment to be used (when blasting in the vicinity of foreign buried
utilities);
I) Public and landowner notification procedure to be used; and
m) Disposal of blasting debris and containers.
9.4.2 The CONTRACTOR's Blasting Procedure shall comply with environmental
concerns along the right-of-way including site specific requirements related to blasting.
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CONTRACTOR shall monitor ground vibrations during blasting operations when blasting
occurs within 200 feet of above ground structures, water supply wells and water supply
systems
9.5 BLASTING PROCEDURE QUALIFICATION
9.5.1 The CONTRACTOR shall qualify its Blasting Procedure prior to commencing
blasting operations. The procedure qualification shall include a minimum of five (5) test
shots not exceeding 20 feet each in length, monitored with three (3) channel
seismographs. Data from the test shots shall be used by the CONTRACTOR to establish
Standard Shot in terms of pounds of explosive per delay.
9.5.2 Production shot procedures and delays shall be identical to the test shot
procedures and delays.
9.5.3 Test shots are required for each major change in geology, change in explosive
manufacturer or change in explosive grade, as determined by the COMPANY. The blast
area shall be examined for indications of excessive overbreak, cracking or ground
displacement (block movement). The CONTRACTOR shall immediately suspend blasting
operations and review the blasting procedures if overbreak or ground cracks extending
one-half (1/2) the distance to the edge of the permanent right-of-way occurs.
9.5.4 GENERAL LIMITATIONS OF BLASTING
9.5.4.1 All blasting shall be subject to the following limitations.
a) Maximum peak particle velocity of 12.0 in./sec. in any of three mutually
perpendicular axes, measured at the lesser distance of the nearest facility or
the edge of the permanent easement.
b) Maximum drill size shall be 2.5 inches unless approved by the COMPANY.
c) Maximum quantity of explosive per delay shall be governed by the recorded
measurements as influenced by Work site conditions.
d) Explosive agents and ignition method shall be approved by the COMPANY.
Anfo and other free flowing explosives and blasting agents are not acceptable
and shall not be used.
e) Drill holes shall not be left loaded overnight.
9.5.4.2 The drilling pattern shall be set in a manner to achieve smaller rock
fragmentation (maximum 1 foot in diameter) in order to use as much as possible of the
blasted rock as backfill material after the pipe has been padded in accordance with the
Specifications. The CONTRACTOR's proposed drilling pattern shall be submitted for
approval by the COMPANY Representative.
9.5.5 ADDITIONAL LIMITATIONS OF BLASTING
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9.5.5.1 The CONTRACTOR shall adhere to the following restrictions at pipeline
under crossings and all other areas where drilling and blasting is required within 15
feet of existing COMPANY or third -party facilities:
a) Drill holes shall be reduced to a maximum of 2 inches or less in diameter.
b) The number of holes per blast shall be limited to three unless otherwise
approved by the COMPANY's consultant.
c) The procedure for blasting to under cross foreign pipelines and facilities shall
require the approval of the foreign pipeline or utility.
9.5.6 ROCK FRACTURE
The drilling pattern shall be set in a manner to achieve smaller rock fragmentation
(maximum 1 foot in diameter) in order to use as much as possible of the blasted rock as
backfill material after the pipe has been padded in accordance with the Specifications.
9.6 CONTROLLED BLASTING
9.6.1 Controlled blasting practices shall be used for every blast.
9.6.2 Every precaution is to be taken by the CONTRACTOR to ensure that the
production of fly -rock will be inhibited and that the potential hazard of physical damage to
the adjacent pipeline facilities, overhead services, water bodies, woodlots or other
structures of particular concern, and of personal injury shall be at the lowest possible level.
9.6.3 Such precautions will include the matting of all exposed areas of the blast
wherever practicable. In cases where such a procedure is not deemed to be feasible, an
alternative procedure must be submitted by the CONTRACTOR for review by the
COMPANY'S blasting consultant and the site in question must be visited and examined by
the consultant before any approval is granted.
9.6.4 Fly rock leaving the right-of-way in such areas shall be collected immediately and
disposed of at disposal sites approved by the COMPANY Representative. This work shall
not be left to the cleanup crew.
9.7 BLASTING NEAR BURIED UTILITIES
When blasting is necessary in the vicinity of a pipeline under pressure, dwelling or other
structure, the CONTRACTOR shall limit the intensity of the ground vibrations emanating
from any blast to a horizontal peak particle velocity of not more than 1.5 inches per
second, measured on the ground surface above the pipe at the location nearest to the
blast site or in the case of other structures, nearest to that structure. No rock excavation
will be permitted within 15 feet of any buried facility (e.g., COMPANY facilities, foreign
utilities, etc.) unless specifically authorized, in writing, by the COMPANY Representative.
The CONTRACTOR shall note that such authorization, given by the COMPANY
Representative, shall not relieve the CONTRACTOR of any responsibility to operate in a
prudent manner and ensure the integrity of the aforementioned facilities. Rock excavation
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within this limit at the under crossing shall be accomplished using mechanical or restrictive
blasting or a combination of both methods.
9.8 BLASTING IN OR NEAR WATER BODIES
9.8.1 Where specified by the COMPANY Representative, the CONTRACTOR shall
furnish the necessary labor and equipment to employ air bubble curtains at water
crossings for the protection of existing pipelines, wildlife or other facilities.
9.8.2 In the case of river, creek or lake crossings, any necessary blasting operations
shall be carried out in such a manner that they conform in all respects with the limitations,
requirements and procedures required by the authority having jurisdiction.
9.8.3 Explosives used for river, lake or creek crossings shall be non sympathetically
propagating explosives and shall be approved by the COMPANY's consultant.
9.8.4 Rock removed from major water crossings where it is necessary to use marine -
type techniques and drill through a casing (as determined by the COMPANY
Representative) shall qualify as marine rock.
9.9 BLASTING SAFETY
9.9.1 All personnel involved in blasting operations shall thoroughly review
CONTRACTORs Safety Manual prior to commencing any drilling or blasting operations.
All personnel not involved in the actual detonation shall stand back at least 1,000 feet and
workers involved with the detonation shall stand back at least 650 feet from the time the
"blast imminent" signal is given until the "all clear" has been sounded. The
CONTRACTOR shall post flagmen on all roadways passing within 1,000 feet of the blast
area to stop all traffic during blasting operations.
9.9.2 The CONTRACTOR shall notify all landowners, residents along the right-of-way,
local authorities and owners of adjacent facilities (pipelines, powerlines, buildings, etc.)
prior to blasting operations. The CONTRACTOR shall also comply with the "One Call"
notification requirements, if available.
9.9.3 The CONTRACTOR shall post warning signs at all points of access to the
blasting area. The warning signs shall comply with the requirements of the jurisdictional
authorities and shall have lettering a minimum of four (4) inches in height on a contrasting
background. The CONTRACTOR shall use an acceptable airhorn/siren in order to give
the proper blasting warning and all clear signals.
9.9.4 Where the pipeline route parallels or crosses an electrical transmission corridor,
the CONTRACTOR shall use appropriate approved blasting procedures and methods to
minimize the potential hazard of a premature detonation due to induced currents. The
CONTRACTOR may specify the use of non -electric blasting methods.
9.9.5 All explosives shall be accounted for at all times. Explosives not being used shall
be kept in a locked magazine unavailable to unauthorized personnel. An inventory and
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use record of all explosives shall be maintained. All the above shall be done by the
qualified person responsible for handling blasting operations.
9.10 LIGHTNING HAZARD
9.10.1 A risk of accidental detonation caused by lightning strikes exists at any time the
workplace is experiencing an electrical storm and there are loaded holes on site.
9.10.2 If this hazard is judged to exist by the COMPANY's consultant, the
CONTRACTOR shall discontinue all operations and move the workers to secure positions
away from the loaded holes when an approaching storm front is within 5 miles.
9.10.3 Furthermore, workers shall not return to the work site until the storm has passed
and the closest point of lightning activity has moved at least 5 miles beyond the drilling
area.
9.10.4 The COMPANY'S consultant shall have on site COMPANY -approved lightning
detectors (model SD -2508 manufactured by Electronics Div. of S.D.I. International, Model
350 manufactured by Thomas Instruments Inc., Skyscan Lighting Detector manufactured
by Skyscan Technologies or equivalent) capable of measuring the degree of electrical
activity as a storm approaches, and the distance to the storm front from the instrument on
the right-of-way.
9.10.5 In any event, no holes shall be drilled within the specified distances from any
loaded hole required by the applicable regulation of the Department of Labor in the state
where the work is located.
9.11 EXCESS ROCK
9.11.1 Excess rock shall be distributed within the right-of-way limits or wind -rowed within
the right-of-way, if permissible to the landowner and specified in the Line List and/or as
directed by the COMPANY Representative. Windrowing shall include the movement of
rock on the right-of-way to meet the landowner requests or the applicable federal, state or
local environmental regulatory agency requests.
9.11.2 Any removal of rock or other debris from the right-of-way shall be authorized by
the COMPANY Representative and must be hauled to COMPANY approved disposal
sites.
10.0 BENDING
10.1 GENERAL
10.1.1 The CONTRACTOR shall make all necessary field pipe bends required in the
installation of the pipeline. The CONTRACTOR shall also furnish the necessary technical
personnel to determine the exact location and size of each bend, such that the pipeline
shall conform to the centerline of trench as staked by the COMPANY. The
CONTRACTOR shall be responsible for the cost of any inaccuracies and pipe damage.
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10.1.2 The COMPANY may at its option provide fabricated bends or Tong -radius weld
elbows for installation at points where, in its judgment, the use of such bends is preferable.
The CONTRACTOR shall be responsible for the proper fitting of such bends or elbows into
the pipeline and in a manner that is compatible with the pipe bent on site. Fabricated
bends supplied by COMPANY are described in the Scope of Work and shown on the
Drawings.
10.1.3 At the CONTRACTOR's request and with COMPANY approval, field bending
may be predetermined and completed prior to trenching including major river and creek
crossings. In either case, the pipe shall closely conform to the finished trench contour as
specified in Article 8, Trenching.
10.1.4 The CONTRACTOR shall protect the pipe coating by using padded bending
shoes and padded slings. Any damaged coating shall be replaced or fully repaired to the
COMPANY's satisfaction, at the CONTRACTOR's expense.
10.1.5 In addition to the requirements contained herein, all bends shall meet the criteria
set forth in DOT Part 192.313:
"(a) Each field bend in steel pipe, other than a wrinkle bend made in accordance with
Sec. 192.315, must comply with the following:
(1) A bend must not impair the serviceability of the pipe.
(2) Each bend must have a smooth contour and be free from buckling, cracks, or
any other mechanical damage.
(3) On pipe containing a longitudinal weld, the longitudinal weld must be as near
as practicable to the neutral axis of the bend unless:
(i) The bend is made with an internal bending mandrel; or
(ii) The pipe is 12 inches (305 millimeters) or less in outside diameter or
has a diameter to wall thickness ratio less than 70.
(b) Each circumferential weld of steel pipe which is located where the stress during
bending causes a permanent deformation in the pipe must be nondestructively tested
either before or after the bending process."
10.2 BENDING REQUIREMENTS
10.2.1 No bend shall be made nearer than 6.0 feet to the end of the joint of pipe. When
pipe is double or triple jointed before bending, the bend shall not be closer than 2 feet to
the circumferential weld creating the double or triple joint weld. No bends shall be made
inside the boundaries of road allowances unless otherwise approved by the COMPANY.
10.2.2 When bending, the longitudinal axis of the pipe shall not be deflected more than
1.5° in any length along the pipe axis equal to the outside diameter of the pipe. The bend
increments shall be evenly distributed within the length of the bend.
10.2.3 Pipe shall be bent so that the longitudinal seam when placed in the trench shall
be in the upper one hundred and eighty (180°) degrees, and shall be bent so that the
longitudinal seams shall be offset by a minimum 4 inches. In all bends, the longitudinal
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seams shall be on the neutral axis, with the neutral axis being defined as within thirty (30°)
degrees of the 12:00 o'clock position for side bends and within thirty (30°) degrees of
either the 3:00 o'clock and 9:00 o'clock positions for sag and overbends.
10.3 METHOD OF BENDING
10.3.1 All bending shall be done by the cold stretch, smooth bending method using a
type of bending machine approved by the COMPANY. On longitudinally welded pipe, the
seam shall be at right angles to plane of bending, unless approved by COMPANY. The
CONTRACTOR shall, at no additional expense to the COMPANY, furnish and use an
internal bending mandrel on all pipe 16" diameter and larger to achieve smooth and
undistorted bends.
10.3.2 If the pipe is internally coated, the bearing surfaces of the mandrel shall be
constructed to avoid permanently marking or damaging the internal costing. Mandrels
causing marking or damage to the internal coating shall be repaired or replaced at no
additional expense to the COMPANY.
10.3.3 All bends having a difference between the maximum and minimum diameters in
excess of 2.5 percent of the nominal outside diameter of the pipe, or having ripples, shall
be rejected and removed from the pipeline. The CONTRACTOR shall salvage the usable
straight pipe and weld it into the line as directed by the COMPANY.
10.4 FITTING OF BENDS
10.4.1 All overbends shall be made such that the crotch of the bend shall clear the high
point of the bottom of the trench. All sag bends shall be made to fit the bottom of the
trench. All side bends shall be made to fit the centerline of trench.
10.4.2 Specifications for sand padding and cover per Article 17 respectively shall be
maintained while meeting these requirements.
10.5 DAMAGE TO PIPE
10.5.1 Bends with buckles, wrinkles or gouges caused by the bending operation shall be
cut out and replaced at the expense of the CONTRACTOR. This shall include the cutting,
rebevelling of all straight pipe sections from all unacceptable bends .Hammering or the
use of jacks at anytime to reform buckles or deformed pipe is prohibited.
10.5.2 CONTRACTOR shall be charged, at cost, by COMPANY for all such damaged
pipe at cost.
10.6 RIPPLES
The maximum allowable ripple in any section of bent pipe shall not exceed 1.0% of the
outside diameter of the pipe. Ripples exceeding this level, measured between the lowest
point and the peak, shall be cut out as a cylinder. The CONTRACTOR shall salvage all
the remaining useable pipe and weld it into the pipeline.
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10.7 TEST BEND
COMPANY may direct that prior to bending any pipe for use in the Work, CONTRACTOR
shall bend specimens of the pipe, representative to that which will be used for the Work,
for the purpose of determining the maximum degree of bending and the distortional
limitations to be permitted in the pipe. For such bend tests CONTRACTOR shall furnish,
at no additional compensation, the necessary labor, equipment and supplies and
COMPANY will furnish the pipe.
11.0 WELDING
11.1 GENERAL
11.1.1 COMPANY Engineering Specifications, QUALITY CONTROL MANUAL FOR
WELDING AND NON-DESTRUCTIVE TESTING which shall form part of the Pipeline
Construction Specifications prescribes minimum requirements for welding steel materials
in pipelines, compressor stations, meter stations, pump stations, and fabricated
assemblies. This also includes air, oil, and water lines in the compressor stations and
pump stations.
11.1.2 All welding shall, in addition to any requirements listed herein, meet the
requirements of the American Petroleum Institute's "Standard for Welding Pipelines and
Related Facilities", API Standard 1104, (19th Edition) and Errata.
11.1.3 No change shall be permitted to the Specifications or Procedures without the
written consent of the COMPANY Representative. CONTRACTOR shall make available
all welder certification records for each welder working on COMPANY projects.
CONTRACTOR shall assure that proper and current qualification data is on file for the
pipe diameters, weld joint designs, material classifications and wall thickness being
welded.
11.1.4 Structural supports shall not be welded directly to any pipe, valve or fitting.
11.2 PIPELINE AND FACILITY WELDING
Engineering Welding Specifications EGP-101 and EGP-201 covers field welding of
pipelines and Engineering Welding Specification EGP-301 covers welded fabrication of
assemblies in shop facilities.
11.3 NONDESTRUCTIVE EXAMINATION
CONTRACTOR shall endeavor to perform nondestructive examination on 100% of the
field welds; COMPANY must approve the exclusion of any weld from nondestructive
examination. Field welds shall comply with the requirements of the COMPANY
Engineering Radiographic Specifications EGP-501 and EGP-601, found in COMPANY
Engineering Specifications QUALITY CONTROL MANUAL FOR WELDING AND NON-
DESTRUCTIVE TESTING, which shall form part of the Specifications. Nondestructive
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examination of 100% of shop fabrication welds shall also be performed and assessed in
accordance with these Specifications. All nondestructive inspection shall be done by the
CONTRACTOR's Nondestructive Examination (NDE) Subcontractor. All main line girth
welds and girth welds 6 -inch nominal and larger shall be radiographed or examination by
automatic ultrasonic methods according to EGP-501 and EGP-601 respectively. At the
discretion of the Company, other girth welds (under 6 -inch nominal) may be identified for
radiographic examination. Fillet welds of all sizes shall be examined by mag particle or
liquid penetrant methods.
11.4 RIGHT TO INSPECT
COMPANY shall have the right to perform visual inspection, independent Nondestructive
or Destructive Tests by an independent NDE company, and audit of NDE interpretations
by CONTRACTOR's NDE Subcontractor on any or all welds during or after completion.
All welds shall meet the requirements of Engineering Radiographic Specification EGP-501
and/or Engineering Ultrasonic Specification EGP-601. Unsatisfactory welds shall be
removed from the line or repaired in accordance with Engineering Welding Specification
EGP-101 and/or EGP-201 and/or EGP-301 and/or EGP-701 at no additional cost to
COMPANY.
11.5 OPEN ENDS
11.5.1 Where the line is welded in long sections by the firing line method, the ends of
the long sections shall be closed by night caps approved by the COMPANY until the long
sections are finally joined. During the laying operation, attention shall be given to open
ends to ensure a completely open and clean line free from any obstructions or debris. All
reasonable precautions shall be taken to prevent water from entering the line. The open
end of the line shall be securely closed at the end of each days work to prevent entrance
of small animals or the introduction of foreign matter of any nature and shall not be
reopened until work is resumed. Any obstructions remaining in the line after the
completion thereof shall be removed at the expense of the CONTRACTOR.
11.5.2 Separately installed road, railroad, stream, foreign utility and other crossings
shall have watertight night caps installed and left in place until the section is tied -in.
11.6 SWABBING
Prior to being aligned and welded into the line, each pipe joint shall be thoroughly
swabbed to remove all dirt, snow or ice and any deleterious material from inside the pipe.
11.7 SKIDDING
11.7.1 Skidding of the line after completion of the root bead (and hot pass when
applicable) shall be performed in a manner that will minimize stress on the weld and
render the line safe for workers.
11.7.2 For pipe 20" O.D. and larger, skidding shall be in the form of a crib at each joint.
Crotched cribs shall be installed at the start of each section and thereafter at a minimum of
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one every tenth joint on single random lengths (single joints) and every fifth joint on double
random lengths (double joints). Crotched cribs shall also be installed at all overbends and
side bends. For pipe smaller than 20" O.D. , semi -cribs may be used except that a full
crotched crib shall be installed at the start of each section, every 400 feet minimum and at
ail overbends and side bends.
11.7.3 When, in the opinion of the COMPANY Representative, the skidding has become
unsafe due to movement caused by temperature changes, or for any reason, the
CONTRACTOR shall re -skid such sections to render them safe, at no additional cost to
the COMPANY.
11.8 PUPS
The CONTRACTOR shall promptly collect, clean, rebevel, daily haul ahead and weld into
the pipeline, all useable "pup" joints. Pups shorter than 5.0 feet shall not be used without
prior COMPANY approval. Pipe and heat numbers shall be transferred to both ends of
each pup joint immediately after it has been cut from any joint of pipe; the parent joint shall
also be left with the pipe and heat number identification on both ends. Upon project
completion, if there is an unacceptable surplus quantity of pups that could have been
moved forward and welded into the pipeline in the COMPANY's opinion, the length of pipe
of the surplus pups will be deducted from the welding component of the CONTRACTOR's
base lay price.
11.9 SCHEDULING
At no time during laying and welding shall the line-up and root bead be more than four (4)
joints ahead of the hot pass; nor shall the hot pass be more than 3,000 feet ahead of the
completed welding unless approved by the COMPANY Representative. At the end of
each day, these distances shall be reduced so that no more than one-half of these
distances shall be left overnight, with the exception of the hot pass unless approved by the
COMPANY Representative. Welding shall be completed before the cessation of each
days work in accordance with Engineering Welding and NDE Specifications.
11.10 WELDING AND NDE SPECIFICATIONS
All requirements for welding and non destructive testing are covered in the COMPANY
"Quality Control Manual for Welding and Non -Destructive Testing" which includes the
following sections:
a) Introduction
b) Table of Contents
c) EGP-101: Specification for Manual and Semi-automatic Welding
d) EGP-201: Specification for Automatic Gas Metal -Arc Field Welding
e) EGP-301: Specification for Prefabricated Piping
f) EGP-401: Welder Performance Qualification
g) EGP-501: Specification for Radiographic Examination of Pipeline Welds
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 59 of 138
h) EGP-601: Specification for Ultrasonic Examination of Pipeline Welds
i) EGP-701: Arc Burn Removal Procedure
j) Master List of Manual/Semi-automatic Welding Procedures (To Be Qualified)
k) Master List of Automatic Welding Procedures (To Be Qualified)
12.0 FABRICATION & INSTALLATION
12.1 GENERAL
Fabrications of valves, fittings and other components into assemblies shall be governed by
all pertinent clauses of these Specifications as well as the following specific requirements.
12.2 FABRICATION AND TESTING
12.2.1 Fabrication of valve assemblies, test heads and other components may be
performed at fabrication shops or yards away from the final location of the assembly, as
permitted in the Scope of Work.
12.2.2 These welds, however, shall be made and assessed and not destructively tested
in accordance with COMPANY Engineering Specifications, QUALITY CONTROL
MANUAL FOR WELDING AND NON-DESTRUCTIVE TESTING. Non -Destructive
inspection will be carried out by the CONTRACTOR's NDE Subcontractor.
12.2.3 Hydrostatic testing of fabricated assemblies, if not tested with mainline, shall be
performed at or immediately adjacent to the final in-line location. Any off-site hydrostatic
tests of fabricated assemblies will not be compensated by the COMPANY.
12.2.4 The CONTRACTOR shall provide to the COMPANY copies of all drawings of
assemblies and/or subassemblies that are fabricated at off-site facilities. These spool
drawings shall be on standard 8-1/2"x11" format paper.
12.3 DIMENSIONS OF FABRICATED ASSEMBLIES
12.3.1 The CONTRACTOR shall ensure that all assemblies are fabricated so that they
will fit correctly into the pipeline or other assemblies. The CONTRACTOR shall note that
some adjustments to the dimensions shown on Construction Drawings are normally
required to compensate for variations in terrain, depth of cover and alignment of existing
facilities when applicable. CONTRACTOR will not be reimbursed for revisions required
due to "over fabrication".
12.3.2 Unless constructed in place, tie -overs should normally be fabricated with each
leg at least 18 inches longer than shown on the drawing to allow for fit -up.
12.3.3 Alignment of parts and prefabricated sections shall be performed with a minimum
use of mechanical force.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 60 of 138
12.4 HANDLING AND STORAGE OF MATERIALS
12.4.1 All materials that are to be or have been fabricated into assemblies or are to be
welded directly into the line shall be handled in such a manner as to prevent any damage
to them. When lifting lugs are provided on a component, only those lugs may be used for
lifting of that component.
12.4.2 All materials shall be handled or stored so that they are not sitting in mud or
water and shall be adequately skidded where necessary to prevent such occurrence.
12.5 WELDING OF VALVE ASSEMBLIES
12.5.1 Prior to the attachment of pipe to the weld ends of a ball valve (20" and larger),
suitable tape shall be applied in the bore of the valve, covering the whole
circumference, at four locations:
a) at each end of the valve bore at the juncture between the ball and each seat ring,
and;
b) at each end of the valve bore at the juncture of the back side of the seat ring and
body casting/forging.
12.5.2 After completion of the welding process, debris and any welding spatter shall be
thoroughly cleaned from the bore of the valve and attached pipe by wire brushing and
vacuuming, after which the tape mentioned above shall be removed. Whenever possible
valves for field fabrication will be supplied with pipe -pups attached to the welding end(s).
12.6 PREHEATING
Preheating shall be performed for all field fabrication welding in accordance with
Engineering Welding Specifications. Preheating of valves shall be performed in
accordance with Engineering Welding Specifications.
12.7 FLANGED CONNECTIONS
12.7.1 FLANGES
12.7.1.1 Prior to being welded into any assembly, all flanges shall be inspected for
possible damage to the "raised face". Nicks or gouges are not acceptable and shall,
when detected, be brought to the attention of the COMPANY Representative in order
that proper (COMPANY approved) remedial action can be taken.
12.7.1.2 Flanges shall be protected at all times (except at time of two -holing) by
means of temporary plywood blind flanges either bolted or wired in place. Grounding
of the welding work connections to flanges is not permitted.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 61 of 138
12.7.1.3 At the time of alignment, flanges shall be "wire brushed" clean, free from dirt,
grease or rust. A final inspection shall be made at this time to ensure that no damaged
flanges are installed into the pipeline system.
12.7.1.4 Flanges shall be joined in accordance with Article 12.10 or with a procedure
approved by COMPANY Representative.
12.7.2 GASKETS
Only new gaskets shall be used; gaskets with protrusions, depressions or any other
surface defects shall be discarded. Under no circumstances shall a gasket be lubricated.
12.7.3 NUTS AND BOLTS
12.7.3.1 Nuts and bolts shall be inspected for possible defects. Any nut or bolt having
burrs, nicks, metallic slivers, severe galling or pitted threads or incomplete threads
shall be discarded. The CONTRACTOR shall store nuts and bolts in their shipping
containers in a manner acceptable to the COMPANY.
12.7.3.2 At the time of installation, threads and nut faces shall be lubricated.
12.8 VALVE TORQUE -TUBE PROTECTION
Upon being welded into a fabricated assembly, all valves supplied without operators shall
have a covering placed over the open end of the torque -tube to prevent ingress of rain
water, snow, ice or debris. Heavy duty garbage bags or similar COMPANY approved
polyethylene material shall be firmly affixed and left in place until the operator is available
for installation.
12.9 VALVE ASSEMBLIES
12.9.1 CONTRACTOR shall complete fabrication and installation of complete mainline
valve assemblies and check valve assemblies at the required locations and as shown on
the Drawings and in accordance with these Specifications.
12.9.2 During hauling, CONTRACTOR shall ensure that valve stem extensions, grease
lines and vents are maintained free of all moisture, dirt and other foreign materials. All
valves, pipe and fittings shall be thoroughly cleaned on the inside of any dirt, dust and
other foreign material immediately prior to installation.
12.9.3 All flanges shall be installed so that the bolt holes straddle the vertical center -line
of the pipe and the flange face is perpendicular to the longitudinal pipe centerline.
12.9.4 Flange face and gaskets shall be cleaned immediately prior to make up. Flange
bolts shall be tightened in accordance with Article 12.10, Bolt Torque and Flange Make
Up.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 62 of 138
12.9.5 Damaged or defective pipe, valves, fittings and other material shall be reported to
COMPANY by CONTRACTOR at time of receipt at point of delivery. After custody
transfer of material to COMPANY, all damage shall be deemed CONTRACTOR's
responsibility to repair or replace at his own expense.
12.9.6 CONTRACTOR shall provide COMPANY one (1) months notice of his intentions
to use an offsite facility to fabricate assemblies. COMPANY reserves the right to
determine the acceptability of the facility.
12.9.7 CONTRACTOR is advised that all assemblies fabricated off site shall be
hydrostatically tested at the location where the assembly will be installed.
12.10 BOLT TORQUING AND FLANGE MAKE-UP
12.10.1 GENERAL
12.10.1.1 This Specification is general in nature and applicable as a reference to all
applications and not as a substitute for the equipment manufacturer's specifications
and/or standards.
12.10.1.2 All threaded fasteners shall be tightened using a torque wrench in
accordance to Table 1 and the applicable bolting pattern unless otherwise specified by
the equipment manufacturer.
12.10.2 MATERIAL
12.10.2.1 Threaded fasteners shall be in accordance with ASTM specifications A193
Grade B7 and A194 Grade 2H.
12.10.2.2 The shortest bolt shall be used that permits full engagement of the thread
through the nut. A minimum of three threads shall protrude beyond the nut face after
hand tightening.
12.10.2.3 Use of salvaged bolts and nuts is prohibited.
12.10.2.4 Threaded fasteners may be reused in certain applications approved by
COMPANY's Authorized Representative. Reused threaded fasteners must meet all of
the following requirements.
a) Fasteners are clean, free of corrosion, paint, thread damage, teeth marks
(such as caused by pipe wrenches) or other signs of damage.
b) Fasteners have not been used underwater or coated with coal tar products.
c) Fasteners have not been tightened to or beyond their yield strength. (This
condition can be determined by comparing the bolt threads of a used bolt to
those of a new bolt. The nut should be capable of being finger tightened over
the entire thread length.)
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 63 of 138
12.10.3 SURFACE PREPARATION
12.10.3.1 Threads, connecting, and seating surfaces shall be free of dirt, grit, paint,
nicks and metal shavings.
12.10.3.2 Sharp edges of a drilled hole shall be cleaned before placement of a
fastener.
12.10.4 LUBRICATION
Lubricant, if required, shall be selected and applied in accordance with the equipment
manufacturer's recommendations. If no recommendations are available, COMPANY's
Representative shall approve CONTRACTOR provided lubricant.
12.10.5 GASKETS
12.10.5.1 New gaskets shall be used on all new construction Gaskets shall not be
reused.
12.10.5.2 All damaged gaskets shall be replaced.
12.10.5.3 Anti -seize compounds shall not be used unless approved by the
COMPANY'S Representative.
12.10.6 TORQUE WRENCHES
12.10.6.1 All torque wrenches shall be properly calibrated to 2% of the full scale
reading. Torque wrenches shall be recalibrated after extensive use or at least every
six months. CONTRACTOR shall have calibration certification available for
COMPANY's review.
12.10.6.2 Torque wrench selection and application shall be in accordance with the
torque wrench manufacturer's recommendations. Torque wrench selection shall have
adequate capacity so that the working range is within the mid -quarters of the scale.
12.10.6.3 Pneumatic adjustable impact wrenches are acceptable for tightening bolts
to zero tension point.
12.10.6.4 Automatic torque tools shall have the set limits verified with a calibrated
manual torque wrench.
12.10.7 TORQUING
12.10.7.1 All fasteners shall be finger tightened, ensuring the bolt has full thread
engagement through the nut.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 64 of 138
12.10.7.2 On multi -fastener applications, the torque shall be applied in a method
that allows the fasteners to be evenly and sequentially tightened, in gradual
increments, to the recommended torque value (Table 12.9.7).
a) The torque shall be applied in a minimum of three equal applications
following a crisscross bolting pattern until the recommended torque value is
attained at all the fasteners. Reference the attached bolt pattern diagrams in
Appendix A.
b) One-third or a lesser value of the recommended torque value shall be applied
on the initial application.
12.10.8 LEAK TIGHTENING
12.10.8.1 The following procedure shall be followed in the event leaks are
discovered after the recommended torque has been applied.
12.10.8.2 All associated pressure equipment shall be blown down and locked out in
accordance to applicable lockout/tagout procedure.
12.10.8.3 Equipment fasteners shall be checked for proper tightness by first
marking the position of the bolt head or nut and then by loosening it. The fasteners
shall then be re -tightened. If the bolt head or nut advances past its reference position,
the fastener was loose and should be closely observed during future tightness checks.
It is very important that the position of the bolt head or nut is marked before re-
tightening.
12.10.8.4 Flanges shall be retightened by first verifying the correct torque value at
each fastener and then retightening in the specified sequence by increasing the
specified torque value by 15%.
12.10.8.5 If the increased torque value does not resolve the leak when pressure is
applied, the flange shall be disassembled and inspected. The gasket seal area on the
face of the flange shall be cleaned, inspected for damage and the reassembled with a
new gasket.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 65 of 138
Table 12.9.7
RECOMMENDED TORQUE VALUES
(FT -LBS)
CAUTION: THESE VALUES ARE TO BE USED ONLY WHEN INSTALLING STUD BOLTS OF ANSI
RATED RAISED FACE, FLAT FACE, OR RING -TYPE JOINT FLANGES.
CLEAN DRY,
"AS RECEIVED"
BOLT
DIAMETER
CLEAN,
LIGHTLY
LUBRICATED
(STEEL)
STEEL
CADMIUM
PLATED
"FIELD"
CONDITION —
NO
LUBRICATION
XYLAN
COATED
ANSI 300
INSULATED
FLANGES
*
ANSI 600
INSULATED
FLANGES
*
1"
50
60
60
90
35
-
-
5/8"
95
120
120
180
60
80
95
3/4"
150
205
200
315
100
165
150
7/8"
270
340
310
510
165
265
225
1"
405
500
470
765
240
320
350
1-1/8"
595
750
690
1125
350
450
450
1-1/4"
835
1050
950
1580
500
650
660
1-3/8"
1135
1420
1280
2145
660
820
820
1-1/2"
1495
1870
1680
2830
870
1125
1125
1-5/8"
1930
2400
2150
3645
1110
1400
1430
1-3/4"
2435
3040
2700
4605
1400
1700
1775
1-7/8"
3030
3775
3300
5720
1740
-
2230
2"
3700
4630
4060
7000
2110
-
2360
2-1/4"
5815
6610
5820
10115
3000
-
3950
2-1/2"
8000
9090
8030
14035
4100
-
5500
2-3/4"
10700
9090
10730
18855
5460
-
7400
"AS RECEIVED" INDICATES A BOLT THAT HAS NOT BEEN USED PREVIOUSLY, ESSENTIALLY "OUT
OF THE BOX".
"FIELD" CONDITION INDICATES A BOLT THAT HAS BEEN IN SERVICE IN THE FIELD AND IS
SUITABLE FOR RE -USE. IT IS NOT PERFECTLY CLEAN, BUT HAS BEEN CLEANED AS WELL AS CAN
BE DONE IN THE FIELD AND THE BOLT HAS NOT BEEN LUBRICATED. IF LUBRICATION WILL BE
APPLIED, USE THE TORQUE VALUES LISTED UNDER "CLEAN, LIGHTLY LUBRICATED".
*COLUMN VALUES ARE FOR STEEL BOLTS TO BE USED WITH INSULATED FLANGE KITS. IF USING
CADMIUM PLATED OR XYLAN COATED BOLTS WITH INSULATION KITS, USE THE TORQUE VALUES
LISTED IN THE "CADMIUM PLATED" OR "XYLAN COATED" COLUMNS.
TORQUE VALUES ARE + 3%.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 66 of 138
13.0 EXTERNAL PIPE COATINGS
13.1 GENERAL
13.1.1 All field joint coating and coating repairs on the line pipe shall be done in
accordance with these Specifications. For the coating system, an experienced operator
shall be required for each coating crew. All CONTRACTOR coating applicators shall have
attended a presentation by the manufacturer's representative on the application
procedures for that coating. Record of such training shall be made available to
COMPANY.
13.1.2 To ensure that the pipe is installed as specified with the coating undamaged, the
work shall proceed in accordance with these Specifications and all relevant Engineering
Coating Specifications, i.e., EC -01 through EC -04.
13.2 COATING SYSTEMS
Unless otherwise noted in the Scope of Work the line pipe will be supplied with a mill
applied coating system. The CONTRACTOR will be advised in the Scope of Work
regarding the product(s) to be used.
13.3 HANDLING
CONTRACTOR shall take precautions to ensure that when precoated pipe is handled
there is no damage to the external coating.
13.4 WELD COATING
CONTRACTOR shall not apply weld coating on welds within a pipeline section that still
contains un -repaired or un -assessed weld repairs.
13.5 DAMAGE FROM WELDING
13.5.1 The CONTRACTOR shall employ such protective measures (i.e. rubber band
protectors) as are necessary to ensure that coated pipe is not damaged by hot weld metal
spatter.
13.5.2 The CONTRACTOR shall repair damage to fusion bond epoxy coating by sweep
blasting the full circumference of the damaged area including a 3.5 inch overlap on either
side of the repair area and recoat in accordance with Engineering Coating Specification
EC -01.
13.6 FIELD INSPECTION
Prior to lowering -in of the pipeline, immediately following the last lowering tractor, the
CONTRACTOR shall inspect the coating for damage using a holiday detector. (See
Article 13.7). This inspection and lowering -in shall be witnessed by a COMPANY
Representative.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
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Rev.1
March 2006
Page 67 of 138
13.7 HOLIDAY DETECTION
13.7.1 The CONTRACTOR shall at its expense furnish holiday detectors equipped with
visual as well as audible warnings, and labor and equipment to move the detector(s) along
the line.
13.7.2 The CONTRACTOR shall use a DC type detector for fusion bond epoxy and
urethane coatings and this equipment shall be set to 100 volts per mil (25 microns) not to
exceed 1,500 volts.
13.7.3 Prior to commencement of holiday detection, CONTRACTOR shall submit to
COMPANY for approval:
(i) Type and make of holiday detector;
(ii) Type and make of calibrating volt meter; and
(iii) Grounding techniques for detector and pipe.
13.7.4 The volt meter supplied by CONTRACTOR shall have a range such that the
required voltage setting of the holiday detector shall result in a gauge deflection of
between 20% and 90% of the volt meter range.
13.7.5 Holiday detectors shall be calibrated at the start of the working day and every
four hours thereafter unless otherwise specified by COMPANY. Calibration shall be done
in accordance with a procedure approved by COMPANY. The voltage applied by the
holiday detector shall be direct current. The actual operating voltage shall be established
by COMPANY on the basis of the calibration results. Any holiday detector identified as
defective shall be removed and replaced immediately.
13.7.6 The search electrode shall be a rolling steel spring and the rate of travel shall not
exceed 2 feet per second and the holiday detector shall not remain stationary while
energized.
13.7.7 CONTRACTOR shall ensure prior to the installation of bolt on weights, set on
weights s or continuous coat concrete that a holiday detection survey is completed on the
section to be weighted and all necessary coating repairs are completed.
13.8 COATING REPAIRS
Unless otherwise specified, repairs to coating holidays shall be performed in accordance
with COMPANY Engineering Coating Specification EC -01 and as noted below in Article
13.8.1.
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PIPELINE CONSTRUCTION
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Page 68 of 138
13.8.1 FUSION BOND EPDXY
13.8.1.1 Pinholes or small holidays (less that 0.05 sq. in) shall be repaired with a
polyamide patch stick compatible with the pipe epoxy system or Brush Grade
Epoxy/Urethane in accordance with Engineering Coating Specification EC -01. A
pinhole is defined as a holiday in which no visual mechanical damage is evident.
Pinholes shall be repaired by having the original coated surface thoroughly cleaned
and lightly abraded with sandpaper (approximate area 0.5 inch radius around pinhole)
and all dust removed prior to application of the patch stick. The patch stick shall be
applied by heating the cleaned pipe surface until the patch stick begins to melt when it
is rubbed over the heated area. Sufficient material shall be applied to obtain a
minimum thickness of 15 mils over the entire abraded area.
13.8.1.2 Holidays larger than 0.05 sq. in shall be repaired using Brush Grade
Epoxy/Urethane in accordance with Engineering Coating Specification EC -01. Where
the surface temperature of the steel is below 50°F, the surface shall be heated using a
gas torch to 212°F ± 50°F.
13.8.2 URETHANE
Repairs to urethane coating systems shall be made by using epoxy/urethane in
accordance with Engineering Coating Specification EC -02.
13.9 COATING OF FIELD WELD AREAS
The CONTRACTOR shall supply all equipment, material and labor for coating and
inspection of field welds and tie-in welds. When the field weld is made with a cellulose
type welding rod, application of the coating will be delayed a minimum of twenty-four (24)
hours after completion of the weld. The coating of field weld areas shall only be performed
by using a product that is compatible with the pipe coating(s) as specified in Articles
13.9.1.
13.9.1 FUSION BOND EPDXY
13.9.1.1 Weld areas having both pipes coated with fusion bond epoxy shall be coated
in accordance with one of the following Engineering Coating Specification:
a. Engineering Coating Specification EC -02, Field Weld Coating System Fusion
Bond Epoxy.
b. Engineering Coating Specification EC -01, External Epoxy/Urethane Coating
System.
13.9.1.2 For the FBE coating system (a), an experienced operator shall be required for
each crew.
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13.9.2 EPDXY/URETHANE OVERCOAT
13.9.2.1 Weld areas of pipe where at least one pipe is coated with liquid epoxy
systems or with FBE and urethane overcoat shall be coated in accordance with
Engineering Coating Specification EC -01, External Epoxy/Urethane Coating System.
For FBE and urethane-overcoated pipe, the minimum coating thickness shall be 40
mils.
13.9.2.2 Weld areas having both pipes coated with urethane or one pipe with urethane
and one with epoxy shall be coated with brush grade epoxy/urethane systems in
accordance with Engineering Coating Specification EC -02.
13.10 REPAIRS TO EXISTING COATINGS
Repairs to existing facilities coated with fusion bond epoxy and/or urethane shall be
performed in accordance with Engineering Coating Specification EC -02.
13.11 COATING SYSTEMS FOR VALVES AND FITTINGS
13.11.1 The CONTRACTOR shall coat all buried pipe, valves and fittings for fabrications
that are supplied bare with epoxy/urethane in accordance with Engineering Coating
Specification EC -01. Valves supplied precoated shall not be recoated, however, holidays
shall be treated as above.
13.11.2 For spray applications, the CONTRACTOR shall use coating personnel that have
been pre -qualified by the coating manufacturer. .
13.12 ADDITIONAL PROTECTION UNDER WEIGHTS
At locations where weights will be installed, rockshield as specified in Article 13.14 shall
be used. Saddle weights may be supplied with blanket liners in lieu of rockshield.
13.13 ROCKSHIELD
13.13.1 The CONTRACTOR shall supply and install rockshield (Tuff-N-Nuff, or
COMPANY approved equal) under weights, concrete piers, clamps, etc., where warranted
by the condition of the backfill materials, e.g. cobbles, gravel or frozen lumps of soil and
where shown on the Construction Drawings.
13.13.2 The rockshield shall be a minimum of 0.250" inch thick.
13.13.3 The CONTRACTOR shall affix the rockshield firmly around the pipe using
nonmetallic banding. The spacing of the banding shall not exceed 16 inches. The
rockshield shall completely encircle the pipe with a minimum of 6 inch lap -over unless
otherwise approved by the COMPANY, e.g. under saddle weights or tie -down clamps at
mainline valves.
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(USA) Inc.
PIPELINE CONSTRUCTION
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Rev.1
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Page 70 of 138
13.14 HOLIDAY SURVEY AFTER BACKFILL
13.14.1 The COMPANY, at its option, may conduct a "Pearson Detector" type survey
(DCVG, Direct Current Voltage Gradient) to verify the integrity of the buried pipeline and
the pipe coating. This survey can be carried out at any time after the pipe has been
lowered -in and backfilled, but shall normally be performed after the completion of regular
tie-ins and at time intervals convenient to the COMPANY.
13.14.2 The CONTRACTOR shall, at no additional cost to the COMPANY, daylight all
indications staked by the COMPANY, repair any damaged pipe and/or coating and re -
backfill, including replacing topsoil where applicable, in accordance with all relevant
Articles of these Specifications.
13.15 COATING SYSTEM FOR FLANGED JOINTS
The application of the coating system for all flanged joints used for buried service shall
be performed in accordance with the Engineering Coating Specification EC -03.
13.16 POLYURETHANE FOAM
13.16.1 The CONTRACTOR may be required to use polyurethane foam as trench
breakers or as support pillows for use in lowering -in pipeline. The polyurethane foam shall
be a HCFC based two component system, BASF Elastospray or equal, and must be
approved for use in the State in which the work is being performed. The CONTRACTOR
shall provide to the COMPANY, for the COMPANY's approval, the name of the
polyurethane foam supplier as well as all Subcontractors involved in the application of the
foam.
13.16.2 The polyurethane foam properties shall be as follows:
a) foam density minimum 2 Ib./ft.
b) closed cell content 90% or greater
13.16.3 The base materials of the foam shall be mixed as per the manufacturer's
recommendations such that a rate of application of at least four (4) cubic yards can be
applied in a single pass without the risk of exothermic combustion
13.17 ENVIRONMENTAL CONSIDERATIONS
CONTRACTOR shall ensure that over spray or other coating material not be deposited
on the ground. This shall be accomplished by using traps or splatter boards under each
joint during the coating operation. CONTRACTOR shall dispose of empty coating
containers and surplus waste material in accordance with acceptable environmental
standards of the Authorities Having Jurisdiction.
EnCana Oil & Gas
(USA) Inc.
PIPELINE CONSTRUCTION
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Rev.1
March 2006
Page 71 of 138
14.0 CONCRETE: WEIGHTS, FOUNDATIONS AND CONTINUOUS COATING
14.1 GENERAL
14.1.1 Excluding concrete coating of pipe for stream and wetland crossings which shall be
in accordance with Article 14.2, other concrete shall be designed to achieve a strength of
3,500 psi at 28 days, using well graded washed sand and gravel. Maximum coarse
aggregate size shall be 1.5 inch, permissible slump 3 - 4 inches and water/cement ratio -
0.50 maximum by weight (as per American Concrete Institute). Aggregate and mix design
shall be approved by the COMPANY. Sulfate resisting cement shall be used where
alkaline groundwaters are apparent.
14.1.2 Concrete weights, anchor blocks and concrete foundations which are poured -in-
place, shall be constructed of such size and design and installed at locations as shown on
the Drawings. Such concrete shall be formed in the excavations in the earth with the
minimum use of form lumber and as directed by the COMPANY, to obtain the maximum
resistance to movement of the blocks.
14.1.3 The CONTRACTOR shall ensure that all foundations are installed on competent
load bearing material and that concrete for support piers is placed on natural undisturbed
soil. Immediately following excavation for all concrete foundation piers, the subgrade
surface may be inspected by the COMPANY Representative. Any debris, deleterious and
wet or soft materials, or clay soils allowed to dry, must be removed from the bottom of the
excavation. At the discretion of the COMPANY Representative, the CONTRACTOR may
also be requested to deepen an excavation to soils deemed to be more competent. In the
event that excavations become flooded, for any reason, they shall be pumped free of
water and all soft or slurried soil shall be removed prior to the placement of the concrete.
14.1.4 The excavation(s) for concrete foundations shall be protected with suitable berms,
trench plugs, etc. to prevent movement of surface water or groundwater into the
excavation. Additionally, the CONTRACTOR shall have available and operate a sufficient
number of pumps and dewatering equipment to ensure the excavation remains dry until
backfilling begins.
14.1.5 In the event that the load bearing material is deemed unsuitable by the COMPANY,
the CONTRACTOR shall remove this material and replace it with suitable granular
material as directed by the COMPANY Representative. Where concrete must be placed in
unstable ground conditions, the CONTRACTOR shall place lean concrete below the
elevation normally required for construction of the pier, or install reinforced concrete to
increase the dimensions of the pier to provide a greater support area.
14.1.6 Where requested by the COMPANY Representative, and as soon after
excavation as possible, the CONTRACTOR shall be required to pour lean concrete
(mudslab) onto the base of the excavation to protect the subgrade and provide a working
surface for pier form work. Generally, the area of mudslab required shall be two times the
area required for the concrete foundation pier, but may also be defined by the limits of the
toes of excavation. Before such pours are made, the CONTRACTOR shall obtain
approval from the COMPANY Representative on the size of the mudslab required. The
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lean concrete shall be a high slump mix (maximum slump of 8 inches) with a minimum
compressive strength of 1,500 psi at 28 days. At a minimum, the CONTRACTOR shall
complete a sufficient depth of excavation to permit placement of a level 8 inch thickness of
mudslab and construction of the specified foundation pier(s).
14.1.7 The CONTRACTOR shall furnish all necessary equipment, labor, cement, sand,
gravel, reinforcing steel and all other materials necessary to excavate for foundations and
shall mix, pour and place all concrete in a manner satisfactory to the COMPANY.
14.1.8 Concrete coating of pipe will take place at least 200 feet from wetlands,
waterbodies, ditches, and drainage channels; at least 200 feet from private water supply
wells and 400 feet from community water supply wells; and entirely outside municipal
watershed areas. All waste materials generated during concrete coating operations shall
be disposed of in accordance with local, state and federal regulations.
14.2 SET ON WEIGHTS
14.2.1 The CONTRACTOR shall supply and install set -on weights as specified on the
Construction Drawings or as directed by the COMPANY.
14.2.2 Such additional pipeline weighting may consist of precast set on or soft geotextile
saddle bag weights. Set on weights shall be provided in accordance with drawing ENT -
STD -605 and providing twenty percent (20%) negative buoyancy. To prevent damage to
the pipe coating, COMPANY approved rockshield shall be installed under all weights
unless the weights are supplied with a blanket liner.
14.2.3 Soft geotextile saddle bag weights shall be of the "PipeSak"-type or COMPANY
approved alternative. CONTRACTOR shall install saddle bag weights in accordance with
drawing ENT -STD -604 and manufacturers spacing and installation recommendations for
weights providing twenty percent (20%) negative buoyancy.
14.2.4 All costs associated with the additional excavation required to install set on
weights will be borne by CONTRACTOR.
14.2.5 Weights shall not be used when, in the opinion of COMPANY, the trench can be
dewatered and the backfill material is stable enough to hold the pipeline in place after the
trench has been backfilled.
14.3 CONTINUOUS CONCRETE COATING
14.3.1 When continuous concrete coating is specified on the Drawings, such as at major
river crossings, the concrete shall be supplied by the CONTRACTOR. The minimum
concrete coating thickness shall be as shown in Table 14.3.1, Article 14.3, in these
Specifications. Damage to concrete coating due to impact or mishandling shall be
repaired by the CONTRACTOR by undercutting the edges of the damaged area and
building it up to the level of the original coating with a mixture of the same materials and
proportions as used in the original coating. Any length of concrete coated pipe, which in
the opinion of the COMPANY has been damaged beyond repair, or fails to meet any of the
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other requirements of these Specifications, shall be replaced by the CONTRACTOR at its
own expense with an equal length of coated pipe meeting these Specifications.
14.3.2 Continuous concrete coating shall comply with the following Specifications.
14.3.3
a. Concrete mix design shall result in a 28 day minimum strength of 3,000 psi.
The COMPANY will take test cylinders and arrange for tests.
b. Coating shall be continuous, i.e., all gaps for support trestles shall be
coated by a second application.
c. Coating shall be reinforced by a mesh of welded wire fabric, centered within
the concrete thickness. Mesh sizes shall comply with the following table.
Mesh Size
4.0" x 4.0" 10 gauge mesh
2.0" x 2.0" 14 gauge mesh (2 layers)
2.0" x 2.0" 14 gauge mesh
Pipe Size (O.D.)
32" to 42"
20" to 30"
16" and smaller
d. The forms may be removed if required for reuse when the concrete has
cured adequately. Form removal shall be at the CONTRACTOR's
discretion and shall account for the temperature and curing time, the
season and exposure to sun or fast drying conditions. Finished concrete
shall be kept wetted down until the line is installed.
e. Should cold weather conditions exist, protection and/or heating shall be
provided by the CONTRACTOR to maintain the concrete coated sections at
a minimum temperature of 40°F while placing concrete, and at least for 96
hours thereafter.
f. Repairs shall be in accordance with Article 10.1.
g. The cement type shall be varied when the soils contain sulfates, as
specified in Article 14.5.
Table 14.3.1 Continuous Concrete Thickness
Pipe Diameter / Wall
Thickness
Concrete Coating Thickness for
20% Negative Buoyancy 140
pounds/cubic foot density
36 inch (w.t. 0.617")
6.25 inch thick
14.4 CURING TIMES
Minimum curing times (without additives):
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Weights - 7 days
Concrete coating - 3 days
Curing times shall expire prior to movement and handling. Saddle weights shall only be
lifted using both lifting eyes simultaneously to minimize stress in the concrete when
transporting or setting the weights.
14.4.1 Additives
The CONTRACTOR shall obtain approval from the COMPANY prior to using any concrete
additives or "Rapid Set" concrete mixes that reduce the above stated minimum curing
times.
14.5 SULFATE RESISTING CEMENT
In order to combat attack by sulfates, the type o cement used shall be governed by the
analysis of water from the river, stream or lake be'ng crossed as follows:
Sulfate Content
ASTM C150
Portland Cement
0 - 150 ppm
Type 1
Normal
150 - 1,000 ppm
Type 11
High Early Strength
Over 1,000 ppm
Type 111
Sulfate Resisting
14.6 SAMPLE CONCRETE MIXES
Rounded Coarse
Aggregate with
Sand Type F.M.
#:
Water
Cement
Sand
Stone
Fine
2.20-2.60
220 Ib.
445 Ib.
1,170 Ib.
2,170 Ib.
Medium
2.60-2.90
220 Ib.
445 Ib.
1,300 Ib.
2,040 Ib.
Coarse
2.90-3.20
220 Ib.
445 Ib.
1,320 Ib.
2,060 Ib.
Anoular Coarse
Aggregate with
Sand Type F.M.
#:
Water
Cement
Sand
Stone
Fine
2.20-2.60
240 Ib.
485 Ib.
1,295 Ib.
1,940 Ib.
Medium
2.60-2.90
240 Ib.
485 Ib.
1,360 Ib.
1,870 Ib.
Coarse
2.90-3.20
240 Ib.
485 Ib.
1,420 Ib.
1,825 Ib.
F.M. = Fineness Modulus of Sand.
The above tables are based on concrete using normal weight gravel aggregates. If heavy
weight aggregates are proposed for special purposes, details of the proposed mix shall be
provided by the COMPANY or submitted by the CONTRACTOR for COMPANY approval,
whichever may apply.
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15.0 LOWERING -IN PIPE
15.1 GENERAL
15.1.1 All coated pipe shall be subject to a visual inspection and checked with a holiday
detector immediately prior to lower -in (behind last cradle tractor) in accordance with Article
13.7 to ensure that the coating is undamaged, and if found damaged, shall be repaired in
accordance with these Specifications.
15.1.2 All loose rock, stones, blocks, skids, welding rods, hard clods, tree limbs, roots
and all other items which may damage the pipe and/or coating shall be removed from the
trench prior to lowering -in the pipe.
15.1.3 Before lowering -in coated pipe, the CONTRACTOR shall prepare the trench
bottom and, where necessary, shall install (in accordance with Article 17.6.4) as foam or
sandbag pillows to receive the pipe in accordance with Drawing ENT -STD -608.
15.1.4 CONTRACTOR shall ensure that material removed from trench, prior to
lowering -in, is not placed in a location that will allow it to mix with top -soil piles.
15.1.5 The CONTRACTOR shall be responsible for removal of all water from the trench,
prior to lowering -in the pipe. Trench water must be pumped and dispersed in accordance
with Environmental Specification Section Article 8.9.
15.1.6 All coated pipe shall be subject to a visual inspection and checked with a holiday
detector immediately prior to lower -in (behind last cradle tractor) in accordance with Article
13.7 to ensure that the coating is undamaged, and if found damaged shall be repaired in
accordance with these Specifications.
15.1.7 The coated pipe shall be lowered into the trench in a manner that will allow
proportionate distribution of the total weight of pipe to prevent undue stress or strain on the
pipe and to prevent damage to the pipe coating. The pipe when in the trench shall have a
continuous bearing on the bottom of the trench with sufficient slack to the satisfaction of
COMPANY. The pipe shall not be dropped or subjected to jarring or sudden impacts.
Lowering -in methods shall be used that are satisfactory to COMPANY.
15.1.8 The CONTRACTOR shall provide sufficient approved lifting equipment to
perform the lower -in operation in a safe and efficient manner. As the coated pipe is
lowered in, it shall be prevented from swinging or rubbing against the sides of the trench.
Only properly manufactured slings, belts and cradles suitable for handling coated pipe
shall be used. Any damage to the pipe and/or coating shall be repaired to the satisfaction
of the COMPANY.
15.1.9 Pipe shall be laid so that the longitudinal seams will remain in the top quadrant,
except at overbends and sag bends where seams shall be on the sides of the pipe (90
degrees from the top).
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15.1.10 The pipe shall be lowered into the trench and shall, where necessary, be held
down immediately by weights, as -built recorded (by COMPANY surveyor or inspection
personnel) and backfilled to prevent the pipe from floating, should the trench become
flooded.
15.2 LAYING WITHOUT SLACK LOOPS
All overbends and sag bends shall be made to fit the bottom of the trench and all side
bends shall be made to fit the center of the trench, in accordance with the requirements of
Article 10.4.
15.3 AS -BUILT
CONTRACTOR shall provide sufficient time between lower -in and backfill operations to
allow COMPANY's survey crews to conduct an as -built survey of the lowered -in pipe.
16.0 CATHODIC PROTECTION
16.1 CATHODIC TEST LEADS
Cathodic test leads shall be installed by the CONTRACTOR in accordance with
Construction Drawings or as directed by the COMPANY.
16.2 TEST LEAD CONNECTIONS
Cathodic test lead stations and pipeline markers shall be installed by the CONTRACTOR
at the locations shown on the Construction Drawings or as directed by the COMPANY.
Test lead stations shall be installed in accordance with the Specifications. Only the proper
type and the correctly colored wire shall be used. In addition to connecting the wire
conductors to the pipe, the CONTRACTOR shall connect the other end of the wire
conductors into the test lead box to the appropriate post. All requirements for buried
reference electrodes and their connection to test lead stations shall be adhered to.
1. All cathodic test lead connections to mainline and associated facilities shall be made in
accordance with the Construction Drawings.
2. The Cadweld system shall be used to attach all leads to the pipeline in accordance
with the manufacturer's instructions and Drawing ENT -STD -701.
3. Where a COMPANY supplied test lead station is to be installed by the
CONTRACTOR, the wire shall be fed through the conduit and connected to the
terminals in accordance with the Construction Drawings.
16.3 FOREIGN PIPELINE CROSSINGS
At foreign pipeline crossings, installation of test leads on foreign lines shall be determined by
agreement with the owners of the foreign line, except where the foreign line owner wishes to
make the attachment to its own line. CONTRACTOR shall install the test leads and shall
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make all reasonable accommodations to foreign line owner during this work. After making
the attachment and coating the lead attachment area as required, the pipe circumference
near the banding shall be cleaned, and all shall be wrapped (including the banding) using
Densopol 60 tape or alternative coating acceptable to COMPANY and the foreign pipeline
owner.
Test Stations for foreign line crossings shall have test lead wires run in the trench with the
pipe to the nearest fence line along the right-of-way, if such exists within 750 ft of the
crossing. If no such fence line exists, the test leads shall be buried and covered as detailed
in the Drawings. CONTRACTOR shall supply and install all wire required to extend the test
station to the fence line in accordance with the drawings, at no additional compensation to
CONTRACTOR.
17.0 BACKFILLING
17.1 DEBRIS
After lowering -in has been completed, but before backfilling, the line shall be re -inspected
to ensure that no skids, brush, stumps, trees, rocks, boulders or other debris is in the
trench. Furthermore, such materials or debris shall not be backfilled into the trench.
17.2 PADDING PROCEDURE
17.2.1 The backfill material is suitable if the stone size in the backfill is approximately 1-
1/2 inch or smaller and the surrounding earth content for backfill is deemed adequate.
Should the stone sizes be larger or the earth content lacking; mechanical padding;
sandpadding or rockshield shall be supplied and installed by the CONTRACTOR,
including the sandbag or foam pillow supports and any extra depth trench required to
accommodate padding.
17.2.2 Rock, gravel or frozen material shall not be backfilled directly onto the pipe.
Where such materials are encountered, the CONTRACTOR shall haul sufficient earth or
sand to form a minimum 8 in. thick pad or cushion above the pipe.
17.2.3 Unless trench bottom is smooth and composed of material that, in the opinion of
the COMPANY Representative, will not damage the coating, the trench bottom will be
padded with at least six (6) inches of rock -free soil or other padding material.
17.2.4 The CONTRACTOR shall utilize a mechanical padding machine(s) (Ozzie's
Pipeline Padder, KNI Dynapad or equivalent) in order to maximize the use of native
backfill material
17.2.5 If the trench bottom is not padded in accordance with Article 17.2.3, the
CONTRACTOR shall lower the pipe onto sandbag or polyurethane foam support pillows of
sufficient size to maintain 6 inches of clearance between the pipe and trench bottom.
Pillow size and spacing shall conform to the dimensions specified on Drawing ENT -STD -
608. The pipeline shall at all times be uniformly supported throughout its length. The
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CONTRACTOR shall supply hoisting equipment of adequate size to safely reposition the
pipe and/or pillows as necessary to achieve proper in -trench alignment.
17.2.6 The spacing of foam pillow supports shall be adjusted within the limits described
on Drawing ENT -STD -608 to ensure that the pillows do not split or compress to below the
minimum 6 inch clearance under the pipe during the lowering -in operation.
17.2.7 A thorough inspection shall be carried out prior to the placing of any padding to
ensure that adequate bottom and side clearance has been achieved. Additional foam
material or sandbagging may be necessary, particularly at side bends or sags and
overbends to prevent pipe to rock contact. When the pipe is satisfactorily supported, the
padding material may be placed directly onto the pipe and allowed to pour under the pipe
completing bottom and top padding in one operation. The CONTRACTOR shall pay
particular attention to the underpadding, probing and compacting as necessary to achieve
a firm underpadding totally free from voids. The finished surface of padding shall be 8
inches above the pipe and shall be level across the trench.
17.2.8 The CONTRACTOR shall not use earth from the right-of-way for padding except
from the spoil bank. Under no circumstances shall topsoil be used for padding. Imported
padding materials will only be acquired from COMPANY -approved sources. Topsoil will
not be used as padding.
17.2.9 Surplus padding material shall be placed in the trench or removed to an
approved disposal site and shall not be left on the right-of-way. The CONTRACTOR shall
avoid loss of topsoil and only a minimal of sand residue will be permitted, such that a
change in soil texture does not occur.
17.2.10 A COMPANY approved rockshield, (Tuff-N-Nuff, or COMPANY approved equal)
may be used in lieu of padding in areas where mechanical padding or sandpadding is not
practical as approved by the COMPANY Representative.
17.3 BACKFILLING PROCEDURE
17.3.1 The CONTRACTOR shall perform all backfilling across drainage ditches,
irrigation ditches, terraces, drainage districts, railroads, public highways, private drives,
trails or roads, rivers and other streams, in accordance with the environmental
Specifications and in a manner satisfactory to any Federal, State, County or Local
authority having jurisdiction over same.
17.3.2 All backfilling operations shall be done in a manner that will prevent damage to
the protective coating and where practicable, a screw auger type machine, power dozer,
or other approved equipment shall be used to breakup the backfill and thereby improving
consolidation beneath the pipe.
17.3.3 Backfilling shall closely follow the lowering -in of the pipe. The COMPANY will
inspect the pipe in the trench to ensure that all coating damage has been repaired and
approved prior to commencing padding (where required) and backfilling operations. The
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CONTRACTOR shall backfill the trench sufficiently to prevent the pipe from floating should
the trench become flooded.
17.3.4 The CONTRACTOR shall complete the backfilling operation in such a fashion as
will produce a trim backfill. All excavated material, except as noted above, shall be placed
in the trench and compacted. The remainder, if any, shall be evenly spread over the
trench or removed, as directed by the COMPANY.
17.3.5 The CONTRACTOR shall exercise care when placing backfill over pipe. The
area around the pipe to 8 inches above the pipe in trench shall be backfilled with rock free
soil or sand 1 1/2 inches (1 �'/2") maximum particle size material. Rock or boulders in
excess of 18 inches in any dimension shall not be backfilled into the trench.
17.3.6 To minimize potential post construction subsidence, the CONTRACTOR shall
place backfill in a minimum of two lifts and compact the trench line after each lift
sufficiently utilizing backhoe buckets and wide track equipment. The CONTRACTOR shall
leave a six (6) inch crown or berm above the trench line after construction to account for
subsidence. Written authorization from the landowner is required to eliminate the mound.
17.3.7 Across cultivated lands the top 12 inches of trench shall be left free of any rock.
Rocks and boulders shall be removed and hauled to approved disposal sites as directed
by the COMPANY.
17.4 FOUNDATIONS
17.4.1 Where concrete foundations are installed (e.g. tie-ins and mainline valve
assemblies, etc.), the CONTRACTOR shall ensure that all backfill material consists of
native clay soils or other approved material which are free of topsoil, vegetation, debris
and other objectionable materials. The uppermost 3 foot (soil cap) shall be uniformly
placed and compacted in thin lifts (6 inch) with each lift compacted to a minimum of 95
percent of Standard Proctor density.
17.4.2 The soil cap shall be extended approximately 3 feet beyond the edges of the
excavation perimeter. The upper surface of the cap shall be mounded to accommodate
settlement and appropriately graded to provide surface drainage. The COMPANY shall
approve the final grading of the soil cap to confirm that there will be no interference with
operation of the facilities (e.g. valve operators), and that general surface drainage patterns
at the site are maintained. The CONTRACTOR shall provide the COMPANY
Representative with samples of the soil(s) intended for use as the compacted soil cap well
in advance of placement so that the Standard Proctor density can be determined.
17.5 STATION YARDS, MAINLINE VALVES, AND OTHER FENCED ENCLOSURES
17.5.1 At the COMPANY's request, imported select material shall be installed to prevent
backfill settlement adjacent to mainline valves, side valves, concrete pads and sandbag
supports. Compaction shall be in accordance with Article 17.4 except that hand tamping
machines shall be used.
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17.5.2 The backfill within compressor and meter stations, mainline valve assembly
sites, and any other fenced enclosures shall be uniformly placed and compacted in thin
lifts (6 inch) with each lift compacted to a minimum of 95 percent of Standard Proctor
density. The finished grade shall establish drainage away from the facilities.
17.6 TRENCH BREAKERS
17.6.1 The CONTRACTOR shall install sandbag or approved foam trench breakers in
the trench as indicated in the Soil Conservation, Sedimentation, and Erosion Control Plan
included in the Plan of Development in Exhibit "G-2" and as directed by the COMPANY
Representative..
17.6.2 The CONTRACTOR shall furnish all sacks, foam, or other materials and all labor
and equipment necessary to install breakers in the trench, under, over and around the
pipe to provide full protection against washout of padding or backfill materials and changes
in the natural drainage pattern. A cement -sand mix shall be used in the bags and the
trench breakers shall be installed in accordance with Drawing EC -XXX -XXX. Foam
breakers shall be installed in accordance with Drawing EC -XXX -XXX. The
CONTRACTOR shall supply polyurethane foam in accordance with Article 17.6.4.
17.6.3 Trench breakers shall only be placed as directed by an engineer or similarly
qualified professional or as directed by the COMPANY Representative. Otherwise, trench
breakers shall be installed at the same spacing as permanent waterbars (refer to Article
25.6.2).
17.6.4 The CONTRACTOR may use polyurethane foam as trench breakers or as
support pillows for use in lowering -in pipeline. The polyurethane foam shall be a HCFC
based two component system, BASF Elastospray or equal, and must be approved for use
in the State in which the work is being performed. The CONTRACTOR shall provide to the
COMPANY, for the COMPANY's approval, the name of the polyurethane foam supplier as
well as all SubCONTRACTOR's involved in the application of the foam..
17.6.5 The polyurethane foam properties shall be as follows:
a) foam density minimum 2 Ib./ft.
b) closed cell content 90% or greater
17.6.6 The base materials of the foam shall be mixed as per the manufacturer's
recommendations such that a rate of application of at least four (4) cubic yards can be
applied in a single pass without the risk of exothermic combustion
17.7 OPEN TRENCH FOR TESTING AND APPURTENANCES
Portions of trench shall be left open to accommodate testing operations and installation of
appurtenances.
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17.8 OPEN TRENCH AHEAD OF BACKFILL
See Article 8, Trenching
17.9 ROADS
17.9.1 The CONTRACTOR shall be responsible for backfill and restoration of all open
cut roads in accordance with the requirements of the permits or landowner's requirements.
17.9.2 All disturbed or affected areas, whether Primary, Secondary or Unimproved
roads as described below, shall be guaranteed for one full year after completion of
restoration and acceptance by the applicable authority.
17.9.3 PRIMARY ROADS
17.9.3.1 Primary roads are generally major roads and highways with relatively large
volumes of traffic and have a well defined traveled roadway (traffic lane) and shoulders
with a granular pavement and/or concrete surface.
17.9.3.2 For open -cut crossings of Primary roads, the excavated trench across the
road between the outside edges of the shoulders shall be backfilled with granular
material as specified below unless the local road authority has a different requirement.
The backfill material up to 12 inches below the finished road surface of the road shall
be pit run gravel with the following gradation limits:
TABLE 1
Sieve Size
% Passing by
Weight
4 -inch
100
1 -inch
60-100
1/4 -inch
25-100
1/8 -inch
25-75
0.02 -inch
15-50
0.003 -inch
0-8
The backfill mate ial for the 12 inches immediately below the finished road surface
shall be hard, durable crushed rock or crushed gravel with the following gradation
limits:
TABLE 2
Sieve Size
% Passing by
Weight
1 -inch
100
1/4 -inch
75-100
1/8 -inch
40-70
0.02 -inch
15-45
0.003 -inch
0-8
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17.9.3.3 The backfill material shall be placed in layers not greater than 6 inches thick
with each layer thoroughly compacted using a power driven vibration type tamping
machine approved by the COMPANY. The degree of compaction shall meet the
requirements of the governing authority or, if unspecified, until no further settlement is
apparent for each layer. The CONTRACTOR shall add water to the backfill material
where necessary to obtain optimum compaction.
17.9.3.4 The surface of all open -cut paved highways shall be replaced with a new
paving material having the same specifications as that originally removed. The
pavement shall not be cut beyond the required trench width, and the adjacent roadway
and shoulders shall be cleaned of all mud and debris prior to repaving. All surface
courses shall be thoroughly compacted and properly blended in with the adjacent
roadway to form a uniform surface condition free from bumps or depressions.
17.9.3.5 Unless otherwise specified, the CONTRACTOR shall supply and install all of
the material required above for each open -cut road crossing, including that which is
necessary for trench sloping regulations. Where required and specified, the
CONTRACTOR shall supply and install sandpadding and place same around the pipe.
17.9.4 SECONDARY ROADS
17.9.4.1 Secondary roads are generally roads with moderate traffic. Usually the
traveled roadway will be defined but may not have apparent shoulders. The road
surface may contain granular material, earth or a combination of both.
17.9.4.2 For open -cut crossings of secondary roads, the existing material from the
excavated trench across the entire road width may be reused for backfill up to 12
inches below the finished road surface. At the discretion of the COMPANY
Representative, the existing material may be rejected due to high moisture content,
rock or boulders, in which case the CONTRACTOR shall supply and install suitable
backfill material as specified for Primary roads. Compaction requirements across the
roadway and shoulders shall be the same as those specified for primary roads.
Surfacing, where required, shall be of a material equal to the existing road surface and
shall be installed in a smooth uniform condition free from bumps or depressions.
17.9.4.3 The granular material for the top 12 inches and any surfacing required shall
be installed at no additional cost to the COMPANY.
17.9.4.4 Unless otherwise noted, crossings of private driveways, roadways and
access roads shall be constructed to secondary road requirements.
17.9.5 UNIMPROVED ROADS
17.9.5.1 Unimproved roads are generally minor roads with minimal, if any, traffic.
They will normally be identified as small roadways, trails or tracks with no embankment
or adjacent ditches and constructed/situated in natural earth material. The surface
may have a light sprinkling of granular material.
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17.9.5.2 Unless otherwise specified, natural backfill material shall be used throughout
for crossings of unimproved roads. The backfill requirements are not stringent at these
crossings; however, the backfill material free of stones and boulders will be acceptable
to the COMPANY Representative. Compaction shall ensure that the trench area is
compatible with the adjacent roadway, free from bumps or depressions and where
required, the CONTRACTOR shall supply and install granular topping equal to existing
road conditions.
17.9.5.3 Unless otherwise noted, all the above work shall be performed at no
additional cost to the COMPANY.
18.0 RAILWAY, HIGHWAY AND ROAD CROSSINGS
18.1 GENERAL
18.1.1 The construction of all railway and highway crossings designated by the
COMPANY, including all details incidental to the installation of such crossings, shall be in
accordance with the Drawings (Construction Drawings & Permit Drawings), the
requirements of the railway company engineers, the state highway engineers, or any other
authority having jurisdiction, and such general Specifications herein as may be applicable.
The CONTRACTOR shall provide any survey equipment and personnel necessary for
such crossings.
18.1.2 Railway and highway crossings shall be bored using the slick -bored, or where
permitted by the highway authorities having jurisdiction, open -cut. Generally road
crossings (secondary, unimproved roads, trails) shall be open -cut. In any case, the
COMPANY shall have the right to specify the method (including tunneling) of all crossings
at roads and railways.
18.1.3 If during the course of construction for a specified method of installation, it is
deemed that the presence of adverse conditions renders that method impossible or
impractical, the CONTRACTOR shall so inform the COMPANY immediately. This will
enable the COMPANY to obtain the necessary approvals to use other installation
methods.
18.1.4 The CONTRACTOR shall verify with the COMPANY Representative that all
necessary approvals have been granted to the COMPANY prior to undertaking any work
at railway, highway or road crossings. Prior to commencement of construction at each
crossing, the CONTRACTOR shall ensure that the appropriate authorities are given a
minimum of 48 hours notice or as specified on the applicable permit(s), which shall not
include Saturdays, Sundays or Statutory Holidays.
18.1.5 The CONTRACTOR shall maintain access across all open -cut roads during
construction where an alternate bypass is not available. The CONTRACTOR shall verify
with the COMPANY that all necessary approvals have been granted to the COMPANY
prior to undertaking any work at railway, highway or road crossings. Also, the
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CONTRACTOR shall ensure that appropriate notice is given to the authority having
jurisdiction over the facility in accordance with the conditions of approval.
18.1.6 At all road crossings and/or contiguous construction where workers and
equipment are working, approaching traffic shall be cautioned to reduce speed by road
signs and flag.
18.1.7 The CONTRACTOR shall install all pipeline markers and complete all cathodic
test lead connections as shown on Drawings or as directed by the COMPANY.
18.2 OPEN -CUT
18.2.1 The CONTRACTOR shall ensure that traffic flow is maintained for all roads
disturbed or otherwise affected by pipeline construction. For those roads which are
permitted to be closed (road allowances, trails, those encountering little or no traffic, etc.),
the CONTRACTOR shall ensure that suitable road closure signs are posted at the
crossroad closest to that being cut.
18.2.2 Where road closures occur, the CONTRACTOR will provide 72 hour advance
written notice of road closures to state and local emergency responders (e.g., fire, police,
and medical). All road signs and barricades shall be properly reflectorized, equipped with
warning lights if necessary, and comply with all state and local rules and regulations. All
signs and barricades will be removed immediately when no longer needed.
18.2.3 Where road closing necessitates a detour, signs shall be erected at the nearest
crossroad from the roadway being cut. If detour routes are not feasible due to the lack of
roads nearby, the CONTRACTOR shall either install a suitable temporary bridge over the
trench or construct a suitable and adequate temporary by-pass (detour ramp/roadway)
near the road crossing installation.
18.2.4 Only under special circumstances, where detours cannot be utilized or
constructed, will the CONTRACTOR be permitted to install the pipe by cutting open only
one-half the roadway at one time while maintaining traffic on the other half of the roadway.
This is to eliminate to the extent possible the installation of tie-in welds beneath the
traveled roadway as well as to minimize roadway restriction for extended periods of time.
18.2.5 The COMPANY and road authority shall approve all methods of maintaining
traffic flow during road crossing installations. The CONTRACTOR shall provide or
construct all detours/crossing ramps as required including supplying, hauling in and
installing the necessary material. Detour ramps shall be removed as soon as possible
after completion of the road crossing.
18.2.6 For backfill of open -cut road crossings see Article 17.9, Roads.
18.2.7 All roadways encountering any form of traffic shall be restored to normal service
as soon as possible. Therefore the CONTRACTOR shall ensure that all the necessary
preparatory work, including pipe fabrication, is completed prior to open cutting the roads.
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18.2.8 The CONTRACTOR shall ensure that cleanup and restoration in the vicinity of
the roads (except seeding and/or sodding) is completed as soon as possible after
returning the roads to normal service. The ground surface over and in the vicinity of the
trench shall be neatly trimmed and restored to the original cross-section and appearance.
18.2.9 N/A
18.2.10 Where deemed necessary, the trench faces shall be timbered or sloped to
prevent soil collapse. All such timbering, shoring and/or sloping shall be performed in
compliance with the applicable trenching regulations for the State in which the work is
being performed.
18.2.11 At both ends of open cut and bored crossings, the pipe shall be supported by
sandbags in accordance with Drawing Number ENT -STD -306 prior to backfilling. The
sandbag supports shall be capable of carrying the weight of the pipe and backfill without
distortion of the casing end seals.
18.2.12 All crossings shall be backfilled immediately following the installation of the
carrier pipe and as required by the railway COMPANY or agency having jurisdiction and
as approved by the COMPANY. Any voids around the pipe or casing resulting from the
boring operation shall be filled by tamping a lean mix of sand and gravel into place, or by
grouting, if required by the COMPANY or the railway COMPANY or agency having
jurisdiction.
18.3 TUNNELING
18.3.1 Where normal boring procedures are not possible, due to rock or boulders and
open cutting is not permitted, the CONTRACTOR shall install the casing pipe by means of
tunneling.
18.3.2 COMPANY supplied casing shall be used as a tunnel liner for all of the
excavation (mining) work; at no time shall workers be permitted to enter an uncased
tunnel. The casing shall be advanced to keep pace with spoil removal and shall be kept
within 2 feet of the tunnel face at all times.
18.3.3 If the COMPANY supplied casing is too small to be used as a tunnel liner, to
protect workers, the CONTRACTOR shall supply an approved liner of adequate size as
specified in the Scope of Work or by Project Addendum.
18.3.4 Upon completion of the tunnel and installation of the casing, all voids shall be
grouted.
18.3.5 The CONTRACTOR shall use a 1:1 cement sand mix of which up to 15 percent
of the cement by weight may be fly ash, and an air entraining agent shall be added. The
quantity of water added shall consider the effects of such additives in order to produce a
stable and pumpable grout.
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18.3.6 Where drilling and blasting becomes necessary, the applicable conditions listed
in Article 9 (Blasting) shall apply.
18.4 ROCK BORING
18.4.1 The rock -boring procedure may be employed, as an alternate to drilling and
blasting, to tunnel or open -cut, undercrossings of highways, railroads, cables, pipelines,
etc. The CONTRACTOR shall note that reasonably sound rock is required for a
successful rock -bore crossing. Therefore, the elevation of such crossings will generally be
somewhat lower than would be required for an open -cut. The CONTRACTOR shall take
this into account when preparing the approach and exit pits.
18.4.2 Installation of the carrier pipe in bored tunnels shall be done using pipeline
casing insulators. The annular area between the casing and the rock shall be sealed
(100%) with polyurethane foam or as specified in the Scope of Work.
18.5 SLICK BORING
18.5.1 CONTRACTOR shall supply line pipe which will be used as the pilot pipe and will
be the same diameter as the carrier pipe.
18.5.2 All welds made to join the sections of pilot pipe or pilot pipe to the carrier pipe
shall be of a quality equal to those specified in Article 11 (Welding) although radiographic
inspection is not required.
18.5.3 The faces of the trench (i.e., the ends of the bored hole) for casing and slick -bore
operations shall be located a minimum of 10 feet past the edge of pavement/traveled
roadway and 2 feet beyond the toe of slopes for railways to ensure that the built-up section
of the road/rail bed is not disturbed, unless otherwise specified in the Drawings or Permits.
In order to eliminate environmental damage and any interruption to sensitive water bodies,
the trench faces shall, where necessary, be installed farther apart. The COMPANY shall
approve all locations of trench faces.
18.5.4 Where deemed necessary, the trench faces shall be timbered or sloped to
prevent soil collapse. All such timbering, shoring and/or sloping shall be performed in
compliance with the applicable trenching regulations for the State in which the work is
being performed.
18.5.5 Both approach and exit trenches shall be dug prior to boring. These trenches
shall extend an adequate distance on each side of the crossing to accommodate the
installation of the pilot pipe, subsequent installation of carrier pipe and removal of the pilot
pipe. Where bends are required in the pipeline close to the crossing (side or sag bends),
false trench may have to be excavated in a direct line with the crossing to accommodate
the straight lengths of pilot and carrier pipe. If necessary, this work shall be performed at
no additional cost to the COMPANY.
18.5.6 The boring operation shall produce a tunnel 1 to 2 inches larger in diameter than
the carrier pipe, to facilitate installation of the carrier pipe. The boring bit shall be 1 inch
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larger in soil and 2 inches larger in rock or shale. Punching and reaming will not be
permitted. To facilitate ease of installation, a "drilling mud" type lubricant may be used; the
use of "petroleum base" products will not be permitted.
18.5.7 During the slick boring process, soil shall only be removed through the "pilot
pipe". Under no circumstances shall the carrier pipe be attached to the pilot pipe until soil
removal is complete.
18.5.8 Upon completion of boring and when the pilot pipe has been advanced the
required distance, all boring equipment shall be removed and the carrier pipe temporarily
welded to the pilot pipe. Before removal of the pilot pipe for reuse at the next crossing the
entire assembly shall be carefully advanced through the tunnel until the carrier pipe is in
the desired position. Due to the consequences of a cave-in, at no time shall either the
pilot or carrier pipe be withdrawn leaving the tunnel unlined.
18.5.9 For the slick boring procedure, the COMPANY has supplied carrier pipe with
abrasive -resistant coating (ABR) to provide additional coating protection. Other forms of
carrier pipe protection which may be specified are concrete and high density urethane
coatings. The Scope of Work, Section X identifies coating requirements for specific
locations.
18.5.10 Once the bore has been completed the carrier pipe shall be installed immediately
unless approval for delay is granted by the COMPANY. Once the carrier pipe has been
installed, COMPANY shall measure the coating resistance. CONTRACTOR shall co-
operate with this requirement and ensure that each end of the section is clean, dry and not
in contact with the ground while the measurement is taken. If the measurements indicate
that the coating has been damaged during the installation process, the section shall be
removed and the coating repaired. CONTRACTOR shall take preventative measures prior
to re -installing the pipe in the bore hole. These measures may include reaming of the
hole. Removal of pipe sections determined to have coating damage, coating repair,
preventative measures and re -installation of the pipe shall be at no additional
compensation to CONTRACTOR.
18.5.11 The tie-in of the carrier pipe shall not take place closer than 10 feet from the face
of the trench or as directed by the COMPANY. This amount of carrier pipe shall be left
protruding from the trench face in order to facilitate coating inspection and assessment.
18.5.12 The bottom of the entry and exit trenches shall be backfilled and mechanically
compacted or sandbagged up to the underside of the carrier pipe prior to installing the
remaining backfill to ensure that the settlement of the soil beneath the carrier pipe is
minimized. At both ends of the crossings, the pipe shall be supported by sandbags in
accordance with Drawing ENT -STD -306 prior to backfilling. The sandbag supports shall
be capable of carrying the weight of the pipe and backfill without distortion of the casing
end seals.
18.5.13 All crossings shall be backfilled immediately following the installation of the
carrier pipe and as required by the highway/railway COMPANY or agency having
jurisdiction and as approved by the COMPANY. Any voids around the pipe resulting from
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the boring operation shall be filled by tamping a lean mix of sand and gravel into place, or
by grouting, if required by the COMPANY or the highway/railway COMPANY or agency
having jurisdiction.
18.5.14 Where obstructions or rock formations render boring at crossings specified to be
bored hazardous or impractical, CONTRACTOR may propose an alternate procedure for
approval by COMPANY and the Authorities Having Jurisdiction over the crossing. If
approved by the authority, the open cut technique can be constructed in accordance with
Article 18.2. In the event that open cutting is not an option, CONTRACTOR shall provide
COMPANY with an alternate procedure for approval such as tunneling, as outlined in
Article 18.3 or directional drilling, Article 21. No additional payment will be made to
CONTRACTOR where bored uncased crossings as specified in the Drawings, are
constructed by the open -cut methods.
18.5.15 After the bored section has been tied -in, CONTRACTOR shall ensure the pipe is
adequately supported prior to completing backfilling. Compaction, sand bags and
imported material shall be utilized as required by COMPANY all at no additional
compensation to CONTRACTOR.
18.6 PROTECTION OF ROAD CROSSING BACKFILL
The CONTRACTOR shall install trench breakers and, if necessary, supply and operate
water pumping equipment of sufficient capacity, to protect road crossings against washout
during inclement weather before the adjacent pipeline is backfilled.
18.7 DEVIATION FROM DRAWINGS
Crossing approvals and agreements from the various owning and regulatory authorities
contain specific construction requirements, methods and procedures. Unauthorized
deviations from the Specifications on the crossing drawing will not be allowed.
19.0 WATERBODY CROSSINGS
19.1 GENERAL
19.1.1 The objectives of this Specification are to allow the pipeline to be constructed in
an efficient and timely manner, while simultaneously ensuring environmental compliance,
compliance with mitigation procedures and minimization and control of erosion and
sediment.
19.1.2 The CONTRACTOR shall comply with requirements of all permits issued for the
project by Federal, State or local agencies.
19.1.3 The CONTRACTOR shall be familiar with and comply with the requirements in
the Waterbody Crossing and Wetland Protection Plan and the Spill Prevention,
Containment and Countermeasure (SPCC) Plan included in Exhibit "G".
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19.1.4 "Waterbody" includes any natural or artificial stream, river, or drainage with
perceptible flow at the time of crossing, and other permanent waterbodies such as ponds
and lakes.
19.1.5 In the event a waterbody crossing is located within or adjacent to a wetland
crossing, the CONTRACTOR shall implement the provisions of this Article and Article
20.0, unless otherwise specified on the Construction Drawings.
19.1.6 The CONTRACTOR shall not store hazardous materials, chemicals, fuels,
lubricating oils, or perform concrete coating within 200 feet of any waterbody. The
CONTRACTOR shall not refuel construction equipment within 200 feet of any waterbody.
If the CONTRACTOR must refuel construction equipment within 200 feet of a waterbody, it
must be done in accordance with the Spill Prevention, Containment and Countermeasure
Plan included in Exhibit "G".
19.1.7 Throughout construction, the CONTRACTOR shall maintain adequate flow rates
to protect aquatic life and to prevent the interruption of existing downstream users.
19.2 SCHEDULE
19.2.1 The CONTRACTOR shall provide COMPANY with a schedule for installation of
stream crossings with updates as requested by COMPANY. This schedule shall be
revised as necessary and must provide for at least one week's advance notice prior to
construction activities in streams.
19.2.2 Any deviations from these procedures must be requested in writing with sufficient
lead time to allow negotiation with regulatory authorities. Approval of deviations is not
guaranteed.
19.2.3 The CONTRACTOR shall notify the COMPANY Representative a minimum of
seven (7) days or as directed by the authority having jurisdiction, in advance of work in
proximity to waterbodies and a minimum of three (3) days in advance of any in -stream
activity, including access installation and commencement of trenching. Notice of in -stream
activity must be made in writing.
19.2.4 All equipment and materials shall arrive on site in a clean condition and shall be
on site before trenching in the active channel of minor waterbodies containing state
designated fisheries, and in intermediate and major waterbodies. All activities shall
proceed in an orderly manner without delays until the trench is backfilled and the stream
banks stabilized.
19.3 EASEMENT AND WORK SPACE
19.3.1 The permanent easement, construction work space, and any special restrictions
are as shown in the Contract Documents and on the Construction Drawings. The work
shall be contained within these areas and be limited in size to the minimum required to
construct the waterbody crossing. The CONTRACTOR shall limit clearing of vegetation
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between temporary use areas and the edge of the waterbody to the certificated
construction right-of-way.
19.4 MAJOR/SENSITIVE WATERBODY CROSSINGS (N/A)
19.5 OTHER WATERBODY CROSSINGS
All waterbody crossings will be conducted using the open cut method unless otherwise
indicated on the Construction Drawings or site-specific crossing plans. See ENT -STD -
XXX, Typical Unnamed Creek Crossing Diagonal Ditch.
19.6 VEHICLE ACCESS/EQUIPMENT CROSSINGS
19.6.1 Only clearing equipment may cross waterbodies before installation of equipment
bridges unless further restricted by permits. The CONTRACTOR shall limit the number of
such crossings of each waterbody to one per piece of equipment.
19.6.2 The CONTRACTOR shall be responsible for the installation, maintenance and
removal of all temporary access crossings including bridges, flumes, culverts, sand bags,
clean rock or coarse granular material and riprap. The width of the temporary access road
across culverts and flumes and the design of the approaches and ramps shall be
adequate for the size of vehicle and equipment access required.
19.6.3 Ramps shall be of sufficient depth and constructed to prevent collapse of the
flumes, and the approaches on both sides of the flume shall be feathered. All ramped
accesses shall be installed as shown on the Construction Drawings and shall include all
indicated erosion and sedimentation control measures. Sedimentation control barriers
may be removed to allow construction activities but must be replaced at the end of each
work day.
19.6.4 Equipment bridges are not required at dry washes or drains where no water is
present. The final decision as to whether or not to install bridges, flumes or culverts will be
made by the COMPANY Representative. All bridges must be anchored as required, for
stability.
19.6.5 Where equipment bridges are required, construction equipment will cross on a
bridge consisting of one of the following:
a) Clean rockfill and flume
b) Portable bridge
c) Flexifloat
d) Timber mat bridge
e) Railroad span bridge
f) Existing bridge (if nearby) in conjunction with a public or approved private access
road
g) Method specified in a site-specific Construction Drawings
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19.6.6 The CONTRACTOR shall not use soil to construct or stabilize equipment
bridges. The CONTRACTOR shall maintain equipment bridges to prevent soil from
entering the waterbody.
19.6.7 The CONTRACTOR shall ensure that culverts and flumes are sized and installed
of sufficient diameter to accommodate the highest anticipated flow of water including those
that may be created by sudden runoffs from storm events. Flumes will be designed for
calculated outlet flow velocity. Flume size will be approved by the COMPANY
Representative.
19.6.8 The CONTRACTOR shall install flumes will be installed with the inlet and outlet
at natural grade. They will have a minimum cover of one foot for flumes 18 to 36 inches
diameter, or a cover of one-third the flumes diameter for flumes over 36 inches. Flumes
and culverts shall be aligned to minimize bank erosion and stream bed scour. If
necessary, energy dissipating devices will be installed downstream of culverts.
19.6.9 Where bridges, culverts or flumes are installed across the working area, the
CONTRACTOR shall be responsible for maintaining them (e.g. preventing collapse,
clogging or tilting). All flumes and culverts shall be removed within the construction window
and as soon as possible after permanent seeding unless otherwise authorized by the
COMPANY Representative. If there will be more than 1 month between final cleanup and
seeding and there is available reasonable alternative access to the right-of-way, the
CONTRACTOR shall remove equipment bridges as soon as possible after final cleanup.
19.6.10 Where culverts are installed for access and a waterbody is expected or possibly
will be constructed by the dry flume method, the culvert shall be of sufficient length to
convey the stream flow through the construction zone. Flume pipe shall not be threaded
through culverts.
19.7 WATERBODY CROSSING METHODS
19.7.1 GENERAL
19.7.2 OPEN CUT CROSSING — NON FLOWING WATERBODIES
19.7.2.1 At streams, swales, ditches, and incised drainages with no perceptible flow at
the time of crossing and not adjacent to wetlands, the crossing method shall be similar
to construction in upland areas with the two following exceptions.
a. Topsoil and spoil shall not be stockpiled within the drainage.
b. The CONTRACTOR shall install erosion and sediment control materials in
accordance with Article 6, or as directed by the COMPANY Representative.
19.7.2.2 In addition to a. and b. above, requirements c. through f. shall apply to
any stream designated intermittent in Attachment 1 of the Waterbody Crossing and
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Wetland Protection Plan in the Plan of Development included as Exhibit "G-2" but not
flowing at the time of construction:
a. The CONTRACTOR shall stabilize the banks and install sediment barriers
within 24 hours of completing the crossing.
b. The CONTRACTOR shall return the banks and channel to preconstruction
contours.
c. The CONTRACTOR shall revegetate disturbed banks as directed by the
COMPANY Representative and in accordance with Article 25.7.
d. The CONTRACTOR shall install mulch on waterbody banks with over 30
percent slope and other areas as directed by the BLM Authorized Officer.
Mulch shall extend up the banks 100 feet or until the slope is less than 30
percent. The CONTRACTOR shall install erosion control matting waterbody
banks with over 40 percent slope and other areas as directed by the BLM
Authorized Officer. Matting shall extend up the banks 100 feet or until the
slope is less than 40 percent. Matting shall be installed in accordance with
drawings in the Soil Conservation, Sedimentation, and Erosion Control Plan
included in the Plan of Development in Exhibit "G-2".
19.7.3 OPEN CUT CROSSING — FLOWING WATERBODIES - FLUME METHOD
19.7.3.1 The CONTRACTOR shall utilize the Open Cut Crossing - Flume Method on
certain waterbodies designated on the Construction Drawings or as directed by
COMPANY.
19.7.3.2 Where required, the Open Cut Crossing - Flume Method, Drawing ENT -STD -
401 shall be utilized with the following "dry ditch" techniques:
a. install flume pipe after blasting, but before trenching.
b. use sand bag or sand bag and plastic sheeting diversion structure, or
equivalent.
c. properly align flume pipe(s).
d. do not remove flume pipe(s) during trenching, pipe laying, or backfilling
activities.
e. remove all flume pipes and dams that are not also part of the equipment
bridge after final cleanup but before permanent seeding.
19.7.4 OPEN CUT CROSSINGS OF MINOR WATERBODIES
19.7.4.1 The CONTRACTOR shall limit use of equipment operating in the waterbody
to that needed to construct the crossing. All other construction equipment must cross
on an equipment bridge as specified in Article 19.6.
19.7.4.2 The CONTRACTOR shall attempt to complete trenching and backfill work
within the waterbody (not including blasting if required) within 24 hours, unless site-
specific conditions make completion within 24 hours infeasible.
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19.8 CLEARING AND GRADING — FLOWING WATERBODIES
19.8.1 Clearing and grading shall be performed on both sides of the waterbody prior to
initiating any trenching work. Specialized equipments required for the installation must
arrive on site in a clean condition. Except where rock is encountered, all necessary
equipment and materials for pipe installation must be on-site and assembled prior to
commencing trenching in a waterbody.
19.8.2 The CONTRACTOR will preserve as much vegetation as possible along the
waterbody banks, while allowing for safe equipment operation.
19.8.3 If the pipeline parallels a waterbody, the CONTRACTOR shall attempt to
maintain at least 15 feet of undisturbed vegetation between the waterbody and the right-of-
way except at the crossing location.
19.8.4 The right-of-way adjacent to the waterbody will be graded so that soil is pushed
away from the waterbody rather than toward it.
19.8.5 In order to minimize disturbance to woody riparian vegetation within temporary
use areas adjacent to the construction right-of-way at waterbody crossings, the
CONTRACTOR shall:
a. minimize grading in the temporary use areas to avoid disturbance to roots of
riparian woody vegetation.
b. not remove trees and woody vegetation in temporary use areas that have been
marked by COMPANY Inspectors for avoidance.
19.8.6 Clearing and grubbing shall be carefully controlled to minimize silt or downstream
pollution from the right-of-way. Plant debris or soil inadvertently deposited within the high
water mark of waterbodies shall be promptly removed in a manner that minimizes
disturbance of the waterbody bed and bank. Excess floatable debris shall be removed
from areas immediately above crossings to prevent obstruction of temporary bridges and
flumes during periods of high water.
19.8.7 Clearing and grubbing for temporary vehicle/equipment crossings at waterbodies
will be carefully controlled to minimize siltation or water pollution. Crossings will be
perpendicular to drainage bottoms whenever possible. Under no circumstances will
waterbody materials be removed for use as backfill, embankments, road surfacing, or
other construction purposes.
19.8.8 The CONTRACTOR shall install sediment barriers immediately after initial
disturbance of the waterbody or adjacent upland. Sediment control devices will be required
at all waterbodies. Sediment barriers must be properly maintained throughout
construction and reinstalled as necessary (such as after backfillling of the trench) until
replaced by permanent erosion controls or restoration of adjacent upland areas is
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complete. If in -stream sediment control devices are used they must be removed upon
completion of crossing construction.
19.8.9 The CONTRACTOR shall install sediment barriers across the entire construction
right-of-way at all waterbody crossings.
19.8.10 Where waterbodies are adjacent to the construction right-of-way, the
CONTRACTOR shall install sediment barriers along the edge of the construction right-of-
way as necessary to contain spoil and sediment within the right-of-way.
19.9 TRENCHING — FLOWING WATERBODIES
19.9.1 The CONTRACTOR shall notify the COMPANY Representative at least 72 hours
before beginning blasting or trenching within individual waterbodies or as necessary to
meet agency or permit requirements.
19.9.2 All equipment and materials shall be on site before trenching in the active
channel is allowed. The CONTRACTOR shall not begin instream activity until the instream
pipe section is complete and ready to be installed in the waterbody.
19.9.3 The CONTRACTOR shall use trench plugs at all non-flumed waterbody
crossings to prevent diversion of water into upland portions of the pipeline trench and to
keep any accumulated trench water out of the waterbody. Trench plugs must be of
sufficient size to withstand upslope water pressure. If necessary to control water flow and
trench sloughing, the CONTRACTOR shall install temporary soft plugs and dewater the
trench.
19.9.4 The CONTRACTOR shall conduct as many instream activities as possible from
the banks of the waterbodies. The CONTRACTOR shall limit the use of equipment
operating in waterbodies to that needed to construct each crossing.
19.9.5 No trench spoil, including spoil from the portion of the trench across the stream
channel, shall be stored within a waterbody. The CONTRACTOR shall place all spoil in
the construction right-of-way at least 10 feet from the water's edge. The CONTRACTOR
shall install and maintain sediment barriers around spoil piles to prevent the flow of spoil
into any waterbody.
19.9.6 Sand, gravel, or fill padding shall be placed around the pipe where rock is
present in the channel bottom. Spoil removed during ditching will be used to backfill the
trench usually with a backhoe, clamshell or a dragline working from the waterbody bank.
19.9.7 The CONTRACTOR shall use earthen trench (hard) plugs at the end of the
standard trench to prevent diversion of water into upland portions of the pipeline trench
and to keep any accumulated trench water out of the waterbody. Trench plugs must be of
sufficient size to withstand upslope water pressure. Approach trenches shall be excavated
prior to the installation of wet crossings to preserve as much dry soil as possible.
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19.9.8 The CONTRACTOR shall dewater the trench when necessary in a manner to
ensure that no heavily silt laden water will flow into any waterbody.
19.9.9 Trench dewatering shall be conducted in accordance with Article 8.9.
19.10 PIPE INSTALLATION — FLOWING WATERBODIES
19.10.1 Pipe shall be installed as shown on the Construction Drawings or as directed by
COMPANY's Representative. Pretesting, if required, shall also be performed as indicated
on the Construction Drawings. If pumps used for hydrostatic testing are within 200 feet of
any waterbody or wetlands, the CONTRACTOR shall operate and refuel these pumps in
accordance with the Spill Prevention, Containment and Countermeasure Plan included in
Exhibit "G". Construction equipment shall not be washed in any waterbody.
19.10.2 The trench shall be closely inspected to confirm that the specified cover and that
adequate bottom support can be achieved, and shall require COMPANY approval prior to
the pipe being installed. Such inspections will be performed by visual inspection and/or
measurement by the COMPANY Representative. In rock trench, the ditch shall be
adequately padded with clean granular material to provide continuous support for the pipe.
19.10.3 The CONTRACTOR shall provide sufficient approved lifting equipment to
perform the lower -in operation in a safe and efficient manner. As the coated pipe is
lowered in, it shall be prevented from swinging or rubbing against the sides of the trench.
Only properly manufactured slings, belts and cradles suitable for handling coated pipe
shall be used. Any damage to the pipe and/or coating shall be repaired to the satisfaction
of COMPANY. CONTRACTOR supplied and COMPANY approved holiday detectors shall
be used in accordance with Articles 13.6.
19.10.4 The pipe shall be pulled into position or lowered into the trench and shall, where
necessary, be held down by weights, as -built recorded (by COMPANY surveyor or
inspection personnel) and backfilled immediately to prevent the pipe from floating.
19.10.5 The COMPANY Representative shall confirm that the pipe or concrete coating is
not damaged, that the pipe has uniform support on the trench bottom and verify that the
correct alignment and profile has been achieved. The CONTRACTOR shall perform any
additional work or remedial measures to meet the Specifications.
19.11 BACKFILLING — FLOWING WATERBODIES
19.11.1 After lowering -in has been completed, but before backfilling, the line shall be re-
inspected to ensure that no skids, brush, stumps, trees, boulders or other debris is in the
trench. If discovered, such materials or debris shall be removed from the trench prior to
backfilling.
19.11.2 For each waterbody crossed, the CONTRACTOR shall install a permanent slope
breaker and a trench breaker at the base of slopes near the waterbody or as directed by
the COMPANY Representative.
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19.11.3 Trench spoil excavated from waterbodies may be used to backfill the trench
across waterbodies.
19.11.4 The CONTRACTOR shall furnish all sacks, foam, or other materials and all labor
and equipment necessary to install breakers in the trench, under, over and around the
pipe to provide full protection against washout of padding or backfill materials and changes
in the natural drainage pattern.
19.12 STABILIZATION AND RESTORATION OF BANKS AND SLOPES
19.12.1 If there will be more than 1 month between final cleanup and the beginning of
permanent seeding and reasonable alternative access to the right-of-way is available, the
CONTRACTOR shall remove equipment bridges as soon as possible after final cleanup.
19.12.2 The original contour of waterbody crossings shall be reestablished during clean
up operations.
19.12.3 Slopes shall be graded to an acceptable slope for the particular soil type and
surface run off controlled by slope breakers. Where necessary, the integrity of the slope
breakers shall be ensured by lining with erosion control blankets.
19.12.4 Stream banks shall be stabilized and temporary sediment barriers shall be
installed within 24 hours of completing the crossing. Immediately following topsoil
redistribution soils shall be protected by matting or mulching as necessary.
19.12.5 The CONTRACTOR shall revegetate disturbed waterbody banks as directed by
the COMPANY Representative and in accordance with Article 25.7.
19.12.6 The CONTRACTOR shall install mulch on waterbody banks with over 30 percent
slope and other areas as directed by the BLM Authorized Officer. Mulch shall extend up
the banks 100 feet or until the slope is less than 30 percent. The CONTRACTOR shall
install erosion control matting waterbody banks with over 40 percent slope and other areas
as directed by the BLM Authorized Officer. Matting shall extend up the banks 100 feet or
until the slope is less than 40 percent. Matting shall be installed in accordance with
drawings in the Soil Conservation, Sedimentation, and Erosion Control Plan included in
the Plan of Development in Exhibit "G-2".
20.0 WETLAND CROSSINGS
20.1 GENERAL
20.1.1 In the event a waterbody crossing is located within or adjacent to a wetland
crossing, the CONTRACTOR shall implement the provisions of Articles 19.0 and 20.0,
unless otherwise specified on the Construction Drawings or a Site -Specific Crossing Plan.
20.1.2 The CONTRACTOR shall be familiar with and comply with the requirements in
the Waterbody Crossing and Wetland Protection Plan and the Spill Prevention,
Containment and Countermeasure (SPCC) Plan included in Exhibit "G".
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20.1.3 Site-specific conditions may necessitate modifications to these Specifications,
and these modifications must be requested in writing, and approved in advance by
COMPANY's Representative and the appropriate regulatory agency.
20.2 EASEMENT AND WORKSPACE
20.2.1 The CONTRACTOR shall maintain wetland boundary markers in place during
construction in all areas and until permanent seeding is completed in non -cultivated areas.
20.2.2 The CONTRACTOR shall locate all construction workspace (such as staging
areas and additional spoil storage areas) at least 50 feet away from wetland boundaries,
where topographic conditions permit except where the adjacent upland consists of actively
cultivated or rotated cropland or other disturbed land. As directed by the COMPANY
Representative, where topographic conditions do not permit a 50 -foot setback, or where
other Site -Specific conditions allow less than a 50 -foot setback, the CONTRACTOR shall
locate these areas at least 10 feet from the wetland's edge.
20.2.3 The CONTRACTOR shall limit clearing of vegetation between temporary use area
and the edge of the wetland to the certificated construction right-of-way and limit the size
of temporary use areas to the minimum needed to construct the wetland crossing.
20.3 GENERAL WETLAND CROSSING PROCEDURES
The following procedures shall be followed by the CONTRACTOR in all wetlands, except
as specified in Article 20.4:
a) Limit construction equipment operating in wetland areas to that needed to clear the
construction right-of-way, dig the trench, fabricate and install the pipeline, backfill
the trench, and restore the construction right-of-way.
b) If standing water or saturated soils are present, use low -ground -weight
construction equipment, or operate normal equipment on timber riprap or
prefabricated equipment mats.
c) Do not use rock, soil imported from outside the wetland, tree stumps or brush
riprap to stabilize the right-of-way.
d) Do not cut trees outside of the construction right-of-way to obtain timber for riprap
or equipment mats.
e) Attempt to use no more than two layers of timber riprap to stabilize the right-of-
way.
f) Cut vegetation off at ground level, leaving existing root systems in place and
remove it from the wetland for disposal.
Limit pulling of tree stumps and grading activities to directly over the trenchline. Do
not grade or remove stumps or root systems from the rest of the right-of-way in
wetlands unless the COMPANY Representative and COMPANY Representative
g)
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determine that safety-related construction constraints require removal of tree
stumps from under the working side of the right-of-way.
h) Segregate the top 1 foot of topsoil from the area disturbed by trenching, except in
areas where standing water or saturated soils are present. After backfilling is
complete, restore the segregated topsoil to its original location.
i) Dewater trench in such a manner that no heavily silt -laden water flows into any
wetland or waterbody.
The CONTRACTOR shall avoid sand blasting in wetlands to the extent practical. If
sandblasting is performed within a wetland, the CONTRACTOR shall place a tarp
or suitable material in such a way as to collect as much waste shot as possible and
dispose of the collected waste shot at an COMPANY approved disposal facility.
The CONTRACTOR shall clean up all visible deposits of waste shot in wetlands
and dispose of the waste at an COMPANY approved disposal facility.
k) Remove all timber riprap and prefabricated equipment mats upon completion of
construction.
1)
I) The CONTRACTOR shall perform 100 percent radiographic or ultrasonic
inspection of all pipeline section welds before installation under wetlands.
m) The CONTRACTOR shall locate hydrostatic test manifolds outside wetlands and
riparian areas to the maximum extent practicable.
n) Do not store hazardous materials, chemicals, fuels, lubricating oils, or perform
concrete coating activities in a wetland, or within 200 feet of any wetland boundary.
o) Attempt to refuel all construction equipment in an upland area at least 200 feet
from a wetland boundary. If construction equipment must be refueled in a wetland
or within 200 feet of any wetland boundary, follow the procedures outlined in the
COMPANY SPCC Plan (Exhibit "G").
Where the pipeline trench may drain a wetland, the CONTRACTOR shall construct
trench breakers and/or seal the trench bottom as directed by the COMPANY
Representative, to maintain the original wetland hydrology.
Assemble the pipeline in an upland area and use "push/pull" or "float" techniques
to place pipe in trench where water and other site conditions allow.
r) After backfilling is complete, restore the segregated topsoil to its original location
over the trench.
p)
q)
20.4 SPECIFIC WETLAND CROSSING PROCEDURES
Techniques for wetland crossings will vary according to the type of wetland to be crossed,
the length of the crossing and the level of soil saturation or standing water at the time of
crossing. General wetland crossing procedures for all types of wetlands are described in
Article 20.4.
20.4.1 STANDARD (WET) WETLAND CROSSING
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The standard wetland crossing procedure will be used on all wetlands where the soil is wet
and not firm enough at the time of construction to support heavy equipment. The top 1 -foot
of topsoil will be stripped and salvaged from the area disturbed by trenching except in
areas where standing water or saturated soils are present. Unless the wetland is dry at
the time of construction, the CONTRACTOR shall operate equipment on timber riprap or
prefabricated equipment mats or shall use low -ground -weight construction equipment such
as wide -track or balloon -tire equipment.
20.4.2 "DRY" WETLAND CROSSING
The "dry" wetland crossing procedure will be used on all wetlands where the soil is dry and
firm enough at the time of construction to support heavy equipment. The following
exceptions to "standard" wetland crossing methods - and other procedures in Article 20.0,
apply to "dry' wetlands:
a) Construction equipment may pass through wetland areas as needed.
b) Sediment barriers are not required across or along the edges of the construction
right-of-way.
20.5 VEHICLE ACCESS/EQUIPMENT CROSSING
20.5.1 The only access roads, other than the construction right-of-way, that the
CONTRACTOR shall use in wetlands are those existing roads shown on the Construction
Drawings that can be used with no modification and no impact on the wetland.
20.5.2 The CONTRACTOR's construction equipment operating in standard wetlands
shall be limited to that needed to clear the right-of-way, dig the trench, fabricate and install
the pipeline, backfill the trench, and restore the right-of-way. All other construction
equipment shall use access roads located in upland areas to the maximum extent
practicable. Where access roads in upland areas do not provide reasonable access, the
CONTRACTOR shall limit all other construction equipment to one pass through standard
wetlands using the right-of-way. "Dry" wetlands shall not have a restriction on the number
of passes for construction equipment.
20.5.3 If equipment must operate within a standard wetland containing standing water or
saturated soils, the CONTRACTOR shall use the following methods for equipment access:
a. Wide -track or balloon -tire construction equipment.
b. Conventional equipment operated from timber mats or prefabricated equipment
mats.
20.5.4 Trees located outside the right-of-way shall not be cut to obtain timber for
equipment pads, and no more than two layers of timber or equipment pads will be used to
stabilize the right-of-way. All timber mats, prefabricated equipment mats or subsoil fill
shall be removed upon completion of construction.
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20.6 TEMPORARY SEDIMENT CONTROL
20.6.1 The CONTRACTOR shall install sediment barriers immediately after initial
disturbance of the wetland or adjacent upland. Sediment barriers must be properly
maintained by the CONTRACTOR throughout construction and reinstalled as necessary.
The CONTRACTOR shall maintain sediment barriers, as directed by the COMPANY
Representative until replaced by permanent erosion controls or restoration of adjacent
upland areas is complete. The installation, maintenance and removal of temporary
sediment control measures are addressed in more detail in Article 6.0.
20.6.2 The CONTRACTOR shall install sediment barriers across the entire construction
right-of-way immediately upslope of the wetland boundary at all wetland crossings, as
necessary to prevent sediment flow into the wetland.
20.6.3 Where wetlands are adjacent to the construction right-of-way, the
CONTRACTOR shall install sediment barriers along the edge of the construction right-of-
way as necessary to prevent a sediment flow into the wetland. The CONTRACTOR shall
install sediment barriers along the edge of the construction right-of-way as necessary to
contain spoil and sediment within the right-of-way and remove these sediment barriers
during right-of-way cleanup.
20.7 RESTORATION AND RECLAMATION
20.7.1 The CONTRACTOR shall restore the wetlands to or as near to original
configurations and contours as possible with no crown over the trench. Any excess spoil
shall be removed from the wetland and placed in an upland location approved by
COMPANY. The CONTRACTOR shall remove upland topsoil before placing excess
subsoil from the wetland. The CONTRACTOR shall stabilize wetland edges and adjacent
upland areas by establishing permanent erosion control measures and revegetation, if
applicable, during final cleanup.
20.7.2 For each wetland crossed, the CONTRACTOR shall install a permanent slope
breaker and trench breaker at the base of slopes near the boundary between the wetland
and adjacent upland areas. The CONTRACTOR shall locate the trench breaker
immediately upslope of the slope breaker.
20.7.3 The CONTRACTOR shall not use fertilizer, lime or mulch in wetlands unless
required in writing by the appropriate land management or state agency and the
COMPANY Representative.
21.0 HORIZONTAL DIRECTIONAL DRILL (NOT APPLICABLE)
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22.0 CLEANING, FILLING, HYDROSTATIC TESTING, DEWATERING, AND DRYING
22.1 GENERAL
This Specification describes the requirements for hydrostatic testing of pipelines and
fabricated assemblies in compliance with the United States Department of Transportation
Code of Federal Regulations, Title 49, Part 192, Subpart J, entitled "Test Requirements ".
22.1.1 CODES, SPECIFICATIONS AND REFERENCED STANDARDS
a. Transportation of Natural and Other Gas by Pipeline, Part 192, Title 49, Code of
Federal Regulations
b. Gas Transmission and Distribution Piping Systems ANSI 831.8
c. COMPANY's Specifications
22.1.2 RESPONSIBILITY
22.1.2.1 The CONTRACTOR is responsible for ensuring that the hydrostatic tests are
performed in accordance with this Specification. The CONTRACTOR shall complete all
test records, charts and forms and they shall be signed by both the CONTRACTOR's
Testing Supervisor and COMPANY's Testing Inspector. The COMPANY Representative
must be notified by the CONTRACTOR of all planned testing operations, approve all
CONTRACTOR operations, be present during all CONTRACTOR test operations, have
final approval of any deviations to this plan, and have final approval/acceptance of the
results of all hydrostatic tests.
22.1.2.2 COMPANY is responsible for securing water permits from the governing
authorities for the use and disposal of test water.
22.1.3 NOTIFICATIONS
The CONTRACTOR shall note that COMPANY is required to provide regulatory authorities
notice of the performance of a mainline test. Notice of any changes or modification to the
schedule is required as soon as such changes are known and in any event not less than 72
hours prior to the commencement of the test. The CONTRACTOR shall advise COMPANY
of any modifications to the testing schedule as soon as possible so as to allow these
notifications to be met.
22.1.4 SAFETY
The CONTRACTOR shall provide for the safety of all pipeline construction personnel and the
general public during hydrostatic test operations by:
a. Placing warning signs in populated areas.
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b. Restricting access to the immediate area involving the hydrostatic test (i.e., test shelter,
manifolds, pressure pumps, instruments, etc.) to only those personnel engaged in the
testing operation.
c. Prohibiting major pipeline work not directly associated with the test operations around
the pipeline sections being tested. While the pipeline facilities are being pressurized
and during the test all personnel not required for direct operations (check for leaks,
tighten gaskets, operating pumps, recording data, etc.) shall be restricted, when
possible, from the area where the pipeline is being tested.
d. Providing and maintaining a reliable transportation and communication system during
the test operations whereby all personnel directly involved in the test shall be able to
communicate test status or problems that develop during the test.
e. Checking all hoses, fittings, connectors, and valves for proper pressure rating.
f. Restraining and securing fill and discharge lines/hoses.
g. Nondestructive inspection of all temporary welds subject to hydrostatic test pressure by
CONTRACTOR's NDE CONTRACTOR.
h. Providing adequate training to CONTRACTOR personnel. The training shall highlight
the hazards of hydrostatic testing, dewatering facility designs and techniques, piping
coupling and anchoring methods, hazard identification and mitigation.
i. Proving assistance as required to facilitate hydrostatic test water testing by COMPANY
Representative.
22.2 TESTING EQUIPMENT, MATERIALS AND RELATED FACILITIES
22.2.1 EQUIPMENT TO BE PROVIDED
22.2.1.1 The CONTRACTOR shall provide all labor, equipment, material, and services to
perform the complete pressure testing, including but not limited to, the following:
a. High volume pump(s) capable of filling the pipeline with water at a rate not to
exceed 3000 gpm to prevent the inclusion of air in the test section. The fill pump
shall develop sufficient discharge pressure to achieve the specified fill rate and to
provide sufficient pressure for the hydrostatic test profile.
b. A variable speed, positive displacement pump capable of having a pumping
capacity of at least 50 gpm and capable of pressuring the line to a minimum of 200
psi in excess of the maximum specified endpoint test pressure. The pump shall be
capable of maintaining a constant and uniform pressurization rate. The pump shall
be equipped with either a solenoid -type stroke counter or meter to measure the
amount of test liquid added during pressurization or removal from the pipeline.
c. A flow meter sized to measure the maximum fill rate of the test water. It shall be of
a type and capacity to accurately measure water volumes to within plus or minus
0.5% of actual volume.
d. Deadweight balance tester with individual weights required for measuring up to the
specified endpoint test pressures in maximum increments of 1 psi. Deadweights
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shall be identified and traceable through a serial number permanently affixed to the
balance.
e. Pressure recorders covering a minimum 24 hours range and possessing either a
10 -inch minimum diameter chart size or an 8 -inch minimum chart width for strip
recorders. The pressure recorders shall be capable of measuring 0-4000 psi range.
f. Bourdon pressure gauges with 6 -inch minimum diameter, suitable pressure
increments, and a pressure rating capable of measuring the full range of specified
test pressures.
Temperature recorders and thermometers covering a minimum 24 hour range and
capable of measuring temperatures from -20° to 120°F. Temperature recorders
shall have either a 10 -inch minimum diameter chart or an 8 -inch minimum chart
width for strip recorders.
h. Electronic temperature measuring devices (i.e. multimeters, digital indicators,
thermoelectric pyrometers, thermocouples, resistance temperature detector,
thermistors, etc.) for attachment to the pipeline during hydrostatic testing. These
devices shall be capable of measuring temperature to the nearest 0.5°F.
i. Air compressors capable of propelling, cleaning, dewatering and drying pigs at
sufficient velocities and rates to adequately clean the pipeline, and capable of
overcoming static head pressures in excess of 250 psig during dewatering and
transfer operations.
Strainers/filters, for use in the water supply line intake, having a 100 mesh
screen/cartridge to prevent pumping foreign materials into the pipeline.
k. Test headers/receivers capable of launching/receiving multiple runs of pigs and
possessing connections for required instrumentation and monitoring equipment.
The CONTRACTOR shall provide a drawing and specification of the materials for
fabrication of the test headers/receivers for approval by COMPANY.
I. Cleaning, filling, and dewatering pigs.
m. Splash plates and/or energy diffusers for disposal lines.
n. Water tank trucks, if required.
o. Portable water tanks and/or frac tanks, if required.
p. Temporary piping, fittings, valves, flanges, gaskets, bolts and all other test
apparatus as may be required.
q. Temporary water lines for fill and/or disposal.
g.
22.2.1.2 The CONTRACTOR shall also furnish an enclosed, lighted, heated/air
conditioned shelter of sufficient size to house the pressure recorders, deadweights and
test personnel at the data procurement site of each test section during the complete
cleaning, fill, pressurization, test and water disposal operations. CONTRACTOR shall
furnish lighting for areas of operating air compressors, pumps, shelters and test manifolds
connected to pumps or air compressors during all night operations to clean, fill,
pressurize, test, dispose of water and dry the pipeline.
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22.2.2 CALIBRATION OF TEST EQUIPMENT
Deadweight testers, temperature and pressure recorders shall have been certified for
accuracy within the past three months by an independent test lab and certifications furnished
to the COMPANY Representative a minimum of two (2) weeks prior to commencing
hydrostatic testing operations.
22.2.3 TESTING EQUIPMENT LOCATION
22.2.3.1 The CONTRACTOR shall locate hydrostatic test manifolds outside wetlands
and riparian areas to the maximum extent practicable.
22.2.3.2 A pressure recorder and pressure gauge shall be manifolded and installed on
each end of each test section. At the test site, a deadweight tester shall be included in
the manifold. The manifolds must be valved such that each instrument may be isolated
from others.
22.2.3.3 Temperature recorders shall be located approximately 100 feet from each end.
These recorders shall be located so that they will not be affected by (1) ambient
temperatures or (2) changes in injection fluid temperature because of close proximity to
the injection pump.
22.2.3.4 The temperature bulbs for the pipeline test sections shall be secured directly to
the exposed pipe with suitable heat transfer compound, insulated and then backfilled to
ground level.
22.2.3.5 For fabricated assemblies, a temperature recorder shall be located so that it will
not be affected by ambient temperatures or changes in injection water temperature due to
close proximity to the injection pump. The temperature bulb shall be secured directly to
the exposed pipe with a suitable heat transfer compound and insulated with dry
insulation.
22.2.4 INSPECTION AND REPAIR OF TEST HEADS
The CONTRACTOR shall provide, inspect, repair and maintain all test heads by means of
the inspection and repair procedure outlined below.
a. Prior to commencement of hydrostatic testing operations, the test heads to be used
shall be inspected by COMPANY and the CONTRACTOR to confirm that all
components are in good condition and meet the working pressure requirement. The
test heads shall be of a design acceptable to COMPANY and provide for the pigging
operations included with hydrostatic testing and adequate valved connections for
filling/dewatering, testing instrumentation and the squeeze pump. Any repairs,
revisions or replacements of any components deemed necessary by COMPANY
shall be completed at the CONTRACTOR's expense.
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b. Prior to acceptance of the test heads by COMPANY, the CONTRACTOR shall
complete the assembly of all components and hydrostatically test the test heads to a
MINIMUM pressure of 2260 psi for a period of one hour. Each test head assembly
shall be suitably marked with a distinct serial number, date of hydrostatic test, test
pressure and working pressure rating.
c. Prior to each hydrostatic test the CONTRACTOR shall thoroughly inspect the test
heads to ensure that all gaskets, O -rings, fittings, valves and components are such
that no leakage or loss of the test will result and that all safety considerations are met.
If as a result of the inspection any repairs or replacement of any component is
deemed necessary by the CONTRACTOR, they shall be carried out by the
CONTRACTOR at the CONTRACTOR's expense.
22.3 TESTING PROCEDURE
22.3.1 PREPARING FOR TEST
22.3.1.1 COMPANY shall check actual elevation at the lowest point, highest point, start
point, and end point of each test section. If actual elevations do not match the elevations
shown on the "Hydrostatic Test Profile" drawing, test pressures shall be adjusted. In any
case, the test pressure shall not drop below minimum test pressure or exceed the
maximum test pressure that produces 105% of the lowest specified minimum yield
strength of pipe in a test section.
22.3.1.2 A minimum of one (1) month prior to the start of the test operations, the
CONTRACTOR shall submit for COMPANY approval a detailed test plan outlining
specific procedures for cleaning, filling, testing, dewatering, and tie-in of the test sections,
and specific location of equipment. The detailed test plan shall also include names of the
CONTRACTOR personnel associated with the test, a testing timetable, water sources, fill
points, temporary fill line locations, discharge points, fill rates, discharge rates, test points,
filtration equipment, disposal dispersion equipment, safety considerations (securing water
dewatering and filling hoses & piping), recording charts, reporting forms and other
equipment to be used for the test. The CONTRACTOR's plan shall not materially deviate
from the test plan contained herein or as stated in the EnCana Hydrostatic Test Plan as
found in Exhibit G-2, and shall meet the minimum requirements of this hydrostatic test
plan. COMPANY will then provide proper notification to the agency issuing the fill and
discharge permits.
22.3.2 WATER SOURCE AND DISCHARGE LOCATIONS
22.3.2.1 COMPANY is responsible for acquiring all permits required by federal, state and
local agencies for procurement of water and for the discharge of water used in the
hydrostatic testing operation. COMPANY will provide the CONTRACTOR with a copy of
the appropriate withdrawal/discharge permit for hydrostatic test water in Exhibit "01",
Volume 3, Permits. The CONTRACTOR shall keep the water withdrawal/discharge
permit on site at all times during testing operations. Any water obtained or discharged
shall be in compliance of permit notice requirements and with sufficient notice to
COMPANY to make water sample arrangements prior to obtaining or discharging water.
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22.3.2.2 In some instances sufficient quantities of water may not be available from the
permitted water sources at the time of testing. Withdrawal rates may be limited as stated
by the permit and as stated in the EnCana Oil & Gas Pipeline Hydrostatic Test Plan,
Exhibit "G-2". Under no circumstances will an alternate water source be used without
prior authorization from COMPANY. Discharge locations other than those listed in the
permits will not be allowed.
22.3.2.3 COMPANY's Representative shall be responsible for obtaining any required
water analyses from each source to be used in sufficient time for COMPANY to have a
lab analysis performed prior to any filling operations
22.3.2.4 The COMPANY Representative shall be notified at least 72 hours prior to
obtaining water and/or discharging water and the CONTRACTOR shall provide the
COMPANY Representative access to the test water for obtaining samples. The
CONTRACTOR shall not use chemicals in the test or wash water. The CONTRACTOR
shall not discharge any water containing oil or other substances that are in sufficient
amounts as to create a visible color film or sheen on the surface of the receiving water.
22.3.2.5 The CONTRACTOR shall install the suction hose instream in accordance
with Drawing ENT -STD -808.
22.3.2.6 Refueling of construction equipment will be conducted a minimum distance of
200 feet from the stream or a wetland. Pumps used for hydrostatic testing within 200
feet of any waterbody or wetland shall be operated and refueled in accordance with
the Spill Prevention, Containment, and Countermeasure Plan (SPCC) included in
Exhibit "G-2".
22.3.3 TEST SECTIONS AND PRESSURES
22.3.3.1 The maximum test pressure shall be the pressure that creates a hoop stress
equivalent to 105% of the line pipe's specified minimum yield strength. The
CONTRACTOR shall conduct its testing operations to minimize the duration of time that
water is left in a segment of pipeline.
22.3.3.2 The mainline will be tested in sections as identified in the EnCana Oil & Gas
Pipeline Strength Test Plan, Exhibit G-2. CONTRACTOR may propose an alternate test
plan to COMPANY Representative for approval. pipeline to maintain hydrostatic tests
within the COMPANY established minimum/maximum test pressures. The maximum test
section length shall be kept below 40 miles.
22.3.3.3 Selected road, railroad, and river crossings may be specified to be pretested
for a minimum of 4 hours to a pressure commensurate with the MAOP and class
location. The water for pre -testing of any road and railroad crossings will be hauled by
a tanker truck from an approved water source. Water for pretesting of a river crossing
may be hauled or taken from the respective river if approved by the governing permit
agency. Since the volume of water utilized in these pretests will be relatively small, the
water will be discharged overland along the right-of-way and allowed to soak into the
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ground utilizing mitigative measures described in Article 22.3.9, Dewatering the
Pipeline.
22.3.4 CLEANING THE PIPELINE
22.3.4.1 Upon completion of the pipe lowering and backfilling operation for each test
section of the pipeline and prior to filling and pressure testing, the CONTRACTOR shall
clean the pipeline by running cleaning pig(s) of a type acceptable for an internally coated
pipeline and approved by COMPANY. The pig(s) shall be propelled by compressed air.
The pig(s) shall be run completely through the pipeline test section. Additional cleaning
pigs shall be repeated as required until the test section is cleaned to the satisfaction of
the COMPANY Representative. Temporary receivers shall be installed at the end of each
test section to receive construction debris and the cleaning pig(s) from the pipeline
section. The cleaning pig(s) shall be run during daylight hours. The recommended
velocity for the cleaning pig is three to four miles per hour.
22.3.4.2 If the pig becomes lodged in the line, attempts shall be made to move it by
increasing the pressure. The pressure shall not normally be increased beyond 50 psig.
Cleaning head shall be rated to accommodate pressures a minimum 100 psig ABOVE
the pressures anticipated during cleaning operations. If the presence of water is
determined to be the cause of the stoppage, COMPANY may authorize higher pressures
to facilitate movement of the water. In such a case, COMPANY may require the pressure
to be released and a dewatering line to be installed at the downstream receiver. A
cleaning pig that cannot be dislodged using this procedure shall be cut out and the
pipeline repaired by the CONTRACTOR at its expense. The CONTRACTOR shall obtain
approval of the COMPANY Representative prior to cutting of the pipeline for removal of
lodged pigs.
22.3.4.3 Waters discharged from the pipeline during cleaning runs ("cleaning run
waters") shall be discharged in accordance with the requirements of Article 8.9. At no
time shall the discharge rate exceed the rate specified by the COMPANY or the
capacity of the dewatering device or structure.
22.3.4.4 The COMPANY Representative shall be present to approve the cleanliness
of the line. The CONTRACTOR shall run the cleaning pigs continuously through the
line until all solids, dust, and mill scale are removed, unless otherwise approved by
COMPANY's representative. The COMPANY Representative shall be present for the
first and last cleaning pig run to compare their respective conditions. No red dust shall
be blowing out of the line when the final cleaning pig is run. This will assure that all
rust has been removed from the interior walls of the pipeline.
22.3.4.5 The mainline block valves will remain inoperable and in the open position
during the cleaning operation.
22.3.4.6 Upon completion of the cleaning operation, the temporary receiver and the test
header used for launching shall be removed and the ends of the pipeline section shall be
sealed by installation of the test headers or with caps properly supported/braced to
ensure the safety of testing personnel. The pipeline test section shall be sealed to
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prevent the entry of dust, water or foreign substances and preserve the internal
cleanliness of the pipeline until filling and pressure testing operations are commenced.
22.3.5 FILLING THE PIPELINE
22.3.5.1 The CONTRACTOR shall not use chemicals in the hydrostatic test water.
The CONTRACTOR shall, under the direction of COMPANY, daylight approximately 2
feet of pipe at two locations; approximately 100 feet (where practical) from either end
of the test section, unless otherwise directed, to enable installation of pipe and ground
temperature recorders. These locations shall be representative of the average depth
of the backfill of the test section and after installation of the recorders the pipe shall be
insulated from ambient air and sunlight as directed by COMPANY. Filling shall not
commence until all temperature recorders, including a thermowell in the fill line at the
test head to monitor the fill water, have been installed and allowed adequate time to
stabilize, as directed by COMPANY.
22.3.5.2 After final positioning of the pipe, the CONTRACTOR shall fill the pipe with
water. Pipe ends shall not be restrained during the fill. Prior to filling a test section with
water, the CONTRACTOR shall make a final check to verify the following:
a. Valve body drain plugs have been removed, carefully cleaned, taped (Teflon)
and replaced.
b. All valves are in open position.
c. Valves have been greased, stroked and the packing tightened.
d. All pipe and bolt connections are tight.
e. Test manifolds are properly fabricated.
f. Pumps and compressors are in good working condition.
g. The water source is adequate for supply at the fill rate.
h. Provision for water discharge at the end of a test section for discharge during
filling of operations if fill water is acceptable in appearance and air content.
i. Instruments are ready for use (proper charts installed, ink pens filled, clocks
wound, correct calibration, etc.).
Pigs are properly installed.
22.3.5.3 Pressure records of the fill in each test section shall be recorded. Ambient
and water temperatures shall be recorded during the fill operation.
22.3.5.4 All mainline valves within the fill section must be open for passage of the fill
pigs. After pig passage, mainline valves must be closed one-half way in order to fill
the body cavity.
22.3.5.5 The CONTRACTOR shall insert fill pig(s) into the test head and immediately
ahead of the water column to prevent air pockets from forming. The rate of travel of
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the fill pig shall be controlled to prevent the acceleration of the fill pig during filling
downhill portions of the test sections and insure that the water column behind the fill
pig is not broken during the filling operation. The fill pig travel rate will be controlled by
maintaining sufficient air back pressure based upon the elevation profile of the test
section on the fill pig to prevent breaking the fill water column by venting the air in the
test section as the fill pig progresses. The CONTRACTOR is responsible for
controlling the velocity of the fill pig and insuring proper water fill.
22.3.5.6 Piping made between the fill pump and test head and between test heads,
when two sections are jumpered together for filling and/or testing shall include a check
valve between piping and the pipeline being tested.
22.3.5.7 The fill pump shall be set on a metal catch pan of sufficient dimensions to
contain all leaking lubricants or fuel and prevent them from entering the water source.
The suction inlet must be placed in a screened enclosure located at a depth that will
not allow air to be drawn in with the water. The screened enclosure shall be such that
the fill water is free of organic or particulate matter.
22.3.5.8 The CONTRACTOR shall provide a filter of the backflushing or cartridge type
with a means of cleaning without disconnecting the piping. The filter shall have the
specifications of 100 mesh screen. If the cartridge type is used, a sufficient quantity of
cartridges shall be on hand at the filter location. The CONTRACTOR shall install the
filter between the fill pump and the test header. The CONTRACTOR shall be
responsible for keeping the backflush valve on the filter closed during the filling
operation. The CONTRACTOR shall be responsible for the proper disposal of
materials backflushed from the filter or filter cartridges. The CONTRACTOR will not be
allowed to backflush the filter into the stream or other water source.
22.3.5.9 During water -filling of the pipeline, the CONTRACTOR shall employ the use
of fill pumps capable of injecting water into the pipeline at a maximum rate of
approximately 0.7 mile per hour, except as limited by permits or the maintenance of
adequate flow rates in the waterbody, as indicated as follows:
Nominal OD Max. GPM
36" 3000
22.3.5.10 The CONTRACTOR shall measure and record water volumes added to or
removed from the pipeline using a flow meter or other method approved by
COMPANY.
22.3.5.11 The CONTRACTOR shall increase the pressure in the pipeline to the
maximum capability of the fill pump. After completion of the filling operation, the
pipeline/water temperature and turbulence shall be allowed to stabilize for a minimum
period of 12 hours or until the pipe and ground temperatures have become asymptotic.
The CONTRACTOR shall check the pressure on each end of the test section and
compare with calculated pressures for confirmation of the specified test pressure for
the section.
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22.3.6 TESTING THE PIPELINE
22.3.6.1 After the filling operation has been completed, blind flanges and bull plugs
shall be installed by the CONTRACTOR on all connections that are not being utilized
for pressure gauge, deadweight gauge or pump connections.
22.3.6.2 The CONTRACTOR shall perform the following to test the pipeline:
a. Increase the pressure slowly to an amount required to produce a hoop stress of
80 percent of the minimum test pressure specified in the pipeline section being
tested at the low elevation point in the test section. Hold this pressure until all
aboveground pipe and fittings have been checked for leaks, all vents are
checked for air, insure that all mainline valves fitted with a gear operator are
placed in the half open position and gate valves supplied in the fully open
position without gearing have a connection from the test section applied to the
body bleed valve. Testing against a closed valve is prohibited.
b. Increase the pressure at no more than 10 psig per minute at a uniform rate until
the required pressure to produce a hoop stress of not more than 105 percent of
the specified minimum yield strength at the lowest point in the pipeline is
obtained. Hold this pressure until all aboveground pipe and fittings have been
checked for leaks and the COMPANY Representative determines that the
pressure and temperature are stable.
c. Conduct a pressure -volume plot on all tests where the test pressure will result
in a hoop stress in excess of 90% of the specified minimum yield strength. For
practical reasons, yield plots are not required on any test section less than
1000 feet in length. The pressure -volume plot shall be initiated at 80% of the
specified minimum yield strength and shall consist of a graph showing water
volume added (pump strokes, gallons, etc.) versus pressure at 10 psi intervals
or at intervals sufficient to show any deviation from a straight line. The graph
shall be plotted by hand. The scale selected for plotting the pressure -volume
curve shall be chosen so that the plotted line lies between 45° and 75° from the
horizontal. A constant pumping rate must be maintained during pressurization,
and sufficient water shall be provided to complete the plot without stopping until
full test pressure is reached. The air content will be calculated from the fill
volume and the pressure -volume curve.
d. The test shall not begin until the temperatures and pressures recorded at each
end of the test section indicate stabilization.
e. During the first 30 minutes of the test period the deadweight pressure reading
shall be recorded at 5 minute intervals. During the next 30 minutes, the
deadweight pressure readings shall be recorded at 10 minute intervals.
Readings shall then be taken at 15 minute intervals for the next hour, after
which the readings shall be taken every half hour for the duration of the test.
f. If the pressure loss from the test commencement pressure exceeds two
percent (2%) of the specified minimum test pressure of the pipeline section
under test, the test section shall be returned to the original test pressure by the
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g.
introduction of water only. Any pressurizing of a pipeline under test shall
require the commencement of a further 8 hour test period. A minimum period
of two hours shall have occurred near the end of the 8 hour test period, during
which the pressure did not fall or the duration of the test shall be increased until
such a period has occurred. In determining the variation in test pressure, the
CONTRACTOR shall take into account the correlation of the temperature -
pressure variations. If in the opinion of COMPANY's Representative no
correlation exists, the section shall be repressurized as directed by the
COMPANY Representative and the 8 hour test period shall be repeated.
The official test duration shall be 8 hours minimum with the pressure
maintained at the minimum specified in the pipeline section. The test shall be
accepted upon proof of no leakage.
h. Hydrostatic tests shall be schedule to occur during day light hours unless other
wise approved by COMPANY Representative in writing.
22.3.7 Testing Failures
22.3.7.1 In the event of a line pipe failure during testing, the CONTRACTOR's
Testing Supervisor and the COMPANY Representative shall locate and determine the
cause of the failure. The failure shall be thoroughly photographed in place by the
COMPANY Representative prior to its removal. The COMPANY Representative must
complete Hydrostatic Test Record of Failure as described in Section 2.8.3 of API RP -
1110 as soon as practical. As a minimum the record of any failure shall contain all
data as shown on "Sample Hydrostatic Test Record of Failure" Detail A-6 of API
RP -1110. If the failure is in the seam of the pipe, the entire joint in which the seam
failure exists shall be removed from the pipeline. The CONTRACTOR shall remove a
minimum of one pipe diameter each side of other failures. The piece(s) removed shall
be marked for orientation with respect to the position in the pipeline and with the
alignment sheet station number of the failure. The CONTRACTOR shall not cut on or
damage the failed edge of the pipe during removal, transit or unloading at
COMPANY's designated storage location. If the failed portion is too long for transport
or handling, it may be cut at right angles to the failure edge. All portions are to be
retained and turned over to COMPANY.
22.3.7.2 COMPANY shall only be responsible for delays, leaks or failures caused by
any of the following factors:
a. Lack of water permits for sources and/or discharge water.
b. Late delivery of COMPANY supplied materials.
c. Changes in test limits.
d. Inaccurate test parameters.
e. Defective material supplied by COMPANY.
22.3.7.3 The CONTRACTOR shall be responsible for delays, leaks or failures
caused by, but not limited to, any of the following factors:
a. Girth welds and flanged connections installed by the CONTRACTOR.
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b. Construction damage such as dents and gouges in the piping installed by the
CONTRACTOR.
c. Test head malfunction.
d. Unavailability or malfunction of CONTRACTOR supplied materials and
equipment.
e. Labor problems.
f. Faulty installation of COMPANY supplied equipment.
g. Performance of any pigs.
h. Freezing of the water in the test section, fill lines or instrument lines.
i. Excessive or inadequate test pressures including those due to temperature
changes.
Malfunctioning of valves and other pipeline components supplied by
COMPANY that could have been prevented by minor maintenance such as
tightening of bolts or other fasteners, replacementof gaskets, rubbers or
insertion of sealant.
k. Failure by the CONTRACTOR to comply with any Specification or condition
contained within the project documents or permits.
22.3.8 DEPRESSURIZING THE PIPELINE
As soon as possible, after the test has been accepted by the COMPANY Representative,
the pressure shall be reduced at a limited rate such that no vibrations develop. Extreme
caution shall be exercised throughout the depressurizing process. The valve shall be
opened and closed slowly to protect the assembly from shock loading and under no
circumstances shall the valve be opened fully to initiate depressuring. Damage to the
right-of-way and/or adjacent property caused by such depressurizing of a mainline test
section shall be repaired by the CONTRACTOR as directed by COMPANY but at the
CONTRACTOR's expense.
22.3.9 DEWATERING THE PIPELINE
22.3.9.1 The CONTRACTOR shall comply with state -issued permits for discharging
test water. The CONTRACTOR shall notify COMPANY's the COMPANY
Representative 72 hours prior to the discharge.
22.3.9.2 Prior to commencing any dewatering activities the CONTRACTOR
shall ensure that all mainline valves have been returned to the full open position.
22.3.9.3 After the hydrostatic strength and leak test has been accepted the pressure
shall be reduced at a limited rate such that no vibration develops. If the adjacent test
section is to be filled from or through this section, the bleed down shall be into the
section to be filled. Air pressure shall be used to displace the water from the section.
The air pressure shall be placed behind displacement pigs. Extreme caution shall be
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used to prevent air lock with the test section to be dewatered. The pig velocity for
dewatering the pipeline shall be limited to a maximum discharge rate of 3000 gpm or
as specified in the governing permits.
22.3.9.4 Dewatering shall be carried out by propelling dewatering pigs with
compressed air. If a booster compressor is used the CONTRACTOR shall install an
after -cooler and a scrubber between the booster discharge and the test head.
22.3.9.5 The CONTRACTOR shall use an experienced operator to control the back
pressure on the system and control the volume of water being vented. Discharge
rates will be specified in the governing permits. Also, the volume vented must be
controlled to prevent erosion damage at the discharge point.
22.3.9.6 After the test section has been dewatered, mainline valve body drain plugs
shall be removed, carefully cleaned, taped (Teflon) and replaced after the valve body
is drained.
22.3.9.7 The CONTRACTOR shall calculate, record and provide to COMPANY the
day, date, time, location, total volume, maximum rate and methods of all water
discharged to the ground or to surface water in association with hydrostatic testing.
22.3.9.8 The CONTRACTOR shall be responsible for the disposal of test water in
accordance with the governing permits and/or private landowner requirements. The
CONTRACTOR shall provide and install an energy absorbing diffuser satisfactory to
the COMPANY Representative to prevent erosion, scour, or damage to vegetation.
Water must be disposed of using good engineering judgment so that all federal, state,
and local environmental standards are met. Dewatering lines shall be sufficient
strength and be securely supported and tied down at the discharge end to prevent
whipping during this operation. The COMPANY Representative may require the
CONTRACTOR to reduce the discharge rate if conditions warrant.
22.3.9.9 To reduce the velocity of the discharge, the CONTRACTOR shall install
one of the following energy -dissipating devices as appropriate for that location:
22.3.9.9.1 Splash Pup
It consists of a piece of large diameter pipe (usually over 20" O.D.) of variable
length with both ends partially blocked that is welded perpendicularly to the
discharge pipe. As the discharge hits against the inside wall of the pup, the
velocity is rapidly reduced and the water is allowed to flow out either end. A
variation of the splash pup concept, commonly called a diffuser, incorporates the
same design, but with capped ends and numerous holes punched in the pup to
diffuse the energy.
22.3.9.9.2 Splash Plate
The splash plate is a quarter section of 36 -inch pipe welded to a flat plate and
attached to the end of a 6 -inch discharge pipe. The velocity is reduced by directing
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the discharge stream into the air as it exits the pipe. This device is also effective
for most overland type discharge.
22.3.9.9.3 Plastic Liner
In areas where highly erodible soils exist or in any low flow drainage channel, it is a
common practice to use layers of visqueen (or any of the new construction fabrics
currently available) to line the receiving channel for a short distance. One
anchoring method may consist of a small load of rocks to keep the fabric in place
during the discharge.
22.3.9.9.4 Straw Bale Dewatering Structure
Straw bale dewatering structures are designed to dissipate and remove sediment
from the water being discharged. Straw bale structures are used for on -land
discharge of wash water and hydrostatic test water and in combination with other
energy dissipating devices for high volume discharges.
22.3.10 FINAL CLEANING AND DRYING THE PIPELINE
22.3.10.1 Internally Coated
22.3.10.1.1 Following the dewatering of individual pipeline sections, these
sections shall be cleaned of loosely adhered mill scale, rust, dirt and other
construction debris and dried to a -40°F atmospheric dew point temperature.
Several sections of pipeline may be welded together, cleaned and dried in one
continuous section.
22.3.10.1.2 The pipeline shall be dried by running drying pigs completely through
the pipeline section. They shall be propelled with compressed dehydrated air.
22.3.10.1.3 Lightweight, open -cell polyurethane foam pigs (approximately
11b./cu.ft.) will be run with dry air until one is received completely dry with very little
weight gain. The pig color and weight will be monitored to indicate the cleanliness
of the pipeline. The pipeline will be considered clean when the pigs are received
light in weight and color.
22.3.10.1.4 The drying process will continue by pigging and/or purging with dry air
until the completed pipeline, including valves and fittings, are clean and dry to a -
40° F dew point or drier and left with a minimum of 10 psig of dry air pressure on
the pipeline.
22.3.10.1.5 The CONTRACTOR shall provide and utilize dust bags on each
pipeline segment dried to reduce dust emissions if requested by COMPANY's
Representative.
22.3.10.1.6 The mainline block valves will remain inoperable and in the open
position during the cleaning and drying operation. After the pipeline has been
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cleaned, the valve body cavities and by-pass piping will be dried using dry air,
methanol or another method acceptable to COMPANY. Methanol shall be
collected in tanks or drums, hauled off site, and disposed of in accordance with
local, state, and federal requirements.
22.3.10.2 Non -Internally Coated
22.3.10.2.1 Following the dewatering of individual pipeline sections, these
sections shall be cleaned of loosely adhered mill scale, rust, dirt and other debris
and dried to a -40°F atmospheric dew point temperature. Several sections of
pipeline may be welded together, cleaned and dried in one continuous section.
22.3.10.2.2 Following dewatering of the pipe after the hydrostatic test, the pipeline
shall be dried by running drying pigs completely through the pipeline section. They
shall be propelled with compressed dehydrated air.
22.3.10.2.3 Lightweight, open -cell polyurethane foam pigs (approximately
11b./cu.ft.) will be run with dry air until one is received completely dry. Next, a
minimum of six power brush pig runs will be made through each drying section with
dry air. Next, more lightweight, open -cell polyurethane foam pigs will be run with
dry air to remove the loosened dry mill scale/debris from the pipeline. After the line
is dust dry, the CONTRACTOR will weigh the drying pigs prior to insertion and
after removal to monitor the amount of moisture that is being removed. As the
drying progresses the pig's weight will approach their original weight. Additionally,
the pig color will be monitored to indicate the amount of debris being removed. The
pipeline will be considered clean when the pigs are received light in weight and
color.
22.3.10.2.4 The drying process will continue by pigging and/or purging with dry air
until the completed pipeline, including valves and fittings, are clean and dry to a -
40°F dew point or drier and left with a minimum of 10 psig of dry air pressure on
the pipeline.
22.3.10.2.5 The CONTRACTOR shall provide and utilize dust bags on each
pipeline segment dried to reduce dust emissions if requested by COMPANY's
Representative.
22.3.10.2.6 The mainline block valves will remain inoperable and in the open
position during the cleaning and drying operation. After the pipeline has been
cleaned, the valve body cavities and by-pass piping will be dried using dry air,
methanol or another method acceptable to COMPANY. Methanol shall be
collected in tanks or drums, hauled off site, and disposed of in accordance with
local, state, and federal requirements. The CONTRACTOR shall utilize a licensed
waste hauler for disposal of methanol.
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22.4 TEST OF OTHER APPURTENANCES
22.4.1 FABRICATED ASSEMBLIES
22.4.1.1 Fabricated assemblies which cannot be tested with the pipeline shall
undergo the same test performed in the same manner as the pipeline to which it is
welded except that the ambient temperature shall be recorded instead of the pipe
temperature. All fabricated assemblies not tested with the pipeline shall be tested at
the site of installation. Should such assembly contain valves or fittings, the test
pressure shall not exceed 1-1/2 times the maximum allowable operating pressure of
the valve or fitting. Pressure -volume plots are unnecessary on these sections. The
test shall be a minimum of 8 hours in duration or 4 hours if the section is entirely
exposed to the atmosphere during the test.
22.4.1.2 The CONTRACTOR shall test all piping and assemblies in such a
configuration as to minimize the number of final tie-in welds. Testing of components or
partial assemblies for later installation at a different site without re -testing the complete
assembly is prohibited.
22.4.1.3 Testing against a closed valve is not permissible. All plug valves shall be
tested in the full open position. All other valves shall be tested in the one half open
position.
22.4.1.4 All piping shall be fully exposed and skidded in such a manner as to ensure
a safe filling operation and to facilitate dewatering.
22.4.1.5 Filling shall commence at a slow rate and in such a manner as to remove
all the air from the system. The water utilized must be free of organic or particulate
matter.
22.4.1.6 Water will be discharged to locations designated in permits or as directed
by COMPANY.
22.4.2 INSTRUMENT PIPING TEST
22.4.2.1 Instrument piping or tubing not practical to test by hydrostatic testing shall
be tested with nitrogen as follows:
a. Piping shall be purged and loaded with nitrogen to approximately 50 psig.
b. A soap solution shall be used on all joints to check for leaks and all leaks shall
be repaired.
c. Increase the pressure to 100 psig and recheck all joints with soap solution.
d. The pressure shall then be increased to the same pressure of the piping to
which it is attached and held for four hours. The pressure shall be monitored
and recorded as tested.
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22.4.2.2 When the test is accepted, the pressure shall be bled off and the piping may
be tied -in to valve operators and other required connected points. All necessary
repairs shall be performed by the CONTRACTOR.
22.5 RECORDS
The CONTRACTOR shall keep and furnish complete records of all phases of the testing
program including recording charts, deadweight log, pressure, temperature (both pipe and
ambient) and weather conditions, make, style number and conditions of all pigs used in
filling, and dewatering. These records, as a minimum, shall include:
22.5.1 CERTIFICATION PAPERS
Certification of Calibration for deadweights, pressure recorders, and temperature
recorders used for the test shall be furnished to the COMPANY Representative prior to
testing. The certification papers shall include each device's serial number.
22.5.2 HYDROSTATIC TEST REPORT
The Field Pressure and Test Report shall be completed detailing the time and activities for
completing the testing operation. The report shall be signed after successful completion of
the test by the CONTRACTOR's Testing Supervisor and the COMPANY Representative.
22.5.3 HYDROSTATIC TEST FILL LOG
The Test Section Fill Log should supplement the test report and include volumes and
pressure required to complete the fill operations.
22.5.4 HYDROSTATIC TEST LOG
The Test Section Data and Log should supplement the test report. Items such as
deadweight pressure, ground or ambient temperature, and on-going activities such as
bleeding or packing should be noted.
22.5.5 PRESSURE -VOLUME CHART
The Pressure -Volume Data and Pressure -Volume Chart is drawn during the pressurizing
operation. Beginning at approximately 80% of SMYS, the Pressure -Volume Chart is
developed by plotting pressure as determined by the deadweights versus volume as
determined by the stroke counter, or meter on the pressure pump.
22.5.6 PROFILE SKETCH
A Test Section Plan and Profile sketch for pipelines only, is required for establishing test
section pressures.
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22.5.7 PIPELINE FAILURE REPORT
The Pressure Test Failure Report shall be prepared should a leak occur in any test
section. The report will include, as a minimum, the requirements specified in Article 22.3.7
Testing Failures and the following:
a) Location of the leak by state, county, section, township, range, tract number, and
alignment station number.
b) Pressure at time leak was detected (Furnish Chart).
c) Calculated line pressure at point of break.
d) Date and time leak was detected.
e) Date and time leak was found.
f) Date and time leak was repaired and description of repair, (i.e., entire joint, pup,
etc.)
g) Cause of leak (split seam, crack in plate, crack in weld, or other, etc.)
h) Estimated volume of water lost.
22.5.8 PRESSURE CHART
The pressure chart shall be signed after successful completion of the test by the
CONTRACTOR's Testing Supervisor present during the test, and then presented to the
COMPANY Representative for signature witnessing. The following information shall be
included and clearly labeled on the front of the chart:
a. Test medium
b. Recorder serial number
c. Test Section and/or description
d. Time and date on test with initial pressure
e. Time and date off test with final pressure
f. Explanation of any discontinuities in pressure or temperature
22.5.9 TEMPERATURE CHART
The pipe and ambient temperature charts shall be signed after successful completion of
the test by the CONTRACTOR's Testing Supervisor present during the test and then
presented to the COMPANY Representative for signature witnessing. The following
information shall be included and clearly labeled on the front of the chart:
a. Test medium
b. Recorder serial number
c. Test Section and/or description
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d. Time and date on test with initial pressure
e. Time and date off test with final pressure
f. Explanation of any discontinuities in pressure or temperature
23.0 IN-LINE INSPECTION FOR DEFORMATION (CALIPER PIG SURVEY)
23.1 GENERAL
The CONTRACTOR shall furnish all inline pipe geometry inspection tools from an
experienced vendor. The CONTRACTOR shall supply flow control manifolds, test heads
and instrumentation necessary for the successful completion of the in-line electronic
inspection tests. The CONTRACTOR shall provide a clean dry line prior to electronic
inspection operations.
Electronic inspection equipment and dummy pigs shall be propelled by CONTRACTOR
supplied compressed air. Sufficient air compression capacity and backpressure control
shall be provided to maintain a constant travel speed of a minimum 6 mile per hour for
both the dummy pigs and electronic inspection tools.
Inspection runs shall be made under the technical guidance of experienced and qualified
caliper pigging technicians as Approved by the COMPANY.
At the request of the CONTRACTOR or COMPANY, a pre -job meeting will be held with
representatives of COMPANY and of the CONTRACTOR to discuss this work within 2 to 7
working days prior to the first scheduled survey. The CONTRACTOR's senior caliper
pigging field technician must be present at this meeting.
23.2 CONTRACTOR SUPPLIED FIELD SERVICES AND EQUIPMENT
The CONTRACTOR shall supply the following:
a. An in-line inspection tool that will perform an automated inspection for deformation,
from an approved tool vendor
b. Multi-purpose test heads
c. Compressed air
d. Labor and lifting facilities necessary to transfer the tool between the test heads and
delivery truck, and to install and remove the tool from the line
e. One fully -equipped and qualified crew to be available as needed during the project
f. Transportation and comprehensive maintenance and repair of the tools in a manner
that is compatible with the schedule
g. Assistance to COMPANY during propulsion of the tool in the pipeline
h. Set-up and operation of the tool while it is in the pipeline
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i. Reduction and analysis of survey data and production of a preliminary report (See
Article on Reports for details.)
j. Assistance to the COMPANY Representative, as required, in interpreting survey
information and identifying dents on the pipeline
k. Rerun of any faulty survey, as necessary, until error free, unambiguous, complete and
otherwise reliable data is obtained
I. Production of final report (See Article on Reports for details.)
m. Recording and computing equipment for reduction and analysis of survey data
n. Positioning equipment, i.e., device(s) that will determine and record orientation and
location of tools during survey
o. Sufficient inventory of spare parts and consumables to maintain equipment in peak
operating condition and to repair any reasonably foreseeable or possible damages for
the duration of the project
p. Trays or skids (if necessary) for loading, unloading and transporting tools
All measuring equipment will be calibrated specifically for this work and otherwise provided
in serviceable condition prior to beginning the caliper pigging survey. A copy of the
calibration documentation shall be provided to the COMAPANY REPRESENATIVE for
approval before commencement of the first survey run. Work will not commence unless
acceptable proof of calibration is received by COMPANY.
23.3 COMPANY SUPPLIED SERVICES AND EQUIPMENT
Land survey services will be supplied by COMPANY.
23.4 PRELIMINARY AND FINAL REPORTS
The CONTRACTOR shall provide a preliminary survey report to the COMPANY
Representative within twelve hours of unloading the tool from the pipeline. The report
shall be in a printed format and shall include the following information:
a. Date, pipe section, survey length, name of CONTRACTOR and its field supervisor
b. Names of the COMPANY REPRESENTATIVE
c. Name of CONTRACTOR's foreman or supervisor who is at the survey site
d. Make and model of tool
e. Listing of dents and weld deformation indications, ranked by size and including data on
the following:
(i) Type of defect (dent, wrinkle, sharp, ovality, debris, etc...
(H) location, i.e., station and position on circumference of pipe
(Hi) location relative to an upstream and downsteam weld
(iv) depth and lateral dimensions of indication, expressed in inches
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(v) inside diameter of pipe at dent location
(vi) ovality of pipe at dent location
The listing of indications for excavation must include all sharp defects, all sharp defects on
welds, all sharp defects on dents, and dents that show up as being deeper than 1% of the
pipe diameter and longer than 37.5% of the pipe diameter in any direction along the pipe
wall and out of roundness measured as a reduction in pipe diameter occurring in a span
greater than 5 feet and greater than the larger of 1/2 inch or 5% of pipe 0.D.
Within 14 days of the completion of all field work on each spread, the CONTRACTOR
shall submit to COMPANY, a draft of the final report for the spread which shall include the
following information:
a. Calibration documentation
b. Summary of the work that was performed under this contract
c. Copies of all preliminary survey reports
d. Statistical comparison of actual and surveyed dent dimensions
e. Statistical comparison of actual and surveyed location stations
A copy of the draft final report must be submitted to the COMPANY Representative for
review and approval. The COMPANY Representative will advise of any required revisions
within 7 days of receipt of the draft. Once revisions (if necessary) are made, four (4) final
copies must be distributed to the COMPANY REPRESENTATIVE.
23.5 FAULTY SURVEYS
In the event of a faulty survey, the run will be rejected by COMPANY and the
CONTRACTOR shall rerun the tool until a survey acceptable to COMPANY is achieved.
If the CONTRACTOR is responsible for a faulty survey, and a successful rerun is not
completed during the time allotted for surveys, then the CONTRACTOR may be liable for
costs incurred by COMPANY for the time it takes to obtain an acceptable survey.
The cost of repairing damages that result from normal wear and tear or from the
negligence of the CONTRACTOR shall be the responsibility of the CONTRACTOR.
23.6 REPAIR OF PIPELINE AS INDICATED BY ELECTRONIC INSPECTION
Defects due to inferior workmanship by the CONTRACTOR shall be repaired by the
CONTRACTOR with COMPANY supplied materials. Cost of such materials and labor
shall be borne by the CONTRACTOR.
COMPANY shall furnish all materials necessary to replace any material, originally
furnished by it, and proved to be defective. The CONTRACTOR shall furnish all labor,
equipment and other materials necessary to replace COMPANY defective material and
COMPANY shall reimburse the CONTRACTOR for this work,
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23.7 REPAIR PROCEDURE
The pipe shall be completely daylighted for a suitable distance, (depending upon terrain),
on each side of the location indicated to be damaged. Where pipe investigation and repair
requires lifting of the pipe, the length of the daylighted section shall be extended to provide
sufficient work space and flexibility. All lifted pipe shall have sufficient skids placed
underneath to provide safe working conditions.
The CONTRACTOR shall assist COMPANY during the inspection by maintaining suitable
working conditions such as removal of water from the trench and supply of heat, and shall
provide personnel and equipment in the inspection work which may include: coating
removal, visual, magnetic particle or dye penetrant inspections, hardness tests, ultrasonic
tests or radiographic tests.
Defects or damaged pipe shall be cut out and replaced by a pup of pretested pipe. The
pup and weld areas shall be recoated in accordance with Article 13.0 and inspected with a
holiday detector, the trench backfilled, right-of-way cleaned up and scrap materials
removed in accordance with the requirements of this Specification.
23.8 ACCEPTANCE CRITERIA
Pipe damage and/or defects in buried pipelines located by means of in-line electronic
inspection or by any other method, shall be accepted or rejected in accordance with Article
1.14 Damaged Pipe of this Specification unless otherwise stated in the Scope of Work.
Generally the day -lighting, inspecting and acceptance of two (2) indications in numerical
sequence, based on a priority list compiled after the electronic inspection run and in order
of estimated severity, dictates the cessation of any further investigation within a test
section. However, COMPANY reserves the right to investigate all electronic inspection
indications of damaged pipe.
24.0 CONSTRUCTION TIE- INS
24.1 GENERAL
The CONTRACTOR shall provide sufficient equipment and personnel to safely hoist, carry
and maneuver the pipe while performing tie-ins. All tie-ins shall be carried out in a manner
that will result in stress free piping. Pulling and straining to accumulate sufficient lap for a
tie-in shall not be permitted. Pups used to achieve a workable overlap shall be of an
approved length in accordance with Article 11.6.
The CONTRACTOR shall pursue the tie-in operations diligently and expeditiously and
shall maintain a schedule compatible with the other construction activities. The
COMPANY reserves the right to demand extra work crews, i.e. labor and equipment, when
in its opinion tie-in operations are falling behind the planned schedule.
Tie-ins shall be carried out only during daylight hours unless approval has been granted by
the COMPANY and COMPANY approved lighting is used in accordance with Article 2.4.
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Tie-in welds shall be carried out in accordance with COMPANY Engineering
Specifications, QUALITY CONTROL MANUAL FOR WELDING AND NON-
DESTRUCTIVE TESTING the approved welding procedure and shall be examined in
accordance with COMPANY Engineering Specifications, QUALITY CONTROL MANUAL
FOR WELDING AND NON-DESTRUCTIVE TESTING
Welding rod stubs shall be removed from the trench and right-of-way.
24.2 FINAL TIE-INS
Tie-ins completed after hydrostatic testing shall be referred to as final tie-ins and shall be
at locations designated by the COMPANY. Normally these locations are determined by
test requirements and the planned sites for valves, and other appurtenances. The
CONTRACTOR shall minimize the number of final tie-in welds at these locations.
Where applicable, the COMPANY shall arrange for the relief of pressure from existing
and/or new facilities to accommodate the tie-in operation and schedule. Also, whenever
practicable and if applicable, cuts at tie-in locations shall be made "cold" after the line has
been purged with air. Purging shall be accomplished by the use of Lamb Air Movers (or
equal). Where necessary the CONTRACTOR shall perform "hot" cuts when approved and
supervised by the COMPANY.
The CONTRACTOR shall perform all tie-ins of mainline sections, valve assemblies, tees
and other appurtenances as shown on the Drawings and as directed by the COMPANY. If
additional pipe is required to complete the final tie-ins (i.e.: a short pipe pup), only
pretested pipe shall be used.
The CONTRACTOR shall exercise extreme caution when performing final tie-ins. All
machine operations shall be carefully directed to avoid damage to the pipe or
appurtenances during daylighting, handling and backfilling. Dents, gouges, scratches and
all other damage shall be immediately brought to the COMPANY's attention for repair or
cut out as directed by the COMPANY.
24.3 TIE-INS AT CHANGES IN WALL THICKNESS
Where a change in wall thickness occurs at a tie-in location, the tie-in weld shall be made
in accordance with Engineering Welding Specification EGP-101.
Where the difference in wall thickness of the pipe ends is less 0.094 inches and is also
less than 50% of the wall thickness of the thinner pipe, the tie-in shall be considered to be
between pipe ends of "equal wall thickness", with no special end preparation or transition
pup required. Welds made on this type of end preparation shall be considered to be "equal
wall thickness" tie-ins.
For manual welding, where the difference is greater than 0.094 inches or greater than 50%
of the thinner pipe, the CONTRACTOR shall utilize either:
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(i) a transition pup in accordance with Drawing ENT -STD -606 or
(ii) internally grind the bevel of the thicker pipe in accordance with API 1104.
For automatic welding, where the difference is greater than 0.065 inches or greater than
50% of the thinner pipe, the CONTRACTOR shall utilize either:
(i) a transition pup in accordance with Drawing ENT -STD -606, or
(ii) an internal counter boring machine (C.R.C. Counter bore or equal), to prepare the
transitions by reaming out the heavier wall pipe end to match the lighter wall pipe
end, if the strength (grade) of the two pipe ends are the same.
24.4 COMPLETION OF TIE-INS
Unless otherwise approved by the COMPANY, all operations at a tie-in site shall be
completed, up to and including backfill, once the tie-in weld has been accepted and as -
built information recorded.
24.5 SUPPORT OF PIPE TO MINIMIZE EFFECTS OF SETTLEMENT
In order to minimize stresses resulting from backfill loading and settlement of the pipe, all
mainline and cross-over piping that is not installed on a solid trench bottom shall be
supported on sandbag or foam pillow supports in accordance with Drawing ENT -STD -306
and the backfill material between the pillows shall be thoroughly compacted. Under no
circumstances shall foam pillows or sandbag supports be used independently for support
of pipe.
25.0 CLEANUP, RESTORATION AND REVEGETATION
25.1 GENERAL
25.1.1 The CONTRACTOR shall incorporate the conditions and Specifications founding
the Reclamation Plan and Soil Conservation, Sedimentation, and Erosion Control Plan,
included in the Plan of development in Exhibit "G-2.
25.1.2 Upon completion of the backfilling, the CONTRACTOR shall clear the right-of-
way of rock, stumps or other remaining debris and grade the right-of-way to leave the soil
in the proper condition for planting. The CONTRACTOR shall remove and properly
dispose of construction debris from the right-of-way. Holes, ruts and depressions shall be
filled and the right-of-way shall be left in a neat condition acceptable to COMPANY's
Representative.
25.1.3 The CONTRACTOR shall make every effort to complete final cleanup of an area
(including final grading and installation of permanent erosion control structures) within 20
days after backfilling the trench in that area. If this schedule cannot be met, final cleanup
must be completed as soon as possible.
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25.1.4 The CONTRACTOR may leave a travel lane open temporarily to allow access by
construction traffic to tie in locations, hydrostatic testing locations, locations of the
temporary erosion control structures installed, inspected and maintained as specified in
Article 6.5. When access is no longer required, the travel lane must be removed and the
right-of-way restored.
25.1.5 Cleanup at water crossings shall be completed immediately after installation of
the pipe as specified in Article 19.0. Cleanup shall include grading, removal and disposal
of all excess materials, flumes and culverts, reestablishing and repairing all temporary
erosion control measures such as silt fences, berms and matting and the supply and
installation of rock riprap as directed by the COMPANY Representative.
25.1.6 If there will be more than one month between final cleanup and the beginning of
permanent seeding and a reasonable alternative access to the right-of-way is available,
remove equipment bridges as soon as possible after final cleanup.
25.1.7 The CONTRACTOR shall restore all damaged property, including but not limited
to pipe yards, CONTRACTOR yards, borrow/disposal sites, staging areas, buildings,
fences, hedges, survey monuments, roads, railroads, bridges, culverts, drainage ditches,
terraces, and waterbodies occupied or crossed during construction. Any property
damaged in the execution of the work shall be put into as good a condition as before
damage occurred.
25.2 REGRADING
25.2.1 All roads, hillsides, creek banks, dikes and other places where the CONTRACTOR
has moved earth to facilitate the movement or operations of its equipment shall be
restored by the CONTRACTOR to as close as possible to its pre -construction contour
elevations .and condition, unless otherwise directed by the COMPANY Representative.
The CONTRACTOR shall also level and contour piles of extraneous material at all
approved dumping/stockpiling locations to blend them with the surrounding environment,
as directed by the COMPANY Representative.
25.2.2 The CONTRACTOR shall restore all existing soil conservation practices and
structures disturbed by pipeline construction to the preconstruction line and grade, or as
stated in the Construction Line List or as directed by COMPANY's Representative. Soil
conservation practices and structures include, but are not limited to, grassed waterways,
toe walls, drop inlets, grade control works, terraces, levees and farm ponds.
25.3 SOIL COMPACTION
25.3.1 As general cleanup is completed, the CONTRACTOR shall conduct appropriate
tillage on all areas occupied during construction in order to relieve soil compaction to the
satisfaction of the COMPANY Representative and in accordance with the Construction
Line List.
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25.3.2 Any compacted areas, including but not limited to the travel lane, will be
decompacted. The CONTRACTOR shall perform soil compaction mitigation in accordance
with the requirements i. through v. below.
i. The CONTRACTOR shall rip or plow compacted irrigated agricultural areas at least
18 inches deep.
ii. The CONTRACTOR shall rip, plow or chisel all other compacted areas 6 to 10
inches deep.
25.4 TOPSOIL REPLACEMENT
25.4.1 After the trench has been backfilled, the right-of-way regraded, and subsoil
compaction of work areas are relieved by plowing or ripping; topsoil shall be respread over
those areas where topsoil was stripped. Topsoil shall not be handled during excessively
wet or inordinately windy conditions. Indications of excessively wet soils include deep
rutting, buildup of mud on tires and tracks, and/or fouling of blades. Inordinately windy
conditions refer to large plumes of soil particles visibly moving during soil handling.
25.4.2 Topsoil redistribution depths shall vary depending upon stripping depths. Topsoil
shall not be mixed with spoil material before or during replacement and only topsoil will be
respread. Topsoil from unstripped area shall not be used to cover adjacent disturbances.
The COMPANY Representative shall ensure soil conservation practices are followed
according to the plans and Specifications outlined herein.
25.4.3 The following methods shall be implemented to promote successful reclamation:
i. All garbage and debris shall be removed from the regraded right-of-way before
topsoil is replaced.
ii. Excess rock which was not used to backfill the trench or could not be blended to
the equivalent density of the natural terrain shall be disposed of at an approved
location.
Hi. The length of time topsoil is stored shall be minimized based on the proposed
construction schedule.
iv. Spoil material shall not be mixed with either salvaged topsoil or the adjacent
unstripped topsoil.
v. Topsoil redistribution shall commence immediately after regrading, weather
permitting. In upland areas, topsoil must be replaced on the over the trench so
that, after settling occurs, the topsoil's original depth and contour will be achieved.
No crown will be left over the trench on BLM land.
vi. If it is necessary to alleviate rutting or crusting prior to seeding, the replaced topsoil
shall be worked with a harrow, disc, spring tooth or similar implement.
25.5 ROCK REMOVAL
25.5.1 Excess rock, including blast rock, may be used to backfill the trench up to, but
not higher than, the top of the existing bedrock profile.
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25.5.2 The CONTRACTOR shall remove excess rock from at least the top 12 inches of
soil to the extent practicable in all rotated and permanent cropland, hayfields, pastures,
residential areas, in other areas at the landowner's request, and in areas designated by
COMPANY. The size, density, and distribution of rock on the construction work area shall
be similar to adjacent areas not disturbed by construction. Diligent efforts will be made to
remove rock greater than four (4) inches in any dimension if off -right-of-way areas do not
contain rock greater than four (4) inches in any dimension. The CONTRACTOR shall
follow the rock removal provisions in the Fee -Lands Line List, if any, that differ from the
requirements in this Article.
25.5.3 Bedrock excavated will be backfilled to the top of the bedrock profile. Large rock
not suitable as backfill material and excess rock will be stored at the edge of the ROW
during construction. This rock will be scattered across the construction ROW, piled or
windrowed to create or enhance wildlife habitat, arranged to block use of motor vehicles or
transported off the ROW and disposed of in an area approved to accept such waste.
Disposal methods will be determined with the BLM Authorized Officer and COMPANY
Representative.
25.6 PERMANENT EROSION AND SEDIMENT CONTROL
25.6.1 TRENCH BREAKERS
25.6.1.1 Trench breakers shall be constructed of sand bags or polyurethane foam by
the CONTRACTOR. The CONTRACTOR shall not use topsoil in trench breakers.
25.6.1.2 The COMPANY Representative shall determine the need for and spacing of
trench breakers or, as a minimum, trench breakers shall be installed at the same
spacing as and upslope of permanent slope breakers.
25.6.1.3 In agricultural fields and residential areas where slope breakers are not
typically required, the CONTRACTOR shall install trench breakers at the same spacing
as if permanent slope breakers were required.
25.6.1.4 The CONTRACTOR shall install trench breakers at the base of slopes
adjacent to waterbodies and wetlands and where needed to avoid draining of a
wetland.
25.6.2 PERMANENT SLOPE BREAKERS (WATER BARS)
25.6.2.1 Slope breakers (water bars) shall be constructed of soil or sand bags.
25.6.2.2 The CONTRACTOR shall construct permanent slope breakers (water bars)
on the right-of-way in all areas, except cultivated and residential areas, to divert
surface runoff to adjacent stable vegetated areas or to energy -dissipating devices at
locations specified by and acceptable to the COMPANY Representative. Slope
breakers (water bars) shall be installed with a minimum spacing as shown on the
following tables or as stated Construction Line List:
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Slope (%)
5-15
15-30
>30
Spacing (feet)
300
200
100
25.6.2.3 The gradient (fall) for each slope breaker shall be two percent (2%) to six
percent (6%).
25.6.2.4 The CONTRACTOR shall construct slope breakers to divert surface flow to
a stable, well -vegetated area. In the absence of a stable area, the CONTRACTOR
shall construct appropriate energy -dissipating devices at the end of the slope breaker
and beyond the area disturbed by construction. Where slope breakers extend beyond
the edge of the construction right-of-way to direct runoff into stabilized areas, they are
subject to approval by the COMPANY Representative.
25.6.3 PERMANENT MULCHING
25.6.3.1 Mulch is intended to stabilize the soil surface until vegetation is established.
Mulch shall consist of straw or some functional equivalent approved by the
COMPANY Representative. The CONTRACTOR shall not apply mulch in cultivated
areas, except as directed by the COMPANY Representative.
25.6.3.2 The CONTRACTOR shall use mulch that is certified as free of noxious
weeds. Mulch shall be certified by the agency granted authority from the State
Department of Agriculture to certify mulch. The CONTRACTOR may obtain certified
mulch from states outside the state in which the mulch is to be applied subject to
approval by the COMPANY Representative. If certified mulch is not available in
sufficient quantities, the CONTRACTOR may request approval from the COMPANY
Representative to use weed -free mulch that is not certified.
25.6.3.3 Mulch shall be subject to inspection by the COMPANY Representative who
will have the authority to reject mulch that is not certified, not properly labeled or
identified as certified mulch, or mulch that contains noxious weeds or other
undesirable species. Mulch that is rejected shall be replaced at the
CONTRACTOR's cost.
25.6.3.4 The CONTRACTOR shall apply mulch immediately following seeding.
25.6.3.5 If a mulch blower is used, the strands of the mulching material shall not be
shredded less than 8 inches in length to allow anchoring. The CONTRACTOR shall
anchor mulch immediately after application to minimize loss by wind and water.
25.6.3.6 Mulch shall be applied at a rate of 2.0 tons per acre.
25.6.3.7 When anchoring by mechanical means, the CONTRACTOR shall use a tool
specifically designed for mulch anchoring with flat, notched disks to properly crimp
the mulch to a depth of 2 to 3 inches. A regular farm disk shall not be used to crimp
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mulch. In sandy soils subject to wind erosion, the CONTRACTOR shall make two
passes of the mulch -crimping tool, one pass approximately perpendicular to the
other, or as directed by the COMPANY Representative.
25.6.4 PERMANENT EROSION CONTROL MATTING
25.6.4.1 Erosion control matting is installed after seeding as described herein,
unless otherwise directed by the COMPANY Representative. The CONTRACTOR
shall use erosion control matting made of biodegradable, natural fiber such as straw
or coir (coconut fiber) unless otherwise approved by the COMPANY Representative.
25.6.4.2 The CONTRACTOR shall prepare the soil surface and install the erosion
control matting so the matting makes uniform contact with the soil of the slope face
or stream bank underneath with no bridging of rills, gullies or other low areas. The
CONTRACTOR shall anchor the erosion control matting with staples or other
COMPANY approved devices.
25.6.5 ROCK AND VEGETATIVE DEBRIS
25.6.5.1 In areas with a pre-existing rocky surface material, the Contractor shall
spread rock over the right-of-way to maintain a surface appearance similar to that of
adjacent undisturbed terrain. Suitable sites include naturally rocky slopes and areas
that have a natural gravel, cobble, or boulder veneer on the surface. Suitable sites
shall be determined by the COMPANY in conjunction with the landowner.
25.6.5.2 On BLM lands, the Contractor shall randomly distribute any windrowed
trees, shrubs or other remaining vegetation debris over the right-of-way. On lands
administered by the BLM, dispersed vegetative debris will not exceed 3 to 5
tons/acre. Vegetative dispersal must be accomplished by hand or with appropriate
equipment after seeding of the right-of-way so the spread material will not interfere
with the performance of seeding equipment and to prevent disturbance of the
seedbed.
25.7 REVEGETATION
25.7.1 The CONTRACTOR is responsible for revegetation of soils disturbed by
construction -related activities.
25.7.2 The CONTRACTOR shall seed disturbed areas, as directed by the COMPANY
Representative, using specified seed mixes, seed application rates, seed application
methods, seeding depths, and seeding dates as defined in, Section 2 of the Plan of
Development, the Reclamation Plan in the Plan of Development in Exhibit "G-2".
25.7.3 The CONTRACTOR shall perform seeding of permanent vegetation within the
first specified seeding dates following final grading. If seeding is not completed within
those dates or if seeding cannot be completed for an extended period due to seeding
period restrictions, the CONTRACTOR shall use appropriate temporary erosion control
measures including temporary mulch as specified in Article 6.5.
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25.7.4 The CONTRACTOR shall seed all disturbed areas specified for CONTRACTOR
seeding within 6 working days of final grading, weather and soil conditions permitting,
subject to COMPANY seeding date Specifications.
25.7.5 The CONTRACTOR shall restore all turf, ornamental shrubs, wind breaks and
specialized landscaping as stated in the Construction Line List or as directed by the
COMPANY Representative. Restoration work must be performed by personnel familiar
with local horticultural and turf establishment practices.
The CONTRACTOR shall not apply fertilizer and/or soil pH modifiers, unless specifically
requested on the Construction Line List..
25.7.6 The CONTRACTOR shall provide all seed. The seed shall be tested and labeled
by the seed supplier and shall meet all requirements of the Federal Seed Act and comply
with the state seed laws in the state in which the seed is used. Each bag of seed shall be
labeled showing total gross weight and total seed weight in PLS. All seed must be
purchased in accordance with pure live seed Specifications and be certified weed free. All
seed shall be used within 12 months of testing and shall not be sprouted, moldy or show
other evidence of having been wet or otherwise damaged. Any inoculants used must be
specific to the species using the manufacturer's recommended rate of inoculants
appropriate for the seeding method (broadcast, drill, or hydro). The CONTRACTOR shall
remove seed labels, as each bag is emptied, and submit the labels to the COMPANY
Representative on a daily basis at the time of seeding.
25.7.7 The CONTRACTOR shall store and transport seed in a manner that protects
seed from moisture, rodent damage, excess heat and other degrading factors. The
CONTRACTOR shall be fully responsible for the cost to replace seed damaged by
moisture, rodents or by other means or to replace seed which has lost a significant amount
of viability while in the possession of the CONTRACTOR.
25.7.8 SEED BED PREPARATION
25.7.8.1 The CONTRACTOR shall prepare a seedbed in disturbed areas to a depth
of 4 inches using appropriate equipment to provide a firm seedbed. The
CONTRACTOR shall firm the seed bed prior to seeding using a field harrow,
cultipacker or similar equipment so that adult footprints penetrate to a depth of 1/4 to
1/2 inch when walking across the seedbed. On slopes not accessible with tillage
equipment, and other areas not accessible with tillage equipment, the
CONTRACTOR shall scarify by hand, or use other methods approved by the
COMPANY Representative, facilitate lodging and germination of applied seed.
When hydroseeding, the CONTRACTOR shall scarify the seedbed to facilitate
lodging and germination of seed.
25.7.8.2 If mulch was applied prior to seeding for temporary erosion control, the
CONTRACTOR shall remove the excess mulch as necessary prior to seedbed
preparation so that seedbed preparation equipment and seed drills do not become
plugged with excess mulch, so that seed can adequately contact the soil surface,
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and so that seed incorporation or soil packing equipment can operate without
becoming plugged with mulch. The CONTRACTOR shall remove excess mulch from
the right-of-way and properly dispose of the mulch, or evenly re -apply and anchor the
mulch on the right-of-way following seeding. Mulch can be left in place if amounts
are low enough to allow effective seedbed preparation and seeding operations in
accordance with the seeding Specifications.
25.7.9 DRILL SEEDING
25.7.9.1 The CONTRACTOR shall use a drill seeder in accordance in all areas
specified for seeding except for:
i. slopes which are too steep to safely operate the tractor and drill seeder.
ii. rocky areas which would prevent the ability of the drill seeder to properly
place the seed.
Hi. areas which cannot be feasibly reached with the drill seeder.
iv. areas which are too small for operation of the drill seeder.
v. and except for seeding temporary cover crops which shall be broadcast.
25.7.9.2 The CONTRACTOR shall calibrate drill seeders so that the specified
seeding rate is planted. The row spacing on drill seeders shall not exceed 8 inches.
The CONTRACTOR shall operate drill seeders at an appropriate speed so the
specified seeding depth is maintained.
25.7.9.3 Areas that are too wet to effectively operate drill seeders will be too wet to
operate seed broadcasting equipment and for effective incorporation of broadcast
seed. The CONTRACTOR shall delay seeding as necessary, or as directed by the
COMPANY Representative, until the soil is in the appropriate condition for drill
seeding.
25.7.10 BROADCAST SEEDING
Where drill seeding is not feasible, the CONTRACTOR shall evenly broadcast seed at
double the seeding rate that is specified for drill seeding for the specific seed mix. The
CONTRACTOR shall employ an appropriate calibration method to ensure the application
of the specified seeding rate. The CONTRACTOR shall delay broadcast seeding during
high wind conditions if even distribution of seed is impeded. The CONTRACTOR shall
use a harrow, cultipacker or other equipment approved by the COMPANY Representative
immediately following broadcasting to incorporate the seed to the specified depth and to
firm the seedbed. The CONTRACTOR shall hand rake all areas that are too steep, or
otherwise cannot be safely harrowed or cultipacked, in order to incorporate the broadcast
seed to the specified depth.
25.7.11 HYDROSEEDING
Hydroseeding may be used, on a limited basis, where the slope is too steep (i.e., slopes
exceeding 25 percent), for conventional seeding methods. The CONTRACTOR must
submit site specific plans and obtain site-specific approval from the COMPANY
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Representative before hydroseeding. COMPANY may direct the CONTRACTOR to
hydroseed in certain areas. When hydroseeding, the CONTRACTOR shall apply seed at
the broadcast seeding rate. Fertilizer, where specified in the Construction Line List, may
be included in the seed, virgin wood -fiber, tackifier and water mixture. Tackifier shall
consist of biodegradable, vegetable-based material and shall be applied at the rate
recommended by the manufacturer. The seed, mulch and tackifier slurry shall be applied
so that it forms a uniform, mat -like covering of the ground. The CONTRACTOR shall not
hydroseed within 100 feet of wetlands or waterbodies. The CONTRACTOR shall not
leave seed in the hydroseeder tank overnight.
25.7.12 SAGEBRUSH SEEDING
In areas where sagebrush seed is a component of the seed mix, sagebrush seed may be
separately spread in winter of the same year, during a second pass, to facilitate growth.
Sagebrush seed may be applied even if snow cover is present. In areas identified in the
Construction Line List or by the COMPANY Representative sagebrush seed shall be
added to the seed mix.
25.8 FENCE REPAIR AND RESTORATION
25.8.1 Upon completion of all backfilling, clean-up and revegetation including mulching
and seeding of the right-of-way, permanent repairs shall be made to all fences by using
either the original material or good quality new material similar to existing fences. All
fence repairs shall be satisfactory to the COMPANY Representative and the
landowner/tenant. Fence repairs shall be in accordance with BLM Specifications included
in the Plan of Development in Exhibit "G-2".
25.8.2 Early or historic fences shall be carefully reassembled by hand from the original
material. Where the original material has deteriorated to a state that makes it
unsalvageable, replacement material the same as the original shall be used.
25.9 PIPELINE SIGNS AND AERIAL MARKERS
On completion of backfilling and cleanup, and during the time when the CONTRACTOR is
making permanent repairs to fences, the CONTRACTOR shall install pipeline signs,
pipeline markers, and aerial markers at locations shown on the Construction Drawings
and/or at locations directed by the COMPANY Representative.
25.10 ROADS AND BRIDGES
25.10.1 All claims for damage to roads and bridges due to the movement of the
CONTRACTOR equipment or the transportation of COMPANY -supplied materials by the
CONTRACTOR shall be the responsibility of the CONTRACTOR. Such claims shall be
settled by the CONTRACTOR to the satisfaction of the COMPANY Representative before
final payment will be made.
25.10.2 The CONTRACTOR shall make every effort to obtain written acknowledgment of
satisfaction with the condition of the above from all road, bridge and related facility
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authorities and submitted by the CONTRACTOR to the COMPANY Representative after
cleanup.
25.11 SURPLUS MATERIALS
25.11.1 Upon completion of the project, the CONTRACTOR shall assemble, transport
and deliver all surplus materials (excluding line pipe) to COMPANY at storage locations
designated by the COMPANY Representative.
25.11.2 Scrap materials are the property of COMPANY and the CONTRACTOR shall
stockpile or dispose of them as instructed by the COMPANY Representative.
25.12 ACCEPTANCE OF WORK
The CONTRACTOR shall complete all work to a standard acceptable to COMPANY's
Representative, regardless of any written releases obtained by cash settlements to
landowners or tenants, in lieu of work.
26.0 FENCING
26.1 GENERAL
26.1.1 The CONTRACTOR shall supply the labor, equipment, and materials necessary
to install the fencing as shown on the Construction Drawings. Fence installation.
Maintenance, and replacement shall be in accordance with BLM Specifications included in
the Plan of Development in Exhibit "G-2".
26.1.2 Security fences are used to prevent or discourage unauthorized entrance into a
major operating area of pipeline related facilities. All security fences shall be 7 -feet high
with 3 parallel strands of barbed wire on top of the fence.
26.1.3 Erection of fences shall be carried out by competent workers experienced in
industrial fence erection and in accordance with the manufacturer's installation
instructions. Fences shall enclose properties to the lines and limits shown on the
Construction Drawings.
26.1.4 Prior to erection of fences, the CONTRACTOR shall grade the fence line so that
sharp changes in elevation are eliminated and a pleasant appearance is achieved.
26.1.5 The fence fabric shall be tightened between posts with sufficient tension as to
prevent any side deflection. Gates shall be hung so that they swing freely 180 degrees
from the closed position.
26.2 FENCE MATERIALS
The following materials are to be used in security fences:
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PIPELINE CONSTRUCTION
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i. Fabric — chain link, 9 -gauge galvanized, 2 -inch mesh, 84 -inch height with both
selvage edges twisted and barbed.
ii. Line Post — 2.375 -inch 0.D. pipe weighing 3.65 lbs. per linear foot, 10 -feet long.
iii. Terminal Post — 2.875 -inch O.D. pipe weighing 5.79 lbs. per linear foot, 11' —6"
long, with standard terminal cap.
iv. Tension Wire — Galvanized, two 121/2 -gauge twisted strands or 7 -gauge galvanized
coil spring wire.
v. Hooked Fence Ties — Aluminum, 6 -gauge by 81A -inch shank length, 5 required for
each post and 1 required for every 2 feet of tension wire at both top and bottom.
vi. Tension Bar — Galvanized, 3/4 by 3/16 by 84 inches long.
vii. Tension Bands — for 2.875 -inch O.D. posts.
viii. Barbed Wire — Three parallel strands of galvanized barbed wire comprised of two
121/ -gauge wires with 4 -point barbs; maximum barb spacing of 5 -inches on
centers.
ix. Line Post Caps — with 12 -inch barbed wire arms for 2.375 -inch O.D. line posts.
Barbed wire arms to carry 3 parallel strands of barbed wire, and should be slanted
towards outside of fence.
x. Corner Post Clamps — for 2.875 -inch 0.D. posts and 1.660 -inch 0.D. compression
rail; including bolts.
xi. Truss Rod — 3/8 -inch diameter rods with adjustable take-up. Should be used on
inside of fence only.
xii. Line Post Clamps — for 2.375 -inch 0.D. posts and 1.66 -inch O.D. compression rail;
including bolts.
xiii. Compression Rail — 1.660 -inch 0.D. pipe weighing 2.27 lbs. per linear foot. Should
be used on inside of fence only.
xiv. Gate Posts:
a. Gate levels up to and including 6'-0" wide: 2.875 -inch 0.D. pipe weighing
5.79 lbs. linear foot.
b. Gate levels over 6'-0" an up to and including 13"-0" wide: 4 -inch 0.D. pipe
weighing 9.10 lbs. per linear foot.
c. Gate leaves over 13'-0" and up to and including 18'-0": 6.625 -inch O.D. pipe
weighing 18.97 lbs. per linear foot.
d. Gate leaves over 18'-0": 8.625 -inch O.D. pipe weighing 28.55 lbs. per linear
foot.
26.3 GATES
26.3.1 FABRICATION
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(USA) Inc.
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Fabricate gate perimeter frames from 1.90 -inch O.D. tabular members. Provide additional
horizontal and vertical members to ensure proper gate operation and for attachment of
fabric, hardware, and accessories.
26.3.2 ASSEMBLY
i. Assemble gate frames by welding or with fitting and rivets for rigid connections.
Use same fabric and barbed wire as for fence. Install fabric with stretch bars at
vertical edges, and tie at top and bottom edges. Attach stretcher bars to gate
frame at not more than 15 inch on centers. Attach hardware with rivets or by other
means which will protect against removal and breakage.
ii. Provide diagonal cross -bracing consisting of 3/8 -inch diameter adjustable length
truss rods on gate as required to provide frame rigidity without sag or twist.
26.3.3 GATE HARDWARE
Provide the following hardware and accessories for each gate:
i. Hinges — Nonlift-off type, offset to permit 180° gate opening. Provide one pair of
hinges for each leaf.
H. Latch — Forked type or plunger -bar type to permit operation from either side of
gate. Provide padlock eye as integral part of latch.
26.4 MATERIAL SPECIFICATIONS
i. All tubular members shall comply with the provisions of ASTM -A120 for weight and
coating.
ii. All accessories except tie wires and barbed wire shall be galvanized to comply with
the provisions of ASTM -A153.
Hi. All barbed wire shall comply with the provisions of ASTM -A121, Class 3.
iv. Concrete shall have a minimum 28 -day compressive strength of 2,500 psi. At least
4 sacks of cement are required per cubic yard. Aggregate size is to be 1 -inch
maximum. Slump maximum is 3 -inches. Entrained air to be 2 percent to 4 percent
maximum. Concrete shall be prepared to conform to ASTM -C94.
26.5 INSTALLATION
Do not begin installation prior to completion of the final grading.
a) Spacing: Line post spacing shall not exceed 10'-0" center to center.
b) Post Holes: Drill holes for post footings in firm undisturbed or compacted soil. Holes
shall have a diameter of 9 -inches for line posts and 12 -inches for terminal posts.
Holes for gate posts shall have a diameter equal to three times the diameter of the
post. Excavate hole depths approximately 3 -inches deeper than the post bottom.
The bottom of each post shall be set not less than 36 -inches below the surface when
set in firm, undisturbed soil. Excavate deeper as required for adequate support in
soft and loose soils, and for posts with heavy lateral loads.
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(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
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c) Concrete:
i. Place concrete around each post in a continuous pour and tamp for
consolidation. Check each post for vertical and top alignment, and hold in
position during placement and finishing operations. Trowel finish the top of each
footing, and slope or dome the concrete to direct water away from each post.
ii. Allow concrete to cure for a minimum of 3 days before attaching fencing.
Hi. Brace Assemblies: Install braces so posts are plumb when the truss rod is under
proper tension.
iv. Tension Wire: Install tension wires before streching fabric and tie the tension
wire to each post with ties or clips.
v. Fabric: Leave approximately 2 -inches between the finish grade and the bottom
selvage. Pull the fabric taut and tie to posts, rails, and tension wires.Install the
fabric on the side of the fence away from the area being secured. Anchor the
fabric to the framework so that the fabric remains in tension after the pulling force
is released.
vi. Barbed Wire: Install 3 parallel strands of barbed wire on each extension arm and
pull the wire taut. Extension arms shall angle away from the area being secured.
vii. Gates: Install gates plumb, level, and secure for full opening without
interference.
27.0 PAINTING
Metering facilities, launchers, receivers, mainline valves and operators, blowoff valves and
all aboveground piping shall be given one coat of primer, and one coat of topcoat.
The CONTRACTOR shall supply all required materials. The paint numbers are specified
in Article 27.3.
27.1 SURFACE PREPARATION
27.1.1 All aboveground pipe shall be blast cleaned to a near white steel surface, in
accordance with Steel Structures Painting Council - Surface Preparations #3 (SSPC -
SP3), dry and free from any dust, grease, oil or any other contaminants.
27.1.2 The CONTRACTOR shall take appropriate precautions to prevent fugitive
emissions caused by sand blasting operations from reaching any residence or public
building. The CONTRACTOR shall place curtains of suitable material, as necessary, to
prevent wind-blown particles from sand blasting operations from reaching any residence or
public building. The CONTRACTOR shall clean up all visible deposits of waste shot in
residential areas and dispose of the waste at an COMPANY approved disposal facility.
27.1.3 The CONTRACTOR shall clean up all visible deposits of paint particles and
waste shot at the end of each work -day and shall dispose of the waste materials at an
COMPANY approved disposal facility.
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(USA) Inc.
PIPELINE CONSTRUCTION
SPECIFICATIONS
Rev.1
March 2006
Page 137 of 138
27.2 APPLICATION
27.2.1 All paints shall be applied in accordance with manufacturer's recommendations.
Name tags, serial numbers and any manufacturer's identification on all valves, operators
and motors shall be masked during painting and sandblasting.
27.2.2 Electrical motors shall be out of service and completely covered during all
sandblast and spray painting applications. The motors themselves shall be painted using
a hand brushing procedure to apply one coat of primer and one coat of topcoat. The
surface shall be clean and free of oil, grease, dust or other contaminants.
27.2.3 All paint overspray and drips shall be contained, to the extent practicable, and
disposed of at a COMPANY approved disposal facility.
27.2.4 Empty paint cans, paint applicators, covers and other related painting materials
can be allowed to dry in a secondary containment. The CONTRACTOR shall dispose of
empty paint containers and used painting materials at and COMPANY approved disposal
facility.
27.3 PAINTS AND PRIMERS
The following are paints and primers approved by COMPANY for aboveground piping and
appurtenances. No substitute products shall be permitted without prior COMPANY
approval. The CONTRACTOR shall keep copies of Material Safety Data Sheets on site
and shall provide copies to the COMPANY Representative
Surface
Coating
No.
Product
Code
Product
Description
DFT*
Color
Field
fabricated
misc.
structural
steel
1
224HS
Devoe 224HS
(or approved
equal) Epoxy
primer
4-6
To be
determined
2
359
Devoe 359 (or
approved
equal) high
build urethane
gloss finish
4-5
Field
fabricated
uninsulated
piping
1
235
Devoe 235 (or
approved
equal) Epoxy
coating
4-8
To be
determined
2
235
Devoe 235 (or
approved
equal)
4-8
Catalyzed
Epoxy coating
" Dry Film Thickness