HomeMy WebLinkAbout1.4 Application Part 5PVCMI
Land Planning Division
1038 County Road 323
Rifle, CO 81650
Ph. 970-625-5350
Fax 970-625-4522
Email: pvcm@hughes.net
Project: Cottonwood Compressor Station to Webster Hill 24 inch Gathering Line.
Submittal Item Tab 9- Project Facilities 9.07.04 (8)
The Cottonwood Compressor Station to Webster Hill 24 inch Gathering Line project
facilities are noted in attached mapping prepared by DR Griffin & Associates in tab 2 -
Vicinity Map 9.07.04 (1).
Additionally, please find attached within this tab, detailed drawings and geotechnical
reports for the Rabbit Brush and Webster Hill Compressor Stations.
The following information is attached:
(1%. Rabbit Brush Compressor Station- Please find this information in Tab 9- Project
Facilities.
Harris Group, Inc.
RB -CI -6401 Rev. 1 3/9/07 Stamped by Judith Secary P.E.
RB -CI -6402 Rev. 1 3/9/07 Stamped by Judith Secary P.E.
RB -CI -6403 Rev. 1 3/9/07 Stamped by Judith Secary P.E.
RB -CI -6404 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
RB -CI -6405 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
Rabbit Brush Compressor Station- Geotechnical Engineering Group, Inc. Job 2526
Geotechnical Investigation Report dated 12/15/06.
i . Webster Hill Compressor Station - Please find this information in Tab 9- Project
Facilities.
Harris Group, Inc.
WH -CI -6401 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
WH -CI -6402 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
WH -CI -6403 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
WH -CI -6404 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
WH -CI -6405 Rev. 0 2/15/07 Stamped by Judith Secary P.E.
Webster Hill Compressor Station- Geotechnical Engineering Group, Inc. Job 2526
Geotechnical Investigation Report dated 12/15/06.
Page 1 of 6
C. Construction and Permanent rights-of-way widths are detailed below. The surface
agreements are attached in Tab 5- Evidence of surface owner notification and of surface
agreements 9.07.04 (4). Additionally, the working space and spoil space are noted on the
DR Griffin & Associates drawings in tab 2.
Summary ROW Length and Acreage Totals For Federal and Fee Lands
24" Trunk Line and 12" Jumper Lines
Two Compressor Stations
24" Bargath Gathering Pipeline Pro'ect
Bargath Inc. % Williams Production RMT Company
Owner
Length LF
Permanent
ROW 50'
Acres
Construction
ROW 75'
ACRES
Extra
Workspace
at 9% Total
Acres
Total Surface
Area Acres
Federal Lands
7,298
8.38
12.57
1.24
13.81
Fee and CDOT
Lands
47,484
54.50
81.76
8.09
89.84
Total Lands for
Pipelines
54,782
62.88
94.33
9.33
103.65
Lands for
Stations — All
Fee
28.52
Additional details regarding these issues are noted in tab 22- Construction Management
Plan.
D. Technical Details:
DESCRIPTION OF COMPRESSION AND DEHYDRATION FACILITIES —
RABBIT BRUSH AND WEBSTER HILL
Following is a description of the proposed facilities to be installed at the Rabbit Brush
and Webster Hill Compression & Dehydration Facilities.
INLET SEPARATION
This system will be designed to separate liquids from the station inlet gas (2 -phase
separation) for the full build -out of 160 MMSCFD at 200 PSIG operating pressure. These
liquids can be in the form of periodic pipeline slugs or may be continuously entrained
droplets in the gas stream. The maximum droplet size specification for gas leaving the
scrubber is 25 microns. The maximum slug size for design purposes is 50 barrels. This
event will occur no more than once every 24 hours over a 5 -minute period. Overpressure
protection for a blocked outlet at the scrubber is provided at the well sites.
Page 2 of 6
INLET MEASUREMENT
The inlet measurement will be designed to have a capacity of 160 MMSCFD. The type of
measurement element to be employed is a clamp -on ultrasonic meter. No continuous gas
analysis of any kind is required in the inlet measurement system. The measurement is not
for custody transfer, but the accuracy should be consistent with the commercially
available measurement equipment. The output of this measurement device is both local
and remote flow indication with EFM data accumulation. The EFM device must
communicate to a radio that transmits the data to the Williams SCADA network.
GAS COMPRESSION
The gas compression system will initially consist of two (2) Caterpillar 3612/Ariel JGZ-4
compressor/engine packages. The station will be designed and laid out to expand to four
compressor units at a later date. There will be two stages of compression per compressor
unit. The physical layout will be similar to the existing design at the Parachute Creek
facility to the extent possible. Air permits for this expansion have been applied for from
the Colorado Department of Public Health and Environment. Please see these
applications in Tab 7.
Interstage cooling will be required between the two stages of compression. The
intercooler bundles will be incorporated into a common bay of an electric -drive air-
cooled heat exchanger. The gas aftercooler bundles will be incorporated into a separate
bay of an electric -drive air-cooled heat exchanger. The engine coolers will be separate
from the gas coolers and will also be electric motor drive. The maximum design dry bulb
air temperature is 110°F. There will be one intercooler bay and one aftercooler bay
installed initially with capability to expand for the third and fourth units. Space will be
provided for the coolers for the third and fourth unit.
Important Note: Via this application to Garfield County, we are applying for approval
for the expansion of the compressor building at both Webster Hill and Rabbit Brush
Compressor Stations to a maximum size of 75'-0" wide x 275'-0" long. This would
allow for the building/compressor expansion to occur without further Garfield County
land use approvals. A Garfield County building permit would, of course, need to be
applied for and obtained.
Page 3 of 6
GAS DEHYDRATION
The gas dehydration system will be a Tri -Ethylene Glycol (TEG) system with an initial
capacity of 80 MMSCFD, expandable to 160 MMSCFD with the addition of a second
train as a separate expansion project. The purpose of installing the gas dehydration
system is to prevent hydrate formation and/or freezing in the downstream pipelines. The
moisture specification for all times of the year is 5 lbs water per MMSCFD and the
design gas inlet temperature is 120°F.
The inlet gas to the dehydration system must be conditioned with coalescer-type
separation with I micron droplet size.
TEG REGENERATION
The TEG regeneration system will be sized for the initial load of 80 MMSCFD and will
employ controls on the still overhead stream to maintain the BTEX (Benzene, Toluene,
Ethyl Benzene and Xylene) at acceptable levels in the non -condensable stream. The
system will be expandable to 160 MMSCFD with the addition of a second train as a
separate expansion project. The still overhead condenser will be designed with air
recirculation capability to prevent freezing during cold weather. Pumps and air-cooled
heat exchangers will be electric motor driven.
DISCHARGE GAS MEASUREMENT
The discharge gas measurement system will be designed to have a capacity of 160 MMSCFD.
The type of measurement element to be employed is a clamp -on ultrasonic meter. No
continuous gas analysis of any kind is required in the inlet measurement system. The
measurement is not for custody transfer, but the accuracy should be consistent with the
commercially available measurement equipment. The output of this measurement device is
both local and remote flow indication with EFM data accumulation. Continuous moisture
content monitoring is also required in the discharge gas measurement system. The EFM
device must communicate to a radio that transmits the data to the Williams SCADA
network.
VAPOR RECOVERY SYSTEM
Glycol still overhead vapors, glycol flash tank vapors and condensate flash tank vapors
will be compressed by a vapor recovery system and re -introduced into the main gas
piping upstream of the inlet gas scrubber. The vapor recovery system will be designed for
the full build -out of 160 MMSCFD. The system must be capable of operating acceptably
from 35 MMSCFD to 160 MMSCFD facility throughput range. The compressor will be
driven by electric motor drives and the oil cooler will be electric motor drive.
CONDENSATE FLASH AND STORAGE
Produced condensate will be flashed to 20 psig in the Condensate Flash Tank prior to
being routed to the storage tanks. The flashed vapors will be collected in the Vapor
Recovery System. The liquids from the Condensate Flash Tank will be routed to the
Condensate Storage Tanks. There will be three 400 bbl Condensate Storage Tanks for
storage of produced hydrocarbon liquids at 4 oz/in2 (commonly referred to as
atmospheric storage).
Page 4 of 6
FUEL GAS CONDITIONING
The fuel gas conditioning system will be designed for the full build -out of 160
MMSCFD. The system must be capable of operating acceptably from 35 MMSCFD to
160 MMSCFD facility throughput range. The source of fuel gas will be on the inlet of the
facility on the downstream side of the Inlet Separator where clean, dry gas is available to
start the compressors and run the standby generator. The fuel gas will be heated above
the hydrocarbon dew point by injecting a controlled stream of hot gas from the 1 S' stage
compressor discharge. A fuel gas scrubber will be provided to filter the gas to 0.3
microns.
BUILDING SYSTEMS
Compressor Building:
Building Type: A pre-engineered, rigid framed metal building is provided to
house the engine - compressors and other related equipment. Ample space is
allocated around the engine -compressors for access and maintenance. The
building has one bay for work area and is designed to allow for future expansion.
HVAC: Ventilation design for the compressor building shall provide for the
design peak summer condition to maintain 125°F with the engine -compressors
running and the outside ambient temperature of 110°F (temperature difference
= 15°F). No additional heating, cooling or air conditioning is provided.
Important Note: Via this application to Garfield County, we are applying for
approval for the expansion of the compressor building at both Webster Hill and
Rabbit Brush Compressor Stations to a maximum size of 75'-0" wide x 275'-0"
long. This would allow for the building/compressor expansion to occur without
further Garfield County land use approvals. A Garfield County building permit
would, of course, need to be applied for and obtained.
MCC/Control Building:
Building Type: A pre-engineered, rigid frame metal building is provided to house
the facility controls, MCC, air compressor system, generator and other related
equipment. Ample space is allocated around the equipment for access and
maintenance.
HVAC: In the finished area of the MCC/control building, the cooling and
heating shall be provided by a refrigeration type air conditioning and a forced air,
gas furnace system. Heating for the unfinished area shall be by gas fired, unit
space heaters. Cooling is not required in this area.
Important Note: Via this application to Garfield County, we are applying
for approval for the expansion of the MCC/Control building at both
Webster Hill and Rabbit Brush Compressor Stations to a maximum size of
50'-0" wide x 125'-0" long. This would allow for the compressor station
expansion to occur without further Garfield County land use approvals. A
Page 5 of 6
Garfield County building permit would, of course, need to be applied for
and obtained.
Please contact me with any questions.
Sincerely,
Philip B. Vaughan
President
PVCMI
Page 6 of 6
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LEGEND
0(ISTINC CONTOURS
NEW CONTOURS
– SWALE F.0Y1JNE
GRAPHIC SCALE..
(MEMT )
1 Ix1j - 90 M.
NOTES
1. DNISN GRADE ELEVATIONS P340 CONTOURS ME TOP OF
FINAL SURFACINO.
2. FINISH GR DE SHALL SLOPE AWAY FROM BUILDINGS AT
5% FOR A MINIMUM OF 10'-0'.
3. ALL CUT OR FILL SHALL NOT EXCEED 3H IV
4. PROVIDE SILT FENCE AND STRAW 9.41.E BARRIERS AS
NECESSARY TO CONFROL EROSION DURING CONSTRUCTION.'
5. PROVIDE '-RIPRAP,-AS NECESSARY: AT CULVERT END SECTIONS.
DRAWING NO.
RB -C1-6301
RB -d-6401
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REVISIONS
CMI-SONCWRFL'GEIERAL NOTES
CML -SIZE PIAN
REV
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BY
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WILLIAMS PRODUCTION RMT. COMPANY
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BB
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ADDED & REV'D CONTOURS
0
ENO
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SSUED FOR CONSTRUCTION
REV DATE BY APP D
PRELIMINARY ISSUE
SCALE
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APP'D
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GB
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DATE
no .2
MD DAY YR
12/13/06
02/15/07
02/15/07
Harris Group Inc.
ENERGY
CIVIL
GRADING & -DRAINAGE PLAN
SHEET 1
WILUAMS PRODUCTION RMT CO.
RABBIT BRUSH
PROJECT
61060
DRAWING 'NUMBER
RB -CI -6402
REVA
7
6
5
4
3
2
1
B
AIAICMLNE N. 54+
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REVISIONS
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Harris Group Inc.
ENERGY
CIVIL
GRADING & DRAINAGE PLAN
SHEET 2.
DATE
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PROJECT
81060
WILLIAMS PRODUCTION RMT CO. -
RABBIT BRUSH
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DATE
PROJECT
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CIVIL
GRADING AND DRAINAGE .
MISCELLANEOUS DETAILS
WILLIAMS PRODUCTION AMT- CO.
'war ERIWI
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RB -CI -6405
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Geotechnical
I'ngineering
Group, Inc.
GEOTECHNICAL. INVESTIGATION
Rabbit Brush Compressor Station
Garfield County, Colorado
Prepared For:
Williams Production RMT Company
P.O. Box 370
Parachute, CO 81635
Attention: Tom Fiore
Job No. 2,526
December 15, 2006
Geotechnical, Environmental and Materials Testing Consultants
Grand Junction - Montrose - Moab - Crested Butte
(970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com
2308 Interstate Avenue, Grand Junction, Colorado 81505
TABLE OF CONTENTS
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 2
PROPOSED CONSTRUCTION 3
SUBSURFACE CONDITIONS 3
SITE DEVELOPMENT 4
SEISMIC CONSIDERATIONS 5
FOUNDATIONS 6
SPREAD FOOTINGS- STRUCTURES SENSITIVE To MOVEMENT 7
SPREAD FOOTINGS- STRUCTURES WHERE MORE RISK OF MOVEMENT IS
ACCEPTABLE 8
REINFORCED MAT FOUNDATIONS -WHERE MORE RISK OF MOVEMENT IS
ACCEPTABLE 9
FLOOR SYSTEMS 10
BELOW -GRADE CONSTRUCTION 12
CONCRETE 12
SURFACE DRAINAGE 13
CONSTRUCTION MONITORING 14
LIMITATIONS 15
FIG. 1 - VICINITY MAP
FIG. 2 - LOCATION OF EXPLORATORY BORINGS
FIG. 3 - LEGEND AND NOTES OF EXPLORATORY BORINGS
FIGS. 4 THROUGH 10 - LOGS OF EXPLORATORY BORINGS
FIGS. 11 THROUGH 15 - SWELL CONSOLIDATION TEST RESULTS
FIG. 16 - DIRECT SHEAR TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
APPENDIX A - SAMPLE SITE GRADING SPECIFICATIONS
SCOPE
This report presents the results of our Geotechnical Investigation for the proposed
Rabbit Brush, compressor station in Garfield County, Colorado. Our investigation was
conducted to explore subsurface conditions and provide foundation design
recommendations for the anticipated construction. The report includes descriptions of
subsoil and groundwater conditions found in seven exploratory borings made during this
investigation, recommended foundation systems, allowable design soil pressures and
design and construction criteria for details influenced by the subsurface conditions.
The report was prepared from data developed during field exploration, laboratory
testing, engineering analysis and experience with similar conditions. A brief summary of
our conclusions and recommendations follows. Detailed criteria are presented within the
report.
SUMMARY OF CONCLUSIONS
1. Subsoils found in the exploratory borings consisted generally of sandy, silty
clay underlain by variable sandy, clayey gravel to the maximum depth
explored of 20 to 25 feet. Groundwater was not encountered on the day of
drilling.
2. Medium stiff to very stiff, sandy, silty clay, materials were identified at
foundation levels We recommend structures that cannot tolerate
movement be installed on drilled piers bedded in an underlying competent
strata to help reduce potential movement of structures. A competent
stratum was not identified in any of the test borings at the time of our
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
1
investigation. We recommend that additional borings be performed to find a
competent strata for structures that are sensitive to movement. A
recommendation for shallow foundations supported by well -compacted
engineered structural fill is presented for structures where more risk of
potential movement is acceptable. A discussion of alternatives, including
detailed design and construction criteria are included in the text of the
report.
3. We believe slab -on -grade construction supported by the soil encountered
will involve significant amount of movement. We recommend structurally
supported floors in all finished areas. Detailed design and construction
criteria area presented in the text of this report.
4. Surface drainage should be designed for rapid runoff of surface water away
from the proposed structures.
SITE CONDITIONS
The subject site was located in Section 32, Township 6 South, Range 94 West in
Garfield County, Colorado as shown on Fig.1. The subject site was relatively flat with
native vegetation covering the site. Vacant BLM land was, east, south and west of the
site. The Roan cliffs are north of the site. The subject site slopes down from north to
south at an inclination of approximately 5 to 10 percent (measured with handheld
rangefinder and hand level).
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
2
PROPOSED CONSTRUCTION
We understand proposed construction will consist of a petroleum compressor
station. There will be various compressor pads, compressor building, pipe racks, related
structures including skid mounted structures. There will be no below grade construction.
If proposed construction changes or is different from what is stated, we should be
contacted to review actual construction and our recommendations.
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by drilling and sampling
seven exploratory borings. Locations of the exploratory borings are shown on Fig. 2.
Graphic logs of the soils found in the borings and field penetration resistance tests are
presented on Figs. 4 through 10. Subsurface conditions encountered in TH- 1 through
TH-5 and in TH-7 included sandy, silty clay to the maximum depth explored of 20 to 25
feet. The sandy, silty clay, to slightly gravelly sand in TH-6 was underlain by sandy,
clayey gravel material from a depth of about 19 feet to the maximum depth of the boring
of 20 feet. The sandy, silty clay was medium stiff to very stiff, moist, and brown. The
gravelly, clayey sand to sandy, clayey gravel was medium dense to very dense, moist
and brown.
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
3
Ten sandy, silty, clay samples tested had moisture content ranging from 4.3 to
13.8 percent and seven of the samples had dry densities ranging from 90 to 130 pcf.
Three sandy, silty clay samples were tested for Atterberg Limits. The samples exhibited
liquid limits of 27 to 34, and plasticity indexes of 14 to 22 and 81 to 84 percent passing
the No. 200 sieve (silt and clay sized particles). Five sandy, silty clay samples were
tested for swell consolidation characteristics using a one-dimensional oedometer
apparatus. The samples exhibited 2.7 percent consolidation to 6.9 percent swell when
wetted under a confining pressure of 250 to 1,000 psf with estimated swell pressures
ranging from 800 to 3,500 psf. One sandy, silty clay sample tested exhibited a cohesion
of 200 psf and an internal angle of friction of 22 degrees. Two sandy, silty clay samples
were tested for water soluble sulfates. The samples had 400 and 670 ppm water
soluble sulfates. Results of laboratory testing are presented on Fig. 11 through 16 and
summarized on Tables I.
SITE DEVELOPMENT
The surface in areas to receive fill or support structures should be scarified to a
depth of 10 inches, moisture conditioned to 2 to 4 percent wet of optimum moisture
content and compacted to at least 95 percent of standard Proctor (ASTM D 698)
maximum dry density. On-site soils free of deleterious materials, organics and particles
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
4
over 6 -inches diameter can be reused in non-structural areas during grading. Fill in
structural areas may include special requirements as discussed later under the
"FOUNDATIONS" section of this report. Additional fill placement should be moisture
conditioned to 2 to 4 percent wet of optimum moisture content and compacted to at least
95 percent of standard Proctor (ASTM D698) maximum dry density in 10 -inch maximum
thickness loose lifts. Subgrade soils and fill greater than 10 foot in depth should be
moisture conditioned to 2 to 4 percent of optimum moisture and compacted to at least 100
percent maximum dry density standard Proctor (ASTM D698). Subgrade preparation,
and placement and compaction of grading fill should be observed and tested by a
representative of our firm during construction. Sample site grading specifications are
included in Appendix A.
SEISMIC CONSIDERATIONS
Foundation and floor systems include structural support from the surficial sandy,
silty clay soils. Based on 2000 UBC we believe the site is located in Seismic Zone 1.
Based on our understanding of proposed construction and subsurface conditions, we
suggest a "Site Class D" be used for foundation seismic design as described in 2000 IBC.
Based on the field and laboratory results we suggest a shear modulus of 4 ksi.
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
5
FOUNDATIONS
This investigation indicates subsurface conditions at foundation levels generally
consist of sandy and silty clay with significant swell potential. In our opinion, a
foundation to better help mitigate risk of potential movement should be anchored below
the zone of probable moisture variation and concentrate the weight of the structure to
resist potential swell of the sandy, silty clay. In our opinion, a straight shaft drilled pier
foundation or a driven pile foundation bedded in an underlying competent stratum most
nearly satisfies these criteria. A competent bearing strata was not encountered in the
exploratory test borings to the maximum depth explored of 25 feet. Additional
subsurface exploration would be necessary to identify a bearing stratum and provide
design and construction recommendations for deep foundations. If the owner and
builder accept the risk of significant foundation movement and associate damage the
structures may be supported on spread footings or reinforced mat foundations.
We present design and construction criteria for spread footings with
recommendations to help reduce or mask the influence of soil volume changes for
structures sensitive to movement and spread footing and reinforced mat foundations for
structures where significant movement is acceptable. These criteria were developed from
analysis of field and laboratory data and our experience. The additional requirements (if
any) of the structural engineer should also be considered.
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
6
Spread Footings- Structures Sensitive To Movement
1. Bottom of footing should have a separation of at least 6 feet from the onsite
sandy, silty clay. The clay samples tested had swell pressures up to about
3,500 psf. If the clay becomes wetted it may swell with these pressures. It
if very difficult to provide adequate separation from material with swell
pressures in this range to completely eliminate the influences of the swell
pressures. The recommended 6 feet separation between the bottom of the
footings and the top of the clay is intended to help reduce or mask the
influence soil volume changes.
2. Existing soils should be removed to at least a depth of 6 feet below and 6.
feet horizontally beyond footings in each direction and replaced with a well -
compacted engineered structural fill. The resulting subgrade should be
prepared by scarifying 10 -inches, moisture conditioning to 2 to 4 percent
wet of optimum moisture content and compacting to at least 95 percent of
standard Proctor (ASTM D698) maximum dry density. Structural fill soils
should consist of non -expansive well graded sands and gravels with a
maximum particle size of 1'A -inches, maximum 15 percent passing the No.
200 sieve and maximum liquid limit of 30. A CDOT type Class 5 aggregate
base course would meet this criteria and is recommended. A sample of the
proposed fill soils should be supplied to our office for acceptance testing,
prior to use or import. Structural fill should be moisture conditioned to within
2 percent of optimum moisture content and compacted to at least 95
percent of standard Proctor (ASTM D698) maximum dry density in 10 -inch
maximum loose lifts.
3. Footings bearing on well -compacted structural fill placed as stated above
should be designed for a maximum soils bearing pressure of 2,500 psf.
Footing should be designed with a minimum dead load as high as possible.
Loose soils should be completely removed from foundation bearing areas,
prior to placing concrete.
4. We recommend a minimum width of at least 18 -inches for continuous
footings. Isolated pads should be at least 36 inches by 36 inches.
Foundation walls should be well -reinforced top and bottom. We
recommend reinforcement sufficient to span an unsupported distance of at
least 15 feet. Reinforcement should be designed by the structural engineer.
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
7
5. Based on a design soil bearing pressure of 2,500 psf, a footing width of
about 18 inches and footings placed on a 6 feet thick layer of well
compacted structural fill the estimated differential movement is less than
about 1/2 inch. If wider footings are used we should be contacted to
review the estimated settlement and provide additional recommendations
where needed.
6. Exterior walls should be protected from freezing. Refer to local building
code for details.
7. The completed foundation excavation should be observed by our
representative for proof roll and to verify the foundation subgrade conditions
are as anticipated from our exploratory borings. Geotechnical Engineering
Group, Inc. should also be called to test compaction of subgrade and fill
during placement.
Spread Footings- Structures Where More Risk of Movement is Acceptable
1. The Bottom of footing should have a separation of at least 2 feet from the
onsite sandy, silty clay. The clay samples tested had swell pressures up to
about 3,500 psf. If the clay becomes wetted it may swell with these
pressures. It if very difficult to provide adequate separation from material
with swell pressures in this range to completely eliminate the influences of
the swell pressures. The recommended 2 feet separation between the
bottom of the footings and the top of the clay is intended to only help mask
soil volume changes.
2. Existing soils should be removed to at least a depth of 2 feet below and 2.
feet horizontally beyond footings in each direction and replaced with a well -
compacted structural fill. The resulting subgrade should be prepared by
scarifying 10 -inches, moisture conditioning to 2 to 4 percent wet of optimum
moisture content and compacting to at least 95 percent of standard Proctor
(ASTM D698) maximum dry density. Structural fill soils should consist of
non- expansive well graded sands and gravels with a maximum particle size
of 1% -inches, maximum 15 percent passing the No. 200 sieve and
maximum liquid limit of 30. A CDOT type Class 5 aggregate base course
would meet this criteria and is recommended. A sample of the proposed fill
soils should be supplied to our office for acceptance testing, prior to use or
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
8
import. Structural fill should be moisture conditioned to within 2 percent of
optimum moisture content and compacted to at least 95 percent of standard
Proctor (ASTM D698) maximum dry density in 10 -inch maximum loose lifts.
3. Footings bearing on at least 2 feet of well -compacted structural fill placed as
stated above should be designed for a maximum soils bearing pressure of
1,500 psf. Footing should be designed with a minimum dead load as high
as possible. Loose soils should be completely removed from foundation
bearing areas, prior to placing concrete.
4. We recommend a minimum width of at least 18 -inches for continuous
footings. Isolated pads should be at least 36 inches by 36 inches.
Foundation walls should be well -reinforced top and bottom. We
recommend reinforcement sufficient to span an unsupported distance of at
least 15 feet. Reinforcement should be designed by the structural engineer.
5. Based on a design soil bearing pressure of 1,500 psf, a footing width of
about 18 inches and footings placed on a 2 feet thick layer of well
compacted structural fill the estimated differential movement is about 2 to
4 inches. If wider footings are used we should be contacted to review the
estimated settlement and provide additional recommendations where
needed.
6. Exterior walls should be protected from freezing. Refer to local building
code for details.
7. The completed foundation excavation should be observed by our
representative for proof roll and to verify the subsurface foundation
conditions are as anticipated from our exploratory borings. Geotechnical
Engineering Group should also be called to test compaction of subgrade
and fill during placement.
Reinforced Mat Foundations —Where More Risk of Movement is Acceptable
1. Reinforced mat foundations can be designed for a maximum soil bearing
pressure of 1,500 psf. When supported on a minimum 2 feet thick well
compacted structural fill. Loose soils should be completely removed from
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
9
foundation bearing areas, prior to placing structural fill or foundation
concrete.
2. Existing soils should be removed to at least a depth of 2 feet below and 2
feet horizontally beyond the mat in each direction and replaced with a well -
compacted structural fill. The resulting subgrade should be prepared by
scarifying 10 -inches, moisture conditioning to 2 to 4 percent wet of optimum
moisture and compacting to at least 95 percent of standard Proctor (ASTM
D698) maximum dry density. Structural fill soils should consist of well
graded sands and gravels with a maximum particle size of 1'/2 -inches,
maximum 15 percent passing the No. 200 sieve and maximum liquid limit of
30. A CDOT type Class 5 aggregate base course would meet this criteria
and is recommended for structures where mitigating potential movement is
a concern. A sample of the proposed fill soils should be supplied to our
office for acceptance testing, prior to use or import. Additional fill should be
moisture conditioned to within 2 percent of optimum moisture content and
compacted to at least 95 percent of standard Proctor (ASTM D698)
maximum dry density in 10 -inch maximum loose lifts.
3. Mat foundations should be well reinforced, both top and bottom. We
recommend reinforcement sufficient to span an unsupported distance of at
least 12 feet and to distribute lodes over entire mat. Reinforcement
should be designed by the structural engineer.
4. Foundations should be protected from freezing. Refer to local building
code for details.
5. The completed foundation excavation should be observed by our
representative to verify subsurface foundation conditions are as anticipated
from our borings and to test compaction.
FLOOR SYSTEMS
The near -surface soils which will support slab -on -grade floors exhibited significant
movement potential. Some movement must be assumed. To our knowledge, the only
reliable solution to control floor movement is the construction of floors supported by the
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,626
10
foundation system over a minimum 12 inch void. In our opinion, drilled piers should be
used in all foundation areas. If the owner and builder accept the risk of significant
movement and associated damage, the floors may be constructed as slab on grade
floors. The owner is cautioned that future maintenance of any slabs on grade may include
the removal and replacement of the slabs.
We recommend the following precautions for construction of slabs -on -grade at this
site. These precautions will not prevent movement in the event the underlying conditions
become wetted; they tend to reduce damage if movement occurs.
1. Slabs should be supported by at least a 2 foot depth of well compacted,
structural fill as stated above under the "FOUNDATIONS, Spread
Footings" section of this report. The completed subgrade should be
scarified 10 -inches depth, moisture conditioned to within 2 percent of
optimum moisture content and compacted to at least 95 percent of
maximum standard Proctor (ASTM D698) dry density, prior to structural fill
placement. A Geotechnical Engineering Group, Inc. representative should
be called to visit the site to test compaction and observe soils in the
excavation bottom and structural fill.
2. Slab -on -grade construction should be limited to unfinished areas and
exterior flatwork where practical.
3. Slabs should be separated from exterior walls and interior bearing members
with a slip joint which allows for free vertical movement of slabs.
4. The use of slab -bearing partitions should be minimized. Where such
partitions are necessary, a slip joint allowing at least 6 inches of free vertical
slab movement should be used. Doorways and stairwells should also be
designed for this movement.
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
11
5. Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be thoroughly pressure tested during
construction for leaks and should be provided with flexible couplings.
Plumbing extending through slab on grade floors should be separated from
floor slab to allow independent movement.
6. Frequent control joints should be provided to reduce problems associated
with shrinkage and curling. The American Concrete Institute (ACI) and
Portland Cement Association (PCA) recommend a maximum panel size of 8
to 15 feet depending upon concrete thickness and slump, and the maximum
aggregate size. We advocate additional control joints 3 feet off and parallel
to grade beams and foundation walls.
BELOW -GRADE CONSTRUCTION
No below -grade construction is anticipated at this site. Typically, building
foundation drains are not required for construction of this type. Crawl space, if any, in
building areas should be sloped so that potential moisture will not collect in these areas,
but flow out of the crawl space. Crawl space areas should also be well ventilated to
reduce potential humidity and musty odors.
CONCRETE
Two samples (TH- 1 and TH-7 at 1-4 feet) were tested for water soluble sulfate
concentrations. The test results indicate a water soluble sulfate concentration of 400 to
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
12
670 ppm. Concentrations in this area have been shown to have a moderate effect on
concrete that comes into contact with the soils. We recommend a Type II (sulfate
resistant) cement be used for concrete that comes into contact with the subsoils. In
addition, concrete should have a maximum water -cement ratio of 0.50.
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by surface
moisture conditions. The site formational claystone has significant swell potential. The
swell potential typically is mobilized by wetting. Reducing the potential for moisture
migration into the site soil and formational claystone with reduce the risk of mobilization of
swell potential of site materials. Risk of wetting foundation soils can be reduced by
carefully planned and maintained surface drainage. Surface drainage should be designed
to provide rapid runoff of surface water away from the proposed structures. We
recommend the following precautions be observed during construction and maintained at
all time after the construction is completed.
1. The ground surface surrounding the exterior of the structures should be
sloped to drain away from the additions in all directions. We recommend a
slope of at least 12 inches in the first 10 feet around the structures, where
possible. In no case should the slope be less than 6 inches in the first 5
feet. The ground surface should be sloped so that water will not pond
adjacent to the additions.
Rabbh Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
13
2. Backfill around foundation walls should be moistened and compacted.
3. Roof downspouts and drains should discharge well beyond the limits of all
backfill. Splash blocks and downspout extenders should be provided at all
discharge points.
4. Landscaping, if any, should be carefully designed to minimize irrigation.
Plants used close to foundations should be limited to those with low
moisture requirements; irrigated grass should not be located within 5 feet of
the foundation. Sprinklers should not discharge within 5 feet of foundations.
Irrigation should be limited to the minimum amount sufficient to maintain
vegetation; application of more water will increase likelihood of slab and
foundation movements.
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the structures. These membranes tend to
trap moisture and prevent normal evaporation from occurring. Geotextile
fabrics can be used to limit the weed growth and allow for evaporation.
CONSTRUCTION MONITORING
Geotechnical Engineering Group, Inc. should be retained to provide general
review of construction plans for compliance with our recommendations. Geotechnical
Engineering Group, Inc. should be retained to provide construction -monitoring services
during all earthwork and foundation construction phases of the work. This is to observe
the construction with respect to the geotechnical recommendations, to enable design
changes in the event that subsurface conditions differ from those anticipated prior to
start of construction and to give the owner a greater degree of confidence that the
additions are constructed in accordance with the geotechnical recommendations
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
14
LIMITATIONS
The scope of services for this study does not include any environmental or
biological (such as radon, mold, fungi, bacteria, etc.) assessment of the site or
identification or prevention of pollutants or hazardous materials conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
performed.
Seven exploratory borings were drilled in the proposed structure areas. The
exploratory borings are representative of conditions encountered only at the exact boring
locations. Variations in the subsoil conditions not indicated by the borings are always
possible. Our representative should observe open foundation excavations, observe proof
roll and test compaction of subgrade and structural fill soils (as applicable) to confirm soils
are as anticipated from the borings and foundations are prepared as recommended
herein.
The scope of work performed is specific to the proposed construction and the client
identified by this report. Any other use of the data, recommendations and design
parameters (as applicable) provided within this report are not appropriate applications.
Other proposed construction and/or reliance by other clients will require project specific
review by this firm. Changes in site conditions can occur with time. Changes in standard
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
15
of practice also occur with time. This report should not be relied upon after a period of
three years from the date of this report and is subject to review by this firm in light of new
information which may periodically become known.
We believe this investigation was conducted in a manner consistent with that level
of care and skill ordinarily used by geotechnical engineers practicing in this area at this
time. No other warranty, express or implied, is made. If we can be of further service in
discussing the contents of this report or the analysis of the influence of the subsurface
conditions on the development or design of the proposed construction, please call.
Sincerely,
GEOTECHNICAL ENGINEERING GROUP, INC.
Reviewed by:
Robert W. Anderson Norman W. Johnston, P.E.
Project Geologist Senior Engineer
RWA:NWJ:mh
(3 copies sent)
Rabbit Brush Compressor Station
Garfield County, Colorado
GEG Job No. 2,626
16
APPENDIX A
SAMPLE SITE GRADING SPECIFICATIONS
SAMPLE SITE GRADING SPECIFICATIONS
Rabbit Brush Compressor Station
Garfield County, Colorado
Note: Appendix A presents sample specifications. These sample specifications are not
project specific. The sample specifications should be modified by the Architect, Civil
engineer or Structural engineer as needed to reflect project specific requirements.)
1. DESCRIPTION
This item shall consist of the excavation, transportation, placement and
compaction of materials from locations indicated on the plans, or staked by the
Engineer, as necessary to achieve preliminary street and overlot elevations. These
specifications shall also apply to compaction of excess cut materials that may be
placed outside of the subdivision and/or filing boundaries.
2. GENERAL
The Soils Engineer shall be the Owner's representative. The Soils Engineer
shall approve fill materials, method of placement, moisture contents and percent
compaction, and shall give written approval of the completed fill.
3. CLEARING JOB SITE
The Contractor shall remove all trees, brush, and rubbish before excavation
or fill placement is begun. The Contractor shall dispose of the cleared material to
provide the Owner with a clean, neat appearing job site. Cleared material shall not
be placed in areas to receive fill or where the material will support structures of any
kind.
4. SCARIFYING AREA TO BE FILLED
All topsoil and vegetable matter shall be removed from the ground surface
upon which fill is to be placed. The surface shall then be plowed or scarified until
the surface is free from ruts, hummocks or other uneven features, which would
prevent uniform compaction by the equipment to be used.
5. COMPACTING AREA TO BE FILLED
Job No. 2,526 Fig. A-1
After the foundation for the fill has been cleared and scarified, it shall be
disked or bladed until it is free from large clods, brought to the proper moisture
content (within 2 percent above or below optimum) and compacted to not less than
95 percent of maximum density as determined in accordance with ASTM D 698. If
soft/ yielding subgrade conditions are encountered, stabilization may be required.
6. FILL MATERIALS
Fill soils shall be free from vegetable matter or other deleterious substances,
and shall not contain rocks or lumps having a diameter greater than six (6) inches.
Fill materials shall be obtained from cut areas shown on the plans or staked in the
field by the Engineer.
On-site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are
acceptable. Concrete, asphalt, organic matter and other deleterious materials or
debris shall not be used as fill.
7. MOISTURE CONTENT
Fill materials shall be moisture treated to within 2 ± percent of optimum
moisture content as determined from Proctor compaction tests. Sufficient laboratory
compaction tests shall be made to determine the optimum moisture content for thee
various soils encountered in borrow areas.
The Contractor may be required to add moisture to the excavation materials
in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain
uniform moisture content by adding water on the fill surface. The Contractor may be
required to rake or disk the fill soils to provide uniform moisture content through the
soils.
The application of water to embankment materials shall be made with any
type of watering equipment approved by the Soils Engineer, which will give the
desired results. Water jets from the spreader shall not be directed at the
embankment with such force that fill materials are washed out.
Should too much water be added to any part of the fill, such that the material
is too wet to permit the desired compaction from being obtained, rolling and all work
on that section of the fill shall be delayed until the material has been allowed to dry
to the required moisture content. The Contractor will be permitted to rework wet
material in an approved manner to hasten its drying.
8. COMPACTION OF FILL AREAS
Job No. 2,526 Fig. A-2
Selected fill material shall be placed and mixed in evenly spread layers.
After each fill layer has been placed, it shall be uniformly compacted to not less than
the specified percentage of maximum density. Expansive soils classifying as CL or
SC shall be compacted to at least 95 percent of the maximum dry density as
determined in accordance with ASTM D 698 (100 percent for fill deeper than 15 feet
below final grade). At the option of the Soils Engineer, soils classifying as SW, SP,
GP, GC or GM may be compacted to 90 percent of the maximum density as
determined in accordance with ASTM D 1557 (95 percent for fill deeper than 15 feet
below final grade). Fill materials shall be placed such that the thickness of loose
material does not exceed 10 inches and the compacted lift thickness does not
exceed 6 inches
Compaction, as specified above, shall be obtained by the use of sheepsfoot
rollers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the
Engineer for soils classifying as CL or SC. Granular fill shall be compacted using
vibratory equipment or other equipment approved by the Soils Engineer.
Compaction shall be accomplished while the fill material is at the specified moisture
content. Compaction of each layer shall be continuous over the entire area.
Compaction equipment shall make sufficient trips to insure that the required density
is obtained.
9. COMPACTION OF SLOPES
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction operations shall be continued until slopes are
stable, but not too dense for planting, and there is no appreciable amount of loose
soil on the slopes. Compaction of slopes may be done progressively in increments
of three to five feet (3' to 5') in height or after the fill is brought to its total height.
Permanent fill slopes shall not exceed 3:1 (horizontal to vertical).
10. DENSITY TESTS
Field density tests shall be made by the Soils Engineer at locations and
depths of his choosing. Where sheepsfoot rollers are used, the soil may be
disturbed to a depth of several inches. Density tests shall be taken in compacted
material below the disturbed surface. When density tests indicate that the density
or moisture content of any layer of fill or portion thereof is below that required, the
particular layer or portion shall be reworked until the required density or moisture
content has been achieved.
11. COMPLETED PRELIMINARY GRADES
Job No. 2,526 Fig. A3
All areas, both cut and fill, shall be finished to a level surface and shall meet
the following limits of construction:
A. Overlot cut or fill areas shall be within plus or minus 2/10 of one foot.
B. Street grading shall be within plus or minus 1/10 of one foot.
The civil engineer, or duly authorized representative, shall check all cut and
fill areas to observe that the work is in accordance with the above limits.
12. SUPERVISION AND CONSTRUCTION STAKING
Observation by the Soils Engineer shall be continuous during the placement
of fill and compaction operations so that he can declare that the fill was placed in
general conformance with specifications. All inspections necessary to test the
placement of fill and observe compaction operations will be at the expense of the
Owner. All construction staking will be provided by the Civil Engineer or his duly
authorized representative. Initial and final grading staking shall be at the expense of
the owner. The replacement of grade stakes through construction shall be at the
expense of the contractor.
13. SEASONAL LIMITS
No fill material shall be placed, spread or rolled while it is frozen, thawing, or
during unfavorable weather conditions. When work is interrupted by heavy
precipitation, fill operations shall not be resumed until the Soils Engineer indicates
that the moisture content and density of previously placed materials are as
specified.
14. NOTICE REGARDING START OF GRADING
The contractor shall submit notification to the Soils Engineer and Owner
advising them of the start of grading operations at least three (3) days in advance of
the starting date. Notification shall also be submitted at least 3 days in advance of
any resumption dates when grading operations have been stopped for any reason
other than adverse weather conditions.
15. REPORTING OF FIELD DENSITY TESTS
Job No. 2,526 Fig. A4
Density tests made by the Soils Engineer, as specified under "Density Tests"
above, shall be submitted progressively to the Owner. Dry density, moisture
content, of each test taken and percentage compaction shall be reported for each
test taken.
16. DECLARATION REGARDING COMPLETED FILL
The Soils Engineer shall provide a written declaration stating that the site
was filled with acceptable materials, or was placed in general accordance with the
specifications.
17. DECLARATION REGARDING COMPLETED GRADE ELEVATIONS
A registered Civil Engineer or licensed Land Surveyor shall provide a
declaration stating that the site grading has been completed and resulting elevations
are in general conformance with the accepted detailed development plan.
Job No. 2,526 Fig. A.5
Geotechnical
IOngineering
Group, Inc.
January 18, 2007
Revised January 19, 2007
Williams Production RMT Company
Mr. Tom Fiore
P.O. Box 370
Parachute, CO 81635
Subject: Geotechnical Investigation
Rabbit Brush Compressor Station
Garfield County, Colorado
Job No. 2,526
Dear Mr. Fiore,
As requested, a Geotechnical Engineering Group, Inc.. Re-evaluated the
alternative for using a pier with skin friction design. As requested Geotechnical
Engineering Group visited the above subject site on January 8, 2007 and drilled two
additional borings to a total depth of 80 feet each.
As requested by Ms. Judy Secary, P.E., Harris Group, Inc., Geotechnical
Engineering Group has also provided additional design criteria for the subject site.
PROPOSED CONSTRUCTION
We understand proposed construction will consist of a petroleum compressor
station. There will be various compressor pads weighing approximately 180 kips each,
compressor building, pipe racks, related structures including skid mounted structures.
There will be no below grade construction. If proposed construction changes or is
different from what is stated, we should be contacted to review actual construction and
our recommendations.
Geotechnical, Environmental and Materials Testing Consultants
Grand Junction - Montrose - Rifle - Crested Butte
(970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com
2308 Interstate Avenue, Grand Junction, Colorado 81505
Rabbit Brush Compressor Station
GEG Job No. 2,526
Page 2 of 7
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by drilling an additional two
exploratory test borings. Subsurface conditions encountered in the two additional test
borings consisted of sandy, silty clay with sparse gravel lenses to the maximum depth
explored of 80 feet. No ground water was noted at the time of drilling.
Skin Friction Drilled Pier Foundations
1. Friction Piers may be designed using a skin friction of 450 psf for pier
surface area. Skin fiction should not be used for pier capacity for the upper
portion of the pier to a depth of at least 3 pier diameters below the pier cap.
2. Piers should be minimum length of at least 35 feet. Specialty drilling
equipment may be necessary to advance pier holes to minimum depth. We
recommend a pier hole diameter of at least 30 inches.
3. Pier reinforcement and design should be provided by the structural
engineer to resist tension in the event of swelling. Reinforcement should
extend the full length of the piers and into grade beams and foundation
walls. The structural engineer's design may require additional or alternative
reinforcing and should be included in the foundation construction.
4. A minimum 6 -inch (or thicker) continuous void should be constructed
beneath all grade beams and foundation walls, between piers, to
concentrate dead load on the piers and to provide separation between the
grade beams and/or foundation walls and the expansive site soils.
5. Foundation walls and grade beams should be well reinforced; the
reinforcement should be designed by a qualified structural engineer.
6. Piers should be carefully cleaned prior to placement of concrete.
Groundwater was not encountered at the time of this investigation to the
depths investigated. Our experience indicates water may exist in the clay
material. We believe problems associated with pier installation can be
significantly reduced by using a "drill and pour" construction procedure; that
is, placing concrete immediately after pier holes are drilled, cleaned and
inspected. Pumping or tremie placement may be required for proper
dewatering of the pier holes if water is encountered during drilling.
Rabbit Brush Compressor Station
GEG Job No. 2,526
Page 3 of 7
Concrete should not be placed in any pier hole containing more than 3
inches water. Due to recent experience with improper installation, we
recommend the use of a contractor with previous drilled pier installation
experience.
7. Formation of mushrooms or enlargements at the top of piers should be
avoided during pier drilling and subsequent construction operations. It may
be necessary to case the top portion of the pier holes with a sono tube type
casing to a depth of flaring of the pier holes to prevent mushrooms or
enlargements at the top of piers.
8. Installation of drilled piers should be observed by a representative of our
firm to identify the proper bearing strata and confirm proper installation
technique. Our representative should be called to visit the site at the time of
the first pier excavation
9. Pier settlement will be less than ''A inch and differential movement will be
less than' 'A inch.
10. Minimum pier spacing should be 3 pier diameters for full development of
individual group capacity reduction. q =1+ a/90° (n-1) m + (m-1)/mn
where m=number of rows, n=number of piles in a row, a=arc tan (d/s),
s=spacing center to center of piles, d=pile diameter.
11. Drilled pier spring constant (vertical and lateral). Kv=22,000(d) and
Kh=4.9(d) where d= pier diameter in inches
FROST PROTECTION
We understand the Garfield County Building Department recommends coverage
of at least 36 inches at an elevation up to 8,000 feet and at least 42 inches for
elevations above 8,000 feet for frost protection.
Rabbit Brush Compressor Station
GEG Job No. 2,526
Page of
LATERAL EARTH PRESSURES
Walls that are restrained not allowing movement and mobilization of the internal
soil strengths such, as retaining walls, should be designed for at -rest lateral earth
pressures. Walls that are allowed to deflect to mobilize internal soil strengths may be
designed for active lateral earth pressures. Lateral earth pressure values are presented
below and should be treated as equivalent fluid pressures.
• At rest lateral earth pressure = 75 pcf
• Active lateral earth pressure = 55 pcf
• Passive lateral earth pressure = 250 pcf
• Coefficient of friction between soil and concrete = 0.27
The site soils have tested swell potential with estimated swell pressures ranging
from about 900 to 5,400 psf. If the site soils become wetted they may swell and may
apply swell pressures to walls. The walls should be designed to resist the anticipated
swell pressure. The influence of the swell pressure may be reduced by over excavating
the site soils beyond the zone of lateral earth pressure and replacing with a non -
expansive free draining granular material. The zone of lateral earth pressure may be
determined as a 45 degree line drawn up from the outside bottom corner of the
foundation.
Water from surface runoff, precipitation or other surface or subsurface origins
frequently flows through relatively permeable backfill placed adjacent to a structure and
tends to saturate backfill materials. The lateral earth pressures presented above do not
include hydrostatic pressures from saturated backfill. For these reasons the walls
retaining soils should be provided with weep holes to allow drainage of backfill soils.
The weep holes should be spaced about 4 to 6 feet on center, both horizontally and
vertically.
The lateral earth pressures are dependent upon the type of backfill materials.
The above lateral earth pressures are for walls backfilled with compacted onsite soils.
The structural engineer should provide structural reinforcing design for walls supporting
lateral soil loads.
Prior to wall backfill, walls should be structurally braced top and bottom to
prevent deflection from lateral soil loads. Foundation walls should also be backfilled
with a CDOT class 6 type road base.
Rabbit Brush Compressor Station
GEG Job No. 2,526
Page $of7
DYNAMIC SHEAR MODULUS
The dynamic shear modulus presented in the report was base on laboratory test
results.
SEISMIC CONSIDERATIONS
Based on our review of the 2003 IBC, the seismic design recommendations
presented in our report dated December 15, 2006 are appropriate for this site.
MAXIMUM SOIL BEARING CAPACITY
The maximum soil bearing capacity for spread footings presented in the report is
net soil bearing capacity.
MODULUS OF SUBGRADE REACTION
We calculated a modulus of subgrade reaction, Ks = 90 kcf
LATERAL MODULUS OF SUBGRADE REACTION
We calculated a lateral modulus of subgrade reaction, Ks = 60 kcf
POISSONS RATIO
We calculated a Poisson's ratio = .3
MODULUS OF ELASTICITY
We calculated a modulus of elasticity, ES =100 ksf.
SOIL DENSITY
The average tested dry density is 111 pcf and the average moisture content is
4.9 percent. The average wet density is 116 pcf
Rabbit Brush Compressor Station
GEG Job No. 2,526
Page 6 of l
BURIED PIPE
We understand that an 8 to 12 inch diameter pipe will be buried approximately 5
feet below the ground surface. In our experience, generally a properly buried pipe will
not have concentrated surface water runoff, such as from building roofs or paved areas,
to provide a sufficient water source to mobilize soil volume changes. We suggest
construction of the buried pipe include methods to help reduce the potential for a
surface water source to infiltrate into the pipe trench backfill. The trench backfill should
consist of a low permeability material, such as the onsite clay soils, which is moisture
conditioned to within 2 percent of the optimum moisture content, placed in thin lifts and
compacted to at least 95 percent of the standard Proctor maximum dry density. The
surface of the site adjacent to buried pipes should be sloped away from the pipe area to
promote rapid runoff of surface water away from the pipe area.
LIMITATIONS
All other recommendations presented in the geotechnical investigation report
dated December 15, 2006, should be included in the design and construction of the
residences. We believe that the information presented in this letter was prepared in a
manner consistent with that level of care and skill ordinarily used by geotechnical
engineers in this area at this time. No other warranty, expressed or implied, is made. If
we may be of further service in discussing the contents of this letter or the geotechnical
engineering aspects of your project please contact us.
Sincerely,
GEOTECHNICAL ENGINEERING GROUP, INC.
Reviewed by:
Robert W. Anderson Norman W. Johnston, P.E.
Project Geologist Senior Engineer
RWA:NWJ:cb
(1 copy sent)
1 cc: Faxed to Tom Fiore
Rabbit Brush Compressor Station
GEG Job No. 2,526
Page 7 of 7
Williams Production RMT Company
Rabbit Brush Compressor Station
Garfield County, Colorado
N
J�
Job No. 2,526-2
Vicinity Map Fig. 1
Note: This figure was prepared
based on a map provided by
Williams Production, RMT.
•TH 1 TH-2 TH-3
• •
Legend
• Indicates location of
exploratory test borings
Rabbit Brush
Job No. 2,526 Location of Exploratory Test Holes Fig. 2
Figure 4
PAGE 1 of 1
Fnginccring
I i cchnica 1
Group, Inc.
LOG OF
TEST
TEST BORING TH-1
PRLIENOJECT:T:Tom WilliamsFiore Gas Compressor Stations (Rabbit Brush) PROJECT NO.: 2526
C
LOCATION: Rabbit Brush ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: g AFTER 24 HOURS: -*.-
DATE: 10/25/2006 DEPTH TO CAVING: L
£ —
e o
Description
2
s-
Ma
o
m 5."
Y3
Notes
0
Clay, silty, slight sandy, very stiff, moist, brown, (CL)
Organics noted to 1 foot depth
j
Bulk sample taken at 1 to 4 foot depth
41/12
Soil related chemicals such as salts noted
Bulk
4
^CTS
CT
38/12
Soil related chemicals such as salts noted
jCT
33/12
e
j
12
3an2
Soil related chemicals such as salts noted
CT
16
j
20
CT
31/12
Bottom of boring when terminated: 2011.
24
28
This Information pertains only to this boring and should not be interpreted as being indicitive of the site.
Figure 4
PAGE 1 of 1
Geotechntca1
�k ngineering
Croup, Ine.
LOG OF
TEST BORING TH-2
PROJECT: Williams Gas Compressor Stations (Rabbit Brush)2526
PROJECTNO.:
CLIENT: Tom Fiore
LOCATION: Rabbit Brush ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: a AFTER 24 HOURS: :
DATE: 10/25/2006 DEPTH TO CAVING: 1_
4
oDescription
d
co F
43
m U
Notes
0
Organics noted to 1 foot depth
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Clay, silty, sandy, medium stiff to very stiff, moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
/
0
j32/12
Bulk
CT
9/12
4
CT
14/12
e
CT
22/12
CT
12
16
CT
25/12
20
Bottom of boring when terminated: 20 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
Figure 5
PAflF 1 of 1
Fiaure 6
PAGE 1 of 1
Inethniercal
Egineg
Gr4►np, i)[nAe.
LOG OF
TEST BORING TH-3
PROJECT: Williams Gas Compressor Stations (Rabbit Brush) PROJECT NO.: 2526
CLIENT: Tom Fiore
LOCATION: RabbitBmsh ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: g AFTER 24 HOURS: a
DATE: 10/25/2006 DEPTH TO CAVING:
IV
8 g
Description
=
m
ad
E r
CO
0=
Notes
0
Organics noted to 1 foot depth
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Clay, silty, sandy, very stiti moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
j
�^
/
j
Bulk
CTS
27/12
4
CT
20112
CT
22/12
9
12
CT
43/12
16
CT
50/11
20
Bottom of boring when terminated: 20 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indicative of the site.
Fiaure 6
PAGE 1 of 1
Fin11re 7
PAP,F 1 of 1
Geotechnical
11nuineering
Grolup, Inc.
LOG OF
TEST
TEST BORING TH-4
PROJECT: Williams Gas Compressor Stations (Rabbit Brush) PROJECT NO.: 2526
: TomFiore
LOCATICLIENTON: RabbitBmsh ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: -V AFTER 24 HOURS: 34 -
DATE: 10/25/2006 DEPTH TO CAVING: £
$ «2
o
Description
Ic
a
a r
s
03 U
Notes
0
Organics noted to 1 foot depth
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Clay, silty, slight sandy, very stiff, moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
7
'1'
ulk
BCT7
22/ 2
a
CT
22)12
CT
34/12
12
CT
Sore
16
CT
soe
20
DC
DC
5/12
7
57/12
DC
57/12
DC
57/12
24
DC
46112
Bottom of boring when terminated: 25 ft.
2s
This Information pertains only to this boring and should not be interpreted as being Indicative of the site.
Fin11re 7
PAP,F 1 of 1
I
eche ical Inc.
11ngfneer1ug
Group,
LOG OF
TEST BORING TH-5
PROJECT: Williams Gas Compressor Stations (Rabbit Brush) PROJECT NO.: 2526
CLIENT: Tom
LOCATION: Rabbit Brush ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: -g AFTER 24 HOURS: :
DATE: 10/25/2006 DEPTH TO CAVING: .C.
Depth
(feet)
Description
0
n
CD
0
R; Eotes
co
Blow
Counts
0
Organics noted to 1 foot depth
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Clay, sandy, slight gravelly, stiff to very stiff, moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
j
j
j
Bulk
CT
15/12
4
CT
2e/12
CT
17/12
e
12
CT
48/12
16
CT
50/10
20
Bottom of boring when terminated: 20 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indicative of the site.
rinmIrQ R
P A r.N.r 1 of 1
Geotechnical
',ngineer1nM
IGro«p, jnt
LOG OF
TEST BORING TH-6
PROJECT: Williams Gas Compressor Stations (Rabbit Brush) PROJECT NO.: 2526
CLIENT: Th
LOCATION: Rabbit Brush ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: - AFTER 24 HOURS: a
DATE: 10/25/2006 DEPTH TO CAVING: L
_ ^
ors
Description
U
P.
0
m F
1n
m o
U
Notes
0
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Clay, sandy, silty, very stiff, moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
4
Sand, clayey, gravely, medium dense, moist, brown,(SP/GC)
/
X
Bulk
CT'
CT
17/12
29112
4
Clay, sandy, slight silty, very stiff, moist, brown, (CL) a
<7
ii ,
a
CT
4W12
12
CT
32H2
Ct
50111
16
10-•
Gravel, clayey, slight sandy, very dense, moist, brown, (GP/CL)
20
Bottom of boring when terminated: 20 ft.
24
28
This Information pertains only to this boring and should not be interpreted as being Indicative of the site.
Figure 9
PAC -1F 1 of 1
Fin! ra 1n
PAfP1nf1
Geotechnical
Engineering
Group, ape'
LOG OF
TEST BORING TH-7
PROJECT: Williams Gas Compressor Stations (Rabbit Brush) PROJECT NO.: 2526
ie
LOCATION:CLIENT:Tom RabbitForBrush ELEVATION:
DRILLER: Odell LOGGED BY: Greg
DEPTH TO WATER> INITIAL: s AFTER 24 HOURS: T.
DATE: 10/25/2006 DEPTH TO CAVING: £
rj
Description
U
s
0
av
E0 40 ~
3 c
03 c3
Notes
0
Organics noted to 1 foot depth
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Clay, sandy, slight silty, slight gravelly, very stiff, moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
j
/
jCT
jCT
j
Bulk
CTr
30/12
4
CT
50/12
30/12
a
12
32/12
16
CT
38112
20
Bottom of boring when terminated: 20 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
Fin! ra 1n
PAfP1nf1
KEY TO SYMBOLS
Symbol Description
Strata symbols
.••.
SSM
Notes:
clay
Poorly graded sand
Poorly graded gravel
These logs are subject to the interpretation by GEG of the soils encountered
and limitations, conclusions, and recommendations in this report.
2. Results of tests conducted on samples recovered are reported in the report
SWELL / CONSOLIDATION TEST REPORT
7
Percent Strain
0 nv G+ > N br
•
Percent Heave
CD
1
WATER ADDED
•
—
-1
2
—
-2
3 100 200 500 1000 2000 5000
Applied Pressure psf
Natural
Dry Dens.
(Pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C c
C r
Swell Press.
(psf)
Heave
%
e 0
Sat.
Moist.
6.1 %
116.7
865
3429
6.9
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526 Client: Tom Fiore
Project: Williams Gas Compressor Stations (Rabbit Brush)
Source: TH-1 Elev./Depth: 2
Remarks:
Fig. 11
Geoleeh nicul
I' ngineeriupng
Gro, Inc.
SWELL / CONSOLIDATION TEST REPORT
-2
—2
0
—1
—o
WATER
1
ADDED
Percent Strain
0 ro
Percent Heave
N M q 9 '9
" 100 200 500 1000 2000
Applied Pressure - psf
Natural
Dry Dens.
(Pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C°
r
(psf)
%
o
Sat.
Moist.
6.6 %
114.4
910
1513
2.5
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526 Client: Tom Fiore
Project: Williams Gas Compressor Stations (Rabbit Brush)
Source: TH-2 Elev./Depth: 8
Remarks:
Fig. 12
ngineerouping
II,Gro/e ehnica1
Gr. Inc.
SWELL / CONSOLIDATION TEST REPORT
0
1
—o
—
2
3
—
-2
WATER ADDED
Ni...NN
—3
Percent Strain
> 0 0 v 0 0 a
—
-4 N
g
—
x
m
_5 <
m
—
-5
—
-7
—
-a
—
-9
'" 100 200 500 1000 2000
Applied Pressure - psf
Natural
Dry Dens.
(Pc)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
CcCr
Swell Press.
(Psfl
Heave
%
e0
Sat.
Moist.
4.3 %
93.7
1059
-2.7
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526 Client: Tom Fiore
Project: Williams Gas Compressor Stations (Rabbit Brush)
Source: TH-3 Elev./Depth: 4
Remarks:
Fig. 13
Geolethnital
I I, ngineerouping
Gr. Inc.
SWELL / CONSOLIDATION TEST REPORT
Dent Strain
O n, L. 6
Percent Hf
in V co N '- O
hi
WATER ADDED
m
1
—
-1
2
—
2
3
4
—
3
5 100 200 500 1000 2000 5000
Applied Pressure - psf
Natural
Dry Dens.
(Pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
PC
(psf)
C C
C r
Swell Press.
(psf)
Heave
%
e 0
Sat.
Moist.
5.1 %
109.8
2038
5426
4.3
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526 Client: Tom Fiore
Project: Williams Gas Compressor Stations (Rabbit Brush)
Source: TH-5 Elev./Depth: 6
Remarks:
Fig. 14
Geotcrhnical
I',ngineeruping
Cro, Inc.
SWELL / CONSOLIDATION TEST REPORT
2
2
-1
1
0
0
WATER ADDED
Percent Strain
o V O) (n A W N
Percent Heave
N ? o v q r
100 200 500 1000 2000
Applied Pressure - psf
Natural
Dry Dens.
(pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C c
C r
Swell Press.
(psf)
Heave
o�0
e 0
Sat.
Moist.
3.5 %
121.0
923
889
0.2
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526 Client: Tom Fiore
Project: Williams Gas Compressor Stations (Rabbit Brush)
Source: TH-7 Elev./Depth: 6
Remarks:
Fig. 15
Ge oter hn ie Yl
I', nginerroup.ing
GrInc.
Vertical Deformation, in.
Shear Stress, psi
-0.015
-0.01
-0.005
www,
0
0.005
0.01
0015
0
9
7.5
6
4.5
3
1.5
35
7 10.5
Strain, %
14
x
0
0
5 10 15
Strain, %
20
1
3
2
Fail. Stress, psi
15
10
5
Results
C, psi
1.36
4), deg
Tan($)
21.7
0.40
.Fl
0
0
5 10
Normal Stress, psi
15
Sample No.
1 2 3
Water Content, %
Dry Density, pcf
3 m Saturation, %
2 Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psi
Fal . Stress, psi
S rain, %
Ult. Stress, psi
Strain, %
Strain rate, in./min.
1
w
H
4.4 4.4 4.4
130.2 130.2 130.2
36.2 36.2 36.2
0.3429 0.3429 0.3429
1.94 1.94 1.94
1.00 1.00 1.00
19.3 19.3 19.3
130.2 130.2 130.2
157.3 157.3 157.3
0.3429 0.3429 0.3429
1.94 1.94 1.94
1.00 1.00 1.00
3.50 6.90 10.40
2.72 4.20 5.47
4.6 4.1 5.1
0.63 0.63
0.63
Sample Type:
Description:
Assumed Specific Gravity= 2.8
Remarks:
Fig. 16
Client: Tom Fiore
Project: Williams Gas Compressor Stations (Rabbit Brush)
Source of Sample: TH-6 Depth: 8
Proj. No.: 2526 Date Sampled:
rIeeleehniesil
L Engineering
Group, Int.
Tested By: MH
Checked By: TM
C
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8
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WEBSTER HILL COMPRESSOR STATION
VICINITY MAP
LATITUDE: 3831'
LONGITUDE: 10701'-
QRAP10C SCATS
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imb-60 n
NOTES:•
1. HORIZONTAL NA VEFIIC.U.. CONTROL 5 BASED at SURVEY
DATA-FROAMEO BY D.R. GRIME AND ASSOCIATES. BASS - .'
OF MONO FOR 0010 SYSTEM IS BASED 04 A UNE BETWEEN
BENCH. NARIN B1 AND 132.:
2. PROPERTYUNEBOUNDARIES SOWN ARE FROM TRUE NORM.
3. ALL FOUNDATION ELEVATIONS ARE BUSED ON PAM'C000NATE
SYSTEM WIIN ILP OF CONCRETE PGR'TNE COMPRESSOR BUILDING
SIM SEI AT ELEVATION 100'-05. PANT COORDINATE ELEVALNNN
100'-0' IS LOCAL TO ACTUAL ELEVATION 5510'-0' BASED' N
SURVEY DATA
4. 33' HIGH "PRA LIFE' SECOI00RY CONSISTENT STRUCTURE
MRH LNG AND ACCESS SOIL AS NAMNFACMREO BY STOUR 013EL
COMP/NY. SIRS FALLS- SO 0R APPROVED EQUAL
A ALL MW iEML. TO BE 8-0' 0804 CNN 4M.
6. GRADING AND IOWNA90 SWLE BE ISMS FOR TUTUS BCNPREBSCR
BUMPS EIPNSSN AA THE IME OF TWAT pPANBIOE THE ENURE
BURNS SIZE 5 SAWN ON PLAN LS A HIDDEN UNE
DRAWING ND.
NH -CI -8402
WH -41-6403
NN -0-0404
EMIL-GNMNO A:.DW8NAGE PLAN-SHT 1
CML -GRADING A:'DRAINAGE PLAN -SHE 2
CML-GPAMNO & ERMOOE PAN -SNE 3
DATE
Br
MPU
GATE
BY
WPO
DESCRIPTION
wens
WILUAMS PRODUCTION RMT COMPANY
0
BB
SSUED FOR CONSTRUCTION
REV DATE BY APP'S PRELIMINARY ISSUE
1•.60•-0'
w B
CMTS
AP10
OAPS)
MCEDAY YR
12/ 3/
1- NS a7
DATE
'/47/07
Herds Group Ina:
ENERGY - —
CIVIL
SITE PLAN
WILLIAMS PROOUCTAN RAR CO.
- WEENIER HILL
PROJECT
61060.
DRAWING NUMBER
WH—CI-6401
REVD
P.
AC
.
.03511110
p
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15
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14-14
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WEBSTER HILL COMPRESSOR STATION
VICINITY MAP
LATITUDE: 3831'
LONGITUDE: 10701'-
QRAP10C SCATS
EIN TER)
imb-60 n
NOTES:•
1. HORIZONTAL NA VEFIIC.U.. CONTROL 5 BASED at SURVEY
DATA-FROAMEO BY D.R. GRIME AND ASSOCIATES. BASS - .'
OF MONO FOR 0010 SYSTEM IS BASED 04 A UNE BETWEEN
BENCH. NARIN B1 AND 132.:
2. PROPERTYUNEBOUNDARIES SOWN ARE FROM TRUE NORM.
3. ALL FOUNDATION ELEVATIONS ARE BUSED ON PAM'C000NATE
SYSTEM WIIN ILP OF CONCRETE PGR'TNE COMPRESSOR BUILDING
SIM SEI AT ELEVATION 100'-05. PANT COORDINATE ELEVALNNN
100'-0' IS LOCAL TO ACTUAL ELEVATION 5510'-0' BASED' N
SURVEY DATA
4. 33' HIGH "PRA LIFE' SECOI00RY CONSISTENT STRUCTURE
MRH LNG AND ACCESS SOIL AS NAMNFACMREO BY STOUR 013EL
COMP/NY. SIRS FALLS- SO 0R APPROVED EQUAL
A ALL MW iEML. TO BE 8-0' 0804 CNN 4M.
6. GRADING AND IOWNA90 SWLE BE ISMS FOR TUTUS BCNPREBSCR
BUMPS EIPNSSN AA THE IME OF TWAT pPANBIOE THE ENURE
BURNS SIZE 5 SAWN ON PLAN LS A HIDDEN UNE
DRAWING ND.
NH -CI -8402
WH -41-6403
NN -0-0404
EMIL-GNMNO A:.DW8NAGE PLAN-SHT 1
CML -GRADING A:'DRAINAGE PLAN -SHE 2
CML-GPAMNO & ERMOOE PAN -SNE 3
DATE
Br
MPU
GATE
BY
WPO
DESCRIPTION
wens
WILUAMS PRODUCTION RMT COMPANY
0
BB
SSUED FOR CONSTRUCTION
REV DATE BY APP'S PRELIMINARY ISSUE
1•.60•-0'
w B
CMTS
AP10
OAPS)
MCEDAY YR
12/ 3/
1- NS a7
DATE
'/47/07
Herds Group Ina:
ENERGY - —
CIVIL
SITE PLAN
WILLIAMS PROOUCTAN RAR CO.
- WEENIER HILL
PROJECT
61060.
DRAWING NUMBER
WH—CI-6401
REVD
P.
D
c
8
A
B
5
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4
3
2
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END REGROWS W(4/ 22LF n
INCLUDING END SECTS) w
\ : • /`, /\;.
g
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139.49'
144.19'
/
---_--\i5M/
112.00'
-�—
76.23'
A
900050° RT
Pd�C
69.40'
INV
•
9000'00' LT
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05.97'
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CURVE DATA
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162.00'
139.49'
144.19'
2
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112.00'
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76.23'
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69.40'
85.97'
4
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42.IXI'
59.40'
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4240'
69.40'
85.97'
8
9000'00' RI
42,00'
59.40
85.93'
6505'39' IS
212.00'
221.64'
233.46'
UN
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IFGEND
NEW CONTOURS
SWALE FLOALINE
NOTES.
1. FINISH GRADE ELEVATIONS ANDCONTOURSARE TOP OF
FINAL SURFACING.
- 2 FINISH' ORAD€ SHALL SLOPE AWAY FROM .5,01AMG5 AT
5S FOR A MINIMUM OF 10.-0°.
3. ALL CUT OR RL SHALL NOT MEET 3H IV.
4, PROADE SILT FENCE N40 MAW BALE BARRIERS -M
NECESSARY TO CONTROL EROSION DURING CONSTRUCTION
5. PROVIDE WRAP. AS NECES51RY. ATCULVERTEND' SECTIONS.
CMN98. 10.
'AR-CF6301
%H -CI -5401
PENSIONS
•
CIVIL -SITE PUN ..._
CML -STRUCTURAL GENERAL NOTES
DAIE
BY
AMID
DFoCRPTION
REV
St
APPY)
' DESCRIPTION
IIIIam
1NWAMS..PRODUCTION RMT COMPANY
0
80
ISSUED FOR CONSTRUCTION
REV
DATE
BY
MP'D
PRBMMALT ISSUE .
SCALE
DRAWN
CHK'D
APP'O
JJ
MO OAAY YR
12/13/00
L/IS/OA/
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APP'0
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SHEET. 1
DATE •
Xi%Ml
VOLUME PR000CIION R
WEBSIER N5.1-
PROJECT
ILL
PROJECT
81060
DRAWING -NUMBER
WH--CI-6402
REVL
0
B
A
8
7
6
5
4
3
01337.0174 #1 N 5
E 2212.6 PC WRa£f1
PLAN
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NV EL 5521.5
12• CULVERT W/FIARE0
END SECTIONS (42 LF
INCLUDING EIA SECTS)
TITLE
R
WH -CI -8401
CM1t-SITE RAN
er
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REV
nME
ant
DESGIdPI1ON
WILUAMS PRODUCTION RMT COMPANY
0
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60
SSIED FOR CONSTRUCTION -
REV DATE 61' NYD PRELIM/NW ISSUE
SCALE
04(0
APP0
1•-30-0•
1311
NOTES.
1. FOR NOTES, LEGEND AND CUFNE DATA SEE
DRAWING WH -CI -6402.
MO DAY TR
12/13/05 �.
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Harris Group Inc.
ENERGY
CIVIL
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DRAWING NUMBER
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Geotechnical
Engineering
Group, Inc.
GEOTECHNICAL INVESTIGATION
Webster Hill Compressor Station
Garfield County, Colorado
Prepared For:
Williams Production RMT Company
P.O. Box 370
Parachute, CO 81635
Attention: Tom Fiore
Job No. 2,526
December 15, 2006
Geotechnical, Environmental and Materials Testing Consultants
Grand Junction - Montrose - Moab - Crested Butte
(970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com
2308 Interstate Avenue, Grand Junction, Colorado 81505
TABLE OF CONTENTS
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 2
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 3
SITE DEVELOPMENT 4
SEISMIC CONSIDERATIONS 5
FOUNDATIONS 5
DRILLED PIER FOUNDATIONS 6
SPREAD FOOTINGS- STRUCTURES SENSITIVE To MOVEMENT 8
SPREAD FOOTINGS- STRUCTURES WHERE MORE RISK OF MOVEMENT IS
ACCEPTABLE 9
REINFORCED MAT FOUNDATIONS—WHERE MORE RISK OF MOVEMENT IS
ACCEPTABLE 10
FLOOR SYSTEMS 11
BELOW -GRADE CONSTRUCTION 13
CONCRETE 13
SURFACE DRAINAGE 14
CONSTRUCTION MONITORING 15
LIMITATIONS 16
FIG. 1 - VICINITY MAP
FIG. 2 - LOCATION OF EXPLORATORY BORINGS
FIG. 3 - LEGEND AND NOTES OF EXPLORATORY BORINGS
FIGS. 4 THROUGH 10 - LOGS OF EXPLORATORY BORINGS
FIGS. 11 THROUGH 15 - SWELL CONSOLIDATION TEST RESULTS
FIG. 16 - DIRECT SHEAR TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
APPENDIX A - SAMPLE SITE GRADING SPECIFICATIONS
SCOPE
This report presents the results of our Geotechnical Investigation for the proposed
Webster Hill, compressor station in Garfield County, Colorado. Our investigation was
conducted to explore subsurface conditions and provide foundation design
recommendations for the anticipated construction. The report includes descriptions of
subsoil and groundwater conditions found in seven exploratory borings made during this
investigation, recommended foundation systems, allowable design soil pressures and
design and construction criteria for details influenced by the subsurface conditions.
The report was prepared from data developed during field exploration, laboratory
testing, engineering analysis and experience with similar conditions. A brief summary of
our conclusions and recommendations follows. Detailed criteria are presented within the
report.
SUMMARY OF CONCLUSIONS
1. Subsoils found in the exploratory borings consisted of generally of 2 to 19
feet of sandy clay underlain by a formational claystone and sandstone
material to the maximum depth explored of 19'/ to 20% feet.
2. Stiff to very stiff, sandy clay and very hard claystone materials were
identified at foundation levels. We recommend drilled piers bedded in an
underlying competent strata to reduce potential movement of structures. A
competent stratum was identified at depths of 2 to 19 feet. A
recommendation for shallow foundations supported by well -compacted
engineered structural fill is also presented for structures where more risk of
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
1
potential movement is acceptable. A discussion of alternatives, including
detailed design and construction criteria are included in the text of the report
3. We believe slab -on -grade construction supported by the soil encountered
will involve significant amount of movement. We recommend structurally
supported floors in all finished areas. Detailed design and construction
criteria area presented in the text of this report.
4. Surface drainage should be designed for rapid runoff of surface water away
from the proposed structures.
SITE CONDITIONS
The subject site was located in Section 14, Township 6 South, Range 94 West in
Garfield County, Colorado as shown on Fig.1. The subject site sloped north to south at
an inclination of about 5 to 10 percent. Vacant BLM land was north, east, south and west
of the site.
PROPOSED CONSTRUCTION
We understand proposed construction will consist of a petroleum compressor
station. There will be various compressor pads, compressor building, pipe racks, related
structures including skid mounted structures. There will be no below grade construction.
If proposed construction changes or is different from what is stated, we should be
contacted to review actual construction and our recommendations.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2426
2
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by drilling and sampling
seven exploratory borings. Locations of the exploratory borings are shown on Fig. 2.
Graphic logs of the soils found in the borings and field penetration resistance tests are
presented on Figs. 4 through 10. Subsurface conditions encountered in the test borings
included sandy clay from the ground surface to a depth of about 2 to 19 feet underlain
by formational claystone and sandstone. The claystone in TH-3 is underlain by
formational shale from a depth of about 14 feet to the maximum depth explored of 19'/
to 19'/ feet. The sandy clay was stiff to very stiff, moist, and brown to grey. The
claystone was hard to very hard, moist and brown to grey. The sandstone was very
hard, slightly moist to moist, and brown to grey.
Nine sandy clay samples tested had moisture content ranging from 4.4 to 9.5
percent and eight of the samples had dry densities ranging from 92 to 128 pcf. Two
sandy clay samples were tested for Atterberg Limits. The samples exhibited liquid limits
of 26 and 30, and plasticity indexes of 10 and 15 and had 80 percent passing the No.
200 sieve (silt and clay sized particles). Five sandy clay samples were tested for swell
consolidation characteristics using a one-dimensional oedometer apparatus. The
samples exhibited 0.2 percent consolidation to 6.5 percent swell when wetted under a
confining pressure of 250 to 500 psf with estimated swell pressures of 500 to greater
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
3
than 2000 psf. One sandy, silty clay sample tested exhibited a cohesion of 200 psf
and an internal angle of friction of 21 degrees. Two sandy, silty clay samples were
tested for sulfates. The samples had 550 ppm water soluble sulfates. Results of
laboratory testing are presented on Fig. 11 through 16 and summarized on Tables I.
SITE DEVELOPMENT
The surface should be scarified to a depth of 10 inches, moisture conditioned to
2 to 4 percent wet of optimum moisture content and compacted to at least 95 percent of
standard Proctor (ASTM D 698) maximum dry density. On-site soils free of deleterious
materials, organics and particles over 6 -inches diameter can be reused in non-structural
areas during grading. Fill in structural areas may include special requirements as
discussed later under the "FOUNDATIONS" section of this report. Additional fill
placement should be moisture conditioned to 2 to 4 percent wet of optimum moisture
content and compacted to at least 95 percent of standard Proctor (ASTM D698) maximum
dry density in 10 -inch maximum thickness loose lifts. Subgrade soils and fill greater than
10 foot in depth should be moisture conditioned to 2 to 4 percent of optimum moisture and
compacted to at least 100 percent maximum dry density standard Proctor (ASTM D698).
Subgrade preparation, and placement and compaction of grading fill should be observed
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,626
4
and tested by a representative of our firm during construction. Sample site grading
specifications are included in Appendix A.
SEISMIC CONSIDERATIONS
Foundation and floor systems include structural support from the surficial sandy,
silty clay soils. Based on 2000 UBC we believe the site is located in Seismic Zone 1.
Based on our understanding of proposed construction and subsurface conditions, we
suggest a "Site Class C" be used for foundation seismic design as described in 2000 IBC.
Based on the field and laboratory results we suggest a shear modulus of 4 ksi.
FOUNDATIONS
This investigation indicates subsurface conditions at foundation levels generally
consist of sandy clay and claystone formational material with significant swell potential.
In our opinion, a foundation to better help mitigate risk of potential movement should be
anchored below the zone of probable moisture variation and concentrate the weight of
the structure to resist potential swell of the sandy, silty clay. In our opinion, a straight
shaft drilled pier foundation or a driven pile foundation bedded in an underlying
competent stratum most nearly satisfies these criteria. If the owner and builder accept
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
6
the risk of significant foundation movement and associate damage the structures may
be supported on spread footings or reinforced mat foundations.
We present design and construction criteria for drilled pier foundations. We also
provide spread footing and reinforced mat foundations for structures where significant
movement is acceptable. These criteria were developed from analysis of field and
laboratory data and our experience. The additional requirements (if any) of the structural
engineer should also be considered.
Drilled Pier Foundations
1. Piers should be designed for a maximum allowable end bearing pressure of
25,000 psf. The piers should be designed for end bearing only. Skin friction
discussed below should be used only to resist uplift.
2. Piers should be designed for a minimum dead load pressure of 10,000 psf
based on pier cross-sectional area. If this dead load cannot be achieved,
pier length and bedrock penetration should be increased. The shale can be
assigned a skin friction value of 1,750 psf for uplift resistance, at least 3 feet
below the pier cap.
3. Piers should penetrate at least 10 feet into the formational
claystone/sandstone strata and have a total length of at least 18 feet.
Relatively hard drilling conditions are anticipated. Specialty drilling
equipment may be necessary to advance pier holes in the formational
material. We recommend a pier hole diameter of at least 12 inches.
4. Pier reinforcement should be designed by the structural engineer to resist
tension in the event of swelling. Reinforcement should extend the full length
of the piers and into grade beams and foundation walls. The structural
Webster HDI Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
6
engineer's design may require additional or alternative reinforcing and
should be included in the foundation construction.
5. There should be at least a 6 -inch (or thicker) continuous void beneath all
grade beams and foundation walls, between piers, to concentrate dead load
on the piers.
6. Foundation walls and grade beams should be well reinforced; the
reinforcement should be designed by a qualified structural engineer.
7. Piers should be carefully cleaned prior to placement of concrete.
Groundwater was not encountered at the time of this investigation to the
depths investigated. Our experience indicates permeable or fractured
layers that may carry or store water may exist in the formational material.
We believe problems associated with pier installation can be significantly
reduced by using a "drill and pour" construction procedure; that is, placing
concrete immediately after pier holes are drilled, cleaned and inspected.
Pumping or tremie placement may be required for proper dewatering of the
pier holes if water is encountered during drilling. Concrete should not be
placed in any pier hole containing more than 3 inches water. Due to recent
experience with improper installation, we recommend the use of a
contractor with previous drilled pier installation experience.
8. Formation of mushrooms or enlargements at the top of piers should be
avoided during pier drilling and subsequent construction operations. It may
be necessary to case the top portion of the pier holes with a sono tube type
casing to a depth of flaring of the pier holes to prevent mushrooms or
enlargements at the top of piers.
9. Installation of drilled piers should be observed by a representative of our
firm to identify the proper bearing strata and confirm proper installation
technique. Our representative should be called to visit the site at the time of
the first pier excavation.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
7
Spread Footings- Structures Sensitive To Movement
1. Bottom of footing should have a separation of at least 6 feet from the sandy
clay. The clay samples tested had estimated swell pressures greater than
2,000 psf. If the clay becomes wetted it may swell with these pressures It if
very difficult to provide adequate separation from material with swell
pressures in this range to completely eliminate the influences of the swell
pressures. The recommended 6 feet separation between the bottom of the
footings and the top of the clay is intended to help reduce or mask the
influence of soil volume changes.
2. Existing soils should be removed to at least a depth of 6 feet below and 6.
feet horizontally beyond footings in each direction and replaced with a well -
compacted engineered structural fill. The resulting subgrade should be
prepared by scarifying 10 -inches, moisture conditioning to 2 to 4 percent
wet of optimum moisture content and compacting to at least 95 percent of
standard Proctor (ASTM D698) maximum dry density. Structural fill soils
should consist of non -expansive well graded sands and gravels with a
maximum particle size of 1% -inches, maximum 15 percent passing the No.
200 sieve and maximum liquid limit of 30. A CDOT type Class 5 aggregate
base course would meet this criteria and is recommended. A sample of the
proposed fill soils should be supplied to our office for acceptance testing,
prior to use or import. Structural fill should be moisture conditioned to within
2 percent of optimum moisture content and compacted to at least 95
percent of standard Proctor (ASTM D698) maximum dry density in 10 -inch
maximum loose lifts.
3. Footings bearing on well -compacted structural fill placed as stated above
should be designed for a maximum soils bearing pressure of 2,500 psf.
Footing should be designed with a minimum dead load as high as possible.
Loose soils should be completely removed from foundation bearing areas,
prior to placing concrete.
4. We recommend a minimum width of at least 18 -inches for continuous
footings. Isolated pads should be at least 36 inches by 36 inches.
Foundation walls should be well -reinforced top and bottom. We
recommend reinforcement sufficient to span an unsupported distance of at
least 15 feet. Reinforcement should be designed by the structural engineer.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,626
8
5. Based on a design soil bearing pressure of 2,500 psf, a footing width of
about 18 inches and footings placed on a 6 feet thick layer of well
compacted structural fill the estimated differential movement is about % to
% inch. If wider footings are used we should be contacted to review the
estimated settlement and provide additional recommendations where
needed.
6. Exterior walls should be protected from freezing. Refer to local building
code for details.
7. The completed foundation excavation should be observed by our
representative for proof roll and to verify the foundation subgrade conditions
are as anticipated from our exploratory borings. Geotechnical Engineering
Group, Inc. should also be called to test compaction of subgrade and fill
during placement.
Spread Footings- Structures Where More Risk of Movement is Acceptable
1. The Bottom of footing should have a separation of at least 2 feet from the
surface of the sandy, silty clay. The recommended 6 feet separation
between the bottom of the footings and the top of the clay is intended to
help mask soil volume changes.
2. Existing soils should be removed to at least a depth of 2 feet below and 2.
feet horizontally beyond footings in each direction and replaced with a well -
compacted structural fill. The resulting subgrade should be prepared by
scarifying 10 -inches, moisture conditioning to 2 to 4 percent wet of optimum
moisture content and compacting to at least 95 percent of standard Proctor
(ASTM D698) maximum dry density. Structural fill soils should consist of
well graded sands and gravels with a maximum particle size of 1' -inches,
maximum 15 percent passing the No. 200 sieve and maximum liquid limit of
30. A CDOT type Class 5 aggregate base course would meet this criteria
and is recommended. A sample of the proposed fill soils should be supplied
to our office for acceptance testing, prior to use or import. Additional fill
should be moisture conditioned to within 2 percent of optimum moisture
content and compacted to at least 95 percent of standard Proctor (ASTM
D698) maximum dry density in 10 -inch maximum loose lifts.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,525
9
3. Footings bearing on well -compacted structural fill placed as stated above
should be designed for a maximum soils bearing pressure of 1,200 psf.
Footing should be designed with a minimum dead load as high as possible.
Loose soils should be completely removed from foundation bearing areas,
prior to placing concrete.
4. We recommend a minimum width of at least 18 -inches for continuous
footings. Isolated pads should be at least 36 inches by 36 inches.
Foundation walls should be well -reinforced top and bottom. We
recommend reinforcement sufficient to span an unsupported distance of at
least 15 feet. Reinforcement should be designed by the structural engineer.
5. Based on a design soil bearing pressure of 1,200 psf, a footing width of
about 18 inches and footings placed on a two feet thick layer of well
compacted structural fill the estimated differential movement is about 2 to
4 inches. If wider footings are used we should be contacted to review the
estimated settlement and provide additional recommendations where
needed.
6. Exterior walls should be protected from freezing. Refer to local building
code for details.
7. The completed foundation excavation should be observed by our
representative for proof roll and to verify the subsurface foundation
conditions are as anticipated from our exploratory borings. Geotechnical
Engineering Group should also be called to test compaction of subgrade
and fill during placement.
Reinforced Mat Foundations —Where More Risk of Movement is Acceptable
1. Reinforced mat foundations can be designed for a maximum soil bearing
pressure of 1,200 psf. When supported on a minimum 2 feet thick well
compacted structural fill. Loose soils should be completely removed from
foundation bearing areas, prior to placing structural fill or foundation
concrete.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,528
10
2. Existing soils should be removed to at least a depth of 2 feet below and 2
feet horizontally beyond the mat in each direction and replaced with a well -
compacted structural fill. The resulting subgrade should be prepared by
scarifying 10 -inches, moisture conditioning to 2 to 4 percent wet of optimum
moisture and compacting to at least 95 percent of standard Proctor (ASTM
D698) maximum dry density. Structural fill soils should consist of well
graded sands and gravels with a maximum particle size of 1'/2 -inches,
maximum 15 percent passing the No. 200 sieve and maximum liquid limit of
30. A CDOT type Class 5 aggregate base course would meet this criteria
and is recommended for structures where mitigating potential movement is
a concern. A sample of the proposed fill soils should be supplied to our
office for acceptance testing, prior to use or import. Structural fill should be
moisture conditioned to within 2 percent of optimum moisture content and
compacted to at least 95 percent of standard Proctor (ASTM D698)
maximum dry density in 10 -inch maximum loose lifts.
3. Mat foundations should be well reinforced, both top and bottom. We
recommend reinforcement sufficient to span an unsupported distance of at
least 12 feet and to distribute load over the entire mat foundation.
Reinforcement should be designed by the structural engineer.
4. Foundations should be protected from freezing. Refer to local building
code for details.
5. The completed foundation excavation should be observed by our
representative to verify subsurface foundation conditions are as anticipated
from our borings and to test compaction.
FLOOR SYSTEMS
The near -surface soils which will support slab -on -grade floors exhibited significant
movement potential. Some movement must be assumed. To our knowledge, the only
reliable solution to control floor movement is the construction of floors supported by the
foundation system over a minimum 12 inch void. In our opinion, drilled piers should be
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
11
used in all foundation areas. If the owner and builder accept the risk of significant
movement and associated damage, the floors may be constructed as slab on grade
floors. The owner is cautioned that future maintenance of any slabs on grade may include
the removal and replacement of the slabs.
We recommend the following precautions for construction of slabs -on -grade at this
site. These precautions will not prevent movement in the event the underlying conditions
become wetted; they tend to reduce damage if movement occurs.
1. Slabs should be supported by at least a 2 foot depth of well compacted,
structural fill as stated above under the "FOUNDATIONS, Spread
Footings" section of this report. The completed subgrade should be
scarified 10 -inches depth, moisture conditioned to within 2 percent of
optimum moisture content and compacted to at least 95 percent of
maximum standard Proctor (ASTM D698) dry density, prior to structural fill
placement. A Geotechnical Engineering Group, Inc. representative should
be called to visit the site to test compaction and observe soils in the
excavation bottom and structural fill.
2. Slab -on -grade construction should be limited to unfinished areas and
exterior flatwork where practical.
3. Slabs should be separated from exterior walls and interior bearing members
with a slip joint which allows for free vertical movement of slabs.
4. The use of slab -bearing partitions should be minimized. Where such
partitions are necessary, a slip joint allowing at least 6 inches of free vertical
slab movement should be used. Doorways and stairwells should also be
designed for this movement.
5. Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be thoroughly pressure tested during
Webster HIS Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
12
construction for leaks and should be provided with flexible couplings.
Plumbing extending through slab on grade floors should be separated from
floor slab to allow independent movement.
6. Frequent control joints should be provided to reduce problems associated
with shrinkage and curling. The American Concrete Institute (ACI) and
Portland Cement Association (PCA) recommend a maximum panel size of 8
to 15 feet depending upon concrete thickness and slump, and the maximum
aggregate size. We advocate additional control joints 3 feet off and parallel
to grade beams and foundation walls.
BELOW -GRADE CONSTRUCTION
No below -grade construction is anticipated at this site. Typically, building
foundation drains are not required for construction of this type. Crawl space, if any, in
building areas should be sloped so that potential moisture will not collect in these areas,
but flow out of the crawl space. Crawl space areas should also be well ventilated to
reduce potential humidity and musty odors.
CONCRETE
Two samples (TH- 1 and TH-7 at 1-4 feet) were tested for water soluble sulfate
concentrations. The test results indicate a water soluble sulfate concentration of 400 to
670 ppm. Concentrations in this area have been shown to have a moderate effect on
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
13
concrete that comes into contact with the soils. American Concrete Institute (ACI)
recommends a Type II (sulfate resistant) cement be used for concrete that comes into
contact with the subsoils. In addition, concrete should have a maximum water -cement
ratio of 0.50.
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by surface
moisture conditions. The site formational claystone has significant swell potential. The
swell potential typically is mobilized by wetting. Reducing the potential for moisture
migration into the site soil and formational claystone with reduce the risk of mobilization of
swell potential of site materials. Risk of wetting foundation soils can be reduced by
carefully planned and maintained surface drainage. Surface drainage should be designed
to provide rapid runoff of surface water away from the proposed structures. We
recommend the following precautions be observed during construction and maintained at
all time after the construction is completed.
1. The ground surface surrounding the exterior of the structures should be
sloped to drain away from the additions in all directions. We recommend a
slope of at least 12 inches in the first 10 feet around the structures, where
possible. In no case should the slope be less than 6 inches in the first 5
feet. The ground surface should be sloped so that water will not pond
adjacent to the additions.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,526
14
2. Backfill around foundation walls should be moistened and compacted.
3. Roof downspouts and drains should discharge well beyond the limits of all
backfill. Splash blocks and downspout extenders should be provided at all
discharge points.
4. Landscaping, if any, should be carefully designed to minimize irrigation.
Plants used close to foundations should be limited to those with low
moisture requirements; irrigated grass should not be located within 5 feet of
the foundation. Sprinklers should not discharge within 5 feet of foundations.
Irrigation should be limited to the minimum amount sufficient to maintain
vegetation; application of more water will increase likelihood of slab and
foundation movements.
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the structures. These membranes tend to
trap moisture and prevent normal evaporation from occurring. Geotextile
fabrics can be used to limit the weed growth and allow for evaporation.
CONSTRUCTION MONITORING
Geotechnical Engineering Group, Inc. should be retained to provide general
review of construction plans for compliance with our recommendations. Geotechnical
Engineering Group, Inc. should be retained to provide construction -monitoring services
during all earthwork and foundation construction phases of the work. This is to observe
the construction with respect to the geotechnical recommendations, to enable design
changes in the event that subsurface conditions differ from those anticipated prior to
start of construction and to give the owner a greater degree of confidence that the
additions are constructed in accordance with the geotechnical recommendations.
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,626
15
LIMITATIONS
The scope of services for this study does not include any environmental or
biological (such as radon, mold, fungi, bacteria, etc.) assessment of the site or
identification or prevention of pollutants or hazardous materials conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
performed.
Seven exploratory borings were drilled in the proposed structure areas. The
exploratory borings are representative of conditions encountered only at the exact boring
locations. Variations in the subsoil conditions not indicated by the borings are always
possible. Our representative should observe open foundation excavations, observe proof
roll and test compaction of subgrade and structural fill soils (as applicable) to confirm soils
are as anticipated from the borings and foundations are prepared as recommended
herein.
The scope of work performed is specific to the proposed construction and the client
identified by this report. Any other use of the data, recommendations and design
parameters (as applicable) provided within this report are not appropriate applications.
Other proposed construction and/or reliance by other clients will require project specific
review by this firm. Changes in site conditions can occur with time. Changes in standard
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. 2,626
16
of practice also occur with time. This report should not be relied upon after a period of
three years from the date of this report and is subject to review by this firm in Tight of new
information which may periodically become known.
We believe this investigation was conducted in a manner consistent with that level
of care and skill ordinarily used by geotechnical engineers practicing in this area at this
time. No other warranty, express or implied, is made. If we can be of further service in
discussing the contents of this report or the analysis of the influence of the subsurface
conditions on the development or design of the proposed construction, please call.
Sincerely,
GEOTECHNICAL ENGINEERING GROUP, INC.
Reviewed by:
Robert W. Anderson Norman W. Johnston, P.E.
Project Geologist Senior Engineer
RWA:NWJ:mh
(3 copies sent)
Webster Hill Compressor Station
Garfield County, Colorado
GEG Job No. Z526
17
APPENDIX A
SAMPLE SITE GRADING SPECIFICATIONS
SAMPLE SITE GRADING SPECIFICATIONS
Webster Hill Compressor Station
Garfield County, Colorado
Note: Appendix A presents sample specifications. These sample specifications are not
project specific. The sample specifications should be modified by the Architect, Civil
engineer or Structural engineer as needed to reflect project specific requirements.)
1. DESCRIPTION
This item shall consist of the excavation, transportation, placement and
compaction of materials from locations indicated on the plans, or staked by the
Engineer, as necessary to achieve preliminary street and overlot elevations. These
specifications shall also apply to compaction of excess cut materials that may be
placed outside of the subdivision and/or filing boundaries.
2. GENERAL
The Soils Engineer shall be the Owner's representative. The Soils Engineer
shall approve fill materials, method of placement, moisture contents and percent
compaction, and shall give written approval of the completed fill.
3. CLEARING JOB SITE
The Contractor shall remove all trees, brush, and rubbish before excavation
or fill placement is begun. The Contractor shall dispose of the cleared material to
provide the Owner with a clean, neat appearing job site. Cleared material shall not
be placed in areas to receive fill or where the material will support structures of any
kind.
4. SCARIFYING AREA TO BE FILLED
All topsoil and vegetable matter shall be removed from the ground surface
upon which fill is to be placed. The surface shall then be plowed or scarified until
the surface is free from ruts, hummocks or other uneven features, which would
prevent uniform compaction by the equipment to be used.
5. COMPACTING AREA TO BE FILLED
Job No. 2,526 Fig. Al
After the foundation for the fill has been cleared and scarified, it shall be
disked or bladed until it is free from large clods, brought to the proper moisture
content (within 2 percent above or below optimum) and compacted to not less than
95 percent of maximum density as determined in accordance with ASTM D 698. If
soft/ yielding subgrade conditions are encountered, stabilization may be required.
6. FILL MATERIALS
Fill soils shall be free from vegetable matter or other deleterious substances,
and shall not contain rocks or lumps having a diameter greater than six (6) inches.
Fill materials shall be obtained from cut areas shown on the plans or staked in the
field by the Engineer.
On-site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are
acceptable. Concrete, asphalt, organic matter and other deleterious materials or
debris shall not be used as fill.
7. MOISTURE CONTENT
Fill materials shall be moisture treated to within 2 ± percent of optimum
moisture content as determined from Proctor compaction tests. Sufficient laboratory
compaction tests shall be made to determine the optimum moisture content for thee
various soils encountered in borrow areas.
The Contractor may be required to add moisture to the excavation materials
in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain
uniform moisture content by adding water on the fill surface. The Contractor may be
required to rake or disk the fill soils to provide uniform moisture content through the
soils.
The application of water to embankment materials shall be made with any
type of watering equipment approved by the Soils Engineer, which will give the
desired results. Water jets from the spreader shall not be directed at the
embankment with such force that fill materials are washed out.
Should too much water be added to any part of the fill, such that the material
is too wet to permit the desired compaction from being obtained, rolling and all work
on that section of the fill shall be delayed until the material has been allowed to dry
to the required moisture content. The Contractor will be permitted to rework wet
material in an approved manner to hasten its drying.
8. COMPACTION OF FILL AREAS
Job No. 2,526 Fig. A-2
Selected fill material shall be placed and mixed in evenly spread layers.
After each fill layer has been placed, it shall be uniformly compacted to not less than
the specified percentage of maximum density. Expansive soils classifying as CL or
SC shall be compacted to at least 95 percent of the maximum dry density as
determined in accordance with ASTM D 698 (100 percent for fill deeper than 15 feet
below final grade). At the option of the Soils Engineer, soils classifying as SW, SP,
GP, GC or GM may be compacted to 90 percent of the maximum density as
determined in accordance with ASTM D 1557 (95 percent for fill deeper than 15 feet
below final grade). Fill materials shall be placed such that the thickness of loose
material does not exceed 10 inches and the compacted lift thickness does not
exceed 6 inches
Compaction, as specified above, shall be obtained by the use of sheepsfoot
rollers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the
Engineer for soils classifying as CL or SC. Granular fill shall be compacted using
vibratory equipment or other equipment approved by the Soils Engineer.
Compaction shall be accomplished while the fill material is at the specified moisture
content. Compaction of each layer shall be continuous over the entire area.
Compaction equipment shall make sufficient trips to insure that the required density
is obtained.
9. COMPACTION OF SLOPES
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction operations shall be continued until slopes are
stable, but not too dense for planting, and there is no appreciable amount of loose
soil on the slopes. Compaction of slopes may be done progressively in increments
of three to five feet (3' to 5') in height or after the fill is brought to its total height.
Permanent fill slopes shall not exceed 3:1 (horizontal to vertical).
10. DENSITY TESTS
Field density tests shall be made by the Soils Engineer at locations and
depths of his choosing. Where sheepsfoot rollers are used, the soil may be
disturbed to a depth of several inches. Density tests shall be taken in compacted
material below the disturbed surface. When density tests indicate that the density
or moisture content of any layer of fill or portion thereof is below that required, the
particular layer or portion shall be reworked until the required density or moisture
content has been achieved.
11. COMPLETED PRELIMINARY GRADES
Job No. 2,526 Fig. A,3
All areas, both cut and fill, shall be finished to a level surface and shall meet
the following limits of construction:
A. Overlot cut or fill areas shall be within plus or minus 2/10 of one foot.
B. Street grading shall be within plus or minus 1/10 of one foot.
The civil engineer, or duly authorized representative, shall check all cut and
fill areas to observe that the work is in accordance with the above limits.
12. SUPERVISION AND CONSTRUCTION STAKING
Observation by the Soils Engineer shall be continuous during the placement
of fill and compaction operations so that he can declare that the fill was placed in
general conformance with specifications. All inspections necessary to test the
placement of fill and observe compaction operations will be at the expense of the
Owner. All construction staking will be provided by the Civil Engineer or his duly
authorized representative. Initial and final grading staking shall be at the expense of
the owner. The replacement of grade stakes through construction shall be at the
expense of the contractor.
13. SEASONAL LIMITS
No fill material shall be placed, spread or rolled while it is frozen, thawing, or
during unfavorable weather conditions. When work is interrupted by heavy
precipitation, fill operations shall not be resumed until the Soils Engineer indicates
that the moisture content and density of previously placed materials are as
specified.
14. NOTICE REGARDING START OF GRADING
The contractor shall submit notification to the Soils Engineer and Owner
advising them of the start of grading operations at least three (3) days in advance of
the starting date. Notification shall also be submitted at least 3 days in advance of
any resumption dates when grading operations have been stopped for any reason
other than adverse weather conditions.
15. REPORTING OF FIELD DENSITY TESTS
Job No. 2,526 Fig. A4
Density tests made by the Soils Engineer, as specified under "Density Tests"
above, shall be submitted progressively to the Owner. Dry density, moisture
content, of each test taken and percentage compaction shall be reported for each
test taken.
16. DECLARATION REGARDING COMPLETED FILL
The Soils Engineer shall provide a written declaration stating that the site
was filled with acceptable materials, or was placed in general accordance with the
specifications.
17. DECLARATION REGARDING COMPLETED GRADE ELEVATIONS
A registered Civil Engineer or licensed Land Surveyor shall provide a
declaration stating that the site grading has been completed and resulting elevations
are in general conformance with the accepted detailed development plan.
Job No. 2,526 Fig. A5
Williams Production RMT Company
Webster Hill Compressor Station
Garfield County, Colorado
N
Job No. 2,526-1 Vicinity Map Fig. 1
Note: This figure was prepared
based on a map provided by
Williams Production, RMT.
Legend
• Indicates location of
exploratory test borings
Webster Hill
Job No. 2,526 Location of Exploratory Test Holes Fig. 2
I
GeoLeehniea1
ngineeriug
Group, Ine'
LOG OF
TEST BORING TH-1
PROJECT: Williams Gas Compressor Station (Webster Hill) PROJECT NO.: 2526-1
CLIENT: Tom Fiore
LOCATION: Webster Hill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATER> INITIAL: s AFTER 24 HOURS: a
DATE: 10/23/2006 DEPTH TO CAVING: 1_
L y
w 15
o 2
Description
0 0
a
(0
E r
Co
0
=
m0
Notes
Organics noted to 6 foot depth
Sample not recovered
Sample not recovered
Clay, sandy, very stiff, moist, brown/grey, (CL)
Bulk sample taken at 1 to 4 foot depth
/CT
j
/
ZCT
Bulk
33/12
2Bn2
CT
CT
4anz
e
12
aarz
1 C I
son
16
199
Claystone, very hard, moist, brown, (CS)
20
Bottom of boring when terminated: 19.25.
24
28
This information pertains only to this boring and should not be interpreted as being Indlcitive of the site.
Figure 4
PAGE 1 of 1
Figure 5
PAGE 1 of 1
Geotechnical
11ninecring
Group, Inc.
LOG OF
TEST BORING TH-2
T:
PRCWilliams Gas Compressor Station (Webster Hill) PROJECT NO.: 2526-1
CLIENT:OJE
Tom Fiore
LOCATION: Webster Hill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATER> INITIAL: -a AFTER 24 HOURS: :
DATE: 10/23/2006 DEPTH TO CAVING: L.
o
Description
IU
157
y
rn F
3
m U
Notes
0
Soil related chemicals such as salts noted
Sample not recovered
Clay, sandy, stiff to medium stiff, moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
j
j
j
j
Bulk
CT
23/12
4
CT
13/12
e
CT
26/12
lz
14CT
Sandstone, very hard, moist, brown, (SS)
50/4
CT
16
1 Bottom of boring when terminated: 19 ft. 19 -"-`may-
20
24
28
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
Figure 5
PAGE 1 of 1
Geotechnical
engineering
Groep, Inc.
LOG OF
TEST BORING TH-3
PROJECT:WilliamsFiore Gas Compressor Station (Webster Hill) PROJECT NO.: 2526-1
CLIETom
NT:
LOCATION: Webster Hill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATERS INITIAL: a AFTER 24 HOURS:
DATE: 10/23/2006 DEPTH TO CAVING: 1_
t I�..
o w
Description
g
a
m
0
41
Z. 0,
E r
0
o
co00
Notes
0
45/12
Organics noted to 2 foot depth
Sandstone tense noted at 4 1/2 to 5 1/2 foot
depth
Sandstone tense noted at 13 1/2 to 14 1/2 foot
depth
No sample recovered
Clay, sandy, moist, grey, (CL)
Bulk sample taken at 1 to 4 foot depth
j
j
Bulk
CT7
,
Claystone, very hard, dry, grey, (CS)
4
CT
soe
CT
so/s
C f
47/4
e
12
14
Shale, very hard, dry, grey, (SH)
16
CT
ss/.s
20
Bottom of boring when terminated: 19.25 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indicitive of the site
Figure 6
PAGE 1 of 1
jGeotechnical
11nsnecriug
LOG OF
TEST BORING TH-4
PROJECT: Williams Gas Compressor Station (Webster Hill) PROJECT NO.: 2526-1
CLIENT:LOCATION:Webster
Hill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATER> INITIAL: * AFTER 24 HOURS: :
DATE: 10/23/2006 DEPTH TO CAVING: _
y
o w
Description
2
E
41
TA to
CO F
w
3 E
m 0
Notes
0
32/12
Organics noted to 4 foot depth
Sample not recovered
Sample not recovered
Clay, sandy, stiff to very stiff, slightly moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
j
/^CTr
/
/
j
Bulk
a
CT
24/12
8
CT
31/12
12
Claystone, very hard, slightly moist, grey, (CS) t4
1 C f
CT /
60/1
16
Ili
25/0
20
Bottom of boring when terminated: 19.25 ft.
24
28
Thi information pertains only to this boring and should not be Interpreted as being indicative of the site.
Figure 7
PAGE 1 of 1
Geotechnical
',,n�ineerin�
Group, 1[�Re.
I
LOG OF
TEST BORING TH-5
PROJECT: Williams Gas Compressor Station (Webster Hill) PROJECT NO.: 25264
CLIENT: Tom Fiore
LOCATION: Webster Hill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATER> INITIAL: -4 AFTER 24 HOURS: -�
DATE: 10/23/2006 DEPTH TO CAVING: L
i 11 11
o
Description
o
.
y
a d
rn 1-
3 c
m U
Notes
0
Soil related chemicals such as salts noted
5011 related chemicals such as salts noted
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
Sample not recovered
Clay, sandy,very stiff to medium stiff, slightly moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
j
/
/
Bulk
CTr
saris
4
CT
10/12
CT
16/12
e
12
CT
sos
CT
16
10
1 Claystone, very hard, slightly moist, brown, (CS) I1
zero
20
Bottom of boring when terminated: 19.25 ft.
24
28
This Information pertains onlv to this boring and should not be interpreted as being indicitive of the site.
Figure 8
PAGE 1 of 1
.nineel'in�
Ii,Geotechnical
Groups Iue.
LOG OF
TEST BORING TH-6
PROJECT: Williams Gas Compressor Station (Webster Hill) PROJECT NO.: 2526-1
CLIENT: Tom Fiore
LOCATION: Webster Hill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATER> INITIAL: * AFTER
24
HOURS:
DATE: 10/23/2006 DEPTH
TO CAVING: L
w ai
o�
Description
0
Fl
O
co
E >a,
0)
co
t.
o
mV
Notes
0
Organics noted to 1 foot depth
Clay, sandy, very stiff to stiff moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
/
/CT
�j
Bulkr
soul
Soil related chemicals such as salts noted
4
CT
28/12
Soil related chemicals such as salts noted
Soil related chemicals such as salts noted
8
CT
23112
CT
48/12
12
14
Claystone, hard to very hard, moist, grey
16
20
CT
60,6
Bottom of boring when terminated: 19.5 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indlcitive of the site.
Figure 9
PAGE 1 of 1
Geotechnical
I11ngInecr1ng ,GroupInr..
LOG OF
TEST BORING TH-%
WilliamsFioreWebster Gas Compressor Station (Webster Hill) PROJECT NO.: 2526-1
PRLOCCLIENOJETT: CTN:T:
om
AIOHill ELEVATION:
DRILLER: Odell LOGGED BY: Corey
DEPTH TO WATER> INITIAL: g AFTER 24 HOURS: :
DATE: 10/23/2006 DEPTH TO CAVING: .L.
d m
Description
2
a
0
N
E r
m
S
=
m 0
Notes
0
Organics noted to 6 foot depth
Soil related chemicals such as salts noted
Sample not recovered
Clay, sandy, stiff to very stiff, slightly moist, brown, (CL)
Bulk sample taken at 1 to 4 foot depth
/®IrEll
Bulk
30/12
°
=■
CT
12/12
12
e
CT
12
14
Sandstone, very hard, slightly moist, grey, (SS)
16
25/0
20
Bottom of boring when terminated: 19.25 ft.
24
28
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
Figure 10
PAGE 1 of 1
Geotechnical
IEngineering
, Group, Inc.
KEY TO SYMBOLS
Symbol Description
Strata symbols
Notes:
clay
Claystone
Sandstone
Shale
1. These logs are subject to the interpretation by GEG of the soils encountered
and limitations, conclusions, and recommendations in this report.
2. Results of tests conducted on samples recovered are reported in the report
Figure 3
SWELL / CONSOLIDATION TEST REPORT
Percent Strain
O + N W A 6
•
Percent Heave
t0 in > 01 fV — O
•
1
WATER ADDED
2
3
—
-2
4
—
-3
100 200 500 1000 2000
Applied Pressure - psf
Natural
Dry Dens.
(Pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
P
(psf)
CO
Cr
Swell Press.
(psf)
Heave
%
%
Sat.
Moist.
9.0 %
127.5
706
6.5
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526-1 Client: Tom Fiore
Project: Williams Gas Compressor Station (Webster Hill)
Source: TH-1 Elev./Depth: 6
Remarks:
Fig. 11
ngineering
II,Ceoteehnieal
Group, Inc.
SWELL / CONSOLIDATION TEST REPORT
-1
0
-1
—o
WATER ADDED
Percent Strain
0 CO -4 rn rn a w n
Percent Heave
N M 1 4 r m
' 100 200
500 1000 2000
Applied Pressure - psf
Natural
Dry Dens.
(Pct)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C C
C r
Swell Press.
(Pe)
Heave
%
e o
Sat.
Moist.
5.0 %
104.3
710
0.5
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526-1 Client:
Project: Williams Gas Compressor
Source: TH-2
Tom Fiore
Station (Webster Hill)
Elev./Depth: 2
Remarks:
Fig. 12
Geo tech nieal
Engineering
I, Group, Inc.
SWELL / CONSOLIDATION TEST REPORT
0
s
—0
WATER ADDED
•
Percent Strain
> N W J A 41 A W N
Percent Heave
9 r 9 9
'u 100 200 500 1000 2000
Applied Pressure psf
Natural
Dry Dens.
(Pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C °
C r
Swell Press.
(psf)
Heave
%
e o
Sat.
Moist.
4.4 %
95.3
949
544
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526-1 Client: Tom Fiore
Project: Williams Gas Compressor Station (Webster Hill)
Source: TH-4 Elev.IDepth: 4
Remarks:
Fig. 13
C co tern ni rol
II EnCgiroup,neering
Inr.
SWELL / CONSOLIDATION TEST REPORT
0
0
-0
WATER
ADDED
--1
Percent Strain
J 0 m V O) O) P tJ N
Percent Heave
N l7 q
'9 fD h N N
•
•
'" 100 200
500 1000 2000
Applied Pressure psf
Natural
Dry Dens.
(pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C°
Cr
Swell Press.
(psf)
Heave
%
e °
Sat.
Moist.
5.6 %
95.5
954
-0.7
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526-1 Client:
Project: Williams Gas Compressor
Source: TH-5
Tom Fiore
Station (Webster Hill)
Elev./Depth: 6
Remarks:
Fig. 14
I
Geoteehnical
I Engironeerup,ing
GInc.
SWELL / CONSOLIDATION TEST REPORT
0
••
0
1
WATER ADDED
•
Percent Strain
CO m V O) U > W N
Percent Heave
N `? 4 '9 W N. -
m rn
•
"' 100 200 500 1000 2000
Applied Pressure psf
Natural
Dry Dens.
(Pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
Pc
(psf)
C c
Crr
well Press.
(psf)
Heave
%
e 0
Sat.
Moist.
6.8 %
103.0
958
-0.2
MATERIAL DESCRIPTION
USCS
AASHTO
Project No. 2526-1 Client: Tom Fiore
Project: Williams Gas Compressor Station (Webster Hill)
Source: TH-7 Elev./Depth: 2
Remarks:
Fig. 15
Gro technien1
ngineering
1,hGroup, Inc.
Vertical Deformation, in.
-0.015
-0.01
-0.005
Shear Stress, psi
Dilation
0
conss
0.005
0.01
0 015
0
30
25
20
15
10
5
3 6 9
Strain, %
12
0
0
5 10 15
Strain, %
20
1
3
2
3
Fail. Stress, psi
15
10
5
Results
C, psi
1.35
a, deg
Tan ro
20.7
0.38
0
0
10
Normal Stress, psi
15
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height in.
Water Content, %
Dry Density, pcf
2 Saturation, %
Q Void Ratio
Diameter, in.
Height, in.
Normal Stress, psi
Fai . Stress, psi
Strain, %
Ult. Stress, psi
Strain, %
Strain rate, in./min.
1
1 2 3
6.3 6.3 6.3
102.6 102.6 102.6
27.1 27.1 27.1
0.6118 0.6118 0.6118
1.94 1.94 1.94
1.00 1.00 1.00
24.7 24.7 24.7
102.6 102.6 102.6
106.9 106.9 106.9
0.6118 0.6118 0.6118
1.94 1.94 1.94
1.00 1.00 1.00
3.50 6.90 10.40
2.61 4.08 5.21
1.5 2.1 1.5
0.63 0.63 0.63
Sample Type:
Description: Clay, sandy, tan
Specific Gravity= 2.65
Remarks:
Fig. 16
Client: Tom Fiore
Project: Williams Gas Compressor Station (Webster Hill)
Source of Sample: TH-6 Depth: 4
Proj. No.: 2526-1
Date Sampled:
Gealcehnieai
I Engineering
Grasp. Inc.
Tested By: CC
Checked By: TM
PVCMI
Land Planning Division
1038 County Road 323
Rifle, CO 81650
Ph. 970-625-5350
Fax 970-625-4522
Email: pvcm@hughes.net
Project: Cottonwood Compressor Station to Webster Hill 24" Gathering Line.
Submittal Item Tab 11- Sensitive Area Survey 9.07.04 (10)
April 30, 2007
Mr. Fred Jarman
Director
Garfield County Building and
Planning Department
108 8th Street, 4`h floor
Glenwood Springs, CO 81601
Dear Mr. Jarman,
Please find below relevant sections of the Garfield County Zoning Resolution in regards
to the Cottonwood Compressor Station to Webster Hill 24" Gathering Line.
9.07.04 (10) "Sensitive Area Survey: List the types and areas of concern along the
pipeline right-of-way, such as: sensitive plant populations, cultural, archeological,
paleontological resources and wetlands identified during preconstruction environmental
surveys, if applicable."
9.07.06 (3) a. notes "Pipeline operations shall be located in a manner to minimize their
visual impact and disturbance of the land surface. a. The location of right-of-way shall
be away from prominent natural features and identified environmental resources."
9.07.06 (5) "In no case shall an operator engage in activities which threaten an
endangered species."
Bargath, Inc. has contracted with a respected environmental science firm, West Water
Engineering from Grand Junction, CO.
Page 1 of 3
West Water Engineering has prepared a review and analysis of the proposed right-of-way
alignment in regards to identification of sensitive and rare plant species and federally
listed threatened and endangered birds.
1. There were no sensitive and rare plant species identified within the proposed
pipeline right-of-way.
2. There were no federally listed threatened and endangered birds or nests identified
within the proposed pipeline right-of-way.
Bargath, Inc. will comply with all applicable state and federal laws during construction of
the pipeline in regards to sensitive and rare plant species and federally listed threatened
and endangered birds.
Cultural, archeological, paleontological resources
Please note that we have designed the new pipeline largely within existing disturbed
right-of-way areas, thus, there would not be any cultural, archeological or paleontological
resources within this proposed right-of-way. The attached WestWater Engineering
survey bears this fact out.
Wetlands
Please see Tab 7- Regulatory Permit Requirements. Wetland disturbance is permitted by
the U.S. Army Corp of Engineers via the Nationwide Permit 12 for utility activities
noted.
Issues Regarding Studies on Private Property
An area of concern is the preparation of the materials noted above on private property.
As noted in Tab 2 and previous areas within the application, the proposed Cottonwood
Compressor Station to Webster Hill 24" gathering line is on private property for the
Garfield County portion of the pipeline and on federal property for the portion being
applied for with the U.S. BLM.
We believe that the studies required by Garfield County regarding sensitive and rare plant
species, federally listed threatened and endangered birds and cultural, archeological and
paleontological resources on private property can, and will, cause issues with private
property owners.
The studies noted are typically required for activities that occur on public property such
as the U.S. Bureau of Land Management.
These studies are typically not welcome and are many times not allowed on private
property.
Page 2 of 3
Bargath, Inc. has been proactive in this pipeline process by contracting West Water
Engineering to review these issues and to guide Bargath, Inc. in the planning and
construction of the pipeline.
We have included a copy of the West Water Engineering report to this permit application,
but do so in protest.
We will follow the recommendations of the study and want to be respectful to both our
private property owners and to the Garfield County permitting process.
Please contact me with any questions.
Sincerely,
r
Philip B. aughan
President
PVCMI
Page 3 of 3
Bargath Cottonwood Gulch to Webster Mesa 24 Inch
Gathering Pipeline System
Webster Hill and Rabbit Brush Compressor Stations
Sensitive Area Survey Report
Garfield County, CO
Prepared for:
Bargath, Inc.
C/O Williams Production RMT
Parachute, CO
Prepared by:
WestWater Engineering
2516 Foresight Circle, #1
Grand Junction, CO 81505-1022
970-241-7076
April 2007
Bargath Cottonwood Gulch to Webster Mesa 24 Inch
Gathering Pipeline System
Rabbit Brush and Webster Hill Compressor Stations
Sensitive Area Survey Report
Garfield County, CO
April 2007
INTRODUCTION
WestWater Engineering (biological surveys) in coordination with Grand River Institute (GRI)
(cultural resources survey) conducted a sensitive area and biological survey alongand adjacent
to the proposed pipeline alignment and compressor stations for Williams Production RMT
(Bargath, Inc). The objectives of the survey were to document the following natural resource
characteristic and features
• Identify and map areas where sensitive and rare plant species occur,
• Locate raptor (bird of prey) nest sites and identify potential raptor habitat and use areas,
• Characterize and map habitats along the proposed pipeline alignment in regards to
suitability for wildlife and in particular for Birds of Conservation Concern,
• Identify and map areas of potential habitat for federally listed threatened and endangered
wildlife species,
• Identify sensitive mule deer habitat,
• Identify potential aquatic resources (fisheries) in the project area,
• Determine if any wetlands are present in the project area,
• Identify the presence of any cultural, archeological or paleontological resources.
All locations of survey observations were recorded using handheld Global Positioning System
(GPS) units and locations were recorded as Universal Transverse Mercator (UTM) coordinates
(Datum: NAD83, Zone: I3S). Locations of observed raptor nests and other sensitive areas are
depicted on attached Figure 1.
GENERAL PROJECT AND HABITAT DESCRIPTION
The Bargath Cottonwood to Webster Mesa project consists of a proposed 24 inch natural gas
gathering pipeline and related compressor facilities installed along a corridor of approximately
8.3 miles in length and is generally located north of I-70 west of Rifle, Colorado in the Lower
Colorado River drainage (Figure 1). The proposed pipeline will connect with a 30 inch pipeline,
which was constructed in 2006 and currently ends at the mouth of Cottonwood Gulch. The
eastern portion of the pipeline will connect to a compressor facility on Webster Mesa (Webster
Hill Compressor Station). Included as part of this project is a new compressor facility (Rabbit
Brush Compressor Station) that will be constructed approximately 1.5 miles west of Cottonwood
Gulch and will connect with the existing 30 inch pipeline. The proposed pipeline is within
Garfield County, State of Colorado, and is located both on private and Bureau of Land
Management (BLM) lands. Approximately 1.46 miles of the alignment are on BLM property.
WestWater Engineering 2 of 14 April 2007
The proposed pipeline parallels existing natural gas pipeline(s) right-of-way on Webster Mesa
and along a portion of east Sharrard Park. The remaining portion of the pipeline is proposed to
be constructed along a new pipeline corridor alignment.
Vegetation communities along the pipeline route are categorized as pinon juniper woodlands and
mixed sagebrush and greasewood shrublands. No agricultural meadows are affected. Pinon-
juniper woodlands are dominated by pifion pine (Pinus edulis) and Utah juniper (Juniperus
utahensis) and can be mixed with an understory of mainly Wyoming sagebrush (Artemesia
tridentata wyomingensis.), forbs and grasses. No riparian communities are directly affected by
the project. Numerous ephemeral washes bisect the alignment, most often in a north to south
flow pattern. Vegetation along the washes consists of greasewood (Sarcobatus vermiculatus),
Rabbitbrush (Chrysothamnus nauosausis), basin sagebrush (Atermesia tridentata tridentata).
The shrublands within the project area are composed of mainly Wyoming big sagebrush,
greasewood, and rabbitbrush (Chrysothamnus viscidijforus). Non-native downy brome (Bromus
tectorum) dominates the understory for this shrubland community.
BIRDS OF CONSERVATION CONCERN; THREATENED AND ENDANGERED BIRD
SPECIES; OTHER AVIAN SPECIES
As part of the protection and management of avian species, the U.S. Fish and Wildlife Service
(USFWS) in 2002 published a list of Bird Species of Conservation Concern (BOCC). In a
Memorandum of Understanding (MOU), the BLM, USFWS and U.S. Forest Service placed the
highest priority for conservation on birds included on the bird species of conservation concern
list. A subset of this list includes aregister of Birds of Concern for the Southern Rockies and the
Colorado Plateau, including western Colorado.
Not all of these BOCC bird species occur regularly in Colorado, and some are present only as
seasonal migrants. Of those known to breed in Colorado, only a portion are known or suspected
to breed within the vicinity of the proposed pipeline. After a thorough review of the literature
(Andrews and Righter 1992, Kingery 1998), WestWater biologists compiled a list of species
likely to nest along or near the proposed pipeline. Habitat and nesting records for these Birds of
Conservation Concern, as described in the Colorado Breeding Bird Atlas (Kingery 1998, and
references therein) and Colorado Birds (Andrews and Righter 1992), in the vicinity of the
pipeline are summarized below. Bird identification and taxonomic nomenclature are in
accordance with that applied by the Colorado Breeding Bird Atlas Project (Kingery 1998).
RAPTORS (Including those that are Birds of Conservation Concern, but excluding
Threatened & Endangered Listed Species)
Nine species of raptors appear on the Birds of Conservation Concern (BOCC) species list for the
Southern Rockies and the Colorado Plateau. Three of the BOCC raptors, the Burrowing Owl,
Ferruginous Hawk, and the Short -eared Owl, are not likely to occur in the project area and the
Bald Eagle is listed as a federal threatened species. In addition to the BOCC list, 8 other species
of raptors could potentially be found nesting in the pipeline project area (Table 1).
WestWater Engineering
3 of 14 April 2007
Table 1. Raptor species that may be present in the project area
'3V
-
L A6�,V +$
-�iiulj�l �.ka �b4a..
.•Y '.
q
. ...vy`.i'§,zrs.x.3. �c 9. P�` fes.
Northern
Harrier
Circus cyaneus
Y
• Grassland, shrubland, agricultural areas, and
marshes. Nests in areas with abundant cover (e.g.,
tall reeds, cattails, grasses) in grasslands and
marshes. Also known to nest in high -elevation
sagebrush.
Cooper's Hawk
Accipiter
cooperii
N
• Cottonwood riparian to spruce/fir forests, including
pifion/juniper woodlands. Nests most frequently in
pines and aspen.
Sharp -shinned
Hawk
Accipiter
striatus
N
• High density young, or even -aged, stands of
coniferous forest and deciduous forests of aspen or
oak brush with small stands of conifers.
Red-tailed
Hawk
Buteo
jamaicensis
N
• Diverse habitats including grasslands, pifion-juniper
woodlands and deciduous, coniferous and riparian
forests. Nests in mature trees (especially
cottonwood, aspen, and pines) and on cliffs and
utility poles.
Swainson's
Hawk
Buteo
swainsoni
Y
• Typically, arid grassland, desert, agricultural areas,
shrublands and riparian forests. Nests in trees in or
near open areas.
Ferruginous
Hawk
Buteo regalis
Y
• Ungrazed to lightly grazed grassland and shrubland
with varied topography. Nests in isolated trees, rock
outcrops, structures such as windmills and power
poles, or on the ground (especially on hill tops).
Golden Eagle
Aquila
chrysaetos
Y
• Grasslands, shrublands, agricultural areas, pifion-
juniper woodlands, and ponderosa forests. Prefers
nest sites on cliffs and sometimes in trees in rugged
areas.
American
Kestrel
Falco
sparverius
N
• Coniferous and deciduous forests and open terrain
with suitable perches. Nests in cavities in trees,
cliffs and buildings.
Peregrine
Falcon
Falco
peregrinus
Y
• Pifion-juniper woodlands and coniferous and
riparian forest near cliffs. Nests on ledges of high
cliffs away from human disturbance.
Prairie Falcon
Falco
mexicanus
Y
• Grasslands, shrublands, and alpine tundra. Nests
on cliffs or bluffs in open areas.
Great Horned
Owl
Bubo
virginianus
N
• Occupies diverse habitats including riparian,
deciduous and coniferous forests with adjacent
open terrain for hunting.
Northern Saw-
whet Owl
Aegolius
acadicus
N
• Mountain and foothills forest and canyon country.
Significant use of pirion-juniper woodland and
Douglas -fir.
Long-eared Owl
Asio otus
N
• Occupies mixed shrublands. Nests and roost in
sites in dense cottonwoods, willows, scrub oak,
junipers and dense forest of mixed conifers and
aspens.
WestWater Engineering
4 of 14
April 2007
Survey Procedures
WestWater biologists surveyed and inventoried the project area for raptors on March 20, 29, 30,
April 2 and 17, 2007 by walking and using vehicles to search cliffs and vegetation, including
shrubs and trees for nests. In addition to the staked project area, potentially suitable sites within
0.25 miles of the pipeline route were inspected for the presence of nests.
In this portion of Colorado, the raptor nesting season is generally considered to occur between
mid-February and mid-August. Typically, owls and eagles are the first raptors to begin the
annual nesting cycle followed by members of the Genus Accipiter, Buteo, Circus and Falco.
Usually, by mid-August all young birds have fledged and left the nest.
Observations
WestWater biologists observed no active rantor nest sites during the survey. Seven inactive
potential raptor nest sites were observed. One nest site was determined to have been used by
Golden Eagles in the past, the other sites were most likely occupied in the past by Red-tailed or
Cooper's Hawks. One stick nest located on a sandstone bluff is being used by a pair of Ravens
during the 2007 nesting season. WestWater biologists assigned nest sites to specific raptor
species based on knowledge of raptor occurrence in this area, as well as design, location,
materials, and configuration of nesting structures.
Three species of raptors were observed (flying or perching) in the project area during the survey
including a single Red-tailed Hawk, one Swainson's Hawk and a pair of Golden Eagles. The
pair of Golden Eagles have consistently been observed in the Sharrard Park area, but have not
been observed using the single known eagle nest. The Swainson's Hawk was observed on one
occasion and was considered to have been a passing migrant. The Red-tailed Hawk was
observed near the west end of the pipeline alignment, but no nest was found after a thorough
search.
Inactive raptor nest locations are reported as follows:
Accipiters
Cooper's Hawk: Two suspected, but currently inactive, Cooper's Hawk nest sites were recorded
along the pipeline corridor.
CORA-1 (13S 253686mE, 4378781mN): Inactive 2007, no new nesting materials observed
in the area. Nest in a juniper tree.
COHA-2 (13S 253984mE, 4378456mN): Inactive 2007. Older nest located in a tall juniper
tree. Nesting materials and lack of droppings and prey remains indicate lack of
use for at least several years.
Buteos
Red-tailed Hawk: Four suspected Red-tailed Hawk nests were recorded along the pipeline route
(RTHA-1 through RTHA-4). None have been found active during the 2007 nesting season.
WestWater Engineering 5 of 14 April 2007
RTHA-1
RTHA-2
RTHA-3
RTHA-4
Golden Eagle
GOEA-1
(13S 254572mE, 4378647mN): Inactive 2007. Confirmed active during 2006
nesting season. The site was located in a large sandstone bluff in the project area.
During a previous WWE survey in this area during 2006, new nesting material,
whitewash (excrement) and a Red-tailed Hawk tail feather found beneath the nest
site indicated that the nest was most likely occupied by a Red-tailed Hawk. The
2006 survey was conducted well past the time when young birds would have been
expected to fledge.
(13S 254070mE, 4378408mN): Inactive 2007. Possible Red-tailed Hawk stick
nest in a sandstone bluff overlooking I-70. Occupied by a pair of Raven during
the 2007 biological survey on 3/20/2007.
(13S 251670mE, 4377693m1\1): Inactive 2007. Medium-sized stick nest in good
condition in a rock outcrop above Sharrard Park south of the pipeline alignment.
Probably not active during the 2006 nesting season. No recent droppings or prey
remains below the nest structure.
(13S 244584mE, 4375072mN): Inactive 2007. Older nest located in a sandstone
bluff. It was difficult to determine its condition; no birds were present.
(13S 251838mE, 4378345mN): Inactive 2007. Large nest located in a sandstone
bluff on the east side of Sharrard Park. A pair of Golden Eagles have been
observed in the area, but have not been observed at this nest site.
Recommendations and Discussion for Raptors
Activities associated with the proposed project have the potential to impact raptor populations.
In order to reduce the potential for impacts, if any active nests are located, it will be important
that the project proponent schedule construction activities such that they do not interfere with
breeding, nesting and brood rearing activities. The Colorado Division of Wildlife (CDOW)
recommended raptor nest site avoidance standards for the species observed in this survey are
summarized below (Table 2).
Table 2. Colorado Division of Wildlife raptor active nest avoidance standards.
Reference: Recommended Buffer Zones and Seasonal Restrictions For Colorado Raptors, Gerald Craig, Colorado
Division of Wildlife. 2005.
BIRDS OF CONSERVATION CONCERN (other than raptors)
Survey Procedures
In addition to raptors presented above, WestWater biologists surveyed the proposed pipeline
route for the presence of sensitive or migratory BOCC that could potentially occur in the project
WestWater Engineering 6 of 14 April 2007
0 :F
" L , l ., r 141 �. i r•,,yy^�k O b
Red-tailed Hawk
0.33 mile
February 15 to July 15
Golden Eagle
0.5 mile
February 15 to July 15
Coopers Hawk
No buffer recommended
None Recommended
Reference: Recommended Buffer Zones and Seasonal Restrictions For Colorado Raptors, Gerald Craig, Colorado
Division of Wildlife. 2005.
BIRDS OF CONSERVATION CONCERN (other than raptors)
Survey Procedures
In addition to raptors presented above, WestWater biologists surveyed the proposed pipeline
route for the presence of sensitive or migratory BOCC that could potentially occur in the project
WestWater Engineering 6 of 14 April 2007
area in order to help evaluate the potential impacts of this project. BOCC habitat and nesting
records, as described in the Colorado Breeding Bird Atlas (Kingery 1998, and references therein)
and Colorado Birds (Andrews and Righter 1992), in the vicinity of the pipeline are summarized
in Table 3.
Table 3. BLM sensitive & migratory bird species that may be present in the project area
_'' •
IIS
^'{ [j tl ' 8, ` 115
e s S}.tat
L_'F"
_..�
ate.-2.4.�"i
Pinion Jay
Gymnorhinus
cyanocephalus
• Pinon-juniper woodlands. Nests in pirfons or junipers.
• Confirmed breeder in Garfield Counties in the vicinity of the
pipeline, including the Roan Plateau.
Vir,
Virginia's
g
Warbler
Vermivore
virginiae
• Dense shrublands and scrub forests of Gambel oak, pinon-
juniper, mountain mahogany or ponderosa pine. Nests on the
ground among dead leaves or on rock or log overhangs.
• Nesting has been confirmed in Garfield Counties, including the
Roan Plateau. Unlikely nester in the project area.
Black -throated
Gray Warbler
Dendroica
nigrescens
• Mature pinon-juniper woodlands. Nests on horizontal branches
in pifion or juniper.
• Nesting has been confirmed in Garfield Counties in the vicinity
of the pipeline, including on the Roan Plateau.
Sage Sparrow
Amphispiza belli
• Large contiguous areas of low -elevation big sagebrush or
sagebrush/greasewood shrublands. Nests in sagebrush.
• Breeding has been been confirmed in Garfield Counties west
of Parachute. None in the pipeline area.
Observations
No BOCC species were observed during the survey. Due to the dates of the survey, some of the
migratory species such as Black -throated Gray have not yet migrated back into the project area.
The species most likely to nest in this project area include the Pinyon Jay and Black -throated
Gray Warblers who prefer mature pinion juniper woodlands for nesting. The primary suitable
habitat for nesting would be in the pinon juniper woodlands in the segment of the pipeline
running through the BLM lands.
Recommendations
Impacts to migratory species which nest in sagebrush and pillion -juniper woodland, the major
vegetative types along the pipeline, can be minimized if surface disturbing construction activities
take place outside the nesting season. This project will result in the loss of potential nesting sites
when trees and shrubs are removed during construction. However, these vegetation types,
especially sagebrush and pinon juniper, are generally abundant in the Parachute to Rifle area and
the loss due to this project will represent a small portion of the habitat suitable for these birds.
In order to reduce potential impacts on nesting birds, brush clearing in dense stands of
sagebrush, pinon juniper woodlands habitats should take place outside of the nesting seasons.
Nesting season is generally considered between May 15 and July 31 in this area. June 1 to July
15 is the peak period when most incubation and brood rearing takes place. If brush clearing can
WestWater Engineering 7 of 14 April 2007
occur prior to May 1, most affected birds will relocate to alternate nesting sites. After mid to late
July, most fledging has occurred and brush clearing impacts would be minimized.
Pinyon Jays are an exception to typical nesting periods in this area and are known as an early
nester. Records show nests with eggs as early as March 23. Often young birds have fledged by
mid-May each year. Construction occurring after May 31 will reduce the possibility of impacts
to this species.
Black -throated Gray Warblers almost always select mature prion juniper habitat for nesting and
rarely select sites outside this habitat. Pifion-juniper woodlands within the project area are found
mostly on the BLM lands. Minimizing the disturbance to existing mature piton juniper
woodlands in these areas would reduce potential affects to this species.
FEDERALLY LISTED THREATENED & ENDANGERED BIRDS
The Bald Eagle, a federally listed Threatened bird species has the potential to occur in habitat
associated with the project area (Table 4).
Procedures
WestWater biologists used reference reports to identify the likelihood this species could be
impacted by the proposed project. The search focused on potential locations for nests, perches
and potential habitat. Additionally, CDOW maps and information regarding Bald Eagle
breeding and habitat use in the general area were consulted.
Table 4. Federally -listed threatened, endangered & candidate bird species
sv5.,zk
��s, 2. y =k3
�, h6 yy��.}II-nn -� Www -'•
1 if
• Along the lower Colorado River corridor nests in
cottonwood woodlands in the crowns of large trees. Not
known to nest in upland areas north of I-70 in this area.
According to the Colorado Division of Wildlife's
Natural Diversity Information Source (NDIS;
http://ndis.nrel.colostate.edu/index.html), Bald Eagle
Bald Eagle
Haliaeetus
winter range, winter foraging areas, and winter
leucocephalus
concentration areas are along the Colorado River outside
the project area and south of I-70.
• Two known active nests are within 5 miles of the
pipeline alignment. One historically active nest site is
known to occur south of Sharrard Park in section 29
along the Colorado River (Figure 1).
Observations
No individuals or nests of this species were observed during this survey within 0.5 miles of the
project area. However, one currently active nest was recently (4/17/2007 confirmed) found
WestWater Engineering 8 of 14
April 2007
approximately 0.5 miles east of Webster Hill in section 27 along the south side of the Colorado
River. This nest is approximately 1.5 miles south of the Sharrard Park/Webster Mesa portion of
the pipeline alignment. The historic nest site in section 29 was surveyed and no Bald Eagle
nesting was found; Great Blue Herons are currently (4/2007) occupying and nesting in the
historic Bald Eagle nest tree.
The project area contains no suitable Bald Eagle nesting sites and no nesting records were found
along the pipeline alignment.
The lower Colorado River riparian corridor provides suitable winter habitat for Bald Eagles.
Suitable winter roosting habitat is typically cottonwood trees, which are presently dominated by
mature trees. Roosting habitat tends to concentrated in cottonwood galleries and often in single,
more isolated trees, which are found in the flood plain adjacent to the river. Due to the relatively
moderate slope throughout the Colorado River Valley, the river has developed a meandering
configuration, which has created oxbows, sloughs and braided channels. The predominance of
old age class, mature trees has created suitable roosting habitat for Bald Eagles.
It is likely that wintering Bald Eagles forage extensively in the pipeline project area. Bald Eagle
often feed on the carcasses of mule deer which have died due to winter stress or highway road -
kills.
Recommendations
There are no known active nests or roost sites in the project area and use is typically limited to
winter months (December 1- March 15) outside the project area when numbers increase due to
migrant concentrations. It is unlikely that the proposed project will affect Bald Eagles and it is
not likely that special stipulations are required. If occupied habitats are identified during
construction, activities should be scheduled such that they do not interfere with breeding,
nesting, brood rearing, roosting and foraging activities.
SPECIAL STATUS SPECIES PLANT SURVEY
Available literature and publications prepared by the Bureau of Land Management, Grand
Junction Field Office and Glenwood Springs Field Office (GSFO) were reviewed for a listing of
rare plant species known to occur within the project area.
In addition, the following information sources were reviewed for the most up to date status on
the plant species that could possibly be expected within the inventory area. Species from these
lists were included on the list of species sought during the field inventory.
• Threatened or endangered species protected under the Federal Endangered Species Act and
those which are candidates or proposed for listing (USFWS website:
https://ecos.fws.gov/tens_public/servlet/gov.doi.tesspublic.servlets.EntryPage).
• Species listed by the BLM as Sensitive in northwest Colorado (BLM website:
http://www.co.blm.gov/botany/sens species.htm).
• Species included on lists prepared by the Colorado Natural Heritage Inventory (website:
http://www.cnhp.colostate.edu/list.html) for Garfield County, Colorado.
WestWater Engineering 9 of 14 April 2007
Special status species (SSS) of plants that may be present in the project area, and their habitats,
are listed below in three categories: 1) federally -listed Threatened or Endangered (1 species,
Table 5), 2) Federal Candidate Species (2 species, Table 5), and 3) BLM Sensitive Species (4
species, Table 6). Nomenclature and habitat descriptions are based on the Colorado Natural
Heritage Program (CHNP) literature (Spackman et al. 1997, Spackman and Anderson 2002, and
references therein).
Table 5. Federally -listed Threatened, Endangered and Candidate plant species
fitS+S
a e .b
.. .nq
vl
t� dib ft.?,. �£�`rTS' ,
Penstemon
debilis
Parachute
penstemon
C
Endemic to Garfield County with only five known
occurrences; sparsely vegetated, south facing, steep,
white shale talus in the Mahogany Zone of the
Parachute Creek Member of the Green River Formation.
Elev. 7,800-9,000 ft.
Phacelia
submutica
DeBeque
phacelia
C
Chocolate -brown or Gray clay on Atwell Gulch and Shire
members of the Wasatch Formation; sparsely vegetated
steep slopes. Elev. 4,700-6,200 ft.
Sclerocactus
glaucus
Uinta basin
hookless
cactus
T
Typically xeric and fine textured Quaternary and Tertiary
alluvium soils overlain with cobbles and pebbles; cold
desert shrub and pifion-juniper communities along river
benches, valley slopes, and rolling hills.
* E= Federal Endange ed, T= Federal Threatened, C= Federal Candidate
Table 6. BLM sensitive plant species
•Ve ¢
^1&v�stxN9�t"€-._$
a e .b
.. .nq
qtr&� a aa�'
.�"fi,' p'iZ �rTr' :F.a:. Y°+. Vic= 9 SGY ..3'..',ni..-.3 ✓" z. -"- -tea`.
Astragalus
debequaeus
Debeque
milkvetch
Varicolored, fine textured, seleniferous, saline soils of the
Wasatch formation -Atwell Gulch member. Elev. 5,100-6,400 ft.
Astragalus
naturitensis
Naturita milkvetch
Sandstone mesas, ledges, crevices and slopes in pinion -juniper
woodlands. Elev. 5,000-7,000 ft.
Cirsium
perplexans
Adobe thistle
Barren clay outcrops derived from shales of the Mancos or
Wasatch formations; open and disturbed sites in mixed shrubland
and pinon-juniper woodland. Elev. 5,000-8,000 ft.
Menzelia
rhizomata
Roan Cliffs
blazingstar
Steep eroding talus slopes of shale, Green River formation. Elev.
5,800-9,000 ft.
Procedures
WestWater biologists surveyed and inventoried the project area for Threatened, Endangered and
Sensitive plants in conjunction with other surveys by walking the proposed staked pipeline
alignment and visually surveying areas of suitable habitat and plant communities. In addition,
the area within 50 feet of the staked pipeline alignment was surveyed. The survey was
conducted at a period when phenological development of most plant species was in the early
flowering and/or emergent stage.
Observations and Recommendations
No T & E or sensitive plant species (TESS) were observed during the biological survey. The
WestWater Engineering 10 of 14 April 2007
section of the pipeline alignment through BLM lands has terrain and soils that could potentially
support TESS vegetation. This area was thoroughly surveyed and no plants were found. The
closest known sites supporting the Debeque milkvetch are found in the northern portion of
Sharrard Park and north of Webster Mesa. No known Debeque milkvetch populations will be
affected by the proposed pipeline alignment or compressor stations.
AQUATIC RESOURCES AND WETLANDS
Procedures
WestWater biologists surveyed and recorded information relating to aquatic resources and
wetlands in conjunction with other surveys that were conducted for this report.
Observations
No Corps of Engineers jurisdictional wetlands were observed along the pipeline alignment.
Vegetation along intermittent and ephemeral drainages was typically composed of sagebrush,
greasewood, and snakeweed. Most often, these washes did not support any vegetation in the
flow channels. Ephemeral drainages are likely to be considered Waters of the U.S. by the U.S.
Army Corps of Engineers.
MULE DEER
Procedures
WestWater biologists surveyed and recorded information relating to mule deer use in the area in
conjunction with other surveys that were conducted for this report.
Observations
The native plant community along the majority of the pipeline alignment is dominated by
Wyoming sagebrush and greasewood. The sagebrush community is this area is under stress due
to multiple natural and man-made factors and the habitat in Sharrard Park is a good example of a
poorly functioning native plant community. Segments of the Wyoming sagebrush in the I-70
corridor has been dying in the last few years and likely has been affected by recent drought
conditions. During the weed survey for this project, dead and dying mature sagebrush was
commonly observed throughout Sharrard Park. This result in a plant community that is
dominated by a single age class of mature plants where there is little seedling replacement due to
competition with downy brome.
Natural gas development in Webster Mesa and Sharrard Park has further contributed to unnatural
disturbance, which has affected native vegetation communities. These areas are important
winter range for mule deer that migrate to the south from the Roan Plateau. Furthermore, the
area supports limited mule deer populations during the summer. The Wyoming sagebrush
community provides the basic winter forage (browse) for mule deer that depend on this habitat.
The maintenance and enhancement of sagebrush has a high potential for the preservation of mule
WestWater Engineering
11 of 14 April 2007
deer in this area.
Recommendations
Natural gas reclamation practices in disturbed areas in Sharrard Park show promise of reducing
downy brome infestations following re -vegetation with shrub and grass species currently being
used by the natural gas industry. Restoration of the plant communities in this area can be
affected by reintroduction of native plant species. On BLM lands, in low elevations habitat
similar to that encountered along the pipeline alignment, the Glenwood Springs BLM Energy
Office has recently updated revegetation requirements for reclamation of natural gas disturbance
and issued recommended seed mixes suitable for the potential natural community (BLM 2007).
On private lands, Williams has developed a seed mix for reclamation that is suitable and
acceptable to private landowners along the pipeline alignment.
Both recommended seed mixes for BLM and private lands are presented in the Integrated
Vegetation and Noxious Week Management Plan that WestWater prepared for Garfield County
for this pipeline project (WestWater Engineering 2007).
WestWater does not recommend the addition of non-native grasses in reclamation seed mixes
such as crested wheatgrass and smooth brome, which can out -compete and replace native plant
communities.
CULTURAL RESOURCES
WestWater has conferred with Grand River Institute (GRI) regarding potential cultural resources
that may be found along the proposed alignment.
GRI consulted with the Colorado State Historical Society in order to identify potentially
sensitive areas located along the proposed Cottonwood pipeline. Three historic sites and one
prehistoric site in the general vicinity of the alignment were listed as significant including the
5GF.654.2 Havermeyer-Wilcox Canal, 5GF.2310 High Line Canal, 5GF.2311 Low Line Canal,
and 5GF.2330 Prehistoric Open Camp. GRI also contacted the BLM GSFO archaeologist. The
BLM specialist indicated that the Havermeyer-Wilcox Pumphouse and Forebay have been
delisted from the National Register of Historic Places. Apparently the canals that had been
previously evaluated as eligible also now lack integrity of location and association and can be
reevaluated as part of the ongoing study as not eligible. A verbal report from GRI indicates that
no sensitive cultural, historic or prehistoric sites will be affected by the project. A written report
of findings of the ongoing cultural resource surveys will be submitted to the BLM Glenwood
Springs Field Office.
REFERENCES
Andrews, R. and R. Righter. 1992. Colorado Birds: A Reference to Their Distribution and
Habitat. Denver Museum of Natural History, Denver.
WestWater Engineering 12 of 14 April 2007
Bureau of Land Management. 2007. Revisions to BLM energy office revegetation
requirements. Bureau of Land Management, Glenwood Springs, CO.
Kingery, H.E. (Editor). 1998. Colorado Breeding Bird Atlas. Colorado Bird Atlas Partnership
and Colorado Division of Wildlife, Denver.
Natural Diversity Information Source (NDIS). 2005. Colorado Division of Wildlife. 6060
Broadway, Denver, CO. http://ndis.nrel.colostate.edu/index.html
Spackman, S., B. Jennings, J. Coles, C. Dawson, M. Minton, A. Kratz, and C. Spurrier. 1997.
Colorado Rare Plant Field Guide. Prepared for the Bureau of Land Management, the U.S.
Forest Service and the U.S. Fish and Wildlife Service by the Colorado Natural Heritage
Program.
U.S. Fish and Wildlife Service. 2002. Birds of conservation concern 2002. Division of
Migratory Bird Management. Arlington, VA.
WestWater Engineering. 2007. Integrated vegetation and noxious weed management plan.
Prepared for Bargath, Inc. as requested by Garfield County, CO.
WestWater Engineering 13 of 14 April 2007
PVCMI
Land Planning Division
1038 County Road 323
Rifle, CO 81650
Ph. 970-625-5350
Fax 970-625-4522
Email: pvcm@hughes.net
Project: Cottonwood Compressor Station to Webster Hill 24" Gathering Line.
Submittal Item Tab 13- Rehabilitation Plan. Includes Revegetation Plan 9.07.04
(12) and Weed Management Plan 9.07.04 (13).
Steve Anthony- Garfield County Vegetation Management -
December 11, 2006- Steve Anthony and I discussed the project via phone. Steve
indicated that he would review the application after receiving it and will comment.
Please see attached the "Cottonwood Compressor Station to Webster Hill 24" Gathering
Line Rehabilitation Plan 4/30/07." This rehabilitation plan includes the gathering line
and the Rabbit Brush and Webster Hill compressor stations.
Please also find attached an "Integrated Vegetation and Noxious Weed Management
Plan" for the project prepared by WestWater Engineering.
Steve Anthony noted that he will need a quantity of the acreage to be disturbed to set
forth the revegetation bond for the project. It is anticipated that this bond would be
released after 2 growing seasons.
Page 1 of 2
The disturbed area is determined using the following method:
Summary ROW Length and Acreage Totals For Federal and Fee Lands
24" Trunk Line and 12" Jumper Lines
Two Compressor Stations
24" Bargath Gather ng Pipeline Pro'ect
Bargath Inc. % Williams Production RMT Company
Owner
Length LF
Permanent
ROW 50'
Acres
Construction
ROW 75'
ACRES
Extra
Workspace
at 9% Total
Acres
Total Surface
Area Acres
Federal Lands
7,298
8.38
12.57
1.24
13.81
Fee and CDOT
Lands
47,484
54.50
81.76
8.09
89.84
Total Lands for
Pipelines
54,782
62.88
94.33
9.33
103.65
Lands for
Stations — All
Fee
28.52
Total Acreage Fee, CDOT Lands: 89.84 acres.
Total Acreage Fee lands for Rabbit Brush and Webster Hill compressor stations: 28.52
Total Acreage: 118.36 acres
We are prepared to post a reclamation/revegetation bond for the 118.36 acres disturbed.
In 2006 Bargath, Inc. posted a reclamation/revegetation bond for the Cottonwood
Compressor Station to Parachute Creek Gas Plant 30" gathering line and the Noble to
Parachute 12" Gathering Line for $2,500 per acre and we are prepared to do the same for
this project.
Please contact me with any questions.
Sincerely,
(
Philip B. Vaughan
President
PVCMI
Page 2 of 2
COTTONWOOD COMPRESSOR STATION TO WEBSTER HILL 24 INCH GATHERING
LINE
REHABILITATION PLAN
4/30/007
The Cottonwood Compressor Station to Webster Hill 24 inch gathering line will be located on rangeland owned by
numerous owners. The length of the pipeline is approximately 8.3 miles in length. In addition there are 4-12.75" jumper
lines connected from the 24" pipeline to the existing Anvil Points Compressor Station (68.80'), existing Rulison
Compressor Station (4,417.80'), existing Sharrard Compressor Station (2,308.40') and existing Clough Compressor
Station (493.90). These 4 jumper lines have a combined length of 7,288.90 feet or 1.38 miles.
The soil should be stripped to a depth of approximately twelve (12) inches and stockpiled at the edge of the disturbed
right-of-way. The maximum depth of stockpile shall be 24" or less to preserve soil viability. The expected duration of the
project is 10 to 12 weeks. Topsoil stockpiles shall be preserved and water applied to prevent wind erosion.
RECLAMATION
Areas disturbed by construction will be reclaimed no later than October, 2007, following pipeline construction.
The objectives of reclamation will be as follows:
1. Stabilization of the disturbed areas will be conducted by providing wind and water erosion control to reduce soil
loss. The stormwater management plan for the project shall be adhered to.
2. Utilize the prescribed seed mixtures and additional vegetation practices as described below to establish a self-
sustaining vegetative rangeland cover.
PIPELINE ABANDONMENT
The pipeline will be abandoned in accordance with Colorado Oil and Gas Conservation Commission regulations in place
at the time of abandonment.
BACKFILLING, GRADING, AND RE -CONTOURING
Reclaimed areas will be sloped as per the project drawings and specifications.
Page 1 of 7
TOPSOIL REPLACEMENT
Soil salvaged during construction activities will be redistributed over the soil surface after subsoil has been replaced and
dditional backfilling; grading, and re -contouring steps have been completed as described below. Soil will be replaced by
using front-end loaders, trackhoes, and dozers. Soil will not be replaced when it is excessively wet and/or frozen.
SEEDBED PREPARATION / SOIL TILLAGE
Seedbed preparation and soil tillage will be completed after the application of subsoil, topsoil, and any soil amendments.
Soil tillage will be to a minimum depth of 4" utilizing a disk, chisel plow, or harrow. Seedbed preparation will also include
removal of coarse fragments (rock material) that exceed 35% to 40% of the soil surface as well as rocks 8" in diameter
that occupy more than 10% of the soil surface.
SEEDING METHODS AND TIMES
If seeding is performed in the spring, it will be accomplished by May 15; if fall seeding is performed it will be completed
after August 30 and before the soil freezes. Seeding efforts will consist of drill seeding with a rangeland drill to a planting
depth of to %' on slopes 3:1 or flatter. Broadcast seeding followed by harrowing or hand raking to lightly cover the
seed with soil will be used on slopes steeper than 3:1, or on areas inaccessible for drill seeding equipment.
\II areas to be reclaimed will be mulched no later than 24 hours after seeding with a certified weed -free straw or grass
hay material. Grass hay mulch will be applied at 1 '% tons per acre, or straw mulch will be applied at 2 tons per acre.
Mulch material will be crimped into the soil surface with a commercial mulch crimper, a straight disc, or bulldozer tracks if
too steep to otherwise crimp mulch in place. Seed tags shall be retained after planting and submitted to the Garfield
County Vegetation Manager to verify the seed mixture and the quantity of seed planted.
SEED MIXTURES
Please see Table 1 for the seed mixtures.
WEED CONTROL PLAN
Prior to construction, a qualified person will inspect the proposed right-of-way and will inventory and map the proposed
project area for any listed Garfield County noxious weeds. Based on this inventory and mapping, methods, materials, and
timing of weed control measures will be specified. During the life of the pipeline operation, the operator will be obligated
to regularly inspect the right-of-way and to inventory and treat any listed Garfield County noxious weeds.
Page 2 of 7
TABLE 1
Final Reclamation Seed Mixture
Common Name
Scientific Name
Pounds Pure Live Seed
(PLS) per acre
Alkali Sacaton
Sporobolus airoides
1.0
Sideoats Grama
Bouteloua curtipendula
2.0
Basin Wildrye
Leymus cinereus
2.0
Westem wheatgrass
Pascopyrum smithii
4.0
TOTAL PLS
9.0
Page 3 of 7
SITE REHABILITATION PLAN WEBSTER HILL COMPRESSOR STATION AND RABBIT
BRUSH COMPRESSOR STATION
4/30/07
r.he Webster Hill Compressor Station will be located on rangeland owned by the Estate of William F. Clough. The
Webster Hill Compressor Station area is 15.27 acres. The subject site appears to lie in the Arvada-Torrifluvents-Heft soil
series as shown on the Garfield County Generalized Soils Types map dated 1/31/02. These soils are better classified as
a sandy, silty clay (CL) under the Unified Classification System. This soil is a stratified colluvial/debris flow soils which
originate on the upper slopes to the North, stratified with alluvial soils deposited by the ancient Colorado River feature.
The Rabbit Brush Compressor Station will be located on rangeland owned by ExxonMobil. The Rabbit Brush
Compressor. Station area is 14.30 acres. The subject site appears to lie in the Arvada-Torrifluvents-Helt soil series as
shown on the Garfield County Generalized Soils Types map dated 1/31/02 These soils are better classified as a sandy,
silty clay (CL) under the Unified Classification System. This soil is a stratified colluvial/debris flow soils which originate on
the upper slopes to the North, stratified with alluvial soils deposited by the ancient Colorado River feature.
The soil should be stripped to a depth of approximately twelve (12) inches and stockpiled at the facility margins. The
maximum depth of stockpiled shall be 24" or less to preserve soil viability. Topsoil stockpiles will be seeded as described
below in the section on seeding methods and times.
RECLAMATION
Two phases of reclamation are planned. Soil stockpiles and areas disturbed by construction that will not be
utilized during the compressor station construction operation will be reclaimed immediately following
construction. Final reclamation will be performed within one year of compressor station closure and removal.
The objectives of reclamation will be as follows:
1. Stabilization of the disturbed areas will be conducted by providing wind and water erosion control to reduce soil
loss.
2. Utilize the prescribed seed mixtures and additional vegetation practices as described below to establish a self-
sustaining vegetative rangeland cover for cattle pasture use.
Page 4 of 7
FACILITY AND STRUCTURE REMOVAL
The compressor stations will be abandoned in accordance with Colorado 00 and Gas Conservation Commission
egulations in place at the time of facility abandonment. Equipment will be removed from the site.
BACKFILLING, GRADING, AND RE -CONTOURING
Reclaimed areas will be sloped to 3:1 or less.
Page 5 of 7
TOPSOIL REPLACEMENT
Soil salvaged during construction activities will be redistributed over the soil surface after subsoil has been replaced and
additional backfilling; grading, and re -contouring steps have been completed as described below. Soil will be replaced by
using front-end loaders, trackhoes, and dozers. Soil will not be replaced when it is excessively wet and frozen so as to
jeopardize soil structure.
SEEDBED PREPARATION/SOIL TILLAGE
Seedbed preparation and soil tillage will be completed after the application of subsoil, topsoil, and any soil amendments.
Soil tillage will be to a minimum depth of 4" utilizing a disk, chisel plow, or harrow. Seedbed preparation will also include
removal of coarse fragments (rock material) that exceed 35% to 40% of the soil surface as well as rocks 8" in diameter
that occupy more than 10% of the soil surface.
SEEDING METHODS AND TIMES
Soil stockpiles and areas disturbed by construction that will not be utilized during compressor station operation will be
seeded. If seeding is performed in the spring, it will be accomplished by May 15; if fall seeding is performed it will be
completed after August 30 and before the soil freezes. Seeding efforts will consist of drill seeding with a rangeland drill to
a planting depth of IA" to 'A" on slopes 3:1 or flatter. Broadcast seeding followed by harrowing or hand raking to lightly
;over the seed with soil will be used on slopes steeper than 3:1, or on areas inaccessible for drill seeding equipment.
All areas to be reclaimed will be mulched no later than 24 hours after seeding with a certified weed -free straw or grass
hay material. Grass hay mulch will be applied at 1 %z tons per acre, or straw mulch will be applied at 2 tons per acre.
Mulch material will be crimped into the soil surface with a commercial mulch crimper, a straight disc, or bulldozer tracks if
too steep to otherwise crimp mulch in place. Seed tags shall be retained after planting and submitted to the Garfield
County Vegetation Manager to verify the seed mixture and the quantity of seed planted.
SEED MIXTURES
Please see Table 1 for the seed mixtures.
Page 6 of 7
WEED CONTROL PLAN
A qualified person will inspect the compressor station sites and will inventory and map the proposed project area for any
listed Garfield County noxious weeds. Based on this inventory and mapping, methods, materials, and timing of weed
control measures will be specified. The vast majority of compressor station area will be graveled and will be devoid of
vegetation. Bargath, Inc. reserves the right to modify this plan based on Best Available Technology (BAT) at the time of
compressor station closure.
TABLE 1
Stockpile and Disturbed Areas Reclamation
Common Name
Scientific Name
Pounds Pure Live Seed
(PLS) per acre
Western wheatgrass
Pascopyrum smithii
8.0
Sideoats Grama
TOTAL PLS
8.0
TABLE 2
Final Reclamation Seed Mixture
;ommon Name
Scientific Name
Pounds Pure Live Seed
(PLS) per acre
Alkali Sacaton
Sporobolus airoides
1.0
Sideoats Grama
Bouteloua curtipendula
2.0
Basin Wildrye
Leymus cinereus
2.0
Western wheatgrass
Pascopyrum smithii
4.0
TOTAL PLS
9.0
Page 7 of 7
Bargath Cottonwood Gulch to Webster Mesa 24 Inch
Gathering Pipeline System
Webster Hill and Rabbit Brush Compressor Stations
Integrated Vegetation and Noxious Weed Management Plan
Garfield County, Colorado
Prepared for:
Bargath, Inc.
C/O Williams Production RMT
Parachute, CO
Prepared by:
WestWater Engineering
2570 Foresight Circle #1
Grand Junction, CO 81505
April 2007
Bargath Cottonwood Gulch to Webster Mesa 24 Inch Gathering Pipeline
Webster Hill and Rabbit Brush Compressor Stations
Integrated Vegetation and Noxious Weed Management Plan
April 2007
Introduction
A field inspection of the Bargath Cottonwood to Webster Mesa pipeline alignment and proposed
compressor station sites was conducted by WestWater Engineering (W WE) biologists. The
inspection identified appropriate topics for inclusion in an integrated vegetation and noxious
weed management plan required by Garfield County Regulation 9.07.04 (13) (Board of County
Commission 2006). Factors considered include soil type and texture, existing land management,
absence or presence of listed noxious weeds and natural vegetation community.
Pipeline and Compressor Survey Area and Landscape Setting
The 24 inch pipeline will constructed beginning on Webster Mesa west of Rifle, Colorado, and
join with an existing Williams 30 inch pipeline near the lower end of Cottonwood Gulch west of
Rulison, Colorado (Figure 1). The pipeline generally runs in an east -west direction parallel to
and north of Interstate Highway 70. The vegetation is generally composed of piflon juniper
woodland and mixed sagebrush/greasewood shrublands (Figure 2).
,:
Figure 2. Typical terrain and vegetation communities on Webster Mesa
WestWater Engineering
Page 1 of 12
April 27, 2007