HomeMy WebLinkAboutPlans.pdfPage 1 of 1 Phil Vaughan From: Phil Vaughan [phil@pvcmi.com) Sent: Wednesday, November 25, 2009 3: 17 PM To: Andy Schwallier (aschwaller@gariield-county.com); Ken Smith (ksmith@garii
eld-county.com) Subject: EPCO-Jackrabbit Compressor Station-Generator Buildings Andy and Ken, As per my discussion 2 weeks ago with Ken Smith, please find architectural and structural
drawings attached for the egress stairs for the generator buildings, permits Bldg. 8-#1157, Bldg. 9-#1156 and Bldg. 10-#1155. These drawings address the additional issues brought up
by the State Electrical Inspector requesting dual egress from the control side of the generator buildings. 2 sets of sealed drawings are being delivered to Ken Smith today for his review
and comment. Ken, please let me know of any comments or concerns that you may have. The drawing sets consist of the following drawings: GS-l dated 11 /16/09 revision PI3436-936-0632-Rev.
0 PI3436-936-0632A-Rev. 0 Thanks and please contact me with questions. Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 8 1650 970-625-5350
OJG) S;t> . :;0 0"(1 ;;;. ~ ""1"0 , t;c zc ~z ~ :;! 11/25/2009 2 ~ , ,'] ~ '" ~ .. ~ , .... ""'" CD ~ C
CtNFELDER ~_ ftigJI! Pt""'. IfigIJr Scl"lioru. GEOTECHNICAL INVESTIGATION MARATHON COMPRESSOR FACILITY GARFIELD COUNTY, COLORADO October 9, 2008 Copyright 2008 Kleinfelder All Rights
Reserved Unauthorized use or copying of this document's strictly prohIbited. Contact Klelnfelder West, Inc., If use or copying Is desired by anyone other than the Client and for the
project Identified above.
r::;;/NF£LD£R 6 11 (orpofaWC!fCle. Su\eC Golden, CO ~ Brigh t People. Right SOIUtiOflS. 8040 1 pi 303.237 .6601 f 1303.237.6602 October 9, 2008 File 97191 Enterprise Products Operating,
LP c/o Optimized Process Designs, Inc. 25610 Clay Road (77493) P.O. Box 810 Katy, Texas 77493 Attention: Subject: Mr. Eduardo Robles Geotechnical Investigation Marathon Compressor Facility,
OPD Project tl07086 Garfield County, Colorado Dear Mr. Robles: klclnfcldcr.com Kleinfelder West, Inc. (Kleinfelder) is pleased to present the results of a geotechnical investigation
for the Marathon Compressor Facility. Our work consisted of subsurface exploration, laboratory testing, engineering analyses and preparation of this report. We appreciate this opportunity
to be of service to you, and look forward to future endeavors. If you have any questions regarding this report or need additional information or services, please contact our office.
Respectfully submitted, 971911DEN8R1 56 Copyright 2008 Kleinfelder I!{1v,r;;tJZ Adam D. Tschida, P.E. Geotechnical Manager October 9, 2008
TABLE OF CONTENTS SECTION PAGE 1 INTRODUCTION ....................................................................................................... 1 1.1 GENERAL....................................
.......... . ........................................................................... 1 1.2 PROJECT DESCRiPTION............................... .......................... . ........................
.... 1 1.3 PURPOSE AND SCOPE ............................................................................................................. 2 2 FIELD EXPLORATION AND LABORATORY TESTING
......................................... .4 2.1 FIELD EXPLORATION .... ............ ................................ ............. . ....................... .4 2.2 LABORATORY TESTING................
.................................................... .............. . .. .4 3 SITE CONDITIONS ...................................................................................................
6 3.1 SURFACE .......................... .................................................................. ............. . ........ 6 3.2 GEOLOGIC SETTING .......................................
............................. ..................... . ......... 6 3.3 GEOLOGIC HAZARDS...................................... .. ....................................................................
6 3.3.1 Seismicity... .... ....... ....... ............. ... ..... ........ . .................................................................... 7 3.4 SUBSURFACE ...................................
.......................................................................................... 7 3.4.1 Colluvium...................... ...... ............ . ..............................................
................................. 7 3.4.2 Bedrock............................................. . ............................................................................ 8 3.4.3
Groundwater ......................................................................................................................... 9 4 CONCLUSIONS AND RECOMMENDATIONS .............................
.......................... 10 4.1 GEOTECHNICAL CONSIDERATIONS ............. .................................................... . ........... 10 4.2 CONSTRUCTION CONSIDERATIONS .....................
................................................................. 10 4.2.1 General ....................................................................................................................
........ 10 4.2.2 Excavation Considerations .................. .. .................................................................... 10 4.2.3 Permanent Cut and Fill Slopes .........................
................................................................... 11 4.2.4 Suitability of Site Soil and BedrOck ...............................................................................
12 4.2.5 Site Preparation .................................................... : ............................................................... 13 4.2.6 Fill Shrinkage/Bulking ........
. ............... ........... ............. ..................... .......... ............. .. ........ 13 4.2.7 Corrosion ...........................................................
. ..................................................... 14 4.2.8 Construction in Wet or Cold Weather ..................................................................................
14 4.2.9 Construction Testing and Observation ............................................................................... 15 4.2.10 Drainage ................................................
........................ ....................................... 15 4.3 STABILITY ANALYSIS ................................. .. .........................................................
15 4.4 FOUNDATIONS ......................................................................................................................... 17 4.4.1 Drilled Footings ................................
.................................................................................. 18 4.5 FLOOR SYSTEMS .......................................... ....................... ............................
........ 18 4.6 RETAINING STRUCTURES............................. . .................................................................... 19 4.7 PAVEMENTS................ .............................
.. . .................................................................. 20 4.7.1 Subgrade Materials ...................................................................................................
............ 20 4.7.2 Design Traffic ............................................................................ .......................................... 20 4.7.3 DeSign Sections..................
....................... ....................................... . .................. 21 4.7.4 Subgrade Preparation................................................................ ................
. .......... 21 4.7.5 Drainage ...... . ....................................................................................................... 22 4.7.6 Maintenance ..................................
..................................................................................... 22 5 ADDITIONAL SERViCES ........................................................................................
23 5.1 REQUIREMENTS FOR ADDITIONAL SERVICES.. ............... ............................................. 23 5.2 REVIEW OF PLANS AND SPECIFICATIONS ......................... .......................
.................. 23 5.3 PREBID AND PRECONSTRUCTION MEETINGS .................................................................. 23 5.4 CONSTRUCTION OBSERVATION AND TESTING ..........................
........................................... 24 6 LIMITATIONS .......................................................................................................... 25 971911DEN8R156
Copyright 2008 Kleinfelder Page i ofii October 9. 2008
APPENDICES A Vicinity Map Boring Location Plan Proposed Grading Plan B Logs of Exploration Borings C Laboratory Test Results o Stability Analysis 97191/DEN8R156 Copyright 2008 Kleinfelder
Page ii of ii October 9, 2008
1 INTRODUCTION 1.1 GENERAL This report presents the results of a geotechnical investigation for the Marathon Compressor Facility located in the southwest 1/4 of Section 33, Township
5 South, Range 96 West of the 6th Principle Meridian, about 15 miles northwest of Parachute, Colorado as shown on the Vicinity Map in Appendix A (Figure A-1). Our investigation was performed
for Enterprise Products Operating LP, and was authorized by Mr. Eduardo Robles. The report includes our recommendations relating to the geotechnical aspects of project design and construction.
The conclusions and recommendations stated in this report are based on the subsurface conditions found at the locations of our exploratory borings at the time our exploration was performed.
They also are subject to the provisions stated in the report sections titled Additional Services and Limitations. Our findings, conclusions, and recommendations should not be extrapolated
to other areas or used for other projects without our prior review. Furthermore, they should not be used if the site has been altered, or if a prolonged period has elapsed since the
date of the report, without Kleinfelder's prior review to determine if they remain valid. 1.2 PROJECT DESCRIPTION The facility will include capacity for five compressor units. The initial
construction phase will include two units. The compressors will be supported on a mat foundation and enclosed in a metal structure. A series of cooling units are planned and are typically
supported with spread footings and a grade beam system. Other equipment includes slug catcher, separator, and scrubbers, either skid supported or supported on isolated spread footings
or mat foundations. The gas treating area will contain numerous vessels, separators, coolers, pumps, and tanks. The equipment will be supported on mat foundations with some isolated
footings 97191/DEN8R156 Copyright 2008 Kleinfetder Page 1 of 25 October 9, 2008
and saddle footings. There is numerous overhead supported piping throughout the facility, some of which will span over plant access roads. An electrical substation, metal enclosed utility
building, and power distribution units are anticipated. Support facilities will include a one-story control building, office, and warehouse. Access roads are planned within the facility.
The grading plan provided (Figure A-3) indicates major grading will be necessary in order to develop the structure pad. A pad elevation at 8045 feet is planned for the facility. At this
elevation maximum cut into the existing hillside will be about 45 feet. A permanent cut slope having an inclination of 2:1 (horizontal to vertical) is proposed along the north side of
the site above the facility pad. The maximum slope height will be about 100 feet. Fill to a maximum depth of about 35 feet will be required along the southeast side of the site. A 3:1
fill slope is planned extending down to native grade. 1.3 PURPOSE AND SCOPE The purpose of our investigation was to explore and evaluate subsurface conditions at locations within the
project designated by the facility designer and, based on the conditions found, develop recommendations relating to the geotechnical aspects of project design and construction. Our conclusions
and recommendations in this report are based on analysis of the data from our field exploration and laboratory tests, and on our experience with similar soil and geologic conditions
in the area. Kleinfelder's scope of services included: • A subsurface exploration program consisting of 18 exploratory borings drilled at the locations designated on Drawing P13436·942-0100
dated August 20, 2008 and staked in the field by the project surveyor. Boring 8·19 was added during exploration on the planned cut slope north of the facility pad. • Continuous core
obtained in the bedrock in two borings. • Laboratory testing performed on selected samples obtained during exploration to evaluate pertinent engineering properties including moisture
content, dry density, shear strength, swell/settlement, gradation analysis, Proctor, pH, water-soluble sulfates, and resistivity. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 2 of
25 October 9, 2008
• Slope stability analysis of the planned final site configuration. • Evaluation and engineering analysis of the field and laboratory data to develop our geotechnical conclusions and
recommendations. • Preparation of this report, which includes a description of the proposed project, a description of the surface and subsurface site conditions found during our investigation,
our conclusions and recommendations as to foundation design and related geotechnical issues, and appendices which summarize our field and laboratory investigations. 97191/DENBR156 Copyright
2008 Kleinfelder Page 30f25 October 9, 2008
2 FIELD EXPLORATION AND LABORATORY TESTING 2.1 FIELD EXPLORATION Nineteen exploratory borings were drilled at the approximate locations shown on Figure A-2 between September 8 and 15,
2008. All borings were advanced using a trackmounted CME-55 drill rig equipped with 4-inch diameter continuous-flight, solid-stem auger and 2.5 and 2.25-inch diameter core. Drive samples
were obtained during exploration using a California sampler (2-inch 1.0.) driven into the strata with blows from a 140-pound hammer falling through a 30-inch drop in substantial accordance
with local practice. The blows required to drive the sampler two, six-inch increments were recorded. This blow count is an indication of the relative density or consistency of the strata.
Continuous core was obtained from two borings located in deep cut areas. Appendix B to this report includes logs describing the subsurface conditions. A legend to the boring logs including
a summary of the Unified Soil Classification System used to describe the soils is presented at the front of the appendix. The logs of the borings are shown in profile at the end of the
appendix, including a cross-section of borings through the site. The lines defining boundaries between soil and bedrock types on the logs are based on drill behavior and interpolation
between samples, and are therefore approximate. Transition between soil and bedrock types may be abrupt or gradual. 2.2 LABORATORY TESTING Laboratory tests were performed on selected
soil samples to estimate general engineering properties. Tests performed included: Classification of Soils for Engineering Purposes Unit Weight and Moisture Determination Sieve Analysis
of Fine and Coarse Aggregates Liquid Limit, Plastic Limit, and Plasticity Index of Soils One Dimensional Swell-Settlement Moisture Density Relationship Determination (Standard Proctor)
Unconfined Compressive Strength 97191/DEN6R156 Copyright 2006 Kleinfelder Page 4 of 25 October 9. 2008
Direct Shear Strength Water Soluble Sulfates pH Electrical Resistivity Chloride Concentration Selected results of the laboratory tests are shown on the boring logs in Appendix Band presented
graphically in Appendix C, Test results are also tabulated in Table I at the end of Appendix C, 97191JDEN8R156 Copyright 2008 Kleinfelder Page 5 of 25 October 9, 2008
3 SITE CONDITIONS 3.1 SURFACE The plant site is situated on a south facing hillside above Log House Gulch. Relief across the site is approximately 214 feet from a high point at elevation
8149 feet in the northwest portion of the site to a low point at elevation 7935 feet near the extreme northeast corner of the site. The ground surface is strongly to steeply sloping
down to the southeast. The upper northwest section of the property has surface slopes of about 35 percent, the middle section has slopes generally of 20 to 25 percent, and the lower
southeast section has 7 to 20 percent slopes. Vegetative cover consists of sparse to moderate grasses and small brush. 3.2 GEOLOGIC SETTING The plant site is located in the Colorado
Plateau Physiographic Province, which consists of portions of Utah, Colorado, New Mexico and Arizona. The province is dominated by substantially horizontal stratigraphy and deeply incised
drainages and is characterized by mesas, plateaus, deep canyons, pediments, barren badlands and mostfy arid climatic conditions (Hunt, 1967). Structurally the site is situated on relatively
horizontal bedrock stratigraphy. The surficial geology consists of Eocene age bedrock of the Uinta Formation with intertongues of the Green River Formation. The Uinta Formation is generally
described to consist of siltstones, sandstones, and marlstone (Hail, O'Sullivan and Smith, 1989). Surficial soils consist of a thin mantle of residual clay and sand with colluvial clay
and gravel-size bedrock fragments on the side slopes. 3.3 GEOLOGIC HAZARDS No geologic hazards were identified that would significantfy impact site development. The natural sloping terrain
appeared to be stable and no evidence was found to indicate potential future instability. No evidence was found to indicate that ground subsidence 97191IDEN8R156 Copyrighl 2008 Kleinfelder
Page 6 of 25 October 9. 2008
has occurred on the site. No active faults are known to exist in the immediate area. We do not believe fault rupture or liquefaction are credible hazards at the site. The site soils
are susceptible to erosion. All permanent cut and till slopes should be revegetated or protected by other means. Surface drainage should be designed to divert runoff from slopes or direct
runoff into properly designed drainage features. 3.3.1 Seismicity In our opinion, the subsurface conditions encountered in our borings best classify as Site Class C profile according
to the 2003 International Building Codes (lBC) specified for Garfield County. The following table presents the site class, site coefficient and the mapped spectral accelerations for
short periods (Ss), and a 1-second period (Sl) for the proposed site based on the USGS Seismic Hazard Curves and Uniform Hazard Response Spectra database. [Site ~Iass 55 0.426g 1.2 1.7
3.4 SUBSURFACE The general subsurface profile encountered in our borings consists of colluvium of variable depths overlying siltstone/marlstone bedrock. Groundwater was not encountered
during exploration. The subsurface profile is discussed in further detail in the following sections. 3.4.1 Colluvium The colluvium is comprised of gravel-sized bedrock fragments in a
lean clay soil matrix. The amount of gravel-sized fragments varied between boreholes. The colluvium ranges from 0 to 20 feet thick, with the majority of the site covered by about 10
feet of colluvium. The colluvium becomes thinner over the lower southern reaches of the site. 97191/0EN8R156 Copyright 2006 Kleinfelder Page 7 of 25 October 9. 2008
~NFE:LDE:R Particle size gradation tests, shown graphically in Appendix C, performed on samples of the colluvium indicate gravel content (retained by #4 sieve) between 18 and 79 percent
and silt/clay fines (passing #200 sieve) ranging from 2 to 56 percent. Atterberg limits tests indicate liquid limit ranging from 33 to 45 and plasticity index between 9 and 15. Swell-settlement
testing indicated slight to moderate moisture sensitivity under conditions of wetting and light loading. The samples were fairly dry and difficult to trim for testing. Consequently,
some sample disturbance may have occurred and affected test results. An unconfined compressive strength of 4,800 psf was measured one one sample from Boring B-16 at depth 9 feet. Several
other unconfined compressive strength tests were attempted, but the samples became disturbed during extrusion from the sampling tubes, usually due to the gravel-size particles. Two composite
samples of the colluvium were made from borehole cuttings; one containing more gravel-sized particles and one containing more fine particles. Proctor test results, shown on Figures C-9
and C-10 indicate similar maximum dry density (94.3 and 95.3 pct) and optimum moisture content between about 20 and 23 percent. The insitu moisture content of the colluvium is near or
slightly below optimum moisture content. A direct shear test was conducted on a remolded sample from the composite sample with the greater amount of fines. Test results shown on Figure
C-11 indicate an angle of internal friction of about 38 degrees with cohesion of 124 psf. A remolded unconfined compressive strength of 3,200 psf was measured from this same composite
sample. 3.4.2 Bedrock Bedrock underlying the site consists of siltstone and marlstone with occasional sandstone lenses. In some of the borings the bedrock surface was highly weathered
and fractured, which made identification of the transition from colluvium to bedrock difficult. Observation of outcrops at the south end of the site and continuous bedrock core indicate
the bedrock is thinly bedded with bedding planes generally horizontal and contains numerous weathered and fractured zones. Practical drill rig refusal was met in 8 of the 19 borings;
generally the borings at lower elevations across the site. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 8 of 25 October 9. 2008
Continuous core was obtained from bedrock in Borings B-5 and B-19. Core recovery ranged from 34 to 100 percent, averaging 72 percent in Boring B-5 and 77 percent in Boring B-19. The
Rock Quality Designation (RQD) varied from 0 to 32 percent, indicative of the highly fractured material. Two samples were trimmed from the more intact bedrock in each boring and unconfined
compressive strength testing was performed. Test results measured strengths of 177,700 to 288,600 psf in Boring B-5 and 96,500 to 98,900 psf in Boring 8-19. Two unconfined compressive
strength test from drive samples measured 4,800 and 9,800 psf. 3.4.3 Groundwater Groundwater was not encountered in the borings during drilling or when checked at the completion of all
drilling. Soil moisture levels and groundwater levels commonly vary over time depending upon seasonal precipitation, irrigation practices, land use, and runoff conditions. Accordingly,
the soil moisture and groundwater data in this report pertain only to the locations and times at which exploration was performed. They can be extrapolated to other locations and times
only with caution. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 9 of 25 October 9, 2008
4 CONCLUSIONS AND RECOMMENDATIONS 4.1 GEOTECHNICAL CONSIDERATIONS Kleinfelder found no subsurface conditions during this investigation that would preclude development of the site essentially
as conceived, provided the recommendations in this report are incorporated into the project design. Some of the planned foundations are large and a common bearing stratum is preferred
to mitigate differential settlement. Conventional spread footing and mat foundations can be used for support of structural loads. Heavy loads, such as the compressor units, should be
supported entirely on the underlying bedrock. The native colluvium soils are capable of supporting low to moderate allowable bearing pressures, but are not anticipated to be exposed
over much of the pad area. Moderate allowable bearing pressures may be used for foundations supported on compacted fill. 4.2 CONSTRUCTION CONSIDERATIONS 4.2.1 General All site preparation
and earthwork operations should be performed in accordance with applicable codes, safety regulations and other local, State or federal guidelines. All references to maximum dry densities
are established in accordance with standard Proctor, ASTM Method 0698, unless noted otherwise. 4.2.2 Excavation Considerations Deep cuts are planned that will extend into the underlying
bedrock. We anticipate bedrock excavation will be difficult and will require large rippers. Core data indicates a Rock Quality Designation (RQD) from 0 to 32 percent that suggests thin
bedding, weathering, and frequent joints are likely, however, massive beds might be possible. Since the excavation is an open cut, we betieve that the majority of bedrock excavation
can be accomplished by ripping. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 10 of 25 October 9, 2008
Confined excavations in bedrock will be more difficult and may require localized blasting. If any piping will be buried in bedrock, mass rock excavation during pad preparation and replacement
with fill can be considered to minimize trench excavation difficulties. All excavations must comply with the applicable local, State, and federal safety regulations, and particularly
with the excavation standards of the Occupational Safety and Health Administration (OSHA). Construction site safety, including excavation safety, is the sole responsibility of the Contractor
as part of its overall responsibility for the means, methods, and sequencing of construction operations. Kleinfelder's recommendations for excavation support are intended for the Client's
use in planning the project, and in no way relieve the Contractor of its responsibility to construct, support, and maintain safe slopes. Under no circumstances should the following recommendations
be interpreted to mean that Kleinfelder is assuming responsibility for either construction site safety or the Contractor's activities. We believe the majority of the colluvium on this
site will classify as Type C and the bedrock Type A material using OSHA criteria. OSHA requires that temporary unsupported cuts be no steeper than 1 y,: 1 (horizontal to vertical) for
Type C material and %: 1 for Type A material for unbraced excavations up to 20 feet in height. In general, we believe that these slope ratios will be temporarily stable under unsaturated
conditions. Should groundwater seepage occur, flatter slopes might be appropriate. Please note that an OSHA-qualified "competent person" must make the actual determination of soil type
and allowable sloping in the field. 4.2.3 Permanent Cut and Fill Slopes Extensive grading is planned. We do not expect major slope stability problems with the planned cuts and fills,
if the site grading recommendations presented in this report are followed. The cut slope above the facility pad is proposed for an inclination of 2: 1 (horizontal to vertical) with a
maximum height of 100 feet. Most of the slope will be cut into bedrock; although, the upper 5 to 15 feet may be colluvium. We recommend permanent cut 971911OEN8R156 Copyright 2008 Kleinfelder
Page 11 of25 October 9. 2008
~NF"£LDE:R slopes be designed for a maximum inclination of 3:1 where colluvium soils are exposed and 1%:1 for bedrock, Due to the slope height, we recommend minimum 10-foot wide horizontal
benches be constructed every 35 feet in slope height. The bench surface should slope toward the hillside and allow runoff to drain to the outer edges of the slope and off site, We believe
these modifications will fit generally within the originally planned 2:1 slope envelope, A 3:1 fill slope is proposed extending down from the southern edge of the facility pad. Competent
bedrock is near existing grade in the area of the planned fill and we believe the 3: 1 slope is feasible provided the ground below the fill areas is properly prepared prior to fill placement
and the fill constructed as discussed in this report. Blanket drains should be constructed at the bottom of any existing drainages that will be filled. These drains should extend beneath
the entire fill slope and consist of freedraining gravel, a minimum width of 2 feet and 2 feet in height, wrapped in a geotextile filter fabric. Free-draining gravel should consist of
a clean, durable rock with a maximum size of 2 inches, less than 50 percent passing the NO.4 sieve, and less than 3 percent passing the No. 200 sieve. The native colluvium soils and
site derived fill will be susceptible to erosion and protection of cut and fill slopes in these materials by re-vegetation or other means is advised. Diversion ditches or berms should
be constructed on the upslope side of the site to divert off-site runoff around the project site. The facility pad should also be designed to carry runoff from the pad and away from
any permanent cut or fill slopes. The rock slope will likely begin to weather and ravel over a period of several years. The recommended benches will help protect the slope by diverting
sheet flow during precipitation events and will help protect the facility pad by collecting loosened soils and rocks, The benches should be cleaned of eroded soils and bedrock at occasional
intervals to maintain these benefits. 4.2.4 Suitability of Site Soil and Bedrock The native colluvium and bedrock may be used as compacted fill anywhere on the site, provided they are
processed and moisture conditioned as discussed in this report. 97191fDEN8R156 Copyright 2008 Kleinfelder Page 12 of 25 October 9, 2008
Bedrock should be processed into pieces smaller than 6 inches and incorporated into a soil matrix. If the bedrock does not break down readily during excavation, it may be placed as a
rock fill in slopes outside of the facility pad with a maximum rock size of 18 inches. 4.2.5 Site Preparation All vegetation should be properly stripped. A stripping depth of about 3
inches can be used for planning purposes. In areas to be filled, the exposed native soils should be scarified to a depth of at least 8 inches and moisture conditioned and compacted to
the same specification as the overlying fill. Fill placed directly on bedrock does not require scarification of the bedrock surface. Slopes steeper than 5:1 should be benched into the
hillside to allow fill to be placed in uniform horizontal lifts. Fill material should be adjusted to moisture content within 2 percent of optimum moisture content and compacted to the
following minimum density as determined by ASTM 0698 (standard Proctor). Structure Foundations and Slabs ............................................................ 95% Compressor Foundations
........................................................................ 98% Condensate Storage/Processed Liquids Tanks ...................................... 98% Pad and Site Fill <
10 Feet Oeep ............................................................. 95% • Pad and Site Fill > 10 Feet Deep .... ,,, ............ ,,, ....... ,, ...............................
98% 4.2.6 Fill Shrinkage/Bulking Moisture density relationship determinations (Proctors) were made on two bulk samples representative of the colluvium (clay with gravel-size bedrock
fragments). The maximum dry density was about 95 pcf. The average in-place dry density of the colluvium was 91 pcf. We estimate the colluvium will shrink about 5 percent when compacted
as recommended above. The average in-place dry density of the bedrock was 96 pcf. The bedrock samples were of poor quality and the samples may have been disturbed during density determination.
Four samples of rock core were trimmed and dry density determined. Test results indicated average dry density of 108 pcf. We believe the bedrock may bulk 971911DEN8R156 Copyrighl 2008
Kleinfelder Page 13 of 25 Oclober 9. 2008
when excavated. It is difficult to predict the degree of bulking, but estimate a reasonable bulking factor might be on the order of 5 to 15 percent. 4.2.7 Corrosion The corrosion potential
of the soils was determined by conducting pH, electrical resistivity, chloride, and water-soluble sulfate testing. Test results are summarized on Table 1 in Appendix C. The pH ranged
from 8.4 to 8.7, which is considered slightly basic. The minimum electrical resistivity ranged from 3000 to 3100 ohm-centimeters and the chloride concentration ranged from 0.0004 to
0.0006 percent. We recommend a qualified corrosion engineer review the data to determine appropriate levels of protection for buried metals. The concentration of water-soluble sulfates
was 0.001 percent in one sample and below the test method detection limit in two other samples. Based on Chapter 2 of the Guide to Durable Concrete (ACI 201.2R-01), this concentration
of water-soluble sulfates represents Class 0 exposure to damage for concrete in contact with soil or bedrock. ACI indicates no special cement requirements for sulfate resistance. 4.2.8
Construction in Wet or Cold Weather It is important to avoid ponding of water in or near excavations. Promptly pump out or otherwise remove water that accumulates in excavations or on
subgrades, and allow these areas to dry out before resuming construction. Use berms, ditches, and similar means to prevent stormwater from entering the work area and to convey it off
site efficiently. If the structures are constructed during cold weather, do not install the foundations or slabs on frozen soil. Frozen soil should either be removed from beneath these
elements altogether, or thawed and recompacted. To avoid soil freezing, minimize the amount of time passing between excavation and construction. Use blankets, soil cover, or heating
as required to prevent the subgrade from freezing. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 14 of 25 October 9. 2008
4.2.9 Construction Testing and Observation Enough field testing and construction observation should take place under the direction of a qualified geotechnical engineer to support that
engineer's professional opinion as to whether the earthwork does or does not substantially conform to the recommendations in this report. Furthermore, the opinions and conclusions of
a geotechnical report are based on interpretation of a limited amount of information obtained from the field exploration. It is therefore common to find that actual site conditions differ
somewhat from those indicated in the report. The geotechnical engineer should remain involved throughout the project to evaluate such differing conditions as they appear, and to modify
or add to the geotechnical recommendations as necessary. 4.2.10 Drainage Grade the ground surface on and around the pad and all structures so that surface water will quickly flow off
the pad and away from the structures. We recommend minimum gradients of 5 percent away from each structure. Roof drainage should discharge well clear of the backfill zone and structure.
Water should drain away from the structures as rapidly as possible and not be allowed to stand or pond on the pad. 4.3 STABILITY ANALYSIS We conducted a rock mass analysis of the recommended
1 )1,:1 cut slope along the north side of the facility. A rock mass analysis examines the potential for a "circular" failure of the rock mass through closely-spaced discontinuities and
intact rock bridges in a manner similar to that for soil slopes. As opposed to a failure along discrete planes, a rock mass analysis assumes that many discontinuities in the rock mass
will work together to propagate failure. In order to perform the analysis, the rock mass is treated as a continuum and shear strength values are assigned to the rock mass as whole or
to different rock units. The Hoek-Brown Failure Criterion is typically chosen as a means to establish rock mass shear strengths. The computer program SLIDE VS® by Rocscience was utilized
to perform the slope stability analysis. It should be noted that this type of failure is highly unlikely and not commonly found in this geological terrain because of the sub-horizontal
bedding found in the siltstones and 97191IDEN8R156 Copyright 2008 Kleinfelder Page 15 of25 October 9. 2008
marls. However, it is advantageous to perform this analysis since it can indicate potential weaknesses in the rock mass, and where those weaknesses may occur. To estimate the rock mass
shear strength, we followed the recommendations found in Hoek and Brown, 1997. This paper (and numerous others by Hoek but not cited here) describes the Hoek-Brown Failure Criterion.
The Hoek-Brown Failure Criterion is an empirical rock strength criterion, which takes into consideration the intact rock strength, as well as the influence of the discontinuities within
the rock on the strength of the mass. Because rock mass shear strength cannot be measured in the laboratory, (Le. large samples of rock are difficult and expensive to sample and test
and will not contain a sufficient number of discontinuities to represent the rock mass), the rock mechanics community has adopted the Hoek-Brown Criterion for the purpose of slope stability
calculations. The input that is required to estimate the rock mass strength are the intact rock strength, Geological Strength Index (GSI) (from Hoek and Brown, 1997), a mj value (empirical
based on rock type), and the amount of disturbance that the rock mass will be subject to during construction. The unconfined compressive strength of the intact rock was established by
performing laboratory testing as well as being assessed in the field using prescribed methods by the International Society of Rock Mechanics (ISRM, 1981). This method uses common field
techniques, such as the response of rocks to being struck by a geologic pick. Accessible siltstone and marl samples in outcrop and during drilling activities were assessed in this manner.
The GSI was estimated from geologic mapping and rock coring activities. The ml value was estimated from Marinos and Hoek, (2001). The amount of disturbance was estimated based on the
construction procedures that we expect (Le. ripping and blasting). The rock mass Hoek-Brown strength values are presented on the failure plot presented in Appendix D. Once we estimated
the rock mass strength parameters we used limit equilibrium analysis via the computer program SLIDE V5® by Rocscience to estimate a safety factor for the proposed cut slope under static
loading conditions. The analysis was performed using the laboratory results for the colluvium and fill material, and the Generalized Hoek-Brown Criterion values to characterize the siltstone/marl
unit. The results of the stability analysis are presented in Appendix D. The rock mass global stability 97191IDEN8R156 Copyright 2008 Kleinfelder Page 16 of 25 October 9, 2008
calculations indicate that the proposed cut slope has an adequate safety factor against global failures and is greater than 2.0. 4.4 FOUNDATIONS After careful evaluation of the subsoil
conditions and consideration of the proposed construction, we believe conventional spread footing or mat foundations are feasible for support of structural loads. The compressor units
should be founded directly on the underlying bedrock, while less critical structures may be placed on bedrock, native colluvium, or compacted fill. It is recommended that any major structures
be founded on a common bearing surface. If bedrock is not exposed at foundation elevation for other major structures, the colluvium should be over-excavated and replaced as compacted
fill as discussed in Section 4.2.5. Our evaluation is based on the subsoil conditions, the type of structures, anticipated structure loads, construction costs and our experience with
similar projects. Design and construction criteria for spread footing or mat foundations are presented in the following sections. The construction details should be considered when preparing
project documents. 1. Footings or mats placed on bedrock may be designed for a maximum allowable bearing pressure of 5,000 psf. The compressor units should be founded entirely on the
bedrock, It is important that an even bearing surface be constructed to avoid point loading. It may be necessary to place a lean concrete mud mat or recompacted fill layer to level the
bearing surface. 2. Footings or mats placed on native colluvium and/or compacted fill may be designed for a maximum allowable bearing pressure of 2,500 psf, This pressure may be increased
to 3,500 psf for footings placed on a minimum 5 feet of compacted fill, Compacted fill should extend beyond the horizontal limits of the footings or pads at least one foot for each foot
in depth of fill. 3. The above bearing pressures may be increased by one-third for transient loads. 4. Lateral loads may be resisted using a coefficient of friction for sliding of 0.50
for bedrock and 0.40 for compacted fill or native colluvium and a passive earth pressure of 350 pcf. These are ultimate values and appropriate safety factors should be applied particularly
for the passive case. 97191/DENBR156 Copyright 2008 Kleinfelder Page 17 of 25 October 9, 2008
5. We estimate total movement for footings designed as recommended above will be about one inch. Differential movement is anticipated to be Y, to % of the total movement. 6. Exterior
footings or footings in unheated areas should have at least 42 inches of cover above the bearing elevation for frost protection according to Garfield County specifications. 7. Footings
should have a minimum size of 16 inches for continuous footings and 24 inches for isolated pads. 8. Any areas of loose of soft soils exposed at foundation elevation should be completely
removed and foundations extended to firm material or replaced as compacted fill. 9. The geotechnical engineer should observe foundation excavations. 4.4.1 Drilled Footings We understand
the foundations for pipe racks are typically drilled footings that use end bearing for limited axial loading and passive earth pressure to resist overturning moments. Footings drilled
in the colluvium, compacted fill or bedrock are feasible, but refusal should be expected where bedrock is shallow. Footings should have at least 42 inches of soil cover for frost protection.
The allowable bearing pressures recommended above for each bearing condition are applicable for drilled footings. An ultimate passive earth pressure value of 350 pcf may be used to resist
overturning moments. Uplift loads can be resisted using a side friction of 18 psf per foot of depth. 4.5 FLOOR SYSTEMS The control, warehouse, and office buildings will have concrete
slab-on-grade floors. The colluvium, compacted fill, and bedrock are suitable for support of slab-on-grade construction. To reduce affects of differential slab movement, slabs should
be separated from all bearing walls and columns with a positive expansion joint. The slabs should be provided with frequent control joints to reduce damage due to shrinkage cracking.
We suggest joints on the order of 12 to 15 feet on center. 97191IDENBR156 Copyright 2008 Kleinfelder Page 18 of 25 October 9. 2008
4.6 RETAINING STRUCTURES We are not aware of any planned site retaining walls; however, considering the required grading some minor walls may be necessary. Magnitude of the lateral earth
pressure depends on the natural and backfill soil types and acceptable wall movements, which affect soil strain and mobilize the shear strength of the soil. More soil movement results
in the development of greater internal shear stresses, thereby lowering the lateral pressure on the wall. Soil strain and allowable wall rotation must be greater to mobilize full strength
and reduce lateral pressures for fine-grained soils than for cohesion less granular soils. Fine-grained soils also tend to exhibit lower ultimate strengths. In most cases, a triangular
pressure distribution is satisfactory for design and is usually represented as an equivalent fluid unit weight or pressure. The design and construction criteria presented below should
be observed for foundation and retaining walls. The construction details should be considered when preparing construction documents. 1. Retaining walls that are laterally supported can
be expected to undergo only a slight amount of deflection. These walls should be designed for an "at-rest" lateral earth pressure computed on the basis of an equivalent fluid unit weight
of 55 pet for backfill consisting of the colluvium mixed with bedrock. 2. Retaining structures, which can deflect sufficiently to mobilize the full active earth pressure condition, should
be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf for the colluvium mixed with bedrock. 3. Lateral loads may be resisted using
a coefficient of friction for sliding of 0.40 on colluvium or compacted fill and 0.50 on bedrock and a passive earth pressure of 350 pcf. Due to the relatively large movements required
to mobilize the passive pressure, we recommend an appropriate factor of safety be utilized. 4. The above lateral earth pressures assume drained conditions behind the walls and a horizontal
backfill surface. We can provide recommendations and details related to drainage behind earth-retaining walls if desired. 5. Fill against retaining walls should be properly placed and
compacted as recommended in Section 4.2.5 of this report. Care should be taken when placing backfill so as not to damage the walls. Compaction of each lift adjacent 97191/0EN8R156 Copyright
2008 Kleinfelder Page 19 of 25 October 9, 2008
to and near the walls should be accomplished with hand-operated tampers or other lightweight compactors. Over-compaction may cause excessive lateral earth pressures, which could result
in wall movements and potential damage to the walls. 4.7 PAVEMENTS We understand access roads will be provided throughout the plant. Both asphalt and gravel roads may be considered.
Maintenance vehicles will use the access roads and no heavy truck traffic is anticipated. The heaviest traffic is expected to occur during construction. A pavement section is a layered
system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and
traffic loadings. Soils are represented for pavement design purposes by means of a soil support value for flexible pavements and a modulus of subgrade reaction for rigid pavements. Both
values are empirically related to strength. Pavement design procedures are based on strength properties of the subgrade and pavement materials, along with the design traffic conditions.
Proper surface drainage is essential for adequate performance of pavement on these soils. 4.7.1 Subgrade Materials Lean clay with gravel-sized bedrock is anticipated to be the predominate
subgrade material. These soils generally classify as A-2-4, A-2-6, and A-6 material in accordance with the American Association of State Highway and Transportation Officials (AASHTO)
classification with Group Index values between 0 and 7 and are considered as good to poor subgrade material by AASHTO. A resilient modulus of 5,800 psi was calculated from conversion
formulas using the Group Index. 4.7.2 Design Traffic We evaluated two conditions for pavement. The heaviest traffic will occur during construction. We assumed a traffic mix of 20 concrete
trucks and 2 semi-tractor trailers six days per week for a one-year construction period, which would calculate to an 18-kip 971911DEN8R156 Copyrighl 2008 Kleinfelder Page 20 of 25 Oclober
9, 2008
equivalent single axle loads (ESAL) of about 13,000. During permanent operation we have assumed an ESAL of 20,000 for a 20-year design life, which is equivalent to a lightly traveled
local street. If these assumed loadings do not appear appropriate for the plant site, Kleinfelder should be contacted to re-evaluate the proposed pavement sections. 4.7.3 Design Sections
Colorado Department of Transportation (COOT) design procedures and the above design parameters were used to determine the following pavement section alternatives. If the plant access
roads will be utilized during construction, we recommend a graveled road consisting of either 12 inches of COOT Class 6 base course or 14 inches of Class 1 aggregate base. The site bedrock
could be used as the Class 1 material with some processing. COOT specifications indicate Class 6 base course should have 3 to 15 percent passing the #200 sieve. For a graveled surface
we recommend the percent passing the #200 sieve be modified to a range of 7 to 15 percent to allow slightly more fines to provide better binding of the material. The permanent access
roads should be paved with either 3 inches of asphalt placed over the temporary gravel road or 4.5 inches of asphalt placed over a prepared subgrade. If it is desirable to have a gravel
surface for the permanent access roads, we recommend 4 inches of Class 6 base course placed above the temporary construction gravel road or 12 inches of Class 6 base course placed over
a prepared subgrade. Periodic maintenance will be required to maintain a smooth surface and extend the pavement life. 4.7.4 Subgrade Preparation Prior to placing the temporary or permanent
pavement section, the subgrade should be scarified to a minimum depth of 8 inches and compacted as recommended in Section 4.2.5. Scarification will not be required where bedrock is exposed
at subgrade elevation. The entire pavement subgrade should be proofrolled with a heavily loaded pneumatic-tired vehicle after preparation. Areas that deform under heavy wheel loads should
be removed and replaced to achieve a stable subgrade prior to paving. 97191/DEN8R156 Copyrighl 2008 Kleinfelder Page 21 of 25 Oclober 9, 2008
~NFELDER 4.7.5 Drainage The collection and diversion of surface drainage away from paved or graveled areas is extremely important to the satisfactory performance of pavement. Drainage
design should provide for the removal of water from paved or graveled areas and prevent the wetting of the subgrade soils. 4.7.6 Maintenance Periodic maintenance of asphalt paved and
gravel roadways will extend the pavement life, especially at this elevation. Crack sealing of asphalt pavement should be performed annually, as new cracks appear. Chip seals, fog seals,
or slurry seals applied at approximate intervals of 3 to 5 years will reduce oxidative embrittlement problems associated with asphalt. Blading of gravel roadways should be performed
at least twice a year. As the roadway deteriorates over time, fresh aggregate base course will have to be added to the surface. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 220125
October 9, 2008
~NF£LD£R ~ ari9Mf~opl •. /h'Jht~lu'io", 5 ADDITIONAL SERVICES 5,1 REQUIREMENTS FOR ADDITIONAL SERVICES In most cases, other services beyond completion of a geotechnical report are necessary
or desirable to complete a project satisfactorily, It also sometimes happens that, while performing our services, we discover conditions or circumstances that require the performance
of additional work that was not anticipated when the geotechnical report was written, Kleinfelder offers a range of environmental, geological, geotechnical, and construction services
to suit the varying needs of our clients, This section outlines some of those services that may pertain to this project. Kleinfelder will be happy to submit a proposal for performing
any such services upon request. 5,2 REVIEW OF PLANS AND SPECIFICATIONS We strongly recommend that Kleinfelder be given an opportunity to review the plans and specifications for this
project before they are finalized, Such a review allows us to verify that our recommendations and concerns have been adequately incorporated in the design, It also gives us an opportunity
to discuss those recommendations and concerns with other members of the design team so that we can clear up misunderstandings or ambiguities before the project reaches the construction
stage, 5,3 PREBID AND PRECONSTRUCTION MEETINGS Contractors often contact us during the bidding process to discuss the geotechnical aspects of projects, Informal contacts between Kleinfelder
and individual contractors can result in incorrect or incomplete information being provided to the contractor. Therefore, we recommend that a prebid meeting be held to answer any questions
about the report prior to submittal of bids, If this is not possible, questions or requests for clarifications regarding this report should be directed to the Owner or his designated
representative, After conSUltation with Kleinfelder, the Owner (or his representative) should provide clarifications or additional information to all contractors bidding the job, 97191/DEN8R156
Copyright 2008 Kleinfelder Page 23 of 25 October 9, 2008
After award of a construction contract for this project, we recommend that the Owner, the Contractor, and the other members of the design team hold a preconstruction meeting with Kleinfelder's
project engineer. The purpose of this meeting is to go over geotechnical aspects of the project so that all parties have a clear understanding of the geotechnical issues that affect
the Contractor's work and how they will be handled. The meeting also allows us to set up the communication and coordination needed for construction observation and testing, and to identify
points of confusion or disagreement that need to be resolved. 5.4 CONSTRUCTION OBSERVATION AND TESTING The recommendations in this report depend on the assumption that an adequate program
of testing and observation will be made during construction to verify compliance with our recommendations. These tests and observations may include, but not necessarily be limited to,
the following: Observations and density testing during site preparation and earthwork Observation of foundation excavations and foundation installation Observation and testing of construction
materials Consultation as may be required during construction Adequate testing and observation is essential to successful and economical completion of a construction project. Testing
and observation allow us to verify that our recommendations are being followed. They also make it possible to identify new or changed conditions that require us to modify those recommendations.
Construction testing and observation should be scheduled in advance so that our personnel can plan to be available for the work. It is also desirable that we receive a set of project
plans and specifications at the time our work is first scheduled. 97191IDEN8R156 Copyright 2008 Kleinfelder Page 24 of 25 October 9. 2008
6 LIMITATIONS This work was performed in a manner consistent with that level of care and skill ordinarily exercised by other members of Kleinfelder's profession practicing in the same
locality, under similar conditions and at the date the services are provided. Our conclusions, opinions and recommendations are based on a limited number of observations and data. It
is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee or warranty, express or implied, regarding the services,
communication (oral or written), report, opinion, or instrument of service provided. This report may be used only by the Client and the registered design professional in responsible
charge and only for the purposes stated for this specific engagement within a reasonable time from its issuance, but in no event later than two (2) years from the date of the report.
The work performed was based on project information provided by Client. If Client does not retain Kleinfelder to review any plans and specifications, including any revisions or modifications
to the plans and speCifications, Kleinfelder assumes no responsibility for the suitability of our recommendations. In addition, if there are any changes in the field to the plans and
specifications, Client must obtain written approval from Kleinfelder's engineer that such changes do not affect our recommendations. 97191/DEN8R156 Copyright 2008 Kleinfelder Page 25
of 25 October 9, 2008
APPENDIX A Vicinity Map Boring Location Plan Proposed Grading Plan
MAP PROVIDED BY GOOGLE • MAPS 2008 ' ... "fo,,,,,..,..,,,,"*<1 "', .... IJ'Of>t>< .. "' •• .., .. ..,.,h ..... n_"' ... fo-..".,."'!)'of _rc ... "" ...... .., • ., ...... "II.""''' ...
..,1ico ~I."'~." .... ""."""' . .."....",.O< i ~ .. '""'.~.oj>' .... ,""oroo4 ·"·..,.~..,f ...... "''' .... ~......,''''' ...... ''G .... ., .... " .. ''' ,.u<~"' ........ _ ''".cIO'''
........ ,.,..'''' .. od6l!1or ...... _..,...1''~'''''''1 , ... "I .. d"'"'_ •••• «,, .. '''''"...,. •• ~~.'''''''''t'II T~.","",,,,,,,,of""~ j=:!,." .. '.I"ph~'.P' ... " .. ""' ...
'''.'''.'''''dl .. ,....._''' .... '''''tt>o SITE (@) ~ PROJECT NO. 97191 (KL E IN FE LDER t-'~=:~:=~·~8Y-. ~9"-'/17 ... /2"'O~"l: \:,.,,, ...... /Bright People. Right Solutions. ~~~C~!~:Y.
DA ~ WWN.kleinfelder.com VICINITY MAP MARATHON COMPRESSOR FACILITY GARFIELD COUNTY, COLORADO FIGURE A·1
A z ~ i SOIL BORING l (-81 ;Z6t7t/i5',7 "-~.7t40·-O' i9:?-N;;+30 -0" ~.4+90· O· 1>1.4+80' -0" t.StOO' -0 N.HSO E.4+00-0 ~ L ~ ~: ~" '-""'--1 "a~] ~ cP¥' ~" '~~ Ii ~:1 ~, ' -----:--'r--.0,,~
_ T' ' -i ~If:;~ .----'=~--i -----1-",,o(£'" _. 'o~o '[ ""l: i ~~~_80 -0" [.3+00',0" 86 N.4+80 -0" E.2+00'-0· S? 1>/.4+80-0" LI+00'-0" 88 1>1.4+00 -0" E.ltOO'-O" 89 1>1.4+00 -0" E.2+00'-O··
810 1>1.4+00 -0" '::.2+80'·0' 811 N.4+00 -0" E.4tOO' -0" 812 1>/,4+00 -0" [.5+00'-0" 813 1>/.3+00'-0" [.5+00 -0' I r j 814 1'1.3-100'-0" E,4+00"'0' I~I-" n~1 : 8\5 ,~_.3+00·-O" ChOO
-0" r-B16 N.3+00 -0" [.2+00 -0' B17 1'1.2+00'-0" [,2+50 -0" .,..." o I II i I 818 ~'::40'-O~ [.2+50 -0" 8-1 ~ APPROXIMATE BORING LOCATION --~~~ -~~/' \i c:::J' /' ////\(,\' ~ fESY:,
//P, : \~~ I El/'d~ -~ 'w~:f(M,i) ;:'()f( I;GNS(~l!r, I 1\11'1 AUG 2 ~ lOOS i--"'" OPTIMIZED "E;f'£REN<:>: oM_OS REVISION P!!.I1t n rp se to \;Ie 1'8. I>IOTE5 PROCESS ~AAA~ON F>.CUff
,. ......... 1_ . .,-1'---'==,,,,:"' DESfGNS au:.~..oc._...... -'--...... ....-_......... ""'".-,""" ""'1'IIFS'Dt "-Ana< L-____________________\._ _____ "",_,_ _ __1_· ..-P1J4J6-942-0100
0 ~ SITE PLAN PROVIDED BY: OPTIMIZED PROCESS DESIGNS =:.t=::~~~=:~,~:=; .=:-:~". .: ;. .:.= '::';;'-:E=::::~~==: ~~ ..... ""-~.~~~~--,-:J 50 100 2ljlJ 3(,0 E '3;-: .... ! [ IN r[ET ,~
D~'{'I~, 911712.00~ i. KLEINFELDER I·OJ!AW,,,,, ", ~ 8right People. Right Solutions. ~!!!,~K~.D BY: . DA ,_.. F1lE NAME: -www.klelnfeldRr.com ---'--''''''--' PROJECT NO. 97191 BORING
LOCATION PLAN MARATHON COMPRESSOR FACILITY GARFIELD COUNTY, COLORADO FIGURE A-2
.-----~ ~.-. --.. --.-~ --' "-, -----------"'--, -, ",.--SITE PlAN PROVIDED 8Y OR GRIFFIN & ASSOCIATES t .' /----/--.-"---.,.-" ~"" ~ ," l _ '. ...' /i~":'~~"" --" .. .. , , : ! , ,
, .. , .. , /, .--.. ,, ..,~ .".' /--,/' /" , , , , , ///</))):;> /~ ..' ,. I //• .. ' I /~ " , , , , , , ,' ," .. .. , ./:~ " " .... ' :' ,, , , " , .. ,, /,, .. ,, , /,, , , ; , :'."
,//" --,.l'i ) ''\\:<,-: ... //' --" o SO 100 200 300 SCALE IN FEET , i .' 8.", APPROXIMATE BORING LOCAnON r PROPOSEO GRAO/NG PU N K LEIN FEL_ DE R ::'" "''''';; J SoIutkIns. CHECKED
BY: OA I ~ ;. IIrfgIttPeople. FILENAME-MARATHONCOMPRESSORfA.CIlITV ~ _.~IooIn'-.com · GARFielD COUNTY. COLORADO A ·3
APPENDIX B Logs of Exploratory Borings
LEGEND OF SYMBOLS USED ON BORING LOGS ~ G i :";: ~ 8 15 LOG SYMBOLS ~ BULK I (;I(AIl SAMI'I.E I CALIFORNIA SAMPLER (2.0 inch inside diruncter) ~ MOlliFIED CALIFORNIA SAMPLER (2.5 inch
inside dirull~tcr) ~ STANDARD PENETRATION SPLIT SPOON SAMPLER (2.{)..inch 0.0. X IA·inch un ~ SIIEWY TUBE (3 inch outside diameter) D NO RECOVER Y OF SOIL SAMPLE ~ IIQ-3 SIZE CORE ~ARREL
(lA-inch I.D.) SZ WATER LEVEL (Ievd where first \!m:ounlereu) y WATER LEVEL (level alter completion) GENERAL NOTES I. lines separating strata on the logs represent approximate boundanes
only. Actuallransitlons may be grauual. 2 No nurranly is provided as to the continuity orsoll or rock conditions ~t\\'~n lI'1uividual sample localions. 1 Logs represent general soil
or rock c()ndlilons ohs\!rved at the point of exploration on the date indicated 4.ln general. UnifIed Soil ClaSSifiCation S}stem designations presented on the logs were bast:d on visual
classification 10 the Held. modified ns appropriate by visual classilicalions in the otlice, and/or I.::.boratory gradation and index property testing. 5. NV => No Value. NA '" Not Analyzed;
NP "" No Plastici!y 6 Exp .... Percent expansion under defined surcharge pressure. 7. Com'" Percent compression under deli ned surcharge pre%ure. 8. 501X indicates 50 blows were required
(0 dri .... e (he indentified sampler X inches \\ith a 140-lb hammer falling 30 Inches USCS SYMBOL ow OP OM GC SW SP SM SC OL MH CH SOIL DESCRIPTIONS WFIJ.·(jRADED (iRA VEI.S. (iRAVIJ.·SAND
MIXTURES WITH Urn.E OR NO FINES 1'()ORI.Y-(iRADE[) GRAVnS. GRAVEl.·SAND MIXHJRES wrnl 1.I1TU: OR N(} FINES SillY GRAVELS. URAVa·SII.T-SAND MIXruRES eLI\ Y WITH GRAVELS, GRA VEI,·SAND·CLA
Y MIXTURES WEI.L-GRADED SANDS, SAND-GRA VEL M[XTURES WITII LITTLE OR NO FINES POORLY-GRADED SANDS. SAND-GRA VEL M[XTURES WITII UTILE OR NO FINES SII.TY SANDS, SAND-GRAVEJ.-SILT MIXTURES
('LA YEY SANDS, SAND-GRA VEL-CLA Y MIXTURES INORGANIC SILTS & VERY FINE SANDS. SILTY OR CLAYEY FINE SANDS. [ WITH OF lOW PLASTICITY INORGANIC SILTS. MICACEOUS OR DIATOMACEOUS FINE SAND
OR SILT INORGANIC eLA YS OF HIGH PLAST[CrrY, r-ATCLAYS CLAYSTONE INTERBEDDED SANDSTONE/CI.AYSTONE SANDSTONE INTERBEDDED SILTSTONE AND MARLSTONE FILL Note: Fine grained soils that plot
\\i(hin the hatched area on the Plastidty Chart, and coarse grained soils With belween 5% and ]2% passing the No. 200 stcve require dual USCS s)mbols, Ie., GW·GM. GP-GM. GW·GC, GP·GC.
GC.GM, SW·SM, SP·SM, SW·Sc. SP-SC, SC·SM ~r---------~=------------------'--------------------------------------------------i ~ ~NFCLDCR ~ ~ II1ighlPe"Pr •. ~iJlM$o""riC><\. W~~------------------r----
---------------~ Drafted By: J. Edwards Project Number: ~I Date: 9/15/2008 97191 Coovrtohl Klein/elder 200S BORING LOG LEGEND Marathon Compressor Station Garfield County, Colorado
~ z ~ ~ o ~ ~ w ~ Location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 20 25 30 6-1. See boring location e'an No Groundwater Encountered Geo Search Equipment:
4 Drilling Method: Automatic DESCRIPTION Appx. Surface Elevation (It): 8025.00 Surface Condition: Grasses and Shrubs CLAY: with gravel-size bedrock fragments, stiff, moist, brown to
gray Interbedded SILTSTONE and MARLS TONE : sandy with occasional sandstone lenses. hard to very hard. fractured, moist. brown to gray Boring Terminated a119.1 ft. Date Started: Date
Completed: Track Mounted CME 55 logged By: Solid Flight Auger Tolal Deplh (ft): 96 23.0 4S 11 5017 CAL 911112008 911112008 N. Pilcher 19.1 I I I I I I I • I I I ~ u J5L-__ l-________________________
~_L ___ ~ _ L_ ____ L_ __ L_~ _ ~~ _ _L __ L_ __________ ~ ir---------~~~------------------~---------------------------------------------r~~~~~i 0; CtNFeLDeR ~ ~ ~,i9h!~p'~.JI'~~!~r_.
~~D-ra-ft-.-d-B-Y-:--N-.-P~i=I<~h.-r~-p~r-O-je-C-IN-u-m--be-r-;------~ BORING LOG 8-1 Marathon Compressor Station ~ 97191 Garfield County, Colorado ~~D~a~I~~.p~l~e~m~b~.r~'~5~.~2~00~8~------~~~------
-i----------------________________________________ 1-~S:h:':.1~1~O:f~1~
" ~ ~ c 0 ~ .~. w location: B·2, See boring location f!lan Date Started: 9/11/2008 Groundwater (ft): No Groundwater Encountered Date Completed: 9/11/2008 Drilling Company: Geo Search
Equipment: Track Mounted CME 55 Logged By: N, Pilcher Hole Diameter (in): 4 Drilling Method: Solid Flight Auger Hammer Type: Automatic Tolal Deplh (ft): 29.2 DESCRIPTION Appx. Surface
Elevallon (ft): 8054.00 Surface Condition: Grasses and Shrubs CLAY: with gravel-size bedrock I I fragments, sUff, moist brown to gray I I I I I I I I , I I I I " I I Interbedded SILTSTONE
and I I MARLSTONE: sandy with occasional I I sandstone lenses, weathered upper 5' I I then medium hard to hard, Slightly I I moist to moist. brown to gray I I I I 15 CAL " '9 I 18.0
I I I 13 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 26 CAL 34 98 I I 135 "I 7 12 14 I I I I I I I I I I I I I I I )0 Boring Terminated
at 29.2 ft. l5~--~----------------------~~----~ __ ~ _ ~ _ -L __ ~-L _ L--L __ L-________ ~ N. Pilcher Project Number: 15,2008 97191 BORING LOG Marathon Compressor Station Garfield County,
Colorado BORING B-2 Sheel1 of 1
""z o 3 w ~ w w ~ a .'•g" § .~ .~., w location: . Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 2S 30 B·3, See boring location plan No Groundwater Encountered
Geo Search Equipment: 4 Drilling Method: Automatic DESCRIPTION Appx. Surface Elevation (tI): 8037.00 Surface Condition: Grasses and Shrubs CLAY; sandy, scaltered bedrock fragments. stiff,
moist, dark brown to light brown, organIcs from 0 to 2 feet Interbedded SILTSTONE and MARLSTONE: sandy. hard to very hard, moist. mixed brown to gray Boring Refusal at 21.0 ft. Date
Started: 9/10/2008 Date Compteted: ~9:'/'Cl0:"/2C:O"'O'C8------Track Mounted CME 55 Logged By: ..!N.::.~P~il::!ch~e:!-r ____ _ Solid Flight Auger Total Depth (ft): 21.0 I I I I I I I
I I I I I 95 I 19.5 I Con.:: 2.9% I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ., I I I 22.6 I I I I I I I I I I I I I I I I I I I I ~ 3SL-_L-____________________ ~_L
__ ~ _ ~ __ ~ _ L_~ _L __ L__L_1_ _________ ~ ir------~~------------~-------------------------,~B~O~R~IN~G~ "~ (~ KLe lNFeLOeR BORING LO fI.oioh!hoJ>I •. ~'9MS01vtOOll' G ~~------=~-r------------~
Q. Drafted By: N, Pilcher Project Number: DatOleptember 15. 2008 97191 Marathon Compressor Station Garfield County, Colorado 8-3 Sheet 1 of 1
Location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 8-4, See boring location plan No Groundwater Encountered Geo Search Equipment 4 Drilling Method: Automatic
DESCRIPTION Appx. Surface Elevalion 1ft): 8064.00 Surface Condition: Grasses and Shrubs CLAY: With gravel size bedrock fragments, sUff, moist. brown to gray Interbedded SILTSTONE and
MARLSTONE: sandy with occasional fine-grained sandstone lenses, hard to very hard, slightly moist, brown to dark gray Dale Slarted: ..:9,,1,,'°,,/2,,°,,0,,8 ____ _ Dale Compleled: ..:9~/,,'0~/2"'0~0~
e _____ _ nack Mounted CME 55 Logged By: ~N".:'P:'i":lc::he"'r _____ Solid Flighl Auger 50/9 CAL 57 102 50/4 Tolal Depth (ft): 39.3 I I I I I I I I I I I I I I I 97 ) 17.9 I I I I I
I I I I I I I I I I 100 I 190 I I I I I I I I I I I I I I I I I I I I I I I I I ~ i~------=~~------------,----------------------------,-=B~O~R~IN~G~ ;\\; (" "K=L"E INFELDER BORING LOG
.,."",,,.,.""~-' ~f-D-,a-ft-e-d-B-Y:--N-. P~i=lc:'he-,-r-p-,o-)e-C-I-N-um-b.-'-: ---~ Marathon Compressor Stallon ~ Garfield County, Colorado ~~~~~~~1g5~.~2~00~8~ _____ ~9~7~1:9~1 _____
-1 __________ -=~~~~~~~~~~~ ____________ L-~s~h~e~et~1~m~2~ 8-4
J rSOl5 40 ~8015 50 ~8010 55 ~8005 60 DESCRIPTiON Interbedded stL TSTONE and MARlSTONE: sandy with occasional fine-grained sandstone lenses, hard to very hard, slighlly moist. brown
to dark gray(conlinued) Boring .1 39.3 ft. II I I I I I I I I I I I I I I I I I I I I 8~8000 :I I M I ~ II ~ I ~ I ~ I !~7995 : ~ 70 : 6 I LABOR' t .. "," 5~ -------------------I I I
I I I I -I I I I -I I I I ----~ I I -• I I ~ I I _ ir7990 i--~------------------L1---L--L---~-L-:~~IL-L-~II~--------l ~ 75 I~L -~--~~-~-----------~-----------------------------rEBRO)fRWIN~G~
• ( KLEINFELDER BORING LOG 0; S.'ghlPt<>Pl._ ~~h' $o"'~""'. ~ I -::-::-:-;;--:--;:;-~~=;-rP;;';;ill;;;;;j;;;;:---1 Maratho n Compressor Station ~ir~D~';'ft~e;d~B;Y~:~N~.~P~iIC~h~e,~_p_ro_j_.C_'_N~u~m
b~e'~: ___~ ______G ~a_rlle_l_d_c_o_u_n_t_y_._co_lo_r_a_d_o_ _____~ __S" _._et_2_0_'_2~ ~ DalOleplember 15. 2008 97191 -8-4
Location: B·5, See boring location plan Groundwater (ft): No Groundwater Encountered Drilling Company; Hole Diameter (in): Geo Search Equipment: 6 Drilling Method: Hammer Type: Automatic
DESCRIPTION Appx. Surface Elevation (ft): 8074.00 Surface Condition: Grasses and Shrubs CLAY: sandy with 9ravel~size bedrock fragments, medium dense, slightly mOist. brown Uinta Formation
interbedded SILTSTONE and MARLSTONE with occasional fine-grained SANDSTONE lenses, slightly weathered to very weathered, slightly fractured to very fractured. thinly bedded to laminated
iron staining lense very weathered to clay very fractured lone very fractured zone iron staining on fractureS throughout five foot core run very fractured zone very fractured throughOut
five fool core run very fractured zone very fractured zone Edwards Project Number: 16.2008 97191 Data Started: Date Completed: Track Mounted GMt: 55 Logged By; Hollow Stem Auger 50/8
Tolal Depth (H): 1 '00.1' ~ § :;1 ~E ~ ·iiil ~~ ~ a~1 ~8 3" I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CAL .. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 117 121 1 1 1 1 1 CORE 1 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 1
1 I 1 I 1 1 1 BORING LOG Marathon Compressor Station Garfield County, Colorado 9/12/2008 9/15/2008 N. Pilcher 50.0 ~ "E 5' .~ ~ £ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 I 1 1 1 1 1 1 1 I 1 I 1 1 1 Recovery = 84% ROD = 28% Recovery:: l4% ROO = 0% ucs " 288.600 pSf Recovery = 94% RQO-:.23% Recovery '" 60% ROD = 0% Recovery = 86% ROO", 17% UCS"
177.700 psi BORING 8-5 Sheel1 of 2
55 60 10 65 • 8 ~ • &" 70 z Q S ~ 75 Drafted By: J. DESCRIPTION Uinta Formation interbedded SILTSTONE and MARLSTONE with occasional fine-grained SANDSTONE lenses, slightly weathered
to very weathered.' slightly fractured to very fractured, thmly bedded to laminated(contmued) sandstone lense with iron staining sandstone lense with iron staining (non-cemented) Boring
Terminated at 50.0 fl. G'NFELDER "'-B,i9~ll'topl •. R,~h( w"~"". EdwardS Project Numbec 16, 2008 97191 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I BORING
LOG Marathon Compressor Station Garfield County, Colorado I I I I I I I I I I I I I I I I I I I I I I I I I I I Rl(K:overy '" 1 00% ROO:: 32% Recovery '" 100% ROO:: 0% NG 8-5 Sheel2
of 2
location; Groundwater {ttl; Drilling Company: Hole Diameter (in): Hammer Type: B-6, See boring location ~Ian No Groundwater Encountered Geo Search Equipment: 4 Drilling Method: Automatic
DESCRIPTION Appx. Surface Elevation (tt): 8071.00 Surface ConditiOfl: Grasses and Shrubs CLAY: with gravel-size bedrock fragments, very stiff, moist, brown to gray Interbedded SilTSTONE
and MARlSTONE: with sandy to very sandy lenses, hard to very hard, slightly moislto moist, brown to gray Drafted By: N. Pilcher DaloS,plember 15. 2008 Project Number: 97191 Datl~ Slarted:
Dale Completed: Track Mounted CME 55 Logged By: Solid Flight Auger 5019 Tolal Deplh (ft): 1 I 1 1 I 1 I 1 I I 1 I 1 1 I 1 I 1 1 I 1 I 1 1 I 1 I 1 CAL 57 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1
1 I 1 I I 1 I 1 I I 1 I 1 1 1 1 I 1 I 1 1 I 1 I I 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 I 1 I I 1 I 1 1 1 1 1 1 I " j 20.6 321 I 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 BORING LOG Marathon Compressor
Station Garfield County, Colorado 9/10/2008 9/10/2008 N. Pilcher 49.1 3 31 8-6 Sheel1 of 2
! ~ is ~ ~ "g ~ 50 55 60 65 70 DESCRIPTION Interbedded SIL TSrONE and MARLSTONE: with sandy to very sandy lenses, hard to \lery hard, slightly moist to moist, brown 10 gray(continued)
Boring Terminated at 49.1 ft. SOlO CAL w j ___ ~ ___________________________ ~~ ___ ~ _ ~~ ___ ~ _ JL _ _L __ 1_ __ L_~ __ _L ________ ~ _=~~ 1\ 75 5U[ ----~------:;~--------------------_r-----------
-------------------------------------r_~()jR]N<~ ~ ~ ~ ( KLEINF"ELDER BORING LOG ;;; angMP'I>(!'" A.gI>r W"~""f, ~~---:---:-:--::;----~~:T-;;;:~~;;;;i;;;:--I Marathon Compressor Station
~~l ~o~,D~aaftt~Be;edp~Bt~eYm~:~bN;e.r; .1P~5i,~ I2C~0h~0.8'~ _P_'_O_J.e_C_IN_~U9m~7~1be9~'1~ : ______ ~ _____________ ~Ga_rl_l_e_l_d _c_ o_u_n_t_Y_,_C_O_I_O_ra_d__o _____________ L-_S_h_e_e'_'_'_'_2
--" o 8-6
~ 8 ~ ~ e • ~ i ! ~ ~ • 0 ~ r ~ ~ 0 ~ ~ w ,•~ 0 u z 0 I r ~ ~ • 0 •< ~ ~ c Location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 8·7, See boring location ~Ian
No G/oundwater Encountered Geo Search EquipmMt: 4 Drilling Method: Automatic DESCRIPTION Appx_ Surface Elevation {ttl: 8071.00 Surface Condition: Grasses and Shrubs: CLAY: with gravel-size
bedrock fragments, very stiff, moist, light brown to brown and gray Interbedded SILTSTONE and MARLSTONE: with sandy lenses, weathered 10 very hard, slighlly moist, gray to brown gray
CNFELOER ~ ~,,"gM~"'~_ ~'gII!~<row>, Drafted By: N. Pilcher Project Number: DatBeptember 15. 2008 97191 Date Started: 9/10/2008 Date Completed: 9/10/2008 Track Mounted CME 55 Logged
By; N. Pilcher Solid Flight Auger Total Depth (ft); 49.0 I I I I I I 12 CAL 15_7 I 21 1. I I I I I I I I I I I I I I I I CAL 171 I I I I I I I I I I I I I I I I CAL 171 I I I I I I I
I I I 16 I I I I I I I I BORING BORING LOG B-7 Marathon Compressor Station Garfield County. Colorado Sheel1 of 2
50 55 60 10 ~ 0 ~ <>5 E 8 ,~, ~ ! 70 7; z 0, ,~ ;;; ~ 0 "< Drafted By; oj • 0 DESCRIPTION Interbedded SILTSTONE and MARlSTONE: with sandy lenses . . weathered to very hard',slightly
mOIst, gray 10 brown gray(contmued) Boring Terminated al C:;'NFELDER ~ 8'>9M ",,}>I. "'~.t$ol~I""", N, Pilcher Project Number: 15.2006 97191 5011 CAL S12 50fO I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I BORING BORING LOG B-7 Marathon Compressor Station Garfield County. Colorado Sheet 2 of 2
;;: ~ Ii ~ ~ ~ ~ ~ ~ ~ u Location: Groundwater (tt): Drilling Company: Hole Diameter (in): Hammer Type: 8·8, See boring location plan No Groundwater Encountered Geo Search Equipment:
4 Drilling Method: Automatic DESCRIPTION Appx. Surlace Elevation (ft): 8053.00 Surface Condition: Grasses and ShrubS CLAY: with gravel·si1.e bedrock fragments. medium to very stiff.
moist. Ian Da!e Started: ...:9"'/9"'12,,0"'0"'8 ____ _ Da!e Comple!ed: _9,,1,,9/=-20"'0,,8 _____ _ Track Mounted CME 55 Logged By: -'N" . ..:Pc;;I"ch"'e,,' ____ _ Solid Flight Auger
BULK CAL 3 To!al Dep!h (ft), I I I I I I I I I I I I I I I I I I I I I I I 33 I 9 I I I I I I I I I I I I I I I I I I I I I I I 29.1 I I I I I I I I I I I I I I I I I I I I I I I I 9
I I I I I I I UCS = 4800 psf wss = 0.001% pH =: 8.7 Res:: 3100 ~ i~------~~~-------------,------------------------------~~B~O~R~I~N~G-1 ~ ::::!Cf,F:,';~£~,! BORING LOG ~ i-D=-,-aft=-.-d-B=-Y-'-N:-.:-
P::C;::lc-he-,'-p::C,-o'"ie-c1:-N:-u-m-be-,-, ---..., Marathon Com pressor Station _ Garfield County, Colorado §~~~~~~1~5~.~20~0~8~ ___~ 9~7~19~1~ ______1 -________________ ~ ______
~~ __________________ JL~S~h~••~ t ~l~o~f~l--1 8-8
Date Stai1ed: 9/9/2008 local ion: 6-9, See boring location (?:Ian Groundwater (ft): No Groundwater Encountered Dale Completed: 9/9/2008 Drilling Company: Geo Searcll Equipment: Track
Mounted CME 55 Logged By: N. Pilcller Hole Diameter (in): 4 Drilling Method: Solid Flight ,Auger Hammer Type: Aulomatlc Tolal Deplh 1ft): 29.0 DESCRIPTION ic Appx. Sur1ace Elevation
(ft): 8054.00 ~ Surface Condition: Grasses and Shrubs "" m 8~ CLAY: with gravel size bedfOck I fragments, medium stiff 10 very stiff, I mois!, brown and gray, iron staining I I I I I
I BULK I I I I I I J CAL I I J I I I I I I I I I I I I Interbedded SilTSTONE and 103 18.4 I MARLSTONE: sandy with occasional I sandstone lenses. medium hard to very I hard, moist. light
gray to gray, Fe I staining al 19' I I I I I I I I I I I ~ § I I ~ 50/6 CAL 85 106 1 17.4 I g I I I I • " I I j I I I I I 30 Boring Terminated a129.0 ft. z 35 0 "" ~ C'NF"t;I.Dt;R BORING
:;; BORING LOG £ ~ IIlloJ~!"aD'~,Hogh!5aM'Oo"I 8-9 <0 Maralhon Compressor Sialion Drafted By: N. Pilcher Project Number: " ~ Garfield Counly, Colorado ~ ~ 15.2008 97191 Sheet 1 of 1
0
Location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 30 B·l0, See boring location plan No GlOundwater Encountered Geo Search Equipment: 4 Drilling Method: Automatic
DESCRIPTION Appx. Surface EleVation (ft): 8056.00 Surface Condition: Grasses and Shrub! CLAY: wilh gravel-size bedrock fragments, stiff 10 hard, moist. brown Interbedded SIL TSiONE and
MARLSTONE: slighlly sandy with sandy lenses, medium hard to very hard, Slightly moist, gray to browl), iron staining at 19' Boring Terminated at 29.0 ft. ~ Drafted 8y: N. Pilcher Project
Number: :j ~ Dat£eplember 15, 2008 97191 Date Started: Date Completed: Track Mounted CME 55 Logged By: Solid Flight Auger 8 8 Total Depth 1ft): I I I I I I CAL I I I I I I I I I I I
I I I I I I 41 8' 26.9 " 108 17.7 BORING LOG Marathon Compressor Station Garfield County. Colorado 9/11/2008 9111/2008 N. Pilcher 29.0 I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I 8-10 Sheet 1 of 1
Location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: )0 9·'1, See boring location plan No Groundwater Encountered Geo Search Equipment: 4 Drilling Method: Automatic
DESCRIPTION Appl<. Surface Elevation (fl): 6054.00 Surface Condition: Grasses and Shrubs CLAY: with gravel-size bedrock fragments. medium stiff to very stiff, moist light brown, tan,
and gray Interbedded SILTSTONE and MARLSTONE: slightly sandy with occasional fine grained sandstone tense~, hard. slightly moist to moist, gray to brown Boring Terminated at 29.0 ft.
Date Started: 9/9/2008 Date Compleled: 9/9/2008 Track Mounted CME 55 Logged By: N. Pilcher Solid Flight Auger Total Depth (ttl: 29.0 S016 CAL " 106 14.5 CAL 43 Ii 1j---~~-------r--------------~BORmcr
l ;; ( KI..~/NFEI..DER BORING LOG ~ "=-" ."'w,.,,, •.• ",.. •• ~ ~~----=-,---~----~ Drafted By: N. Pilcher Project Number: DatBeptember 15. 2008 97191 Marathon Compressor Station Garfield
County. Colorado 8-11 Sheet 1 of 1
Location: B-12, See horinglocation ~Ian Groundwater (ft): No Groundwater Encountered Drilling Company: Geo Search Equipment Hole Diameter (in): 4 Drilling Method: Hammer Type: AutomatiC
DESCRIPTION ~ g Appx. Surface Elevation (ft): 8036.00 Surface Conditioo: Grasses and Shrubs CLAY: with extensive gravel-sized bedrock fragments, stiff to very stiff, moist, light brown,
tan 10 brown and gray Interbedded SILTSTONE and MARLSTONE: slightly sandy to sandy. very hard, slightly moist, gray and brown Boring Refusal at 25.5 ft. )0 Drafted By: N. Pilcher Project
Number: 15.2008 97191 Date Started: Date Completed: Track Mounted CME 55 L09ged By: Solid Flight Auger to • 9 12 50/2 Tolal Depth (ft): • 0. ~ t-I I I I I I I I I I I I 9 I I I I I I
I I I I I I I I I I I I 84 I 18.7 I I I I I I I I I I I I I I I 12 I I I I I I I I I I I I I I I I CAL 16 87 I 16.6 I I I I I I I I I I I I I I I I I I I BORING LOG Marathon Compressor
Station Garfield County. Colorado 919/2008 9/912008 N. Pilcher 25.5 37 8-12 Sheel1 of 1
§ ~ ~ ~ o ~ ~ :i' location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 20 25 )0 B-13. See boring location !?:Ian No Groundwater Encountered Geo Search Equipment:
4 Drilling Method: Automatic DESCRIPTION Appx. Surface Elevation {ft): 8025.00 surface Condition: Grasses and Shrubs CLAY: with gravel-size bedrock fragments, stiff. moist. brown with
gray 10 olive gray Inlerbedded SILTSTONE and MARLSTONE: slightly sandy to sandy, hard to very hard. slighUy moisl (very moist al soil-bedrock contact), brown to Boring Refusal a115.5
ft. Track Mounted CME 55 Solid Flight Auger BULK 14 57 Dale Slarted: Dale Completed: Logged By: Total Depth (ft): 91 23.2 I I I I I I I I 67 I 29.3 I 9/9/2008 9/9/2008 N. Pifcher 15.5
ucs .. 9800 p~f ~ u J5L-__ ~ _____________________ ~-L ___ L-__ ~ _ ~ _ -L __ L--L __ L--L __ L-________ ~ ir-------~~~--------------,----------------------------------r~~~~ ~ :::::!r:tt::!~P"~t!
BORING LOG ~~-----------==:--~----------------~ 97191 j Drafted By: N. Pilcher Project Number: ~ DahBeptember 15. 2008 Marathon Compressor Station Garfield County, Colorado B-13 Sheet
1 of 1
& Ii ~ ~ ~ g ~ ~ ~ ~ location: Groundwater (ft); Drilling Company: Hole Diameter (in); Hammer Type: 30 6·14. See boring location plan No Groundwater Encountered Geo Search Equipment:
4 Drilling Method: Automatic DESCRIPTION Appx. Surface Elevation (ft): 8034.00 Surface ConditiOn: Grasses and Shrubs CLAY: with gravel size bedrock fragments. very stiff, moist. brown
with gray Interbedded SILTSTONE and MARLSrONE: slightly sandy. medium hard 10 very hard. moist to moist. gray and brOWfi Boring Refusal al 25.0 ft. Date Started: -,9"19,"1~20,,0,,,8
____ _ Date Completed: -,9"-19~1~20"O,,,-8 _____ _ Track Mounted CME 55 Logged By: _N:!.:..!P-,il~ch~e::.r ____ _ Solid Flight Auger CAL " Total Depth (ft): 89 18.6 I I I I I I I I I
I I I I I 38 t 7 I I I I I I I I I I I I I I I I I I I I I I I I I I 25.0 u J5~_~ _____________ ~~ _ -L_-L __ ~_~_~_~_L-~_~ ____ ~ ij---~------~--------------IF~~ C,NF£LD£R ~ ~ 91'9h!l'lcpl
•. R'lII>ISo"'.""r. ~ Drafted 8y: N. Pilcher g DahSeptember 15, 2008 Project Number: 97191 BORING LOG Marathon Compressor Station Garfield County, Colorado 8-14 Sheei1 of ,
• 8 ~ E 8 ~ ~ ~ Localion: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 20 10 25 30 8-15, See boring location plan No Groundwater Encountered Geo Search Equipment:
4 Drilling Method: Automatic DESCRIPTION Appx. Surface ElevaUon {ttl: 8033.00 Surface Condition: Grasses and Shrubs CLAY: sandy. with gravel-size bedrock fragments, stiff 10 very stiff,
moist, brown 10 dark brown Interbedded SILTSTONE and MARLS TONE: slightly sandy to sandy, very hard. slightly moist, brown to gray Boring Refusal at 17.5 ft, Date Started: ~9~19~1~20~0~S
___ _ Date Completed: _9"'1,,9''''2'''00'''S'--_____ _ rlOck Mounted CME 55 Logged By: ~Nc::."P~;I:::!ch::e"-r ____ _ Solid Flight Auger 43 31 5013 Total Depth (ft): 17.5 I I I I I I
97 I ZO.8 I I I I I I I I I I I I I I I I I I I I I )5~ _ L-______________________ LJ ____ i-~ ___ ~ _ ~~ _ i--L __ L-~ _______ ~ ~ ~~NF o1Et'9MPfL<lprl.O~'~~!sEon.olR ....... BORING
LOG ~ i-o-,a-ft-ed-B-Y:--N-. P-=;=Ic=-he-,'--p-,o-te-C-'-N-um-b-e-,-: ----1 Marathon Compressor Station i~~~~~~lg5~'~20~0~S~ ___ ~9~7~19~1~ __ ~ ______ ~G:a:rt~le~ld~c:o:u~n~~~,~c~o~lo~r:a~d~o
______ ~~S~h~e'~I~l~O~I~l~ 8-15
Location: Groundwater (ft): Drilling Company: Hole Diameter (in): Hammer Type: 20 25 )0 B.16. See boring location plan No Groundwater Encountered Gao Search Equipment: 4 Drilling Method:
Automatic DESCRIPTION Appx. Surface Elevation (ft): 803).00 Surface Condition: Grasses and Shrubs CLAY: with gravel size·bed(Ock fragments, medium to very stiff, moist. brown to mo11led
brown. bedrock fragments from 41014 feet Interbedded SILTSTONE and MARLSTONE: very hard. slightly moist, brown Boring Refusal a117.0 ft. Date Started; _9"'1"'81,,20"'0,,8'-____ _ Date
Compteted; ~9'"-18"'1,,20'"_0~8'-____ _ Track Mounted CME 55 Logged By: ~N'-'.'-'Pc:i"lc:.:he"'r_ _____ Solid Flight Auger Total Depth (ft): 17.0 I I I I I I I I I I , I I 91 I 13.2
I EXp.;:: 0% I I I I I I I I I I I I I I 10 CAL I I 20 101 I 21.0 I UGS ;:: 4800 pSf 14 I I I I I I I I I I I I I I I I I I I I I I J5~_L_ __________________ ~ __ ~~ ___ _L __ L_~ _
~_L _ L_~ ______ ~ N. Pilcher Project Number: DalBeptember 15, 2008 97191 BORING LOG Marathon Compressor Station Garfield County, Colorado 8-16 Sheell of 1
Location: B·17. See boring location plan Date Slarted: 91812008 Groundwater (ft): No Groundwater Encountered Date Completed: 91812008 Drilling Company: Geo Search Equipment: Track Mounted
CME 55 Logged By: N. Pilcher Hole Diameter (in): 4 Drilling Method: Solid Flighl Auger Hammer Type: Automatic Tolal Deplh (ft): 6.0 FIELD . lABORA IV" DESCRIPTION I I I I ~ '" I I x
• '" !l~ 8. ,£,1 ,t I • jh! ~ I 0 • -' Appx. Surface Elevalion (11): 8020.00 §~ ~ iiiti: c ;: I .~ I ~ f-§ U) 5 Surface Condition: Grasses and Shrubs 8Iif ~ ~>u r~ u E i5.5~ "I ; I .~
U'l ~$ro ,5~ I I Q'". : TOPSOIL: silt. clayey and sandy, 50ft. BULK I i I : : slighUy moist. dark brown. with X I I I -organics I I I -I I I SHALE: hard to very hard. slighlly moist,
I I I -dark brown I I I • 50/6 CAL as I I I -I-SOl5 I I I -I I I Boring Refusal al 6.0 ft. I I I I -I I -I I I I -~8010 10 I I I I -I -I I I I -I I -8005 15 I -I I I I I I -I I -SOIlO
20 I -, 1-7995 25 -I -I -I 1-7990 30 I -I I I I I I -I I I I -I i I -: : z -7985 35 a r ~ C'NF£LD£R BORING "~ " BORING LOG ~ e,i9!or"opJ. R'9~1 ~"'i,,',. ~ 8-17 ~ N. Pilcher Project
Number; Marathon Compressor Station < Drafted By: .~, Garfield County. Colorado Dat~eptember 15. 2008 97191 " Sheet 1 of 1 0 . ...
location: 8·18, See boring location plan Date Started: 9/8/2008 Gr()undwater (ttl: No Groundwater Encountered Date Completed: 9/8/2008 Drilling Company: Ge() Search Equipment: Track
Mounted CME 55 logged By: N. Pilcher Hole Diameter (in): 4 Drilling Mathod: Solid Flight Auger Hammer Type: Aul()matlc T alai Deplh (ft): 3.0 FIELD "' DESCRIPTION I I I ~ I I I • 8'
i ,,~ ! iIi 'I I ~ j ~ Appx. Surface Elevation (fI): 6017.00 IH ~il ~ I ~ Idf~ Surface CondiUon: Grasses and Shrubs i :.J I . g,:' 11 H SHALE: very hard. slightly moisl. gray 10 I I
I Ian I I I --8015 I I I -I I I I I -Boring Refusal al 3.0 ft. I I I I -5 I I -I I I I --8010 I I I I -I I -I I I I -I I 10 I I I -I I I -I I I ~R005 I I I -I I I I I I -I I I -I I I
IS I I I -I I I I I I -1-8000 I I I -I I I I I I -I I I I I I -20 I I I -I I I I I -1-7995 I I -I I I I -8 I I ~ I I -~ I I ~ 25 I I -• I I -I I i r7990 I I -I I ! I I -, I I -•0 I I
z 30 I I -a I I ,~. I I I -~ -7985 I I I ~ I I I w~ I I I -•~ I I I -> a : : : u JS z a,,. ~ BORING ~• C;;'NFELOER BORING LOG a.'iN,-,>"I •. ltigl>lSolu'"'''' ~ '---8-18 Drafted By:
N. Pilcher Project Number: Marathon Compressor Station Dat~eptember 15. 2008 97191 Garfield County, Colorado Sheet 1 of 1
Location: S.19, See boring location elan Groundwater (ft): No Groundwater Encountered Drilling Company: Geo Search Equipment Hole Oiameter (in): 6 Drilling Method: Hammer Type: Automatic
DESCRIPTION Appx. Surface Elevation (ft): 8110.00 Surface Condition: Grasses and Shrubs SAND: slightly clayey to clayey with gravel-size bedrock fragments, medium dense, moist. dark
brown to light brown, organics 0-1 feel CLAY: sandy with gravel-size bedrock. fragments, very stiff to hard, slightly moist. tight gray to gray more rockJIess soil with depth Uinta Formation
interbedded SILTSTONE and MARLSTONE with occasional fine·grained SANDSTONE lenses, slightly weathered to very wealhered, slightly fractured to very fractured, thinly bedded to laminated
sandylense very weathered, sandy, iron staining very weathered, sandy, iron staining very weathered, sandy, iron staining very weathered, sandy, iron staining (non cemented) ~ CNFE:LDE:R
/11;9"1' PtOJ>r~ ~Igb! ..,r.,;w". ~ ~ ~~-----------===--~----------------~ ~ Drafted By: J. Edwards Project Number: Track Mounted CME 55 Hollow Stem Auger 2S Date Started: Date Completed:
Logged By: Total Depth (H): I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 103 J 17.3 I I I I I I I I I I I I I I I BORING LOG 9/15/2008 9/15/2008
N. Pilcher 47.0 RecQvery '" 66% ROD = 13% RecQvery .. 68% ROO = 15% Recovery = 77% RaO" 17% UCS '" 96.500 psf Recovery = 75 % ROD =0 8-19 Marathon Compressor Station Garfield County,
Colorado ~~D~a~tB~ep~t~em~b~er~1~6~,~20~0~8~ _____ ~9~7~1~91~ _____ ~ _____________________________________________ -L~s~h=e~"~1_o~f~2~
DESCRIPTION ~ 2~ :l. ~ o ~ > ,-I-0 00 0 u;-~ ~~ m iil:l. Uinta Formation interbedded SILTSTONE I I I and MARLS TONE with occasional I I I fine-grained SANDSTONE lenses, I I I slightly
weathered to very weathered, I I I slightly fractured 10 very fractured, Ihlnly I I I bedded to lamlnated(continued) I I I sandy and friable I I I I I I Recovery '" 67% I I I ROD = 0%
I I I I I I sandy and friable throughout sample I I I (non-cemented). easier drilling I I I I I I I I I I I I harder drilling I I I Recovery = 45% I I I RQD=O% I a147,0 fl, I I I I I
I I 50 I I I I I I I I I I I I I I I I 55 I I I I I I I I I I I I I I I I I I I 60 I I I I I I I I I I I I I I I I I I I I 65 I I 103 I 17.3 I I I I I • I I 8 I I ~ I I ~ I I I I , I
I ~ 70 ~ I I I I I I I I I I I I 75 BORING CNFE:LOE:R BORING LOG 8-19 '''ihl 'toIl't. ~<9M ~I~~(>/I'. ~ Marathon Compressor Station J. Edwards Project Number: Garfield County, Colorado
16.2008 97191 Sheel2 of 2
§: Z 0 «>= >w -' W 8-2 8-4 8-5 8-6 8-7 B-8 8-9 B-JII B-II £1. 8{)54 * £1.8{)64* £1.81174* £1.81171* £/. S1I7/* £1. 8053* £l8{)54* £1.80.>6* £/.111/54* S.{)80 I 1 "',f},W 8.(/~fJ 8J}r,/}
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j/SJ130 .\. IJ311 s.ul/) \,11':0 .'>JIII) I 1.\/JlII PROFILE OF BORING LOGS PROJECT NAME; Marathon Compressor Station CLIENT; Enterprise Products PROJECT NUMBER; 97191 CNFE:LDE:R-~ a.".I",,.........~
,...,,~.,,.'" LEGEND 12 N-\lalue (SPT sampler blows per foot) (27) Ca~fomla-IYpe sampler blows per toot :S z 0 «>= >w -' W
2' 2: a «>= > W -' UJ B-3 B-/2 B-/J B-14 B-15 B-16 B-1 B-17 B-18 1::1.81137* EI. 8036* EI.8025* E/. S034* EI.11II33* EI.81135* £1. 8025* EI. SOlO* EI.8017' :-.".1/"'1/1 I '.11-" S.061/....
II('!! ·\()5() ! \fl5u Pro osed Site Elevation = 8045' ,,'./1·10 ""./1.//1 \'. (J3() I'" 1(111 1"8) 1(27) 1", \1J3(1 (17) (5016) I"" t'~3) ". (5010) s.o:!o I • 1(16/(16) I ...... .rl~/I
(SOf12) ,(5016) (5010) (50/7) • ~ (21) (17) (S0/2) (5012) !(SCf9) ,. .... O/(J j 1.\lJjll .).(JOt}! I.\.fllill PROFILE OF BORING LOGS PROJECT NAME: Marathon Compressor Station CLIENT:
Enterprise Products PROJECT NUMBER: 97191 ~NF£LD£R ~ a"~~,,....,... ~,,,,,'J..""~" LEGEND 12 N· ... alue (SPT sampler tl~ per fOOl) (27} Cailfemla-type sampler oJows per ICOI S 2: a
f-« > UJ -' ill
~ :z: 0 f= « >w ..J W 8-19 E/.IIII%* B-5 E/. 81174" 8-/11 EI. 81156* B-15 EI. SII.H· B-/7 EI. 11112('* ..... 10(/1----------·,\/00 ,'\", (45) '\ II')/J (50110) North-South Cross Section
Through Site :";./},)(I ,"',11.\1} .'{II -II I ·_Itl IiIIIiItt""" (50/4) ",I)-I! (50IB) IIIlI -\II S,Ii{)O ... .rI(,11 S,()5/J '\ 11.':'11 ,''i.IJ-I1J \fJ.Ju "J '-;.o3/) (SOlO) ~ \ IiJU
(27) \~/O) ~ (50, (501.3) II 1.\II_'Il :.:-: (bu,o) .\.fI/11 .):.f)()(}! ~,\I/{IIJ PROFILE OF BORING LOGS PROJECT NAME: Marathon Compressor Station CLIENT: Enterprise Products PROJECT
NUMBER: 97191 CINFf::LDf::R ~. 1I'''J~I''wIot ~,".", ,..~''''''' LEGEND 12 N-V'all.le (SPT :>amPleI Olaws p.:.f fOOtl (27) CaJltulrlla'L~p,; samplef 00 .. ..:. p.;;r fOOl £l :z: 0 f=
« >w ..J W
~NFELDER APPENDIX C Laboratory Test Results
US SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER , 4 , , 1 3/4 112 318 3 4 ' SiD 14 16 20 30 40 SO 60 100 140200 100 I I , I' I , I I , 95 90 85 80 75 70 J-65 l: Q 60 ~ ~
55 W'" 50 Z u: J-45 z W ~ 40 W a. 35 30 \ 25 \, 20 15 10 5 ~ ~ 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES I GRAVEL I SAND I SILT OR CLAY coarse I fine I coarse medium
fine I Specimen Identification Classification LL PL PI Cc Cu B-2 at a depth of 24 ft. Siltstone and Marlstone fragments 34 21 1 2.86 6.35 D100 D60 D30 D10 %Gravel %Sand %SHt I %Clay
31.5 23.434 15.123 3.693 88.5 10.2 1.4 611 Corporate Circle, Ste. C GRAIN SIZE DISTRIBUTION c'NF'CLDCR Golden, Colorado 80401 Project: Maralhon Compressor Station Figure pI303-237-6601
"i9"tl\'<lp" P ..g Ar SoIiJI>OI>L fI303-237-6602 Location: Garfield County. Colorado ~ klelnfelder.com Number: 97191 C-1
US SIEVE OPENING IN INCHES I U,S. SIE.VE NUMBERS I HYDROMETER • 4 3 2 1.5 1 314 1/Z31a 3 4 • 8 10 14 16 20 30 40 50 60 100 140 200 100 I I , I I I I I I 95 90 85 80 75 70 >-65 l: Sw!
60 ;: ,.. 55 '0": ~ 50 u: ~ 45 , w ~ 40 w Q. 35 30 25 20 15 I'-.. 10 ~ 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES I GRAVEL I SAND I SILT OR CLAY coarse I fine I coarse
medium I fine I Specimen Identification Classification LL PL PI Cc Cu B-7 at a depth of 4 ft. Sandy Gravel (bedrock fragments) 1.85 8.43 0100 060 030 D10 %Gravel %Sand %SlIt %Clay 25.4
15.051 7.048 1.765 79.4 18.6 2.0 &11 Corporate Circle, Ste. C GRAIN SIZE DISTRIBUTION bNFELDER Golden, COlorado 80401 Project: Marathon Compressor Station Figure pI303-237-6601 8,i91>1
Poop" R'OI>! s.y",'OM. fI303-237-6602 Location: Garfield County. Colorado ~ kleinfelder.com Number: 97191 C-2
u.s. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.~ 1 3/4 1/2 3/6 3 , 6 610 14 16 20 30 40 50 60 100 140 200 100 I I . I' I I I I r 95 90 65 80 75 1\ \ 70 \ 65
">-~ wQ 60 ;: >-55 III izll 50 u: ~ 45 w ~ 40 w 0-35 30 .1\ 1"-25 '" 20 15 : '----.. 10 5 0 100 10 1 0.1 om 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES : GRAVEL I SAND I SILT OR CLAY coarse
I fjne I coars·1 medium I fine I Specimen Identification Classification LL PL PI Cc Cu 8·11 at a depth of 4 ft. Sandy Gravel (bedrock fragments) 7.75 124.65 D100 D60 D30 D10 %Gravel
%Sand %SiI! %Clay 25.4 11.676 2.911 0.094 63.5 26.9 9.5 611 Corporate Ci(clel Ste, C GRAIN SIZE DISTRIBUTION CNF'ELOER Golden, Colorado 80401 pI303-237-6601 Project: Marathon Compressor
Station Figure S,j9Mh<>pl. R'9MJ\lI~""". fI303-237-6602 Location: Garfield County, Colorado ~ klelnfelder.com Number: 97191 C-2
u g, SIEVE OPENING IN INCHES I US. SIEVE NUMBERS I HYDRpMETER • 4 3 2 1 3/4 1/2 3/8 3 4 • 8 10 14 16 20 30 40 50 60 100 1-40 200 100 I I I II I I I I I 95 90 85 80 75 , 70 >-65 J: f\
Q 60 ~ \ ~ 55 0: \ ~ 50 u: >z-45 w ~ 40 w a. 35 30 \ 25 ~ 20 1\ 15 10 --C--5 -. 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES i GRAVEL I SAND I SILTOR CLAY coarse I fine
I coarse medium I fine I Specimen Identification Classification LL PL PI Cc Cu B-12 at a depth of 19 ft. Gravel (bedrock fragments) 0.89 20.90 D100 DBO D30 D10 %Gravel %Sand 'IoSilt
%Clay 37.5 16.017 3.301 0.767 63.1 34.6 2.3 611 Corporate Circle, Ste. C GRAIN SIZE DISTRIBUTION CfNFELDER Golden, Colorado 80401 Project: Marathon Compressor Station Figure p!303-237·6601
~ 9,iqMI'fopl •. A'9MScIvtoOl>l '1303·237-6602 Location: Garfield County, Colorado kleinfelder.eom Number: 97191 C-4
US. SIEVE OPENING IN INCHl:.S I US. SIEVE NUMBERS I HYDROMETER • • 3 2 1.5 1 ~ 112 3/8 3 • • 8 10 14 16 20 30 40 50 60 100 140 200 100 I I \1 . I I -r I I I I 95 -. 90 65 60 75 70 r
65 :z: 1\ \2 60 UJ 0; \ fu 55 ~ rt ~ 50 u: ~ ~ 45 UJ ~ 40 UJ . Q. '" '--35 ~ 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS I COBBLES I GRAVEL I SAND I SILT OR
CLAY coarse I fine I coarse medium T fine 1 Specimen Identification Classification LL PL PI Cc Cu B 4 6 13 14 at a depth of 0 ft. Clay with Gravel-Sized Bedrock Fragments 37 26 11 D100
D60 030 D10 %Gravel %Sand %Silt %Clay 19 3.119 31.4 38.5 30.1 611 Corporate Circle, Ste. C GRAIN SIZE DISTRIBUTION C'NF'E'LOE'R Golden, Colorado 60401 Project: Marathon Compressor Station
Figure pP03-237-6601 r,'9~' hopi •. ~J~I \O:VI,o~~ fI303·237-6602 Location: Garfield County, Colorado ~ kleinfelder.com Number: 97191 C-5
US. SIEVE OPENING IN INCHES I US. SIEVE NUMBERS I HYDROMETER , 4 , 2 ~ 1 3(4 112 316 , 4 6 8'0 14 16 20 30 40 50 60 100 140 200 100 I 'T ~ II I I I I I 95 90 85 80 --.. ~ 75 .. 70 ."-0
65 >-'" J: \w2 60 ;!: >-55 cO zffi 50 ii: z>-45 w ~ 40 w a. 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES r GRAVEL I SAND I SILT OR CLAY coarse I fine
I coarse I medium I fine I Specimen Identification Classification LL PL PI Cc Cu B 8 9 11 15-17 at a depth of 0 ft. Clay with Gravel-Size Bedrock Fragments 39 24 15 0100 060 030 010
%Gravel %Sand %Silt %Clay 37.5 0.122 18.3 25.4 56.3 611 Corporate Circle, Ste. C GRAIN SIZE DISTRIBUTION ~NF'eLDeR Golden. Colorado 80401 Project: Marathon Compressor Station Figure
pI303·237·6601 BI"1hl P«>pJt . .t'g"I$o"'Poru. 11303·237-6602 Location: Garfield County. Colorado ~ klelnfelder.com Number: 97191 C-6
,---._----_. __ ._--------_. .. _---.... .. --.-----_.---------._----------.. ---------------) II --r--i----.) ·2 .J ., ''-"-.; i\ J-z \ w :2 w .(, \ -' j: w VJ ::J ·7 1\ -' ~ VJ ·S
\ .'l \ . III .)) 1\ -\2 .) ) ·)4 0.) ) 10 )00 i STRESS (kSn 1 Location: B·3 Soil Type: Sandy Clay Wah Bedrock Fragments i Depth: 4.0 feet Moisture Content = 19.5 % Water Added at 1,000.000
psf DIY Unit Weig ht = 95. t pef Volume Change at Wetting = -2.9 % ~ C:;fNFEI..OER SWELL/SETTLEMENT Figure ~ BlighlP."p." Ri9~'SoM'O"I1. TEST Drafted By. N. Pilcher Project Number: Marathon
Compressor Station c-? Date: October. 2008 97191 Garfield County, Colorado ... ;~ . " .. ;--'~-. -
,-,._-_ ... --~------------.-.-----------.------'-----~ -------~~--•.. --------.--------I II ·1 ~ '" r'\. -2 '\ \ -) \ ·4 \ ~ -5 I-z W :; W -0 -' E "::J' -7 .J UJ ~ "' -8 -9 -10 ·11
·12 ·13 ·14 n.1 I 10 1110 i STRESS (ksn Location: 8-16 Soil Type: Clay With Gravel Sized Bedrock Depth: 4.0 feet Fragments Moisture Content = 13.2 % ~ Water Added at 1,000,000 pst Dry
Unit Weight = 90,7 pct I Volume Change at Wetting = 0.0 % ~ ~NrI?:LDE"R SWELL/SETTLEMENT Figure "'QIlrp~ ... lIlf1>rSoi~~"'" ~ TEST Drafted By: N. Pilcher Project Number: Marathon Compressor
Station C-8 ~ Date: October, 2008 97191 Garfield County, Colorado ----_. ,.--. -.. ~~~
135 ",---""''''''''''''''''''''T""M 'tl 0. ~ <f) z w o ~ o Drafted By: Date: .. ,; .. -. ....... , .. ' October. 2008 Projecl Number: 97191 Source of Material Description of Material
B4, 6, 13, 14 (composite) Clay with Gravel-Sized Bedrock Fragments Test Method Lab Number ASTM 0 698 Method C TEST RESULTS Maximum Dry Density Optimum Water Content ~ % ATTERBERG LIMITS
LL PL PI -200 37 26 11 30 Curves of 100% Saturation for Specific Gravity Equal to: WATER CONTENT. % MOISTURE-DENSITY REI.ATIONSHIP Marathon Compressor Station Garfield County, Colorado
2.80 2.70 2.60 Figure C-9
135 Drafted By: Date: .. ........... ., .. ' ... -'" October. 2008 Project Number: 97191 Source of Material Description of Material B8, 9, 11, 15-17 (composite) Clay with Gravel-Size
Bedrock Fragments Test Melhod Lab Number ASTM D698 Method C TEST RESULTS Maximum Dry Density ~ PCF Optimum Water Content ~ % ATTERBERG LIMITS LL PL PI ·200 39 24 15 56 Curves of 100%
Saturation for Specific Gravity Equal to: WATER CONTENT. % MOISTURE-DENSITY RELATIONSHIP Marathon Compressor Station Garfield County, Colorado 280 2.70 2.60 Figure C-10
4000 -0 u0.. ./3000 '" . V ~ ':":J /' 0' (JJ VPeak ~ '" a. ') ./'" ./"c0 2000 :; V a0. "' ... , ./r-Ultimate L -''Q"") ./~ Vi /' ~ 1000 'O"J ./.r: (JJ /' /' V-0 0 1000 2000 3000 4000
Normal Stress -Pounds per Foot 4000 Sample Location B-8, 9, 11, 15-17 @0 0 Soil Type Cla~ wilh Gravel u0.. Rale: PBE, Drained, Wei e--IOJ Test Melhod ASTM 0-3080 ~ :':"J 3000 0' (JJ
1/~ aOJ. Normal Stress, psi 500 1000 2000 4000 '" Peak Shear Siross, psI NA 982 1601 3316 "c0 2000 J Ultimate Shoar Slross, psI NA 982 1601 3316 ::J 0 Displacement Rate. in/min NA 0.005
0.005 0.005 "-, 1/Slarting Dry Dcnsily, per NA 91.2 91.2 91.2 '" Starling Wei Density, pcl NA 108.7 108.7 108.7 ''"" 1000 Starting Waler Conlent, % NA 19.30% 19.30% 19.30% ~ iii ~ Peak
Ultimate '" /.'c" Friction Angle: 38 38 C/) 0 Cohesion. pst: 124 124 0.0 0.1 0.2 0.3 --Shear Displacement -Inches TESTED BY BK TEST DATE 9/19/08 ~ DIRECT SHEAR TEST Figure KLEINFELD£R
"",-',' p".,' -; ~ .,.',',' .. , •••• '-------" Marathon Compressor C-11 Chocked By: DA IOraftad By: B.K. Garceau Denver, CO Project Number: 97191 IDale: Qclooor 9, 2008
TABLE C·! SUMMARY OF LABORATORY rEST RESULTS :t: DRY' GRADATION 'PERCENT aORl:.lG· ; DEP'/"H: CONTENT DENS!TY\GAAVEI. \ SANO; PASSINC i (FEET) : (%) (PCF) /"10\ I !y.) NS~E~~O 1 '-;:;:;'
)JEeT NO. 97191 ~ MINIMUM ,FJ Fr:TRIC~ i%) pH WATER:' UNCONFINE.D ' : SOLU BLE' COMPRESSIVE: :SULFATES: STRENGTH : ("/o) (pz.r} DESCRIPTION t--~·.;---::~-.--:: 1---\---:-·--_·-· .. -:~--~
iCayw,:., ::;,.,vc _____ _ -"7---~----_c, S'I:S:~~C 1l-" Ya",s:,,-e 3·2 -1-,-,---'35 S8 66 --~ :3-3 : -.:;' ·s':,--·:~ 1 :~:-T ',~,: ~;:-~~~---,--, --I : S,,;s;::;-() I Ya~:;~-e ~-a;-,e:-:s
:C.zyw: ..... :;<ave· . S ,:s:::;-c ... -::; Va'~:c-e --~----.----.--'s, :~:::-c 2-;:; "'a"5'.::;-<: 3~·--::'S-:· ·s:; ~:;:;! --:------;:;---;--,,--~.~.--:-~---;---.-._--------_S. :s-:_::;.-c.
Ol-:; Va" ~:::;-e ..--.-~-.-.-288 S'::: . S ::s:::;~c ,,~:: v.a-,s:.::~c "77 :;ZZ -_. 3-5 -"\'·3':; 't:o:; •• -•. ::;--:.--•• -----S ·.5"_,:-c 2-";: V"-~·,;:-e 3--6 '--:--2~--2':::1;
--89-------· -_. 3' " S ';s:::-e a-::; Y~"'s:c-a ~----~. ·--·.-~;7"-1 ! 7'3 '·S ----,-------G';o"," .... 1 :;C;::'C;:;~ '-a:;;-a-:s 3-a ." '7S-i .--~---~--.~~~I--~··'=·· ~:: -;31---:--~-----.-----;..
"CO --c~:;;::::::;:~~;:>----1 1-3~~i~=~~-jo~:~~~=J~~~~ -c-~._:_ -~::::--:=~: -~~~-.; ;=~=--=;~:~~:~ ~~:~:~:~ s .-----------~ ------------------.. ---------3-_3 . ' :;::',,"\lC "': ~:;',,:;~
'-a.::;-e-:s ~ -----------~-------------_.-------, .. ' --=---::;~.--: ;: T ·-·E:-+-~~¥-F~--'-:;· ----j----·1--· ;:~:~~:~~-:~::~:s·~-:-:-:~--··-·-"-\ ~-,,~ i~! t_~a.:._L~ ___I _ __ .i._,~·,
__ ,._-... ,. ._""": __ ,_ __ 1___ lc,,,yw_:=.~~~,t>_ _ _ 3· ~ 2 I :5 : ~6 13 I 87 : 133 : 35: 2 ! : G,,,~e: wi ::;<:;:;'O=~ '-a:;;-c:":s ----;-;-3--1--.:; "I-""232l--,.-. ----1-------.
i I:,ayw,:-::·av(); 7,;---j--·'--'-ig;-t S7 ---.--, .... -~ r------.-:'. 9.S:: ;SI;:~::l~ca-:::;".,;~~~-----~:~:~--. '-:-~----i~1 :: T 36 , -------' ... -----~~.~::~~:::~.'~:~~~ 3-16
.:; 132 S', ---------!C,,.yw:-:;::,,....e, ;I·'S s 2: ~ 10' ---r---r .:.e:c IC'ay w'~-G';~
TABLE C-l SUMMARY Of LA60RATORY TEST RESULTS PROJECT NO. 97191 SAMPLE LOCATION I MOISTUREI DRY GRADATION I PER.CENT ' ATTERBERG LIMITS I MINIMUM ; BORING i DEPTH I CONTENT DENSITY GRAVEL
i SANO 1 PASSING i LIQUID: PLASTICITY: ELECTRICAl NO. , (fEET) !. ;, NO. 200 LIMIT, INDEX ' RESISTlVin , I ! ("hJ ! (PC!') ('Yo); ('Yo) SIEVE' (0,(,) ('Yo! (ot'lm:<:,!,s) .~ ___ ~'-;:;·'9
2~ 173 1::J.! ::1.0; .1::' •• J. .. ..!::~J. ~::::l pH WATER ~ UNCONfiNED . SOLUSLE: COMPRESSIVE : SULFATES. STRENGTH ('!oj 1 (PSf) S6 ~~ is,,:s:O''',,,; --~-----DeSCRIPTION 98.9~~ :S:i:S::::-:C
a~:: V.i!' s:::-e . --1._. __ .. 5.1.6'J11. ~~~~.j_,.~J.. 91.3· 3· 39: 3::: : . ., r 3:::::::: :::::::::::::::" 8" ::::Cc::::::::::::: . ~Oayw.:'"::3-ilye 3.aS·_l,·..5_·'7·-, -~_-~:::-:
-.-~S-8'---I .9-~J-· ---·S--7t: ~ :;." -:;: .3:::::::: ::::::::::::::::6 8" ~~~:::: 32:~ ,CI~yw.:~~r<!ve, ~-----.-.--_. ____ -____ ~_. __ , __ ..:._ o. [ , ------·--'·---1"' --_.-----_._--------.--_.
_-_. --------.-.----------... _-_.-. _ ,_ ..... -1_, ____ 1-.___: . .... -:------" --,--c-·_--;--:---' ----=--t-__ I: -.~~-~. ---------I 1---..• ---:-.--.-.~.----"1--' ,--------~---!--~-----,--:----_
._---' -----[ I I •• --I ~--~-!~ . -'-r----"'-"---:. I: !I '. I ~. ------'--.--:----.,. -,-----------I .-':'I ~c;s:..:~e ::o:-::e,,: ,,-:., '"'all''''.';. c~ oc-s':y "Y s:a-::a-::o :>,:::::::-AS--:V
: ---------
APPENDIX D Stability Analysis
~ 18 ~ ' o0 ." i 10 o ~ 1 18 1M , 18 N i ! I§ 10 i o o o ,' ? /' _ .1 /' Overburden Siitstone!Marl Siitstone/Marl (Hard) , Ma:enal Prope1ies Material: Overburden Strength Type: Mohr-Coulomb
Unit Weight: 120 10/1:3 Cohesion: 128 psI Friction Angle: 38 degrees Malerial: Fiit Slrength Type: Mohr-Coulom!> unil Weight: , 20 Ibffi3 Cohesion: 128psf Friction Angle: 38 degrees
Material Properties Malerial: Siltstone/Marl Strengih Type: Generalised Hoek-Brown Uni: Weight: 140 !b/113 Unconfined Compressive Strength {intact): 105000 pSf mb: 0.380535 s :0.00046144
a: 0.50705 Material: Sil:stone!Marl (Hard) Strength Type: Generalisc<! HoeK-Brown Unit Weigh:: 140 Iblti:3 Unconfined Compressive Strength (iniac:): 208000 psI mb: 0.380535 5: 0.00046144
a: 0.50705 Fill Marathon Compressor Station Project No.: 97191 Date: 10/8/08 By: K.Deputy 109 200 300 400 500 600 700 800 900 1000 J
GRAPHIC SCALE ' 00 0 .. '00 zoo ~-11114 ! I I ( IN FEET ) 1 inch -100 rt. PARENTING PARCEL PROPERTY DESCRIPTION ... I TOMLINSON SUBDIVISION EXEMPTION PLAT. 2ND AMENDED , , NY. SEC. 20
FOUND 3 ~" BLiI AWlilNUiI CAP ON Z ~ PIPE <::> '" <::> '" THE SW1/4NE1/4 AND A PORTION OF THE SEI /4 , SECTION 20, TOWNSHIP 7 SOUTH, RANGE 91 WEST OF THE 6TH PM, COUNTY OF GARFIELD,
STATE OF COLORADO. S89"S4'00"" :M4B.S8' 1324,29 ~ g JOHN AND JUNE STUART ROCERS NE SIX. 20 FOUND 9" BY 6" BY 18" IN HEICHT STONE ~ .'--", 17 S~N£'!" SECTION 20, AND A PORTION OF THE
S£'!" TO"NSHIP 7 SOUTH, RANCE 91 "EST OF THE 8TH P.J/., ilORE PARTlCULARLY DESCRlBED AS FOLLO"S: :%ir:te[":e9~;4 ~~l!. /Y:ogO::~~::; ~:;:~E~g~O~" :~:~~SN:!;';.'O:;:::~0::9_~;~,,:H{:z~E4i07;b:6;~E~EOO
--SIOI ilOUNTAIN V[EIf ROAD ADDRESS APPARENT ~(~~~:-;;~ ____________________ ~~~HU~C~H~S:ON:'~C~A~9:5~3~Z~6~-~9~SB:B:. ____ ~~S~8~9~-5~3-'-3-4-""--------------------------------~S~S6~9~COU~NT~Y~RO~A~
D~S~IS~~~~~~~~~::~~~;:~~:====== C-N H. SIX. 1322.47 1322.88' @) 2 SITE ZO SET 3" N-E U. SEC. N lj, SEC. 20 ALUJilNUiI 20 UPGRADE FOUND 3 Y," FEET; SOO'15'OO"E 1317,69 FEET TO THE POINT
OF BECINNINC. SAID PROPERTY CONTAINS 41.8/6± ACRES AS DESCRIBED. CAP ON 30" AXLE SET Zoo BLJ/AWillNUJI 18 ALUillNUiI CAP ON 2 ~" EXCEPTINC PRIOR illNERAL RESERVATIONS OF RECORD '" TDCETHER
"lTH A ONE-ElCHTH INTEREST IN THE CUTHERIDCE REBAR CAP ON 30" PIPE '" CUTHERlDCE DITCH NO. /AND THE CUTHERIDCE '" CUTHERlDCE DlTCH NO. 2, FROII JUNE CREEK, '" OTHER DITCH "ATER RICHTS
APPURTENANT TO OR CONNECTED TO SAID LAND TOCETHER "ITH AN EASEJlENT FOR INGRESS AND ECRESS OVER THE ROAD IN PLACE AND IN USE'" BET"EEN THE ABOVE DESCRIBED PROPERTY'" THE COUNTY ROAD
IN THE N£'!, SECTION 20, TO"NSHIP 7 SOUTH, RANCE 9/"EST OF THE 6TH P. iI. TDCETHER "ITH AN EASEIIENT FOR THE PURPOSE OF Acr:ESS AND ilAiNTENANCE FOR A "ELL, BElNG MORE PARTfCULARLY DESCRIBED
AS FOI.LO"S: BECINNfNC AT THE G% CORNER OF SECTION 20, TO"NSHIP 7 SOUTH, RANCE 9/"EST OF THE 6TH P. II. THENCE N89-54'00"E 991.14 FEET TO THE TRUE POINT OF BECINNINC. THENCE S38"21 'S6"E
6/.06 FEET; THENCE S25-37'36"E 33.:M FEET; THENCE S29-49'30"E 3A.17 FEET; THENCE 575"49'49"E 41. IS FEET; THENCE S76"53 '''''E :M.93 FEET; THENCE S50'19 '57"E 15.Z0 FEET; THENCE S40'0Z'05"W
5.11 FEET; THENCE S49'57'55"E 90.00 FEET; THENCE N40-0Z '05"E 90,00 FEET; THENCE N49-S7'55"" 30.00 FEET; THENCE S40-0Z'OS"W 4.B9 FEET; THENCE N50-/9 '57"W 2O.0S FEET; THENCE N76-53'44"W
30,85 FEET, THENCE N75'43'49"W 3Z.n FEET; THENCE N29-49 '30"W 24.97 FEET; THENCE NZ5'37'36"W 94.76 FEET; THENCE N38"2/'S6"//, ~7. S2 FEET; THENCE S89-54 'OO"W 25.47 FEET TO THE TRUE
POINT OF BECINNING. TDCETHER "fTH A IS FOOT, EASEIIIINT FOR THE EXISTING WATERLINII; THE CENTERLINII OF SAID EASEMENT BEING 1I0RE PARTlCULARLY DESCRIBED AS FOLLOWS; BECfNNINC AT THE
C'4 CORNER OF SECTION 20, TOI/'NSHfP 7 SOUTH, RANCE 91 WEST OF THE 6TH P II. THENCE N8lrS4 'OO"E 880.25 FEET TO TRUE THE POINT OF BECINNING. THENCE S63"50 '18" E 906.66 FEET TO THE POINT
OF TERJllNUS. COUNTY OF CARFIELD. STATE OF COLORADO. LOT /A PAIlCEL OF LAND SITUATED IN THE S~Nf.1r, AND A PORTfON OF THE S£'!" SECTION 20, TO"NSHIP 7 SOUTH, RANGE 91 WEST OF THE 6TH
P.M. BIiING 1I0RE PARTICULARLY DESCR/BIID AS FOLLO"S. BEGfNNfNC AT THE G% CORNER OF SAID SECTION 20; THENCE N89"54 'OO"E 920.66 FEET; THENCE SOO'/O'/6"E 200.00 FEET: THENCE N89-54'OO"E
400.00 FEET: THENCE NOO'IO'IB"W 200.00 FEET; THENCE S89'54'OO"W 20B.00 FEET; THENCE NOO'IO'IB"" 585.00 FEET; THENCE N89-54'OO"E 208.00 FEET; THENCE NOO-/O'/e"" 732.85 FEET; THENCE S89'53'34""
/322.47 FEET: THENCE SOO'I5'OO"E 1917.69 FilET TO THE POINT OF BECINNING. SAID PROPIIRTY CONTAINS 39.023± ACRES AS DESCRIBED. COUNTY OF CARFIELD, STATE OF COLORADO. LOTZ A PARCEL OF
LAND SITUATED IN THE S~Nf.1r, . SECTlON 20, TOWNSHIP 7 SOUTH. RANCE 91 WEST OF THE 6TH Pli. BEINC 1I0RE PARTICULARLY DESCRIBED AS FO/,/.OWS: BEClNNINC AT THE G% CORNER OF SAID SECTION
20; THENCII N89-54'OO"E 1112.BB FEET TO THE TRUE POINT OF BEGINNINC; THENCE N8lrS4'00"E 208.00 FEET; THENCE NOO-IO'/6"" S8S.00 FEET; THENCE S89-54'00"W 208.00 FEET; THENCII SOO'lO '
/6" E 58S,00 FEET TO THE TRUE POINT OF BECINNING. SAID PROPERTY CONTAINS 2.793± ACRES AS DESCRIBED. COUNTY OF CARFIELD, STATE OF COLORADO. NOTES: /. CONTROL OF NOXIOUS WEEDS IS THE RESPONSIBIUTY
OF THE PROPERTY OWNER. Z. ONE (I) DOC WII.L BE ALLOWED FOR EACH RESfDENTlAL UNIT I/'ITHIN A SUBDIVISION EXEIiPTION AND THE DOC SHALL BE REQUIRED TO BE CONFINEO WfTHIN THE OWNER'S PROPERTY
BOUNDARIES. 3. NO OPEN HEARTH SOLlIJ-.FUEL FIREPLACES WILL BE A/,/.OWED ANYWHERE WITHlN AN EXEIiPTION. ONE (I) NEW SOLlIJ-.FUEL BURNINC STOVE AS DEFlNED BY C.RS. 2S-7-40I, ET. SEQ" AND
THE REGULATIONS PROMULGATED THEREUNDER. "ILL BE AI.LOWED IN ANY DWELLING UNIT. ALL DWELLINC UNITS WlU BE ALLOWED AN UNRESTRICTED NUJlBER OF NATURAL CAS BURNING STOVES AND APPLIANCES.
4. AI.L EXTERIOR LlCHTfNC SHAU BE THE IIINIMUJI AIiOUNT NECESSARY AND THAT ALL EXTERIOR LlCHTING BE DIRECTED lNWARD AND DO//,NWARD, TOWARDS THE lNTERfOR OF THE SUBDIVISION EXEIiPTION,
EXCEPT THAT PROVISIONS IIAY BE IIADE TO ALLO" FOR SAFETY LlCHTINC EXTENDING BEYOND THE PROPERTY BOUNDARlES. 5. COLORADO IS A "RICHT TO FARlI" STATE PURSUANT TO C.R.S, 35-3-10/ET. SEQ.
LANDOWNERS, RESIDENTS AND VlSITORS JlUST BE PREPARED TO ACCEPT THE ACTIVITIES, SlCHTS, SOUNDS AND SJlELLS OF CARf'lELD COUNTY'S ACRICULTURAI. OPERATfONS AS A NORJIAL AND NECESSARY ASPECT
OF LIVING IN A COUNTY WITH A STRONC RURAL CHARACTER AND A HEALTHY RANCHING SECTOR. THOSE "ITH AN URBAN SENSITIVlTY IIAY PERCEIVE SUCH ACTIVlTlES, SICHTS, SOUNDS AND SIiELLS ONLY AS fNCONVENlENCE,
EYESORE, NOISE AND ODOR. HOWEVER, STATE LAW AND COUNTY POLICY PROVIDE THAT RANCHINC, FARlIlNC OR OTHER AGRlCULTURAL ACTIVITIES AND OPERATIONS "ITHIN CARFIELD COUNTY SHALL NOT BE CONS
IDERED TO BE NUISANCES SO LONG AS OPERATED IN CONFORJlANCE WITH THE LA" AND IN A NON-NECLIGENT IIANNER. THEREFORE, ALL MUST BE PREPARED TO ENCOUNTER NOISES, ODOR, LlCHTS, MUD, DUST,
SJlOKE, CHEJlICALS, IIACHINERY ON PUBl.IC ROADS. LfVESTOCK ON PUBLIC ROADS, STORACE AND DISPOSAL OF IIANURE, AND THE APPLICATION BY SPRAYINC DR OTHERWISE OF CHEIIICAI. FERTILIZERS, SOIL
AJlENDIiENTS, HERBIClDES AND PESTICIPES, ANY ONE OR MORE OF //'HICH IIAY NATURALI.Y OCCUR AS A PART OF A LECAL AND NON-NECLICENT ACRICULTUR.AL OPERATlON. 6. AI.L OWNERS OF LAND, WHETHER
RANCH OR RESIPENCE, HAVE OBLfCATIONS UNDER STATE LA//, AND COUNTY REGULATIONS WITH RECARD TO THE MAINTENANCE OF FENCES AND IRRICATION DITCHES, CONTROLLING WEEDS, KEEPING LlVESTOCK AND
PETS UNDER CONTROL, USINC PROPERTY IN Acr:ORDANCE "ITH ZONING, AND OTHER ASPECTS OF USING AND IIAINTAINING PROPERTY. RESIDENTS AND LANDOWNERS ARE ENCOURACED TO LEARN ABOUT THESE RlCHTS
AND RESPONSIBll.ITIES AND ACT AS COOD NEICHBORS AND CITIZENS OF THE COUNTY. A COOD INTRODUCTORY SOURCE FOR SUCH INFORIIATION IS A "CUIDE TO R1IRAL l.IVING AND S JlAU SCALE ACRICUL1'!JRI:'
PUT OUT BY THE COLORADO STA TE UNfVERSITY EXTENSION OFf'lCE IN CARFlELD COUNTY. 7. ADDRESSES ARE TO BE POSTED WHIIRE THE DRIVEWAY fNTERSECTS THE COUNTY ROAD, IF A S HARED DRIVEWAY IS
USED, THE ADDRESS FOR EACH HOllE SHOULD BE POSTED TO CLEARLY IDENTlFY EACH ADDRESS. l.ETTIiRS ARE TO BE A IIINlMUIi OF 4 INCHES IN HEICHT, ~ INCH IN WIOTH AND CONTRACTS WlTH THE BACKr;RO/JNO
COLOR. G% SEC. 20 FOUND 3~" BI.II AWIiINUIi CAP ON 2 ~" PIPE B. DRiVElfAYS SHOULD BE CONSTRUCTED TO ACCOIiIiODATE THE WEICHTS AND TURNING RADIUS OF EIiERCENCY APPARA1'!JS IN ADVERSE
"EATHER CONDITIONS. 9. THE PUR.POSII OF THIS PLAT II'AS TO ADD SECTION CONTROl. AND 1I0NUliENT DETAILS. :-10. BASIS OF BEARfNC IS N89'54'00"E ON THE LINE CONNECTING THE C//4 SEC. 20
AND THE EI/4 OF SEC. 20 BOTH BLII AWIiINUIi .? :: CAPS AS SHOWN. '" <S II . NO TITLE COIiIlITJlENT WAS PROVIDIID FOR THIS SURVEY PLAT IIAP 1; ~ /2. UPGRADED FOUND AXLE WITH #6 30" LONG
REBAR AND 2:' AWlIlNUJ/CAP. l; ~ 13. ALL IIEASURElItrNTS ARE IN U.S . FEET. OffNER lfIU./.6 JJ. TOMUNSON ~ II.H7Wlll! E. 'frJIiUNSON.s TRUS11l8$ (q THE 1'OIlPID JlIV(JQJIJS TRlIST DA
TID IIAIICJI 7. 1!tJ(J J AS m LOT J 3311. COlIN7T IItJn) :113 NEr CiSt'LJl. co 6J/U?-M$Z RfC1I.UlJ) D. TOIIlJ}ISON It SHAI/Oli S. TOItIlJNSON AS TO LOT 2 3311 COUNTY JlQAJ) 313 HI" t:ASTLE.
co 6J1U7-1/1MZ II1NDlAL JUCHrS.' 7'OJU'1lJ RJl1IOCAIIU 'f'RUS1' rmu.m o. .. It,,,,,"'« mlfLD',I.!JOJ'1 33IJg ctHJ1ITY /lOAD 313 Nn CA.S'7J.I; co 8JU7-f/tt16.1 JUNIItAL RlCJrtS, JAJ18S
I . .. I'J'AL IItJIft4JSIU JfO//Dfr HOn'MJUSJM 1#37 NO N.tJI8 LANE Cf»{IfO()D SI'I/INcs, co 6JMJJ SURVEYOR THE SSX1'ON SURVKY ill 128 r8Sf 3RD STRErT R1 FLZ, co 81850 9'lO-BZ6-3711 It
"O-.4~-.I700 BRIAN A. STKINJlINOER P.L.S, 5'4 SEC. 20 FOUND S W BLJ/AWIiINUIi CAP ON 2 ~" PIPE a /4 SEC. 20 rELL ACCESS It MAINT. 8SJIT. TIE 99t.14 · NBV5,,'OO-E 25.""1' LOT I /,699,841
sq. ft. 39.0Z3± acTO' "ELL ACCESS .t MAlNT ESJIT. BWtVP NOT TO SCALE CENTERLINE 3000' HOI.Y CROSS ENERCY R.O." . EASEilENT REC. 7S8967 DOES NOT CONTAlN SUFFlCIENT INFORJIATlON TO DIMENSION
THE EASEilENT. r/J; alii' Til MO •• ' ItIC. IC74.ta7' N89'S4'OO"E 9Z0.66' BASIS OF BEARING INCRESS AND ECRESS BOOK /Z98 PACE 656 TO COUNTY ROAD DOES NOT CONTAIN SUFFICIENT INFORJlATfON
TO DIMENSfON THE EASEIiENT. CENTERLINE 30' HOLY CROSS IIASEIiENT TO LOT 2 REG. 757584 INDICATES SET U " 15 REBAR AND 0.1' YELLOW PI.ASTIC CAP P /,. S, 3/944 f6 REBAR TYPICAL S89"54 'Oer"
CENTERLINE 30.00' HOLY "--~~20~8~.0;;:0~,"'::'---1 CROSS ENERCY RO. W EASEIiENT REC. 757584 ~ .'--", OOES NOT CONTAIN \ SUFFICIENT INFORIiATfON DIMENSION THE EASEMENT. PRIVATE ROAD EASEIiENT
REC. 743598 DOES NOT CONTAIN SUFFlCIENT l? CRAVEL DRIVE INFORIIATION TO <::> DIJlENSlON THE EASEJlENT, ~ LOT 2 12/,680 sq. ft. 2.799± QCfts C-E !So SEC. 20 UPGRADII AXLE SET 2:' ALUJIlNUIi
CAP ON 30" f6 REBAR S89"54 'Oo-W 208.00' JOHN AND JUNE STUART ROCERS 5101 IlOUNTAIN VIEW RDAD HUGHSON. CA 95S26-9988 N89-54'OO"E 400 00 10 <> .. o 0 ~ ~ £'!, SEC. 20 8 ~ FOUND S" ..
BLJ/AWIiINUIi CAP ON Z Yi' PIPE S89"S4 ' 00"" IS20.66' SE SEC. 20 FOUND 9 ~" BLJ/AWIiINUIi CAP ON 2 ~" PlPE @VICINITY JlAP ''' zc2000'' BOARD OF COUNTY COMMISSIONERS ' CERTIfICATE 21
THIS PLAT, APPROVED BY THE BOARD OF COUNTY COMIiISSIONERS OF CARFlELD COUNTY, COLORADO THIS __ DAY OF A.D. 20_ FOR FlLlNC "ITH THE CLERK AND RECORDER OF CARFIELD COUNTY AND //'ITH CONVEYANCE
TO THE COUNTY Dr THE PUBLlC DEDICATIONS SHO"N HEREON; SUBJECT TO THE PROVISION THAT APPROVAL IN NO "AY OBLICATES CARFIELD COUNTY FOR THE FINANClNC OR CONSTRUCTION OF IIiPROVEIiENTS ON
LANDS, PUBl.IC HICHI/'AYS OR EASEIiENTS DEDlCATED TO THE PUBLIC EXCEPT AS SPECIFICALLY ACREEO TO BY THE BOARD OF COUNTY COIiIiISSIONERS AND FURTHER THAT SAID APPROVAl. SHAU IN NO "AY
OBLICATE GARFlELD COUNTY FOR THII CONSTRUCTION, REPAIR OR IIAINTENANCE OF PUBLIC HICHI/'AYS. B~-u ... ",~-----CHAIRMAN WITNESS MY HAND AND THE SEAL OF THE COUNTY OF CARFIELD. ATTEST:
COUNTY CI.ERK A17'0RNEY'S OR TITLE COMPANY CERTIFICATE CARflELD COUNTY CLERK AND BEC9BDER'S CERW/CATE THIS PLAT "AS FILED FOR RECORD IN THE OFFICE OF THE CLERK AND RECORDER OF CARFIEI.D
COUNTY AT O'CLOCK __ II, ON THE __ DAY OF ___ """,==A. D, A.D 20_ AND IS DULY RECORDED IN BOOK PAGE REGEPTION NO. _____ _ EXEMPTION CERTIFICATE CLERK AND RECoRDER B~ii.a~~----------DEPUTY
TlflS PLAT APPROVED BY RESOLUTlON OF THE BOARD OF COUNTY COIIMISSIONERS AT CARFIELD COUNTY, COLORADO THIS _ DAY OF A.D. 20_ IN FlUNC WITH THE CLERK AND RECORDER OF CARFIELD COUNTY, SUCH
APPROVAL fN NO WAY IIIPLIES THAT THE INFORJlAT[ON SHOJfN HEREfN [S TRUE AND Aoo/RATE BUT DOES INDICATE THAT THIS PLAT IS EXEJlPT FROJI AND NOT SUBJECT TO RECULATION UNDER CARFlELD COUNTY
SUBDlVISION REGULATIONS AT THE TlJlE OF ITS FlLlNG. CHAfRJIAN //'fTNESS MY HAND IN SEAL OF THE COUNTY OF CARFIELD ATTIIST~~~~~~ _______ _ COUNTY CLERK GARfiELD COUNTY SURVEYOR'S CERTIFlCATE
DEPOSITED THIS __ DAY OF , 20_ AT __ . A.J/. , IN THE CARFIELD COUNTY INDEX FOR INFOR.l/ATION LAND SURVEY PLATS UNDER RECEPTION NO. __ _ BY ====-0==:;-;===:;-__ _ CARFIEI.O COUNTY SURVEYOR
DATE SURVEyoRS CERUfICATE 3RD STREET RIFLE 0:\ 81650 625-/71 ~ 9~{-4700 JO.NO.:07093REVII DATE: 6/001/07 DffC. BY:KS CK: AS REV ' /O 9 :2011 J/YLAR: NOTle ll: ACCORDING 10 COLORADO 1.A"
YOU J1UST COIl~ENCE ANY LECAL ACTION BASED UPON ANY DEFECT IN THIS SUJ/VEY //'ITHIN THREE YEAJ/S AFTER YOU FIRST DISCOVSRF.D SI/CH DEFECT. IN NO EVENT, IIAY AN ACTION BASED UPON ANY
DEFECT IN THIS SURVEY BE COIl~ENCIiD IIORE THAN TEN YEARS FROM THE DATZ 01' rHE CERTIFICATIDN SHD"-N HEREON. TOMLINSON SUBDIVISION EXEMPTION PLAT, A PORTION OF SEC. 20, 2ND AMENDED 1
T. 7S., R.91W. OF THE 6TH PM. COUNTY OF GARFIELD, STATE OF COLORADO of 1
cooler end Generator Enclosure lear ~ '00'-6 I ~ ,'·10' r : .' '} -,) ) . I, ,/\ \ , . , .... --guardrail, 42" high both sides 1 1/2" handrail, 36" hiQh both skies, see elevation high
hood Gene rator Enclosure ladder high hood '" .,00 " .~/k cooler end high hood guardrail, 42-high both sides ... C" *. ladder ) ( high hood 1 112" il 36" hi~h both s'{:ies~ see elevation
I?~entilation se":1~1~'!.~:;,~v:"~~door '~\~~,~~_~Z.-~c-J~. panic . T.' _ I BLDG. 7 , ';;.. ~ paniC level .102'-,10' • ~ _ "r.___ I ;:;::r ,., _ _ _ _ _ 8 _______ -+:~=~-F-""\!'/-:='
H~ __ IV, ~ l\'~ent;latk," :~ "-.-v ~ 1 1/2" handrail, 36" h19~ rq I ==4~2~-rv~P~E'~~"'~;;I==l ~ ~ it< . _ d?:.'!~'" sides o~ ~ .~ ~ F /'> A U' p'" I'" ~~~~~1'l;0~ !lij'" /,' .'.?\ t-....
-'I---f .. :rt-4 ~l===]_\'-~ __ .~.~::P.~' ~'a~e~ ~x::,;ltt. d~~oorr secondary exi,--coor '\ . _' DPa~ng)l~c'iI'l' ~e ~~x:i~t:~d, :~oorr ~ '§ ....-panic harOware : . J,_'~ --P' :~ .
h .102'-7"\~_ ,//.~-;~. ~ secondary exit door panic haraware .; ; 1\. -,,,.---. ~ leaf ~ ~Y" ~~ r-~-----------+102'"10" -/Z -~ econdary exit door ~ .. '-'\' I8nlc haraware ~~;;;;;;;;;;~
~\ = ~_~ ",'-~ BLDG. 11 H ~ electrical end ~ .. ' , c' :::..9 electrical end electrical end 42~ _ 9uardrail TYPE A lB' 3''''' ,'. .'00'·3-1 1/2" handrail, 36" high bI ,th sides. see
elevation ~·!'.rdl:a.iil . 42" high ~. ,Ill sides !~ .:1. stair section similar to 1 ~/2" handrail , 36" high b< ith sides, see elevation ,'.,. ... ,. , f GS, --.I<---f"------,If-------""'----lt-....
. " ... edge of concrete pad , 112" handrail. 36" high both sides ---__ top of grate -~o-2'-7' 4'-0---4 risens@7"'---HWe.;b"/r -'--4 J G-1!..cr -----~ 100'-3" r----note: I provide return
wing In guardrail -0' 6" sphere shan not suer that openlllgb'iltween building wal and edge of stair space Is les~ than 4" wide. --pass-lmreugh openings in guardrails shall compl'l with
IBe 2003 section 1012.3 Stair Elevation scale: 3/8" = 1 '-0" , , ! ~ i ~ ~'OO'-3" • pad 1 112" handrail. 36" high both sides ----., 4 risers@r J '" of concrete pad , .... edge of , pad
/' '\ Gen Set Suildin N~+-4--=~~~~~~~~~ Layout r----note: I provide return winQ in guardrail 6-sphere shall not SUGr that openillgbetwean b.ullding wal and edge of1otalr space IS lesS"
than 4-wide. pass trhrough ./scale: 1A-" = 1 '-0" top of Increte -$-1'-0" --42" hi h uardrail sloped grade for drainage L--------coricrefe-paCf----openings in guardrails shall compl.,.
with IBe 2003 11" II" 11" section 1012.3 Stair Elevation tpardrail Elevation scale: 3/8" = 1 '-0" cale: 3/8" = 1'-0" Guardrail Types scale: 3/8" = 1 '-0" TYPE A , 4'-3Y," ~ 3'·7);,"
~ 4" ~ 42" high guardrail o , , ~ (!) z 15 oJ :l <II • ~ '" top-o-f-sk-i d -topof~np'e ta 42" high guardrail "co'(!) z 15~ oJ", :l <II --.'><x·"< ':X:"'><';,c>:-':(: '-', " "/"~/")/\
,( , ,~,.,)</~,,;/.., ',,.:' -' .... ' '\( "\( ')~. 'x" x/';.:' /'x '>( X ''/'x' ::>::;< .;<,><::~~; "-'x '0'''' .. \/' ,,' ,,/~" " ,;X""", t op of grate ---~ ' 02'-7 -• • ... r--;.•.
L.. --~ 1<-------, -----<I< 10,'-0-openings in guardrails shall compl." with IBe 2003 section 1012.3 TYPE B 5'·10" 5'-2· 4" I-,I<-------"----"-----__#_ --------'j<----.---openings In
guardrails shall compl." with IBe 2003 section 1012,3 TYPEC 5'-10· -----+'01'·0-top of~CQ'lcrete_ L.. -----__ ~ __ __ _ _ .--_ __ _ ~ '0"-0" 42" high guardral '------:1\ r-(!) z 15 oJ
5 <II Id • "i' M -openings in guardrails shall compl~ with IBe 2003 section 1012.3 TYPED 5'-8" 1" 5'-O~ ~"" 'x' ,~' ',<, \.( ',,/x' '< :/"'x' "./",/' " ./'',.(/'''''( " .r' ".--"~/',./'
.. " ~/.... /\,t-' " ;/' ,.~ "~/"I".,x"~/"x" "x' " ,'x. " ,/"<,' " ./">," ')..' "/, .') ;l' "x:' "./",( '-.: 'x'-" "', " ." " ./',~.' '/(/',>, ' " ./>{,~" ' x x' " y:' ':<,' ''')( ':.:'
....'. . : ' ''y:' 'v' 'y' 'x' ' • .' 'x' 'x' 'y' x.' ''y, ,,",,' './', ,' ',/,/,-,.'," , :. 0 ~, ;.. top of ..fQn.f r~~ -L.. . ------~ ---openings in guardrails Shall compl.,. with
IBe 2003 sect on 1012.3 L 1 4" o I:) z 9 5 al t op d grate ---~ '02'-'0" ------<1<' 0 1'-0-EGRESS GENERAL: 1003.3.1 Headroom. Protruding objects are pennitted to extend below the minimum
ceiling height required by Section 1003.2 provided a minimum head room of 80 inches shall be provided for any walking surface including walks. corridors. aisles and passageways. Not
more tha'n 50 percent of the ceiling area of a means of egress shall be reduced in height by protruding objects. 1003.4 Floor surface. Walking surfaces of the means of egress shall have
a slip-resistant surface and be securely attached. 1004 Occupant Load Total Building Size: Compartmentalized: Industrial areas Storage Imechanical equip. 529 SF 155 SF and 155/100 374/300
4 occupants per Gen Set building total 374 SF 2 occupants 2 occupants 1006.1 Illumination required. The means of egress, including the exit dIscharge. shall be illuminated at ail times
the building space served by the means of egress is occupied . DOORS 1008.1.4 Floor elevation. There shall be a floor or landing on each side of a door. Such floor or landing shall be
at the same elevation on each side of the door. Landings shall be level except for exterior landings, which are permitted to have a slope not to exceed 0.25 unit vertical in 12 units
horizontal (2-percent slope). 1008.1.5 Landings at doors. Landings shall have a width not less than the width of the stair way or the door. which ever is the greater. Doors in the fully
open position shall not reduce a required dimension by more than 7 inches. Landings shall have a length measured in the direction of travel of not less than 44 inches . STAIRS 1009.2
Headroom. Stairways shall have a minimum headroom clearance of 80 measured vertically from a line connecting the edge of the nosings. Such headroom shall be continuous above the stair
way to the point where the line intersects the landing below, one tread depth beyond the bottom riser. The minimum clearance shall be maintained the full width of the stair way and landing.
1009.3 Stair treads and risers. Stair riser heights shall be 7 inches maximum and 4 inches minimum. Stair tread depths shall be 11 inches minimum. The riser height shall be measured
vertically between the leading edges of adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 0.375 inch. The tread depth
shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at right angle to the tread's leading edge. The greatest tread depth within
any flight of stairs shall net exceed the smailest by more than 0.375 inch. HANDRAILS 1009.11 Handrails. Stairways shall have handrails on each side. Handrails shall be adequate in strength
and attachment in accordance with Section 1607.7. 1009: 11.1 Height. Handrail height. measured above stair tread noslngs. or fintsh surface of ramp slope, shall be unifonn, not less
than 34 inches and not more than 38 Inches. 1009.11 .S Handrail extensions. Handrai!s shall return to a wall. guard or the. w~lklng surface or shall be continuous to the hand rail of
an adjacent starr flight. Where hand rails are not continuous between flights. the handratls shall extend horizontally at least 12 inches beyond the top riser and continue to slope for
the depth of one tread beyond the bottom riser, EXIT PASSAGEWAYS 1020.2 Width. The width of exit passageways shall be detennined as specified in Section 1005.1 but such width shall not
be less than 44 inches except that exit passageways serving an occupant load of less than 50 shall net be less than 36 inches in width. ACCESSIBILITY 1103.2.9 Equipment spaces. Spaces
frequented only by personnel for maintenance, repair or monitOring of equipment are not required to be accessible. Such spaces include. but are not limited to, elevator pits, elevator
penthouses, mechanical. electrical or communications equipment rooms, piping or equipment catwalks, water or sewage treatment pump rooms and stalions. electric substations and Iransfonner
vaults, and highway and tunnel utility facilities. NON EGRESS OPENINGS Each Gen Set Building has additional service openings along their Johnson-Carler Al'ChltecCs, P.C. Jeffrey Scott
Johnson Richard Brian Carter 634 Main St., Suite 2 Junction, CO (970) 257-'970 phone 136 East Third Street Rifle, CO 8'650 (970) 625-{)580 phone (970) 625-{)581 fax www.johnsoncarter.com
Copyright 2009 o.... North elevations. These openings are utilized for access to mechanical equipment within the building enclosure and are not intended to be used used as additional
egress openings. These openings are not shown on this plan for the purposes of clarity. GUARDRAIL HEIGHT APPROVED 1012.2 Height. Guards shall form a protective barrier not less than
42 Inches high, measured vertically above the leading edge of the tread. adjacent walking surface or adjacent sealboard. GUARDRAIL OPENINGS 1012.3 Opening limitations. Open guards shall
have balusters or ornamental patterns such that a 4-inch-dlameter sphere cannot pass through any opening up to a height of 34 inches. From a height of 34 inches to 42 inches above the
adjacent walking surfaces. a sphere 8 inches in diameter shall not pass. SUBJECT TO NOTED UCEP110NS & INSPECTIONS GARFIELD COUNTY BUILiiPARTMENT !)aiel By$(U¥/j._ L COpy NO DlSPECJ10N
WITHOUT TIIE8E PLANS pN sr[E ,." .r Permit Set ConstrucUon GenSet Layout Plan Revised: 11-16-09 Date: 09-09-09 090t B-G-1 0-22-09 G5-1 Sheet 1 of 1
1 N 1iiJi .... -r -I it£; I I ~ (TYP) tl r -===-=-==-===I:-:C=-. ----------------·~--:::rnl -= = = = = = = -=-= .:-:: =-=---t'l ~~----~:::::,,-ED(:E OF CONC. I FOUNDATION I II ' a I
I I , I '11i" , , I II , I. C6xB.2 (-0'-4") I~----r-----------------TI"""" fG Co .-...... • <0 ...... SIM. -------~!H=~ N 'li <0 '-' I I: t:!J II II--et--u~ , I , , I' I! I' Ii , II
'' Ii I: : I, BUILDING ~ 10 6J ---=-= -= -------------= = = ~ -~ _ __ __ == --__ -~ -'-!-WI Im~c_cc_ -=:-:. ==_~.=.....--:. ___ _ 3'-0" 5'-9" 5'-44J" 1'-4" 1-------1 5'-9" 1' -B18 "
3'-0" 1------1 -4") ~ ;:...--~ :.--;:...-~ -:.: ----------fiK C~x-B:z-(-0'-4" -4") -... ~-~-=~==~=-g~-======== SIM. 1M i-t---,t-, --I I I I I f!ITI-----=:~-EDGE OF CONC. I: .~ FOUNDATION
, I I r-I , I ' 'i I, iiIIn---,--'---r----r ------------\-0'"*-~--~( ~R±iI~p~ ITt , o,n ... fG 'l SUA. II : I I: : I ~l ! Ii ill I II , I , -will '"''''''-''------""*' ...... . .., ,1
I' llIF:s~Tffirr--t <0 ·n ' I' II 01 , --oN .N.., . .r<0 ' I' I "~~~~U!H-----.L---..!. ... JI :1 :1:1 I C6xB.2 I: I I I, I, I ' Ii C,o ·n C,o ·n BUILDING 9 -...::. (-0' -4") fH ,:1:",
~ ,I '_?_n I , I .~ !: :'%~~=RI~--l ' I ,Itt II , I fF i: --.;:-:::-.: -=---~--=---=-;:..-.--=---~-:.-----=--:--:-= --:-.-:--~-~~= --~:-:. ~--:=----:.=----------, 'I ' hi -, I : 1'-2"
if ili~ ~~~~~===~=---.J. l' -7" 3'-0" 1----1 t.!----EIJGE OF CONC. FOUNDATION '-2" EDGE OF CONC. FOUNDATION ,' I ' I: ,' I,' ,, I I I I t I, I I I I I I 'i I , , __ --1 C6x8.2 (-0'-4")
----------~' ~~~ ITt BUILDING 8 EDGE OF CONC. FOUNDATION-~ --I I I '---I 10 1 I I I I L ___ --1 .~.,, 1 1/2" I . .., ..,. ..,, ... . -, . .., . .., , Co .o.,. o , r-2'-71/2" AIR 1R£AI)
3'-0" 1 1/2" 1 HAICJAAlL POST b , '" STAIR STRINGER EGRESS GENERAL: 1003.3.1 Headroom. Protruding objects are permitted to extend below the minimum ceiling height required by Section
1003.2 provided a minimum head room of 80 inches sholl be provided for any wolking surface, including wolks. corridors. aisles and passageways. Not more than 50 percent of the ceiling
area of a means of egress shall be reduced in height by protruding objects. 1003.4 Floor surface. Walking surfaces of the means of egress shall have a slip -resistant surface and be
securely attached. 1004 Occupant Load Total Building Size: Compartmentalized: Industrial areas Storage Imechanical equip. 529 SF 155 SF and 155/100 374/300 4 occupants per Gen Set building
total 374 SF 2 occupants 2 occupants 1006.1 Illumination required. The means of egress, including the e)(it discharge, shall be illuminated at all times the building space served by
the means of egress is occupied. DOORS 1008.1.4 Floor elevation . There shall be a floor or landing on each side of a door. Such floor or landing shall be at the same elevation on each
side of the door. Landings shall be level except for exterior landings, which ore permitted to have a slope not to exceed 0.25 unit vertical in 12 units horizontal (2-percent slope).
1008.1.5 Landings at doors. Landings shall have a width not less than the width of the stair way or the door, which ever is the greater. Doors in the fully open position sholl not reduce
a required dimension by more than 7 inches. Landings shall have a length measured in the direction of travel of not less than 44 inches . STAIRS 1009.2 Headroom. Sta irways shall hove
a minimum headroom clearance of 80 measured vertically frem a line connecting the edge of the nosings. Such headroom shall be continuous above the stair way to the point where the line
in tersects the landing below, one tread depth beyond the bottom riser. The minimum clearance sholl be maintained the full width of t he st air way and landing. 1009.3 Stai; treads and
risers. Stair r iser heights shall be 7 inches maximum and 4 inches minimum. Stair tread depths shall be 11 inches minimum. The riser height shall be measured vertically between the
leading edges of adjacent treads. The greatest riser height within any flight of stairs shall net exceed the smallest by more than 0.375 inch. The tread depth sholl be measured horizontally
between the vertical planes of the foremost projection of adja:ent treads and at right angle to the tread'hzs leading edge. The greatest tread depth within any flight of stairs shall
not exceed the smallest by more t han 0.375 inch. HANDRAILS 1009.11 Handrails. Stairways shall have handrails on each side. Handrails shall be adequote in strength and attachment in
accordance with Section 1607.7. 1009.11 .1 Height. Handrail height, measured above stair tread nosings, or finish surface of ramp slope, shall be uniform, not less than 34 inches and
not more thon 038 inches. 1009.11 .5 Handrail extensions. Handrails sholl retum to a '.Yall, guard or the walk ing surface or shall be continuous to the hand roil of on adjacent stair
flight. 'Where hand roils are not continuous between flights, the handrails sholl extend horizontally at least 12 inches beyond the top riser and continue to slope for the depth of one
tread beyond the bottom riser. EXIT PASSAGEWAYS 1020.2 Width. The width of exit passageways shall be determined as specified in Section 1005.1 but such width shall not be less than 44
inches except that exit passageways serving an occupant lood of less than 50 shall not be less than 36 inches in width. ACCESSIBILITY 1103.2.9 Equipment spaces. Spaces f requented only
by personnel for maint enance, repair or monitoring of equ ipment ore not required to be accessible. Such spaces include, bl t are not limited to, elevator pits, elevator penthouses,
mechanic al, (:Iectrical or communications equipment rooms, piping or equipment catwalks, water or sewage treatment pump rooms and stations, electric substations and transformer vaults.
and highway and tunnel utility facilities. NON EGRESS OPENINGS Each Gen Set Building has additional service openings along their North elevations. These openings are utilized for access
to mechanical equipment with in the building enclosure and are not intended to be used used as additional egress openings. These openings are not shown on this plan for the purposes
of clarity. GUARDRAIL HEIGHT 1 012.2 Height. Guards shall form a protective barrier not less than 42 inches high, measured vertically above the leading edge of the tread, adjacent walking
surface or adjacent seat board. GUARDRAIL OPENINGS GENERATOR BUILDINGS ACCESS PLA Tf.qR,~ PLAN (T.O.S. EL. 1034" UNO) SCALE: 1/4 1-0 SECTION N-N GENERAL NOTES: 1. ALL BOLT HOLES TO BE
\31i 6"~ UNLESS NOTED OTHERWISE. 2 ALL FIELD BOLTS TO BE 'I.' 0 x 1 '/4' LG. UNLESS NOTED OTHERWISE. 3: ALL STRUCTURAL STEEL TO BE GALVANIZED OR PAINTEO PER CLIENT SPECIFICATIONS. 4.
ALL NUTS TO BE HEAVY HEX UNLESS NOTED OTHERWISE. 5. ALL W Ik C SH APES SHALL BE A572/A992, GR. 50, STRUCTURAL TUBING TO BE A500 GR. B THE REST OF THE STRUCTURAL MATERIAL SHALL BE A36
OR BEffiR. 6. ALL WELDS TO BE MIN. 3/16 FILLET ALL AROUND -TYP. UNLESS NOTED. 7. WELDING ELECTRODES SHAll BE E -70XX. OPTIM::D PROCiS DESICS ~~N~U7.M7.B~E~R~'--R-E~F~ER=E-N=C-E~ D~R~AT~IW~~IEN~G~S---
----------tftON~oB.S ~ED~~FOR~Q~IRSrmiM"£R~TE~VmINSiIIO-N---------------tBmYA h~DA~TE iITTCIHTKil. Enterprise Products Operating L.P. Housto Texas 1----1--------------+--t----------------j~t_-_t____t
LJOA(;AO n<ClRi ABBIT COMPRESSOR STATION tS CIA~lE.: t' I#'bDR=AW=4 oBY; ;;;--1=iI=I ------l GARf1ELD COUNTY ca..ORAOO , .. ' -v CHECKED BY IT S1RU~ruRAL STm. PlANS FOR GENERATOR BURDING
ACa:SS PLA lFORMS P13436-936-0632 REV. o
5' -~" 1)2" 4'-2'-6~" 2' -21(," "-0" I,, I, · '" I , ·, I -n I I ·, ! , , I, ~ t ~O~.S~'f.E~L---r-:~=========~~~~~~~~~ ~ 103' -4"~. C6x8.2 ______ ---'-'T.O~. -=-S~KI~D ~ EL. 103'-1"
N (REF.) T.O. STEEL .z .1 >< EL 101 -n I 114" ,, T~.O~.~S~KI~D~_____ 1~~~~~~~~~~=======~~=t--riT.~o.~s.~E~L. fl. 103'-1" T 103'-0" (REF.) , I ~ ~ .1 T.O. STEEL ,.,; EL. 10" -0" BACK
OF Ux3 LEG -.... 1 "e ,, T~.o~.s~.?EL~' __ -r~~~=========ri~~~~~~~~~~:::j~ ______ ~T.~o.~S~KI~D~ 10 EL 103'-1" ~ C6x8.2 , (REF.) T.O.S. EL 103'-4" ~ · ~ k : =; , =t I C6x8.2 ~ ______----:':'T.~O..
...:S~KI~O_;,_ EL. 103'-'" (REF.) (REF.) -3 1------B~.O~.~B~AS~E;P~L.JL~~~~====~Jij~~§§~~~ EL T.O. CONC. EL. 10"-6" (REF.) T.O. CONC. EL 101'-6" (REF.) -----I -3 ~ (REF.) ~EE~~~~~~F===~Ef~~~~B~.O~.~B
A~SE~P~L iJ EL 100' -8" .z ' ;ij .1 T.O. STEEL ~ ,-__ ----EL 101'-0" ::.: I T.O. CONC. EL. 10"-6" (REf.) ~B.~O.~B~A~SE~P~L~~t==f====~~§=====~~~==~~~~ EL 1 -~, n T.O.S. EL. O,J N 3" B.O.
BASE PL. EL. -8" L6x6x3/8xU' -3" SECTION II A-A" SCALE: 1/2" =1' -0" 1/2"0 HANORAIL nl '-O" 36" HIGH BOTH SIDES OF RAMP --.--. 4' -0" 12 Ux3x3!8 '0 , . ~, n lO.S. EL. T.O. GROUT EL 1
. , -l-+'-CLR SECTION "8-8" SCALE: 1/2"=1'-0" 5' " ,. , • 1-.1-----1'-0" SECTION "F-F" SCALE: 1/2"=1'-0" SECTION liE-Eli SCALE: 1/2"=1'-0" 4N#4 Ea. SPA,.~H-~ + ________ + l' 3'-114"
(TYP.) -4+"":' #3 TIES SPA. AS TYP. DRILLED PIER SECTION SCALE: 1/2" =1'-0" I :f----.-~_+_----------------+--____il l I ' ~~~--~~~t=====~~~~~~~~--~~--~~-~~-,-~:jl~' _____ ~T~.O~. S~K~ID7
T.O.S. EL. EL. 10.,'-1" 103'-0" (REF.) ~ : __ __ 1,1 Il,---~T.O~.S.~o-L-t=~~===~~~~~~~~ EL. 101 l± L6x6x3/8xO' -3" LG. 2)'." I. LL~L T.O. CONC. EL 101' -6" (REF.) T.O.S. EL. 5'-9" l'
-' I :r-------H L6x6x3/8xO'-3" lO. CONC. EL. 101'-6" (REF.) ,. -' T.O. CONC. EL 101'-6" (REF.) L3x3x3/8xO'-4 3/4" LG. T.O. SKID EL. 103' -1" (REF.) T.O. CONC. EL 10" -6" (REF.) @,. ...
''"" -, L.JN ~ II '.".. SECTION II J-J" SECTION "K-K" OPTI~D PROGS DES liS SCALE: 1/2 " =1' -0" SCALE: 1/2"=1' -0" P13436-936-0627.dwg N 05/11 /09 N 1:47 N stewarts ~lIjxtjXj/~l,u'-3"
LG. ,, ,, I,' ----++-' L _ J3" 3'-. ~+---=----':~--I SECTION "C-C" SCALE: 1/2"=1 '-0" 4'-6" NUMBER l' -' 3'-1~ " (TYP.) -4+--G-R-AD-E--EL-. -1-00-'-0" SECTION "G-G" SCALE: 1/2" =1' -0"
SECTION "L_L" SCALE: 1 2" =1'-0" REFERENCE DRAWINGS TITLE ~ rl .,xox1/4 3/16 , L6x6x3/8xO' -3" LG. I 1/2" THK PLATE T.O. CONC. EL. 10"-6" (REF.) '", n O. T.O.S. EL. 103' . T.O. STEEL
EL. 10"-0" B.a. BASE PL. EL. , , L++--'! ! 3'-1 3'" t TYPICAL BASE PLATE PETAIL SCALE:NTS (TYPICAL 11 PLACES) SECTION "p_p" L _ J SCALE: 1/2"=1'-0" , I ~ 11~::-::=::j::=::=:::=::=::==::::j::::::=::;1
1 : ~.O~.~S'f.E~L.---r~t=======~J~~~~~~~~~~t:::j~ _ ______ "'T.""O . ...;SK==.=ID-;,-~ • EL 103'-'" '" (REF.) • l" l" -------, ,-------~T.O=.S~.~~-L~t===~====== 'B~~~§§~=====EbsB' EL
10"-0" 4'-0" GRADE EL 100'-0" .~~----------2)'." L L L"" SECTION "H-H" SCALE: 1/2"=1'-0" TREADS 0 11 " = 2' -. 2" 6" SECTION liM-Mil SCALE: 1 2"=1'-0" T.O. CONC. EL 101'-6" (REF.) B.
O. BASE PL. EL. 100'-8" REVISION BY DATI CHK. Enterprise Products Operating L.P. 1118 11 TT Houston Texas LOCA nON SCAlE CRt. ... BY f------j--------------+-+-------------+---I---I-----.j
JACKRABBIT CXU"RESSOR STATION __ 1118 GARfJELZD COUNl'I': COLORADO _.... CHEO<ED BY TT S£CTIONS FOR GENERATOR BUlU>INGS AcctSS PLAlFORMS ~=====+==========================~=t=======================j=j
====±=i~~·~~!~~~~~~~o~=~.=f~~,o~~'pi3436-936-0632A ;