HomeMy WebLinkAbout1.13 SWMP, .. -VALERUS SWMP ORIGINAL
TM VALERUS Storm Water Management Plan Hunter Mesa Compressor Station Garfield County, Colorado
) ) Storm Water Management Plan Prepared for: Valerus Compression Services, LP 919 Milam, Suite1000 Houston, Texas 77002 October 6, 2010 Prepared by: HRL Compliance Solutions, Inc. 744
Horizon Ct. # 140 Grand Junction Co 81506 Environmental Consulting ) )
TABLE OF CONTENTS 1.0 INTRODUCTION ..................................................................................... , ..................... 1 1.1 Storm water Runoff Permitting Requirements
........................................................... 1 2.0 CONSTRUCTION SITE DESCRIPTION ...................................................................... 2 2.1 Site Location
.............................................................................................................. .2 2.2 Site Area Characteristics .......................................................
...................................... 2 2.2.1 Runoff Characteristics ........................................................................................ 2 2.2.2 Existing Vegetation
............................................................................................ .3 2.3 Schedule of Construction Activities ...............................................................
............ 3 3.0 POTENTIAL POLLUTION SOURCES ........................................................................ .4 4.0 DESCRIPTION OF SOIL CONTROL MEASURES ...................................
.................. 5 4.1 Structural Practices for Erosion and Sediment Control .............................................. 5 4.1.1 Straw Bale and Rock Check Dams ..................................
..................................... 5 4.1.2 Straw Wattles/Straw Rolls .................................................................................... 5 4.1.3 Diversion Ditches
.................................................................................................. 6 4.1.4 Culvert Inlet/Outlet Protection ............................................................
.................. 6 4.1.5 Sediment Basins .................................................................................................... 6 4.2 Non-Structural Practices for Erosion
and Sediment Control.. .................................... 6 4.2.1 Vegetative Buffers ................................................................................................
6 4.2.2 Seeding of Disturbed Areas .................................................................................. 6 4.2.3 Mulching ................................................................
............................................... 7 4.2.4 Erosion Control Blankets ...................................................................................... 7 5.0 PHASED BMP
IMPLEMENTATION ............................................................................ 8 5.1 Construction ........................................................................................
........................ 8 5.2 Interim Reclamation .................................................................................................... 8 5.3 Final Stabilization .....................
.................................................................................. 8 6.0 MATERIALS HANDLING AND SPILL PREVENTION ............................................. 9 6.1 Waste
Management and Disposal ............................................................................... 9 6.2 Fuels and Materials Management ..........................................................
..................... 9 6.3 Construction Site Housekeeping ................................................................................. 10 7.0 DEDICATED CONCRETE OR ASPHALT BATCH
PLANTS .................................... 11 8.0 VEHICLE TRACKING CONTROL ............................................................................... 12 9.0 INSPECTION AND MAINTENANCE
PROCEDURES .............................................. .13 10.0 NON-STORMWATER DISCHARGES ....................................................................... 15 11.0 CERTIFICATIONS
....................................................................................................... 16 11.1 Owner/Applicant Certification .........................................................
......................... 16 11.2 Storm water Management Plan Administrator .............................................................. 17 12.0 ADDITIONAL BMP REFERENCE ...........................
.................................................. 18
Appendix A AppendixB Appendix C Appendix D Appendix E Table 1 Table 2 LIST OF APPENDICES Site Map Storm Water Application Form and Permit Storm Water Inspection Form BMP Descriptions
and Installation Details Project Seed Mixes Site Descriptions SWMP Revisions
1.0 INTRODUCTION Valerus Hunter Mesa Compressor Station SWMP This Storm Water Management Plan (SWMP) is to comply with the Colorado Department of Public Health and Environment's (CDPHE)
General Permit No. COR-030000 issued on July 1, 2007 and will expire on June 30, 2012, and related U.S. Environmental Protection Agency (USEPA) National Pollutant Discharge Elimination
System (NPDES) storm water regulations. This SWMP addresses construction activities associated with the construction of a compressor station facility and materials staging yard for the
construction subcontractor(s) working on the facility. This SWMP is intended to be periodically updated as needed to address planned developments, new disturbances, and other changes
needed to manage storm water and protect surface water quality. This SWMP is written to contain general storm water management practices, as well as site specific information related
to specific construction activities. Site specific information (i.e. Phased Best Management Practices (BMPs) implementation, potential pollution sources, final stabilization measures,
etc.) found throughout the text of this document is also referenced in Table 1, Site Descriptions. 1.1 Storm Water Runoff Permitting Requirements The Federal Clean Water Act [Section
402(p)] requires that discharges of pollutants to waters of the United States from any point source be regulated by NPDES permits. In November 1990, the USEP A published final regulations
that established application requirements for storm water associated with construction activity for soil disturbances of five acres or more be regulated as an industrial activity and
covered by an NPDES permit. In December 1999, the USEPA published final Phase II NPDES regulations that established application requirements for storm water associated with construction
activity for soil disturbances to be regulated as an industrial activity and covered by an NPDES permit. These regulations became effective July 1, 2002. Storm water construction permits
are required for oil and gas activities that disturb one or more acres during the life of the project, or are part of a larger common plan of development. CDPHE considers a common plan
of oil and gas development to mean development of several well pads, access roads, pipelines, and/or other related infrastructure in a contiguous area either during the same time period
or under a consistent plan for long-term development. Valerus Compression Services, LP (Valerus) will be in charge of all aspects of this project. Contractor( s) will do the actual construction
and grading, but all work will be supervised by Valerus, and all decisions will be made by Valerus. 1
2.0 CONSTRUCTION SITE DESCRIPTION 2.1 Site Location Valerus Hunter Mesa Compressor Station SWMP The Compressor Station is located in Township 6 South, Range 92 West, Section 30, in Garfield
County, Colorado. The town of Rifle is the nearest population center approximately 4 miles northwest. Receiving waters include Mamm Creek and intermittent tributaries of Mamm Creek.
The ultimate receiving water is the Colorado River. Refer to Appendix A for the Site Map and disturbed area boundaries. 2.2 Site Area Characteristics 2.2.1 Runoff Characteristics Runoff
characteristics are based on site topography, soil type, and vegetative cover. Soils identified on this Project are moderately erosive in nature, individual soil unit descriptions are
described below. The structural and nonstructural BMPs as outlined in this SWMP are specifically detailed to minimize erosion and sediment transport associated with these soil types.
According to the Natural Resources Conservation Service (NRCS), the soil types within the disturbed area of this Project consist of three general soil units. • Olney loam (6 to 12% slopes):
This deep well drained, moderately sloping to rolling soil is on alluvial fans and sides of valleys. Elevation ranges from 5,000 to 6,500 feet. Average annual precipitation is 14 inches.
Average annual air temperature is 48 degrees and the average frost free period is 125 days. Permeability is moderate. Available water capacity is moderate. Effective rooting depth is
60 inches or more and runoff is medium, erosion is moderate. Native vegetation is wheatgrass, needleandthread and sagebrush. • Potts loam (3 to 6% slopes): This well drained, moderately
sloping soil is on mesas, benches and sides of valleys. Elevation ranges from 5,000 to 7,000 feet. Average annual precipitation is 14 inches, average annual air temperature is 46 degrees
and the average frost free period is 120 days. Permeability is moderate, available water capacity is high. Effective rooting zone is 60 inches or more. Runoff is slow, erosion is moderate.
Native vegetation is wheatgrass, needleandthread and sagebrush. Soil limitations are low strength and shrink-swell potential. • Potts-Ildefonso Complex (12 to 25% slopes): These strongly
sloping to hilly soils are on mesas, alluvial fans, and sides of valleys. Elevation ranges from 5,000 to 6,500 feet. Average annual precipitation is 14 inches, average annual air temperature
is 46 degrees and the average frost free period is 120 days. Potts makes up 60% of this unit. Permeability is moderate, available water capacity is high. Effective rooting zone is 60
inches or more. Runoff is slow, erosion is moderate. Native vegetation is wheatgrass, needleandthread and sagebrush. Soil limitations are low strength and shrink-swell potential. Ildefonso
makes up 30% of this unit. Permeability is moderately rapid, 2
Valerus Hunter Mesa Compressor Station SWMP available water capacity is low, effective rooting depth is 60 inches and the runoff is slow. Erosion hazard is moderate. Native vegetation
is Pinyon and Utah juniper with an understory of Indian ricegrass, wheatgrass, junegrass, serviceberry, bitterbrush and sagebrush. 2.2.2 Existing Vegetation Native vegetation in the
area consists of mainly wheatgrasses. 2.3 Schedule of Construction Activities Construction activities covered by the Valerus Hunter Mesa Compressor Station SWMP are expected to last
approximately one year and will be disturbing approximately 5 acres. The main objective of this project is to construct a Compressor Station for the processing of natural gas. Activities
associated with construction of the Project that may affect storm water include; clearing and grading, access road modifications, vehicle operation, maintenance and fueling; coating
pipe joints, and possible herbicide application to control noxious weeds. The location for the proposed site is on private property currently owned by B.J.M. LTD. The construction site
will be cleared and grubbed, as applicable. Topsoil and/or other materials will be salvaged or stockpiled as necessary. All stock piles will have storm water BMPs implemented to reduce
sediment transport and erosion of topsoil. Temporary seeding will occur, sediment basins, rock check dams and diversion ditches will be implemented where applicable. Check dams may be
used in ditches to dissipate water flow velocity. The pad will be constructed utilizing standard cut-and-fill methods. Seeding and soil stabilizing will occur as construction of the
site is completed. Each activity in the project will be under routine inspection until final stabilization has occurred. Construction is expected to begin in the fall of2010. An inactivation
notice will be filed for the Project once all of the construction activities have been completed and all areas have reached final stabilization as described in section 5.3. 3
3.0 POTENTIAL POLLUTION SOURCES Valerus Hunter Mesa Compressor Station SWMP Potential pollution sources associated with construction of the pad include: • Sediment resulting from erosion
of soil stockpiles and other areas cleared of vegetation; • Leakage of fuels and lubricants from equipment and spills from fueling or equipment failure; • Trash and debris from clearing
activities, construction materials, and workers; • Sanitary sewage associated with portable toilets; • Concrete washout activities. The most common source of pollution from construction
is sediment, which can be carried away from the work site with storm water runoff, and ultimately impact the water quality of a receiving water. Clearing, grading, and otherwise altering
previously undisturbed land can increase the rate of soil erosion over pre-disturbance rates. Petroleum products can also be potential storm water pollutants. These products are used
in construction activities to power or lubricate equipment and include: fuel, gear oil, hydraulic oil, motor oil, brake fluid, and grease. Debris from the lay-down area, residue from
equipment cleaning and maintenance, and solid waste generated from land clearing operations and human activity (trees, brush, paper, trash, etc.) present other potential pollution sources
within the construction site. For site specific potential pollution sources, refer to Table 1 (Site Descriptions). For locations of potential pollution sources, refer to Appendix A (Site
Map). Concrete washout activities locations can be found in Appendix A (Site Map). All BMPs implemented throughout the project are intended to mitigate for the release of sediment and
all other potential pollution sources described above, and listed in Table 1. Refer to Appendix A for site specific locations of potential pollution sources, and locations of BMPs implemented
to mitigate for the potential release of the respective potential pollutants. Valerus spill prevention and response policies must be followed and include the following: • Notification
procedures to be used in the event of a material release or accident. At a minimum, the field supervisor should be notified. Depending on the nature of the spill and the material involved,
Valerus staff, the CDPHE, downstream water users, or other agencies may also need to be notified. The WQCD toll-free 24-hour environmental emergency spill reporting line is (877)518-5608.
• Provisions for absorbents are to be made available for use in fuel areas. 4
4.0 DESCRIPTION OF SOIL CONTROL MEASURES Valerus Hunter Mesa Compressor Station SWMP The objective of erosion sediment controls is to minimize the release of sediments, and any other
potential pollutants, by storm water runoff. This can be accomplished through the use of structural and/or nonstructural controls. This section describes erosion and sediment controls
to be used during the compressor station construction to minimize possible pollutant impacts to storm water runoff. Refer to Appendix D for implementation details of soil control measures.
Refer to Appendix A for locations of soil control measures. 4.1 Structural Practices for Erosion and Sediment Control Structural practices implemented to provide for erosion and sediment
control can include temporary and permanent Best Management Practices (BMPs). Temporary structural BMPs include, but are not limited to, straw bale barriers/check dams and straw fiber
rolls/wattles. When applicable, temporary BMPs will be implemented during construction and interim reclamation phases. All temporary BMPs will be removed and disposed of upon Final Stabilization.
Permanent structural BMPs include, but are not limited to earthen berms, drainage dips, bar ditches, diversion ditches, sediment basins, culvert inlet/outlet protection, and rock check
dams. 4.1.1 Straw Bale and Rock Check Dams Straw bale and rock check dams will be installed in areas of concentrated flow. The purpose of a check dam is to reduce the velocity of water
enough to allow sediment to settle, while allowing the clean water to continue migrating. Some sediment will accumulate behind the check dam. Sediment should be removed from behind the
check dams when it has accumulated to one-half of the original height of the dam and properly disposed of. Check dams will be inspected for erosion along the edges of the check dams
and repaired as required immediately. For temporary ditches and swales, check dams should be removed and the ditch filled in when it is no longer needed. 4.1.2 Straw Wattles/Straw Rolls
Straw rolls/wattles are intended to capture and keep sediment on a disturbed slope. Straw rolls are useful to temporarily stabilize slopes by reducing soil creep and sheet and rill erosion
until permanent vegetation can be established. Straw rolls will last an average of one to two years. The slope needs to be prepared before the rolls are placed. Small trenches are created
across the slope on the horizontal contour. The trench should be deep enough to accommodate half the thickness of the roll (about 3"-5"). The trenches need to be 10 to 25 feet apart.
The rolls need to be installed perpendicular to water movement, parallel to the slope contour. Start by installing rolls from the bottom of the slope. The rolls need to fit snugly against
the soil. No gaps should be between the soil and roll. Willow, wooden stakes, or staples need to be driven through the roll and into the soil. There should only be I to 2 inches of stake
exposed above the roll. The stakes should be installed every 4 feet. 5
4.1.3 Diversion Ditches Valerus Hunter Mesa Compressor Station SWMP Diversion ditches can be a temporary or permanent structural BMP installed to direct runoff or run-on storm water
away from construction activity. Ditches slow velocity of water. and direct water into sediment basin, or other BMP structure designed to capture sediment while allow water to move through.
4.1.4 Culvert Inlet/Outlet Protection Inlets and outlets of culverts will be protected to prevent sediment build up within the culvert, thus maintaining culvert functionality. Temporary
protection, during construction, can be implemented by installing straw bales or straw wattles around the inlet/outlet. For permanent protection, inlets/outlets shall be protected via
rock armoring. Sediment accumulated at the inlet/outlet shall be removed as needed to ensure that there will be no blockage of the culvert. 4.1.5 Sediment Basins Sediment basins are
structural BMPs installed to trap sediment that has been transported from other BMPs including, but not limited to, berms, perimeter diversion ditches, bar ditches, and drainage dips.
Size and shape of each sediment basin shall depend on the specific location and surrounding topography of each site. 4.2 Non-Structural Practices for Erosion and Sediment Control Non-structural
practices implemented for erosion and sediment control will consist of permanent BMPs that will be utilized during all project phases, from construction to interim reclamation, and ultimately
to final stabilization. Non-structural controls typically include, but are not limited to; vegetative buffers, mulching, seeding of disturbed areas, erosion control blankets, and surface
roughening. 4.2.1 Vegetative Buffers Vegetative buffers are areas of existing vegetation stands that are utilized as a permanent BMP. Vegetative buffers are located on any or all edges
of a project boundary. They provide a filtering effect by minimizing velocity of storm water runoff enough to allow sediment to settle out, while allowing clean water to continue with
its natural drainage route. 4.2.2 Seeding of Disturbed Areas Seeding of disturbed areas will be implemented as a measure taken to achieve final stabilization. Upon construction completion,
all disturbed areas to undergo reclamation shall be seeded. As a disturbed area is seeded, it will remain in the interim reclamation phase until the site has reached a vegetative cover
area of 70% of pre-disturbance conditions. At this point, the site will be at the final stabilization phase. The main objective of drill seeding is to place the seed in the soil at the
depth most favorable for seed germination. Each species will require a different depth, depending on the size of the seed. Drill seeding is used for large seeded species such as 6
Valerus Hunter Mesa Compressor Station SWMP wheatgrasses, shrubs and legumes. This method guarantees seed placement at a predetermined depth and allows for good seed to soil contact.
Topography will determine if seed will be applied via a drill seeder or if there is a need for broadcasting. There are several methods of broadcast seeding that can be implemented. Hand
broadcasting is commonly used in areas too small for large equipment or too steep for equipment to work safely. Broadcast seeding throws the seeds at random on the soil surface. This
allows for a more mosaic plant community, but must be applied at twice the drill seed rate for successful germination. Once seed has been broadcast, raking or chaining the area will
ensure seed to soil contact. Refer to Appendix E for the Project seed mixes and associated application rates. 4.2.3 Mulching Mulching is a non-structural BMP implemented to aid in seed
establishment. After a disturbed area has been seeded, certified weed free straw mulch will be applied. Where accessible, the mulch will be crimped into the ground to provide additional
soil stabilization. 4.2.4 Erosion Control Blankets Erosion control blankets are permanent, non-structural BMPs installed on steep slopes to provide soil stabilization and to keep seed
in place. Erosion control blankets are a geotextile biodegradable material that is implemented during the interim reclamation phase. 7
5.0 PHASED BMP IMPLEMENTATION Valerus Hunter Mesa Compressor Station SWMP The compressor station construction project will consist of a construction phase, an interim reclamation phase,
and a final stabilization phase. The following sections outline specifications of each phase. 5.1 Construction The construction phase of the project will consist of clearing, cut and
fill procedures and general grading. Appropriate BMPs will be installed for this phase of the construction. The following outlines the necessary steps of the construction phase: • Vegetation
Clearing: Vegetation will be removed and place around edge of disturbed area on down gradient side of fill slope. This will provide a brush barrier BMP for construction. • Straw bale
barriers will be installed as a temporary BMP while pad is being constructed. • Concrete and truck washout area will be established once construction begins as illustrated in Appendix
A. Appropriate BMPs will be installed for washout. 5.2 Interim Reclamation Interim reclamation will be the phase of the project between construction and final stabilization. A project
will enter into interim reclamation when construction is completed, disturbed areas have been seeded, and permanent BMPs have been installed. Temporary BMPs that were implemented during
the construction phase may continue to be maintained during interim reclamation. Projects will remain in interim reclamation until disturbed areas have been reclaimed to 70% of pre-disturbance
vegetation or otherwise permanently stabilized (i.e. graveled). The following steps will be taken to reach interim reclamation: • Topsoil stockpile will be seeded to prevent sediment
transport, and enhance soil integrity for reclamation; • Temporary BMPs such as silt fence, straw bale barriers and wattles will be replaced with permanent BMPs. 5.3 Final Stabilization
Areas which have been disturbed are considered to be stabilized when a uniform vegetative cover with a density of 70 percent of the pre-disturbance levels has been established, or when
an equivalent permanent, physical erosion reduction method is in place. Disturbed areas will remain in interim reclamation status until final stabilization is achieved. Storm water compliance
inspections will be performed at required intervals until final stabilization is reached. Any temporary BMPs will be removed and disposed of. When final stabilization is achieved and
all temporary control measures have been removed, Valerus will apply for an Inactivation Notice to terminate the Valerus Hunter Mesa Compressor Station Storm Water Permit and Storm Water
Management Plan. 8
6.0 MATERIALS HANDLING AND SPILL PREVENTION 6.1 Waste Management and Disposal Valerus Hunter Mesa Compressor Station SWMP The construction activities mentioned in this SWMP will generate
various other waste materials during the course of construction. These wastes typically include, but are not limited to, the following: • Trash and debris from construction materials
and workers; • Sanitary sewage from temporary sanitary waste facilities. Each of these wastes will be managed so as to not contribute to storm water pollution. Construction trash and
debris will be collected in appropriate containers and hauled off-site for disposal in suitable landfills. Sanitary waste will be contained in portable toilets or other storage tanks
with waste materials regularly pumped and transported off-site for proper disposal at approved facilities. Portable toilets will be properly secured to the ground. 6.2 Fuels and Materials
Management Petroleum Products Petroleum products which may be present at the construction site include: gasoline, diesel fuel, lubricant oils, hydraulic oils, used oils, and solvents.
Gasoline and diesel fuel will be stored in portable storage tanks with secondary containment. Lubricant, hydraulic, and miscellaneous oils and solvents will be stored in containers up
to 55-gallons in volume. All storage containers must be compatible with proposed contents. Storage containers will be labeled with contents. Pollutants from petroleum products used during
construction activities adhere easily to soil particles and other surfaces. In case of a spill or leak, soils contaminated with petroleum products will be contained and removed to a
proper disposal site. Proposed soil erosion and sediment control practices will aid in retention of spills or leaks. Use of secondary containment and drip pans will reduce the likelihood
of spills or leaks contacting the ground. Proposed maintenance and safe storage practices will reduce the chance of petroleum products contaminating the site. Oily wastes such as crankcase
oil, cans, rags, and paper containing oils will be placed in proper receptacles and disposed of or recycled. An additional source of petroleum contamination is leaks from equipment and
vehicles. Routine daily inspections will be conducted to identifY leaks and initiate corrective actions, if needed. The following guidelines for storing petroleum products will be applied:
• All product containers will be clearly and properly labeled; • Drums will be kept off the ground within secondary containment and stored under cover when necessary; • Fuel tanks will
be stored within areas containing secondary containment; • Lids of drummed materials will be securely fastened; • Emergency spill response procedures will be available on-site. Persons
trained III handling spills will be on call at all times; 9
Valerus Hunter Mesa Compressor Station SWMP • Spill cleanup and containment materials (absorbent, shovels, etc.) will be readily available. Spills will be immediately cleaned up and
contaminated materials will be properly stored on site until they can be disposed of in accordance with applicable regulations; • Storage areas and containers will be regularly monitored
for leaks and repaired or replaced as necessary. Construction personnel should be informed about proper storage and handling of materials during weekly subcontractor or safety meetings.
Other Chemical Product Management Various additional materials will be used and stored on site for use in construction. These materials will be stored appropriately and managed to minimize
spills and leaks. Storage areas will be regularly inspected, and any minor spills or leaks will be cleaned up immediately. Materials Management The construction contractor will maintain
a staging area for equipment and materials storage on site. These areas will be maintained with good housekeeping and will be inspected on a regular basis for spills, leaks, and potential
contamination. 6.3 Construction Site Housekeeping Housekeeping will consist of neat and orderly storage of materials and containerized fluids. Wastes will be temporarily stored in sealed
containers and regularly collected and disposed of at appropriate off-site facilities. In the event that a spill occurs, prompt cleanup is required to minimize any commingling of waste
materials with storm water runoff. Routine maintenance will be limited to fueling and lubrication of equipment. Drip pans will be used during routine fueling and maintenance to contain
spills or leaks. Any waste product from maintenance will be containerized and transported off site for disposal or recycling. There will be no major equipment overhauls conducted on
site. Equipment will be transported off site when major overhauls are necessary. Cleanup of trash and discarded materials will be conducted at the end of each work day. Cleanup will
consist of patrolling the road way, access areas, and other work areas to pick up trash, scrap debris, other discarded materials, along with any contaminated soil. Upon collection, these
waste materials will be disposed of properly. 10
Valerus Hunter Mesa Compressor Station SWMP 7.0 DEDICATED CONCRETE OR ASPHALT BATCH PLANTS Concrete or asphalt batch plants are not applicable to the Project at this time. 11
8.0 VEHICLE TRACKING CONTROL Valerus Hunter Mesa Compressor Station SWMP Location will be graveled, eliminating the need of a vehicle track pad at the entrance. 12
9.0 INSPECTION AND MAINTENANCE PROCEDURES Valerus Hunter Mesa Compressor Station SWMP To meet requirements of the General Permit, inspection and maintenance of erosion and sediment controls
must occur during the project. Continued inspection and maintenance is required for specific structures after construction is completed. The inspection program will include the following:
1. A certified person familiar with the SWMP and control measures will conduct the inspections. 2. Inspections will cover the following items within construction site: • Disturbed areas
without stabilization; • All structural and non-structural BMPs (temporary and permanent); • Material storage areas; • Surface water diversions; • Down gradient areas; • New access roads;
• Site vehicle entrance/exit locations. 3. Inspections will occur at least once every 14 calendar days (during construction) and after a significant precipitation event, or snow melt
event that causes potential for erosion. Once all measures have been taken to reach interim reclamation, inspections shall occur at least once every 30 calendar days. 4. A log of inspections
will be maintained. 5. Water quality will be visually assessed for all receiving streams and discharge areas during each inspection. 6. Disturbed areas and material storage areas that
are exposed to precipitation will be inspected for evidence of pollutants entering nearby drainages. 7. Roads used for vehicle access will be inspected for evidence of off-site sediment
transport. 8. Following each inspection, the SWMP will be modified as necessary to include additional controls designed to correct identified problems. Necessary revisions to the SWMP
will be made within 7 days of the inspection. 9. An inspection report summarizing the scope of the inspection, the name of the person conducting the inspection, the date of the inspection,
and observations relating to proper implementation will be prepared. Inspection reports will be retained for at least 3 years from the date that the site is finally stabilized. 10. Actions
taken to modify any storm water control measure will be recorded and maintained with the SWMP. 11. If no deficiencies are found during the inspection, the report will contain certification
that the site is in compliance with the SWMP. Maintenance Procedures Maintenance will include prompt repairs and/or adjustments to any erosion and sediment control structures that are
deteriorating or found to be performing inadequately. BMP conditions and 13
Valerus Hunter Mesa Compressor Station SWMP dates of BMP maintenance will be documented within the storm water inspection checklists. Repairs are to be made as soon as possible and prior
to the next anticipated storm event. Inspection Forms Inspection forms shall be a part of this SWMP and with include information such as dates of maintenance/modifications of existing
BMPs, installation of new BMPs, any site housekeeping requirements, and general comments. Refer to Appendix C for an example of the storm water inspection document. 14
10.0 NON-STORM WATER DISCHARGES Valerus Hunter Mesa Compressor Station SWMP No allowable sources of non-storm water discharges are anticipated from the project. Some possible exceptions
include, but are not limited to, fire prevention/suppression or dust control activities. 15
11.0 CERTIFICATIONS 11.1 Owner/Applicant Certification ) Valcrus I-lutHer Mesa Compressor Station SWMP I certify under penalty of law that this document and all attaclunents were prepared
under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry
of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief,
true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibilit offine . imprisonment for knowing violations.
Signature: Name: Title: Vice-President of North Region Date: Operator Name and Address: Valerus Compression Services, LP PO Box 775 Site Name and Location: SWMP Prepared by: Vernal,
Utah 84078 Phone: 713-469-2331 Hunter Mesa Compressor Station, Rifle CO. HRL Compliance Solutions, Inc. 744 Horizon Ct. Suite 140 Grand Junction Colorado, 81506 Phone: 970.243.3271 16
) )
Valerus Hunter Mesa Compressor Station SWMP 11.2 STORM WATER MANAGEMENT PLAN ADMINISTRATOR The SWMP Administrator is responsible for developing, implementing, maintaining, and revising
the SWMP. This individual is responsible for the accuracy, completeness, and implementation of the SWMP. SWMP Administrator Certification I certify under penalty of law that I understand
the terms and conditions of the SWMP and associated COPS General Permit that authorizes storm water discharges associated with industrial activity from the construction sites identified
as part of this certification. SWMP Administrator: Signature: Title: Address: Phone: Company: Address: Address: P.O. Box 820. Palisade. CO 81526 970-210-2022 Valerus Compression Services,
LP 919 Milam, Suite 1000 Houston. Texas 77002 17
12.0 ADDITIONAL BMP REFERENCES Valerus Hunter Mesa Compressor Station SWMP The structural and non-structural BMPs listed in this SWMP are intended to include all BMPs that may be used
for gas gathering projects. However, there may be situations where a BMP is needed but not included in this SWMP, or project personnel may need additional information on the installation,
use, specifications, and/or maintenance of BMPs. Additional information regarding various BMPs is available by referencing the following: • For oil and gas operations, the Bureau of
Land Management and U.S. Forest Service have developed "Surface Operating Standards and Guidelines for Oil and Gas Exploration and Development," "Gold Book." The most recent version
(fourth edition) of this is available on the internet at: http://www.blm.gov./bmp/GoldBook Draft vI2.pdf. • For Construction BMPs the Urban Drainage and Flood Control District, a Colorado
Front Range group of city and county agencies has developed a BMP manual that is available on the internet at: hUp://swcc.state.al.us/pdf/ASWC June 2003 Alabama Handbook ConstructionE&S
C ontrol.pdf. • For construction BMPs and surface stabilization methods, the Alabama Soil and Water Conservation Committee have developed "Erosion Control, Sediment Control and Storm
Water Management on Construction Sites and Urban Areas, Volume I Developing Plans and Designing Best Management Practices." This information is available on the internet at: http://www.blm.gov/bmplfi
eld%20guide.htm • For access roads, the US Forest Service and Bureau of Land Management have developed "Low-Volume Roads Engineering, Best Management Practices Field Guide," which is
available online at: http://www.blm.gov/bmp/field%20guide.htm • For seeding methods and applications information was obtained from the Practical Handbook of Disturbed Land Revegetation.
Frank F. Munshower, CRC Press Inc. 1994 18 ) )
) Appendix A Site Map )
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,./','.'/" ", '//1 jl~" 'fUll o ,! " " /. II" J, " \'1'1,'/;' ,/1 /i/! pi! '.'., '/. i .i '.'/'" i. 1//.'./, '/' f .. "; "///~!/~ l./~i" " //\,i,!I",,' /' /: 1/1111 bl /I , Q). ' " 'I
j I " ".' '~ ,Ii I I I o \' I ' • I' I , , " \ 1 1//I !:! /1 I //I' Ii ~/I I /\ ! iii, 'l.II////,/i i/' fl l /,/,I ,I. '., ., /1/'I, I, ! I II. I :!.I f'///i. /1 .f'" '.i 1/' 1/' /.I/'/\Q)I,'
i ,. <ii, \ i ! ////, ///II ,'!//'? " \\' \ \ i \ //;,' /' /;1 /~ ~ /. , ! I ' , , I 1 //. /PRE-DEVELOP~
\ \ ~ \ GRAPHIC SCALE \ \ \ \ \ \ \ \ \ \, \ \ \ \ \ \ \\ \ jf I ) f \ \~-'------\ " " 'I: , , I, i :; j' \ \ I : :i i I ,I • \ \:1 i: \ " I I : \ t, III i I I I! i \ 'Iii,;: , 1"1'
r ; \ \ \ \ \ .' I ,/~\ \ II,! /SIll: BCNCHIotARK: I I I!. \ FOUN'!.~Alllm ~L£V-584?'i~ \ f! j \ \ I \ 1)/I \ \ I II I I f \ \ \ \ \ '\ '\ ! I : /1/1 /, \ I I I I /, \ ! !I:/!//\ I I
II I I I 1/I I 10 20 40 80 1 11------1---1 ( IN FEET) 1 inch = 20 ft.
) • GRAPHIC SCALE 20 0 10 20 40 80 ~~-~-rril?~I~I ___ I---·1 ( IN FEET) HORZ. SCALE: 1 Inch = 20 ft. VERT SCALE: 1 Inch = 20 ft.
Legend '--Township Boundary = = Access Road "\ f (i" '-" ( I " .' •• w';,.:, .... " ~ ; <;,--. I I " , ~•O . .......j ,,~2r~o======~'5ro~o . .....~ '~7r~o~======,~,ooFoe el O• "-......~
~~========~. .......', .'~~========'=,'M~e iers Scale: 1:24,000 Base Map: USGS 7.5' Topographic Map Quadrangles: Hunter Mesa, CO (1963); Silt, CO (1962); Rifle CO(19S2); N A North Mamm
Peak, CO (1960) Garfield County, Colorado c:::::J Proposed Compressor Slation UTM Zone 13N, NADa3, Meiers September 19, 2007 Figure 1, Proposed Antero Compressor Station Project Location
Map. SWCA UIVI«OHMHITAl (OH5UllAliIS 295 Interlocken Blvd., Suite 300 Broomfield, CO 80021 Phone: 303.487. 1183 Fax: 303.487.1245 www.swca.com )
Legend -Township Boundary = = Access Road c::J Proposed Compressor Station O~. ......'• . ~ o:======='~O.OO. ......3.·EO C=O=======:5.;2.00 :-Feel O_ "-.......~." ========~,.. .......1•.
2 =OO========'.,OOMOe ters Scale: 1:24,000 Base Map: NAIP 2005 2m Aerial Imagery Garfield County, Colorado UTM Zone 13N, NAD83, Meiers September 19, 2007 N Figure 2. Aerial View of the
Proposed Antero Compressor Station Project. SWCA UIVllOHMUHAl (OHSUlTAtHS 295 Interlocken Blvd., Suite 300 Broomfield, CO 80021 Phone: 303.487.1183 Fax: 303.487.1245 www,swca,oom
Parcel 1 -1.158 acres Parcel 2 -1.512 acres Parcel 3 -2.330 acres Legend = = Access Road 1/1/1/1/1/1/1/1/1/1/1/1/1/11 -Township Boundary • --Edge of Disturbance l2ZJ Tanks •• _ .. Slug
Catcher c:::J Project Boundary ...-Drainage 330 o_ ___~i i: ::====ro-___-r=o ===::riniM elers Scale: 1:2,000 Base Map: NAIP 2005 2m Aerial lrnagery Township 68 Range 92W Section 30 Garfield
County, Colorado UTM Zone 13N, NA083, Meters September 19, 2007 N A Figure 3. Parcel Map of the Proposed Antero Compressor Station. SWCA U.IV I«ONMINTAl (OOSIJU AtlU 295 Interlocken
Blvd., Suite 300 Broomfield, CO 80021 Phone: 303.487.1183 Fax: 303.487.1245 www.swca.com )
Appendix B Storm Water Application and Permit
Appendix C Storm Water Inspection Form
Storm Water Inspection Checklist Pro.iect Name Project ID Unique ID Field Name Hunter Mesa Compressor Station Site Type Permit Name Permit Date Proposed Start Date Facility Latitude
Longitude Township Range Section Description 39.49417 -107.713591 T6S R92W 30 E1I2 SWI14 Inspection Date Inspector Inspection Type Signature Weather Related Factors Storm Start Date:
Storm End Date: Winter Exclusion Acres Disturbed Acres Subject to Interim Acres Restored Reclamation Distance to Receiving Water Name of Receiving Water(s) Type -60' unnamed Tributary
Ephemeral -10,025' MammCreek Perennial -14,200' Colorado River Best Management Practices B Type Installation Maintenance Date of Comment M Reqnired Required Maintenance P or # Installation
Completion 1 2 3 4 5 6 7 8 9 10 11 12
I House Keeping/Site Debris None Spill or Leak (circle) Yes (give location and description): Seed Mix Date 70% Comment Planted Revel!etated I Site In Compliance With Storm Water Regulations
Yes No I Comments:
AppendixD BMP Installation Details
Check Dams Description and Purpose A check dam is a small barrier constructed of rock, gravel bags, sandbags, straw bales, fiber rolls, or reusable products, placed across a constructed
swale or drainage ditch. Check dams reduce the effective slope of the channel, thereby reducing the velocity of flowing water, allowing sediment to settle and reducing erosion. Implementation
General Check dams reduce the effective slope and create small pools in swales and ditches that drain 10 acres or less. Reduced slopes reduce the velocity of storm water flow, thus reducing
erosion of the swale or ditch and promoting sedimentation. The use of check dams for sedimentation will likely result in little net removal of sediment because of the small detention
time and probable scour during longer storms. Using a series of check dams will generally increase their effectiveness. A sediment trap may be placed immediately upstream of the check
dam to increase sediment removal efficiency. Design and Layout Check dams work by decreasing the effective slope in ditches and swales. An important consequence of the reduced slope
is a reduction in capacity of the ditch or swale. This reduction in capacity must be considered when using this BMP, as reduced capacity can result in overtopping of the ditch or swale
and resultant consequences. In some cases, such as a "permanent" ditch or swale being constructed early and used as a "temporary" conveyance for construction flows, the ditch or swale
may have sufficient capacity such that the temporary reduction in capacity due to check dams is acceptable. When check dams reduce capacity beyond acceptable limits, there are several
options: • Consider alternative BMPs. • Increase the size of the ditch or swale to restore capacity. Maximum slope and velocity reduction is achieved when the toe of the upstream dam
is at the same elevation as the top of the downstream dam. The center section of the dam should be lower than the edge sections so that the check dam will direct flows to the center
of the ditch or swale. Appendix D 1
Check dams are usually constructed of rock, gravel bags, sandbags, and fiber rolls. A number of products manufactured specifically for use as check dams are also being used, and some
of these products can be removed and reused. Check dams can also be constructed of logs or lumber, and have the advantage of a longer lifespan when compared to gravel bags, sandbags,
and fiber rolls. Straw bales can also be used for check dams and can work if correctly installed; but in practice, straw bale check dams have a high failure rate. Check dams should not
be constructed from straw bales or silt fences, since concentrated flows quickly wash out these materials. Rock check dams are usually constructed of 8 to 12 in. rock. The rock is placed
either by hand or mechanically, but never just dumped into the channel. The dam must completely span the ditch or swale to prevent washout. The rock used must be large enough to stay
in place given the expected design flow through the channel. Log check dams are usually constructed of 4 to 6 in. diameter logs. The logs should be embedded into the soil at least 18
in. Logs can be bolted or wired to vertical support logs that have been driven or buried into the soil. Gravel bag and sandbag check dams are constructed by stacking bags across the
ditch or swale, shaped as shown in the drawings at the end of this fact sheet. Manufactured products should be installed in accordance with the manufacturer's instructions. If grass
is planted to stabilize the ditch or swale, the check dam should be removed when the grass has matured (unless the slope of the swales is greater than 4%). Refer to drawing detail and
the end of this section. The following guidance should be followed for the design and layout of check dams: o Install the first check dam approximately 16 ft from the outfall device
and at regular intervals based on slope gradient and soil type. o Check dams should be placed at a distance and height to allow small pools to form between each check dam. o Backwater
from a downstream check dam should reach the toes of the upstream check dam. o A sediment trap provided immediately upstream of the check dam will help capture sediment. Due to the potential
for this sediment to be re-suspended in subsequent storms, the sediment trap must be cleaned following each storm event. o High flows (typically a 2-year storm or larger) should safely
flow over the check dam without an increase in upstream flooding or damage to the check dam. o Where grass is used to line ditches, check dams should be removed when grass has matured
sufficiently to protect the ditch or swale. • Gravel bags may be used as check dams with the following specifications: Materials Gravel bags used for check dams should conform to the
requirements of gravel bag berms. Sandbags used for check dams should conform to sandbag barrier guidelines. Appendix D 2
Fiber rolls used for check dams should conform to fiber roll requirements. Straw bales used for check dams should conform to straw bale barrier requirements. Appendix D H¥."QR.ARy" W""[('("
"QA t.! !Up[ !l ,.,.. --fl::;'~ """ .". . '1'" ~ . ;~ -u.w.!.i.2! IIOT(u OETAIL [LEVATI O"l 100 "",n to 300 mm aiameter fock l£yPQRA!l~ (:fEes PAY !TYPf 21 KRSf'(( "no( r;,,"QIu.R1 Q![C.(
06\1 tllPr 11 n PI CAl ROCK CHECK DAM SECTION ROCK CHECI< DAM fiorid SCALl 3 )
) Culvert Inlet/Outlet Protection a. Normal melal rlllvel'lllISlallnlioll IIslng I'lprnp al'ollnd Ihellliel alld ollllel of CIII"'l'ls. Also lise geolextlle (filler f.bl'lc) 01' gl'awl
filler benealh Ihe I'lpl'ap for mosllnslnllallons. (Ad(/pln/from 111scolisill's Foreslry Besl Mflllflgemenl Pmclice for JYfller QUfllily, 1995) Description and Purpose Culvert inlet/outlet
protection typically consists of gravel riprap that act as energy dissipation features, thus allowing for the settling of sediments, while preventing piping or undercutting from occurring
at the inlet or outlet. Riprap should consist of small to medium gravels that are layered to achieve uniform density. Implementation Gelleral Culverts may be installed on a site specific
basis to provide a method of transport through confining features such as roadways and well pads. Appendix D 4
Design and Layout • Install rip rap, grouted riprap, or concrete apron at selected outlet. Riprap aprons are best suited for temporary use during construction. • Carefully place riprap
to avoid damaging the filter fabric, if applicable. • For proper operation of apron: o Align apron with receiving stream and keep straight throughout its length. If a curve is needed
to fit site conditions, place it in upper section of apron. o If size of apron riprap is large, protect underlying filter fabric with a gravel blanket. • Outlets on slopes steeper than
10% shall have additional protection. Inspection and Maintenance • Inspect BMPs prior to forecasted precipitation, daily during extended precipitation events, after precipitation events,
weekly during the rainy season, and at two-week intervals during the non-rainy season. • Repair or fill any unnecessary gaps or holes in the inlet/outlet of culverts. • Inspect for scour
beneath the riprap and around the outlet. Repair damage to slopes or underlying filter fabric immediately. • Temporary devices shall be completely removed as soon as the surrounding
drainage area has been stabilized, or at the completion of construction. Appendix 0 5
Diversion Berm/Channel Description and Purpose A diversion berm or channel is a structure that intercepts, diverts and conveys surface run-on, generally sheet flow, to prevent erosion.
Earth dikes/drainage swales are not suitable as sediment trapping devices as the main purpose is to manage flow direction. These structures may however be modified when integrated with
other soil stabilization and sediment controls, such as check dams, plastics, and blankets, to prevent scour and erosion in newly graded dikes, swales and ditches. Implementation General
Earth dikes/drainage swales may be used to convey surface runoff down sloping land, intercept and divert runoff to avoid sheet flow over sloped surfaces, divert and direct runoff towards
a stabilized watercourse or channel or intercept runoff from hardened surfaces such as well pads or roadways. Additionally, earth dikes/drainage swales may be used below steep grades
where runoff begins to concentrate, along roadways and facility improvements subject to flood drainage. at the top of slopes to divert run-on from adjacent or undisturbed slopes and/or
at bottom and mid-slope locations to intercept sheet flow and convey concentrated flows. Design and Layout • Install riprap, grouted riprap, or concrete apron at selected outlet. Riprap
aprons are best suited for temporary use during construction. • Compact subgrade and/or berm. • Use stabilizing cover (i.e. seeding, hydroseeding or blankets) when necessary, as determined
by slope and erosion potential of the soil. • Modification of this BMP type may be necessary due to site specific requirements. At these locations sediment basins, rock check dams, erosion
control blankets and/or seeding types of BMPs will be integrated. Design, layout and implementation should maintain and follow each BMP type general installation specification. • Refer
to the schematic detail at the end of this section. Appendix D 6
Inspection and Maintenance • Inspect BMPs prior to forecasted precipitation, daily during extended precipitation events, after precipitation events, weekly during the rainy season, and
at two-week intervals during the non-rainy season. • Inspect ditches and berms for washouts. Replace lost riprap, damaged linings or soil stabilizers as needed. • Inspect channel embankments,
linings and beds of ditches and berms for erosion and accumulation of debris and sediment. Remove debris and sediment once 75% of the capacity has been filled, and repair linings and
embankments as needed. • Temporary conveyances shall be completely removed as soon as the surrounding drainage area has been stabilized, or at the completion of construction. Appendix
D Compacted fill Stabilizing cover, when needed. Natural ground line --F--lo--w= , 1: 2 (V: H) slope or flatter TYPICAL DRAINAGE SWALE NOT TO SCALE Compacted fill NOTES: 1. Stabilize
inlet, outlets and slopes. 2. Praperly compact the subgrade TYPICAL EARTH DIKE NOT TO SCALE 7
Erosion Control Blankets /Description and Purpose Made out of environmentally friendly, biodegradable material, erosion control blankets are installed on disturbed slopes that are requiring
stability. They stabilize slopes, and provide for an increased water holding capacity, which ultimately increased the rate and establishment of desired vegetative cover. Implementation
General Erosion control blankets should installed smoothly on the surface of the soil, loose enough to allow for vegetation establishment. The blankets are to be in complete contact
with the soil to prevent any tenting. The upslope end of the blanket should be buried in a trench with ideal dimensions of 6"x6". Where one blanket ends and another begins, there should
be 4-6 inches of overlap. Refer to end of section for generic installation detail. Design and Layout Erosion control blankets are typically installed in are that have: steep slopes,
generally steeper than 1:3 (V:H); slopes where the erosion potential is high; slopes and disturbed soils where mulch must be anchored; disturbed areas where plants are slow to develop;
channels with flows exceeding 1.0 mls (3.3 ftls); channels to be vegetated; stockpiles (as the ground necessary and applicable according to use stipulations); and slopes adjacent to
water bodies of Environmentally Sensitive Areas (ESAs). Appendix D 8
There are many types of erosion control blankets and mats, and selection of the appropriate type shall be based on the specific type of application and site conditions. Selection( s)
made by the Contractor must be approved by appropriate and designated administrative personnel. Erosion Control BlanketslMats • Biodegradable rolled erosion control products (RECPs)
are typically composed of jute fibers, curled wood fibers, straw, coconut fiber, or a combination of these materials. For an RECP to be considered 100% biodegradable, the netting, sewing
or adhesive system that holds the biodegradable mulch fibers together must also be biodegradable. Appendix D o Jute is a natural fiber that is made into a yarn, which is loosely woven
into a biodegradable mesh. It is designed to be used in conjunction with vegetation and has longevity of approximately one year. The material is supplied in rolled strips, which shall
be secured to the soil with U-shaped staples or stakes in accordance with manufacturers' recommendations. o Excelsior (curled wood fiber) blanket material shall consist of machine produced
mats of curled wood excelsior with 80 percent of the fiber 150 mm ( 6 inches) or longer. The excelsior blanket shall be of consistent thickness. The wood fiber shall be evenly distributed
over the entire area of the blanket. The top surface of the blanket shall be covered with a photodegradable extruded plastic mesh. The blanket shall be smolder resistant without the
use of chemical additives and shall be non-toxic and non-injurious to plant and animal life. Excelsior blanket shall be furnished in rolled strips, a minimum of 1220 mm (48 inches) wide,
and shall have an average weight of 0.5 kg/m2 (12 Ib/ft2), ±10 percent, at the time of manufacture. Excelsior blankets shall be secured in place with wire staples. The material is furnished
in rolled strips, which shall be secured to the ground with U -shaped staples or stakes in accordance with manufacturers' recommendations. o Straw blanket shall be machine-produced mats
of straw with a lightweight biodegradable netting top layer. The straw shall be attached to the netting with biodegradable thread or glue strips. The straw blanket shall be of consistent
thickness. The straw shall be evenly distributed over the entire area of the blanket. Straw blanket shall be furnished in rolled strips a minimum of 2 m (6.5 ft) wide, a minimum of 25
m (80 ft) long and a minimum of 0.27 kglm2 (6.4 Ib/ft2). Straw blankets shall be secured in place with wire staples. The material is furnished in rolled strips, which shall be secured
to with U-shaped staples or stakes in accordance with manufacturers' recommendations. o Wood fiber blanket is composed of biodegradable fiber mulch with extruded plastic netting held
together with adhesives. The material is designed to enhance revegetation. The material is furnished in rolled 9
strips, which shall be secured to the ground with V-shaped staples or stakes in accordance with manufacturers' recommendations. o Coconut fiber blanket shall be machine-produced mats
of 100% coconut fiber with biodegradable netting on the top and bottom. The coconut fiber shall be attached to the netting with biodegradable thread or glue strips. The coconut fiber
blanket shall be of consistent thickness. The coconut fiber shall be evenly distributed over the entire area of the blanket. Coconut fiber blanket shall be furnished in rolled strips
with a minimum of 2 m (6.5 ft) wide, a minimum of 25 m (80 ft) long and a minimum of 0.27-kg/m2 (6.4 Ib/ft2). Coconut fiber blankets shall be secured in place with wire staples. The
material is furnished in rolled strips, which shall be secured to the ground with V-shaped staples or stakes in accordance with manufacturers' recommendations. o Coconut fiber mesh is
a thin permeable membrane made from coconut or corn fiber that is spun into a yarn and woven into a biodegradable mat. It is designed to be used in conjunction with vegetation and typically
has longevity of several years. The material is supplied in rolled strips, which shall be secured to the soil with V-shaped staples or stakes in accordance with manufacturers' recommendations.
o Straw coconutfiber blanket shall be machine-produced mats of70%straw and 30% coconut fiber with a biodegradable netting top layer and a biodegradable bottom net. The straw and coconut
fiber shall be attached to the netting with biodegradable thread or glue strips. The straw coconut fiber blanket shall be of consistent thickness. The straw and coconut fiber shall be
evenly distributed over the entire area of the blanket. Straw coconut fiber blanket shall be furnished in rolled strips a minimum of 2 m (6.5 ft) wide, a minimum of 25 m (80 ft) long
and a minimum of 0.27 kg/m2 (6.4 Ib/ft2). Straw coconut fiber blankets shall be secured in place with wire staples. The material is furnished in rolled strips, which shall be secured
to the ground with V-shaped staples or stakes in accordance with manufacturers' recommendations. • Non-biodegradable RECPs are typically composed of polypropylene, polyethylene, nylon
or other synthetic fibers. In some cases, a combination of biodegradable and synthetic fibers is used to construct the RECP. Netting used to hold these fibers together is typically non-biodegradable
as well. Appendix D o Plastic netting is a lightweight biaxially-oriented netting designed for securing loose mulches like straw to soil surfaces to establish vegetation. The netting
is photodegradable. The netting is supplied in rolled strips, which shall be secured with V -shaped staples or stakes in accordance with manufacturers' recommendations. o Plastic mesh
is an open-weave geotextile that is composed of an extruded synthetic fiber woven into a mesh with an opening size of less than 0.5 em (0.2 inch). It is used with revegetation or may
be used to secure loose fiber such as straw to the ground. The material is 10
supplied in rolled strips, which shall be secured to the soil with Vshaped staples or stakes in accordance with manufacturers' recommendations. o Synthetic fiber with netting is a mat
that is composed of durable synthetic fibers treated to resist chemicals and ultraviolet light. The mat is a dense, three-dimensional mesh of synthetic (typically polyolefin) fibers
stitched between two polypropylene nets. The mats are designed to be revegetated and provide a permanent composite system of soil, roots, and geomatrix. The material is furnished in
rolled strips, which shall be secured with V-shaped staples or stakes in accordance with manufacturers' recommendations. o Bonded synthetic fibers consist of a three-dimensional geomatrix
nylon (or other synthetic) matting. Typically it has more than 90% open area, which facilitates root growth. Its tough root-reinforcing system anchors vegetation and protects against
hydraulic lift and shear forces created by high volume discharges. It can be installed over prepared soil, followed by seeding into the mat. Once vegetated, it becomes an invisible composite
system of soil, roots, and geomatrix. The material is furnished in rolled strips that shall be secured with Vshaped staples or stakes in accordance with manufacturers' recommendations.
Combination synthetic and biodegradable RECPs consist of biodegradable fibers, such as wood fiber or coconut fiber, with a heavy polypropylene net stitched to the top and a high-strength
continuous filament geomatrix or net stitched to the bottom. The material is designed to enhance revegetation. The material is furnished in rolled strips, which shall be secured with
V-shaped staples or stakes in accordance with manufacturers' recommendations. Inspection and Maintenance • Inspect blankets prior to forecast rain, daily during extended rain events,
after rain events, weekly during the rainy season, and at two-week intervals during the nonramy season. • Repair any unnecessary gaps or holes in the blankets. • Inspect to make sure
that there is uniform contact with the soil. Appendix D 11
Typical Installation Detail INITIAL CHANNEL ANCHOR TRENCH NTS TERMINAL SLOPE AND CHANNEL ANCHOR TRENCH NTS Sta ke at 1 m to ---.--,,-----L--..---j~oo<~~~~\ii~~ 1.5 m intervals ~ ,,""~
Check ISOMETRIC NTS mm 00 mm 1 INTERMITTENT CHECK SLOT NTS NOTES: 100 m LONGITUDINAL ANCHOR TRENCH NTS 1. Check slots to be constructed per manufacturers specifications. 2. Staking or
stapling layout per manufacturers specifications. 3. Install per manufacturer's recommendations Appendix D 12
Typical Installation Detail 50 mm x 150 mm anchor trench Mots/blankets should be installed vertically downslope. * -If -If -If -If ---------ISOMETRIC VIEW TYPICAL SLOPE SOIL ST ABLIZA
TION NTS Non'::woven (." >\,~~~4N"\:c'--geotextile filter ,\ fabric under treatment. WET SLOPE LINING NTS NOTES: 1. Slope surface sholl be free of rocks, clods, sticks and gross. Mots/blankets
sholl have good soil contact. 2. Loy blankets loosely and stake or staple to maintain direct contact with the soil. Do not stretch. 3. Install per manufacturer's recommendations Appendix
0 13
Fiber Rolls Description and Purpose A fiber roll consists of straw, flax, or other similar materials bound into a tight tubular roll. When fiber rolls are placed at the toe and on the
face of slopes, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of sediment from the runoff. By interrupting the length of a slope,
fiber rolls can also reduce erosion. Implementation Fiher Roll Materials • Fiber rolls should be either prefabricated rolls or rolled tubes of erosion control blanket. Assemhly of Field
Rolled Fiber Roll • Roll length of erosion control blanket into a tube of minimum 8 in. diameter. • Bind roll at each end and every 4 ft along length of roll with jute-type twine. Installation
• Locate fiber rolls on level contours spaced as follows: o Slope inclination of 4: I (H:V) or flatter: Fiber rolls should be placed at a maximum interval of 20 ft. o Slope inclination
between 4:1 and 2:1 (H:V): Fiber Rolls should be placed at a maximum interval of 15 ft. (a closer spacing is more effective). o Slope inclination 2: I (H:V) or greater: Fiber Rolls should
be placed at a maximum interval of 10 ft. (a closer spacing is more effective). • Turn the ends of the fiber roll up slope to prevent runoff from going around the roll. • Stake fiber
rolls into a 2 to 4 in. deep trench with a width equal to the diameter of the fiber roll. o Appendix 0 14
o Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center. o Use wood stakes with a nominal classification of 0.75 by 0.75 in. and minimum length of24 in. • If more
than one fiber roll is placed in a row, the rolls should be overlapped, not abutted. • Refer to following schematic drawings for further installation details. Inspection and Maintenance
• Inspect blankets prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the nonralllY season.
• Inspect to make sure that there is uniform contact with the soil. • Maintain fiber rolls to provide an adequate sediment holding capacity. Sediment shall be removed when the sediment
accumulation reaches 75 % of the barrier height. • Repair or replace split, torn, unraveling, or slumping fiber rolls. ,,"". ,WJ.O<j lE~U:I:fAHLtJ . uEtLRQLL UQL!j I ", t-,_ c· ... ·"O
(.". . ..... . ~ " '-' 10-0' ~'Oj:. p[RmCJ !yi ~ .ao.. TEWPOR.lRY F I Iill'L.B2!..L -.l! YPE I ~ Appendix D I l:.wmu,Hl • ! In H "iQ! I \llELZl P[ R iPl ~ ! I VE I(ueORABY f 19E5 ROll
lI yeE 21 15 No rC!! O[lA l l , "_ .. , "'" .... -.; _".0 , .. .,~ <bM _ ...... .... , ...... )
Vertical spacing along face of the slope varies between 3m and 6 m Note: Install fib.r roll along a level contour. " Install a fiber roll near ~=-_..;JL.--slope where it transitions
into a steeper slope TYPICAL FIBER ROLL INSTALLATION N.T.S. 50 to 100 mm 300 mm min. Appendix 0 Fiber roll 200 mm min 19 mm x 19mm wood stokes max 1.2 m spccing ENTRENCHMENT DETAIL N.T.S.
16
Appendix D 50 to 100 mm 300 mm min. ~--Flber rull 200 mm min 19 mm x 19mm wood stakes max 1.2 m spacinq (typ.) OPTIONAL ENTRENCHMENT DETAIL 17
SeedingIHydraulic Erosion control Description and Purpose Areas of disturbance are inevitable and are the premise for storm water management. To ensure the integrity of our water and
vegetative communities as well as the security of our appreciable aesthetic surroundings revegetating disturbed areas is essential to this desire. Minimizing use areas, stabilizing slopes
and restoring the area to pre-disturbance conditions are hinged upon successful completion of the practices described within this section. There are a variety of methods that can be
used to achieve the temporary and permanent vegetative cover required. These seeding methods are to include: • Hand (where applicable due to terrain and accessible distance); • Broadcast;
• Drill/Disc; and • Hydraulic (with or without the addition of a tackifier). Hydraulic erosion control consists of applying a mixture of shredded wood or coconut and wood fiber or a
hydraulic matrix and a stabilizing emulsion or tackifier with hydroseeding equipment, which temporarily protects exposed soil from erosion by raindrop impact or wind. Hydraulic erosion
control is applied to disturbed areas requiring temporary protection until permanent vegetation is established. Immediately, or nearly immediately in some cases, the hydromulch bonds
to the soil, providing slope protection to and essential seed-to-soil contact required for successful and rapid germination leading to desired vegetative establishment and cover. Implementation
Seed mix will be as determined by appropriate personnel, the BLM or current landowner. Typical seeding practices will be as follows: • Temporary seed mix should include annual, cereal
crop seeds such as oats or barley, or sterile hybrid such as "Regreen" to establish vegetative cover and suitable grass species. Grass seed will be included in the seed mix to provide
Appendix D 18
sustainable vegetative cover in the event that a well pad remams m the construction phase for longer than one year. • The permanent seed mix, rate, application method, and supplemental
materials will be determined by appropriated personnel or the BLM/Landowner as appropriate for the land ownership. Generally, seeding will occur by broadcasting (hand and/or mechanical),
drilling or hydroseeding (where applicable with inclusion of a tackifier). Design and Layout Application rates and procedures typically used are included as Figure 1 in this section.
Additional seeding and mulching details are as follows: General Standards and Specifications Appendix 0 • Prior to application, roughen embankment and fill areas by rolling with a crimping
or punching type roller or by track walking. Track walking shall only be used where other methods are impractical. • Hydraulic matrices require 24 hours to dry before rainfall occurs
to be effective. • Avoid mulch over-spray onto the traveled way and existing vegetation. • Hydraulic mulches and seed mixes used by the Contractor must be approved by appropriate personnel.
• Types of mulch and typical application rate and procedures: Hydraulic Mulch Wood fiber mulch is a component of hydraulic applications. It is typically applied at the rate of 2,250
to 4,500 kilograms per hectare (kg/ha) (2,000 to 4,000 lb/ac) with 0-5% by weight of a stabilizing emulsion or tackifier (e.g., guar, psyllium, acrylic copolymer) and applied as a slurry.
This type of mulch is manufactured from wood or wood waste from lumber mills or from urban sources. Hydraulic Matrix Hydraulic matrix is a combination of wood fiber mulch and tackifier
applied as slurry. It is typically applied at the rate of 2,250 to 4,500 kg/ha with 5-10% by weight of a stabilizing emulsion or tackifier (e.g., guar, psyllium, acrylic copolymer).
19
Bonded Fiber Matrix Bonded fiber matrix (BFM) is a hydraulically-applied system of fibers and adhesives that upon drying forms an erosion-resistant blanket that promotes vegetation,
and prevents soil erosion. BFMs are typically applied at rates from 3,400 kg/ha to 4,500 kg/ha based on the manufacturer's recommendation. The biodegradable BFM is composed of materials
that are 100% biodegradable. The binder in the BFM should also be biodegradable and should not dissolve or disperse upon re-wetting. Typically, biodegradable BFMs should not be applied
immediately before, during or immediately after rainfall if the soil is saturated. Depending on the product, BFMs require 12 to 24 hours to dry to become effective. Flexible Growth Medium
Flexible Growth Medium™ (FGM) is a hydraulically applied substrate that is composed of long strand, Thermally Refined® wood fibers, crimped, interlocking man-made fibers and performance-enhancing
additives. The FGM requires no curing period and upon application forms an intimate bond with the soil surface to create a continuous, porous, absorbent and flexible erosion resistant
blanket. Slope interruption devices or water diversion techniques are recommended when slope lengths exceed 100 ft (30 m). FGMs are typically applied at a rate ranging from 3,400 kg/ha
to 5,100 kg/ha (generally 3900 kgiha), based on the manufacturer's recommendation. The biodegradable FGM is composed of materials that are 100% biodegradable. Inspection and Maintenance
• Inspect hydromulched areas prior to forecast rain, after rain events and at twoweek intervals during the non-rainy season. • Maintain an unbroken, temporary mulched ground cover throughout
the period of construction when the soils are not being reworked. As previously noted, inspect before expected rain storms and repair any damaged ground cover and re-mulch exposed areas
of bare soil. Appendix 0 20
Sediment Basin Description and Purpose A sediment basin provides adequate settling time, retention capacity and reduction of flow velocities minimizing erosion and allowing for settling
of suspended sediment. A basin may be constructed by the construction of a barrier or dam across a natural drainage path, by excavating a basin or by a combination of both. Basins usually
consist of a dam, blanketed or hydroseeded downgradient slopes/berms and a stabilized outlet (spillway). Implementation A sediment basin is a temporary containment area that allows sediment
in collected storm water to settle out during infiltration or before the runoff is discharged through a stabilized spillway. Sediment basins are formed by excavating or constructing
an earthen embankment across a waterway or low drainage area. Basins should be placed at the end of perimeter sediment ditches, diversion ditches, along bar ditches upgradient areas
from which sediment-laden storm water directly enters a drainage or watercourse. The size of the structure will depend upon the location, size of drainage area, soil type, rainfall pattern
and desired outflow releases. Design and Layout • Sediment basins should be constructed prior to the ramy season and commencement of construction activities in the area. • Sediment basins
are not to be constructed in any live stream. • Sediment basin(s), as measured from the bottom of the basin to the principal outlet, should have at least a capacity equivalent to 100
cubic meters (3,532 cubic feet) of storage per hectare (2.47 acres) draining into the sediment basin. The length of the basin should be more than twice the width ofthe basin. The length
is determined by measuring the distance between the inlet and the outlet. The depth must not be less than 0.9 m (3 ft) nor greater than 1.5 m (5 ft) for safety reasons and for maximum
efficiency. • Multiple traps andlor additional volume may be required to accommodate site specific rainfall and soil conditions. • Basins with an impounding levee greater than 1.5 m
(5 ft) tall, measured from the lowest point to the impounding area to the highest point of the levee, and basins Appendix D 21
capable of impounding more than 1000 cubic meters (35,300 cubic feet), shall be individually designed and implemented with direct on-site oversight provided by appropriate and designated
personnel. Additional safety requirements such as fencing may also be required. • Rock, blankets, hydromulch and/or vegetation shall be used to protect the basin inlet and slopes against
erosion. • Embankments shall be constructed of a material and size (i.e. sorted, with fines) capable of attaining sufficient levels of compaction and conductivity to ensure the structural
integrity of the structure and its desired retention capacity and capability. Generally compaction of the structure is by use of heavy machinery • Use rock or vegetation in addition
to geotextile to protect the basin outlet(s) against erosion. Inspection and Maintenance • Inspect sediment basins prior to forecast rain, daily during extended rain events, after rain
events, weekly during the rainy season, and at two-week intervals during the non-rainy season. • Inspect sediment basin banks for embankment seepage and structural soundness. • Inspect
inlet and outlet (rock spillway) areas for erosion, damage or obstructions and stabilize/maintenance as necessary. • Remove accumulated sediment when the volume has reached one-third
the original trap volume. • Properly disposed of sediment and debris removed from the trap. Appendix D 22
Silt Fence Description and Purpose A silt fence is made of a filter fabric that has been entrenched, attached to supporting poles, and sometimes backed by a plastic or wire mesh for
support. The silt fence detains sediment-laden water, promoting sedimentation behind the fence Implementation A silt fence is a temporary sediment barrier consisting of filter fabric
stretched across and attached to supporting posts, entrenched, and, depending upon the strength of fabric used, supported with plastic or wire mesh fence. Silt fences trap sediment by
intercepting and detaining small amounts of sediment-laden runoff from disturbed areas in order to promote sedimentation behind the fence. Silt fences are preferable to straw bale barriers
in many cases. Laboratory work at the Virginia Highway and Transportation Research Council has shown that silt fences can trap a much higher percentage of suspended sediments than can
straw bales. While the failure rate of silt fences is lower than that of straw bale barriers, there are many instances where silt fences have been improperly installed. The following
layout and installation guidance can improve performance and should be followed: • Use principally in areas where sheet flow occurs. • Don't use in streams, channels, or anywhere flow
is concentrated. Don't use silt fences to divert flow. • Don't use below slopes subject to creep, slumping, or landslides. • Select filter fabric that retains 85% of soil by weight,
based on sieve analysis, but that is not finer than an equivalent opening size of 70. • Install along a level contour, so water does not pond more than 1.5 ft at any point along the
silt fence. • The maximum length of slope draining to any point along the silt fence should be 200 ft or less. • The maximum slope perpendicular to the fence line should be 1: 1. • Provide
sufficient room for runoff to pond behind the fence and to allow sediment removal equipment to pass between the silt fence and toes of slopes or other obstructions. About 1200 ft2 of
ponding area should be provided for every acre draining to the fence. Appendix D 23
• Turn the ends of the filter fence uphill to prevent storm water from flowing around the fence. • Leave an undisturbed or stabilized area immediately down slope from the fence where
feasible. • Silt fences should remain in place until the disturbed area is permanently stabilized. Materials • Silt fence fabric should be woven polypropylene with a minimum width of
36 in. and a minimum tensile strength of 100 lb force. The fabric should conform to the requirements in ASTM designation D4632 and should have an integral reinforcement layer. The reinforcement
layer should be a polypropylene, or equivalent, net provided by the manufacturer. The permittivity of the fabric should be between 0.1 sec-I and 0.15 sec-I in conformance with the requirements
in ASTM designation D449l. • Wood stakes should be commercial quality lumber of the size and shape shown on the plans. Each stake should be free from decay, splits or cracks longer than
the thickness of the stake or other defects that would weaken the stakes and cause the stakes to be structurally unsuitable. • Staples used to fasten the fence fabric to the stakes should
be not less than 1.75 in. long and should be fabricated from 15 gauge or heavier wire. The wire used to fasten the tops ofthe stakes together when joining two sections offence should
be 9-gauge or heavier wire. Galvanizing ofthe fastening wire will not be required. • There are new products that may use prefabricated plastic holders for the silt fence and use bar
reinforcement instead of wood stakes. If bar reinforcement is used in lieu of wood stakes, use number four or greater bar. Provide end protection for any exposed bar reinforcement. Inspection
and Maintenance • Inspect silt fence prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the
non-rainy season. • Maintain silt fences to provide an adequate sediment holding capacity. Sediment shall be removed when the sediment accumulation reaches one-third (1/3) of the barrier
height. • Repair undercut silt fences. • Repair or replace split, torn, slumping, or weathered fabric. Silt fences that are damaged and become unsuitable for the intended purpose shall
be removed from the site of work, disposed of and replaced. • Holes, depressions or other ground disturbance caused by the removal of the temporary silt fences shall be backfilled. •
Remove silt fence when no longer needed or as required. Fill and compact post holes and anchorage trench, remove sediment accumulation and grade fence alignment to blend with adjacent
ground (approximate original contour). Appendix D 24
Cross barrier (See note 10, /Max rench '" 100 m (See note 1) -"f 1'5 m l rabrlc /-J CroM barrier Optional maJntenance openiD,g detaU /PLAN It'ood ~taka /fabric TEMPORARY LINEAR SEDIMENT
BARRIER (TYPE SILT FENCE) NOTES 1. c=~: %,~~ ~.ra~:l ::'-J fj; ff::~~'Cl ~ru.. linear "'trW, "" no ....... IhIJI th<t ruoll. l.""th .... ud lWln: 11 n... I.ul 2.r. ... Dr r..-.Ull boo
u.mocl "" olDp4L 3. Btake dlmonolo .. 1ft _1101. <t. DIm.nll .... "'"' .." to fit fiold cOlldlU.1>. 6. SLoJ.. •• holl lie .p.Med. .1 ali '" IIIIIlIIlIIum 1I1l4 ohln be poaU.DOd 0lI.
lIo1FDltlu..a:!. lid. ot fonol. 8. ::!.jJ'=lll:!.'~~:\:":~~.f~horn:J.~~ IloIa! 7. Slun Iholl be drlftfI tJibllJ tog.u. ... 1. prennt poUl1UoI n ..... tIlI"."'" CIII _nt at lolD\. n..
top. t)f lb. motu ""oil bit ...,.,,,.4 1IIth"lira. 8 for _"" .tab, '''' ... fal>rIo _oil "' toldod. UOIIIId t"" -t.t .. .... lUll lum ""d .. CIUCd. "!11th <t olapl ••. 8. 1IlnImUII\"
llapl .. per uk ... D\rl:Iel'lL:lc. lib ..... ue t,pICoJ. 10. C"," banWr. U.U be • mlDlmum of 1/9 and .. mu:lmum at 1/2 tlw Ulpl ar lhe IID9r 1HuTl ... 11. ...~J:.:r:.~~ aM ~::.u.I'd
III. • m""" .... 10 DUll .... 12. jolnlna ,trlIG ... Ihall D.Ot b. pIo..td 0\ lump 10<11101:1 •• 18. --.a, ron ",,1\ 1., ••• tulll ... orrul to .l1mlnala ...... Appendix 0 LBGEND IIIIIIII
TlUll.ped.bl.kIIll ~4I1aetl"1l D\r.dloo. 01 n .... 25 ~d detatl _i-J ~;;'.~ 8EcnON c-c ,-C;l(~~' ~Se.n.!.clO CROSS BARRIER DE'I'AU. TEMPORARY LINEAR SEDIMENT BARRIER (TYPE SIL T FENCE)
NO SCALE ,oJJ. DlIIRNmlIU ARE IN lGWIInER8 UJILISS OTHDmSI SIron
Slope Appendix 0 1" ISECTION A-A End stake (See note 3) 50 X 60 'Jggd lI~o.ke (See DOtes 3 &' Ii) See deteU A Silt fenee END DETAIL ~'brl' • .,u •• B Slab B (S~e .II.otP 6, ., &: 12)
Sla.te A fabric section A (Sea not~~ 6, ., & 12) JOINING SECTION DETAIL (TOP VIEW) ~60 X 60 .. ood auke Fabrlll (Sl!e ROle S) (Sea lIote a) END STAKE DETAIL (TOP VlEW) fabric SIll fanca
fllbrill _____7 L~',----L-.-:T:..= -.gf Ilgp.ll 26 End !tAke Sandba.gll (2-la.,yera blgh) OPTIONAL MAINTENANCE OPENING DETAIL (SEE NOTE 1l) DETAIL A
Straw Bale Barrier Description and Purpose A straw bale barrier is a series of straw bales placed on a level contour to intercept sheet flows. The use of a straw bale barrier ponds sheet-flow
runoff, allowing sediment to settle out. Implementation A straw bale barrier consists of a row of straw bales placed on a level contour. When appropriately placed, a straw bale barrier
intercepts and slows sheet flow runoff, causing temporary ponding. The temporary ponding provides quiescent conditions allowing sediment to settle. Straw bale barriers also interrupt
the slope length and thereby reduce erosion by reducing the tendency of sheet flows to concentrate into rivulets, which erode rills, and ultimately gullies, into disturbed, sloped soils.
Straw bale barriers have not been as effective as expected due to improper use and installation. These barriers have been placed in streams and drainage ways where runoff volumes and
velocities have caused the barriers to wash out. In addition, failure to stake and entrench the straw bale has allowed undercutting and end flow. Use of straw bale barriers in accordance
with this BMP should produce acceptable results. Bales should be placed in a single row on a level contour with ends tightly abutting one another. All bales should be installed on their
sides so that twine or binding runs around side of bale rather than on the top and bottom. Bales should be trenched in and staked. See illustration below. Appendix D 27
) ) Materials ) II. IIny nul('s (01' hundl"s ofgl'Uss) Um'o! r'lOgaps ) $13"':0 and enlr,'llch.'u straw lxtl.:. ( U~ two po:rb,1k .) • • 1\1' ilI.J.W~ .... ;. ~ .• ::~ .. :" ; .-' .
~ . . ,0 .. ~ o . :~. 1\1 a : " . ' 1\1 ()o ,, · o.oo h~ Its"~Y' Not,,! Pmbl('1ns filii (h~ "('lop fl'OlII wa'(')' Itlllntng b('tw('('n Illld 111111('1' hay bal(,s. 111)111111 'h(,111
('lll'('(ully. Loug-'t'llu !llm('IIII'(,'s must b" period I· l'nlly dt,IIIl'4lnnd mnlnlllll1('d. (burio:d ) IOcm 1.1". into soil. • Straw Bale Size: Each straw bale should be a minimum
of 14 in. wide, 18 in. in height, 36 in. in length and should have a minimum mass of 50 Ibs. The straw bale should be composed entirely of vegetative matter, except for the binding material.
• Bale Bindings: Bales should be bound by steel wire, nylon or polypropylene string placed horizontally. Jute and cotton binding should not be used. Baling wire should be a minimum diameter
of 14-gauge. Nylon or polypropylene string should be approximately 12-gauge in diameter with a breaking strength of 80 Ibs force. • Stakes: Wood stakes should be commercial quality lumber
of the size and shape shown on the plans. Each stake should be free from decay, splits or cracks longer than the thickness of the stake, or other defects that would weaken the stakes
and cause the stakes to be structurally unsuitable. Steel bar reinforcement should be equal to a #4 designation or greater. End protection should be provided for any exposed bar reinforcement.
Inspection and Maintenance • Inspect straw bale barriers prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week
intervals during the non-rainy season. • Inspect straw bale barriers for sediment accumulations and remove sediment when depth reaches one-third the barrier height. • Replace or repair
damage bales and washouts as needed • Remove straw bales when no longer needed. Remove sediment accumulation, and clean, re-grade, and stabilized the area. Appendix D 28
LEGEND DlR8C1'IOtf OF J'LO'K SANDBAG CROSS BARRIER Appendix D 29 Svl.back norles 1iOx50 lood stake StraY b4le barrier Bol, --rfr-binding V __ ------I. SECTION B-B -v PROTILE TEMPORARY
LINEAR SEDIMENT BARRIER (TYPE STRA~ BALE) f{] SCALE m.O_AllEIl IIlLLIlIrIIIII \JIWI! 0'I'III:!!IlI!! BIIImI
straw ba]e barrier Appendix D Mal :reach ~ .00 m CrOll! barrier PLAN TEMPORARY LINEAR SEDIMENT BARRIER (TYPE STRAW BALE) SLri!l1r \16k on ouhldll To~ <If ri<lplt END DETAIL TEMPORARY
LINEAR SEDIMENT BARRIER (TYPE STRAIJ BALD NO SCALE ALL DIlfKlfSlOH9 ARE IIf NIUDa'l'I!:RS lJNlBSS orllKRlIIl!C SHOWN 30
) ) Water Bar Description and Purpose A water bar is made of earthen fill , mound-trench built into a road, pipeline right-of-way (ROW) or well pad. The purpose is to divert water and
dissipate energy by reducing flow velocity by redirecting inertia direction. Implementation Design afl(l Layout Water bars are to be implemented at a 15 to 30 degree downslope position
relative to the relief and layout of the roadway, ROW 01' well pad. Water bars are to be constructed using a bulldozer or road grater. The water bar should be built such that the uphill
end of the bar ties into any adjacent bank, cut wall or preserved existing vegetation to receive ditch flow. An energy absorber on the downslope outfall, such as riprap, brush, native
vegetative filter and the like, will serve to slow and dissipate the water's energy. When installed in series, the number used is dependent on the slope of the site/surrounding area
and should generally proceed as follows: Grade of RoadlTrail (Degrees) 5 10 15 20 30 Spacing (feet) between Water Bars 135 80 60 45 35 Water bars should be armored under circumstances
of steep grades. The BMP should be also be stabilized with seeding/mulching with a mixture determined/agreed upon by an appropriate party. Water bars implemented at a pad entrance are
intended to contain water on the pad. At these locations the water bar should be built such that both end tie into the pad perimeter berm. This provides 100% containment and control
of the storm water collected on the pad from precipitation. Appendix D 31 ) )
Inspection and Maintenance • BMPs will be inspected every 14 days or within 24 hours of a significant storm event. • Inspect sediment basins for sediment load and erosion around over
flow. Inspect check dams for sediment load, and rilling from water tracking around outer edge of check dam. Appendix D 32
Description: Vehicle Tracking Pad 6" Minimulm---1 "-2 " washed rock ROCK CONSTRUCTION ENTRANCE A rock construction entrance pad may be necessary at construction access locations to reduce
the amount of mud transported onto paved roads by vehicles or surface runoff. Rock construction entrance pads provide an area where mud can be removed by vehicle tires traveling over
the gravel pad before entering public roads. A construction entrance is a stabilized pad of aggregate over a geotextile base and is used to reduce the amount of mud tracked off-site
with construction traffic. A temporary construction entrance is a stone pad located where vehicles leave a construction site. The purpose of the stone pad is to provide an area where
mud can be removed from tires before a vehicle leaves the site. The stone pad consists of clean rock designed in such a way that vehicle tires will sink in slightly. This helps remove
mud from the tires as the vehicle passes over the pad. If a wash rack is used, it provides an area where vehicle tires can be washed. Effectiveness: The effectiveness of temporary rock
construction entrances for trapping sediment depends upon the length, depth of rock, frequency of use and maintenance, as well as the type of structure used. A newly installed rock construction
entrance meeting the recommendations included here will be relatively effective for removing mud from tires before construction vehicles leave the site. However, once the rock voids
become clogged with mud, the practice will not serve its intended Appendix D 33
purpose until the rock is replaced. Washing vehicle tires with pressurized water over a wash rack will increase the effectiveness of the tracking pad for removing mud. Advantages: •
Cost-effective • Highly effective for erosion and sediment control Limitations: • Muddy sites will require extensive maintenance of the vehicle tracking pad to ensure effective sediment
removal. • Gravel can become quickly saturated with mud in certain soils and moisture conditions Design: The aggregate is recommended to be 1 to 3 inch washed rock. The aggregate layer
should be 6 inches thick and extend the full width of the ingress and egress areas. The rock pad should be at least 50 feet long. A geotechnical fabric may be used under the aggregate
to minimize the migration of stone into the underlying soil by heavy vehicle loads. If the majority of mud is not removed by vehicles traveling over the rock pad, the tires of the vehicle
should be washed before entering a paved road. Wash water should be directed to a settling area to remove sediments. A wash rack installed on the rock pad may make washing more convenient
and effective in removing sediment. Specifications: • The rock used for gravel pads should be a minimum 1 to 3 inch size, coarse aggregate • Aggregate should be placed in a layer at
least 6 inches thick. Generally, the larger the aggregate, the better • Rock entrance should be at least 50 ft. long: however, longer entrances may be required to adequately clean tires.
• Geotextile fabric may be needed under the rock to prevent migration of mud from the underlying soil into the stone. • If tires are cleaned with water, the wash water should be directed
to a suitable settling area. • A wash rack installed on the rock pad may make washing more convenient and effective. The wash rack would consist of a heavy grating over a lowered area.
The grating may be a prefabricated rack, such as a cattle guard, or it may be constructed 0 site of structural steel. In any case, the wash rack must be strong enough to support the
vehicles that will cross it. • Cui vert -A pipe or culvert shall be constructed under the entrance if needed to prevent surface water flowing across the entrance from being directed
out on to paved surfaces. • Water 8ar-a water bar shall be constructed as part of the construction entrance if needed to prevent surface runofffrom flowing the length f the construction
entrance and out onto paved surfaces Appendix 0 34
) Maintenance: • In addition to the vehicle tracking pad, it is recommended that a street sweeper and scraper be kept on site during construction operations and the street areas adjacent
to the tracking pad should be cleaned daily at the end of each construction day. • New rock should be added to the tracking pad whenever the existing rock becomes buried. • If conditions
on the site are such that the majority of the mud is not removed by the vehicles traveling over the gravel, then the tires of the vehicles should be washed before entering a public road.
• Wash water should be carried way from the entrance to a settling area to remove sediment; a wash rack may also be used to make washing more convenient and effective. • The rock entrance
pad needs maintenance to prevent racking of mud onto paved roads. This may require periodic top-dressing with additional rock or removal and reinstallation of the pad. Areas used for
sediment trapping may also need to be cleaned out. • Top dressing of additional stone shall be applied as conditions demand. Mud spilled, dropped, washed or tracked onto public roads,
or any surface where runoff is not checked by sediment controls, shall be removed immediately. • The rock pad needs occasional maintenance to prevent the tracking of mud onto paved roads.
This may require periodic topdressing with addition rock or removal and reinstallation of the pad. Sources: I. Minnesota Pollution Control Agency, 2000, Protecting Water Quality in Urban
Areas: Best Management Practices for Dealing with Storm Water RunojJJi'om Urban, Suburban and developing Areas of Minnesota. Minneapolis. 2. Center for Watershed Protection, 2001. "Stabilized
Construction Entrance" fact sheet in Storm water Manager's Resource Center, www.stormwatercenter.net EllicottCity.MD. 3. Mecklenburg, D. 1996. Rainwater and Land Development. Division
of Soil and Water Conservation, Ohio Department of Natural Resources. Columbus. 4. Soil Conservation Service. 1987. "Temporary Rock Construction Entrance" fact sheet. United States Department
of Agriculture, Washington, D.C. 5. Minnesota Department of Transportation. 2000. Standard Specifications for Construction. St. Paul. Appendix D 35 ) )
Smoothly blend contact Riprap rundown V-shaped Rlprap Channel Design lOP width Trapezoidal Rlprap Channel Design lop width Oesilan depth or aggregate filter Figure 6. Typical riprap-lined
channel cross-sections. (Source: Ref. 1) Description and Purpose Lined channels are excavated channels or swales lined with grass, riprap, or other protective material. They are intended
to carry concentrated runoff to a stable outlet without causing erosion or flooding. In some cases they are designed to allow runoff to infiltrate into the surrounding soil (Figure 6).
Design and Installation Grass-lined channels may have V -shaped, parabolic, or trapezoidal cross-sections. Side slopes should not exceed 3: 1 to facilitate the establishment, maintenance,
and mowing of vegetation. A dense cover of hardy, erosion-resistant grass should be established as soon as possible following grading. This may necessitate the use of straw mulch and
the installation of protective netting until the grass becomes established (see BMP 2.2, Mulching and Matting). If the intent is to create opportunities for runoff to infiltrate into
the soil, the channel gradient should be kept near zero, the channel bottom must be well above the seasonal water table, and the underlying soils should be relatively permeable (generally,
with an infiltration rate greater than 2 cm per hour). Appendix D 36
Riprap-Iined channels may be installed on somewhat steeper slopes than grass-lined channels. They require a foundation of filter fabric or gravel under the riprap. Generally, side slopes
should not exceed 2:1, and riprap thickness should be 1.5 times the maximum stone diameter. Riprap should form a dense, uniform, well-graded mass. Applicability, Limitations, and Common
Problems A limitation of lined channels is that they tend to take up substantial land area on a site. Where land is expensive they may not be a cost-effective solution. Grass-lined channels
typically are used in residential developments, along highway medians, or as an alternative to curb and gutter systems. Grass-lined channels should be used to convey runoff only where
slopes are 5% or less. They require periodic mowing, occasional spot-seeding, and weed control to ensure adequate grass cover. Common problems in grass-lined channels include erosion
of the channel before vegetation is fully established and gullying or head cutting in the channel ifthe grade is too steep. Trees and brush tend to invade grass-lined channels, causing
maintenance problems. Riprap lined channels can be designed to safely convey greater runoff volumes on some-what steeper slopes. However, they should generally be avoided on slopes exceeding
10%. Common problems include stone displacement or erosion of the foundation, or channel overflow and erosion because the channel is not large enough. Channels established on slopes
greater than 10% will usually require protection with rock gabions, concrete, or other highly stable and protective surface. Riprap rundown information obtained from: http://www.cep.unep.org/pubs/Tec
hreports/tr32en/content.html Appendix 0 37
Detention Ponds DESCRIPTION Dry detention ponds are basins whose outlets are designed to detain the storm water runoff from a water quality "storm" for some minimum duration (e.g., 24
hours) which allow sediment particles and associated pollutants to settle out. Unlike wet ponds, dry detention ponds do not have a permanent pool. However, dry detention ponds are often
designed with small pools at the inlet and outlet of the pond, and can also be used to provide flood control by including additional detention storage above the extended detention level.
Applicability Dry detention ponds are among the most widely applicable storm water treatment practice. While they may not always be applicable in highly urban watersheds, they have few
other restrictions. Emergency I Riprap Culoff Trench AppendixD Principal Release Pipe Set on Negative Slope to Prevent Clogging Deep W·at •• · Zo.,. ror Concrete Ba .. Rlprap for Shoreline
Protection Low Flow Drain for Pond Maintenance . SeHling (should be designed to provide easy access and to avoid clogging by trapped sediments.) 38 -Inlet
REFERENCES Center for Watershed Protection, 1998. Cost and Benefits a/Storm Water BMPs. Maryland Department of the Environment, 1986. Feasibility and Design of Wet Ponds to Achieve Water
Quality Control. Sediment and Storm Water Administration. Northern Virginia Planning District Commission, Engineers and Surveyors Institute, 1992. Northern Virginia BMP http://www.stormwatercenter.ne
t/Assorted%20 F act%20Sheets/Tool6 Stormwater _ Practices/Pon dlDry%20ED%20Pond.htm Appendix D 39
Appendix E Seed Mix
Hunter Mesa Seed Mix Species Name Common Name Synonym Lb/ac % PLS/ac (PLS) Native Perennial Cool Season Grasses Elymus canadensis Canada wildrye 1.3 \0% Elymus glaucus blue wildrye 5.3
42% Elymus slender wheatgrass Agropyron 3 24% trachycaulus trachycaulum Festuca idahoensis Idaho fescue 0.8 06% Pascopyrum western wheatgrass Agropyron smithii 2.3 18% smithii rrhis
rate is for drilled seed and should be doubled for broadcast 12.7 100 seedin/!.
Table 1 Site Descriptions
Mesa Compressor Station ugh (h) of the COPS General Permit "5tormwater Discharges Associated with Construction Activity ... " , Permit No COR.(j3OOOQ F~ COR-03 ,ence of Actuat Pre-disturbance
% Location and Description 01 Location and Oescriplion of any Distance to receiving Totatarea of Pre-disturbance vegetation 01 e)(lsting Receiving water(s) and site, type 'uction to
site disturbed type (native veg) vegetative gl'(H,/nd any other potential pollution anticipa ted non-s\ormwater and location of any outrall weter(,) derived from cation acerage cover
sources components 01 the discharge ArcGtS system ) ~ .. aCies 'aring, and rill, I wi. be enTIanent 'stalled 10 Nater, For Any substance(s) included Substance(s) related to Receiving
waters: Unnamed I! 3,000' to unnamed )S(lS \h(l for the maintenance of ,d \h(l 5 acres TOO wh(latgrasses 50-65% construction equipm&nl and main!&nanee of construction Tributeri"" Mamm
Creek, Tribs, I! 2,7 mil", to equipment end prefabrication Colorado River Mamm Creek, over 4 :e will be pr(lfabricaHon process at process Outfall Point miles to Colorado River Itation,
any time of the day t will be , "" ) ori~al d, plant )
Table 2 SWMP Revisions
) 'presentative/Designee Printed Name RepresentativelDesignee Type of revision (e.g. SWMP text, site SWMP Signature modification, etc.) Amended (Y/N) Kay Lambert ,,,,,, ,;::~ , ,c:::
.. A-Initial SWMP Drafting NIA Kay Lambert ... d'~;.G.::~ ~·~:: .. :",{-inserted seed mix into Appendix E Y Kay Lambert . y! .... ;:::>.~:: .~ .... ( -Amended storm water site specific
map . y Appendix A Kay Lambert -: ..... ::.: .. <.:;.~ .. -yf-Amended site specific map (Appendix y A) and site description (Table 1) J